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BATCH - Supplemental - 0119 Tilley Drive
PIZZAGALLI PROPERTIES.., LLC MOUNTAIN VIEW OFFICE PARK LOT & SITE DEVELOPMENT .. ai ` 4,u111 � �Vr I' / n PROJECT SITE W. DONALD L. HAMLIN CONSULTIN6i ENCrINEERS, INC. 1-36 Pearl Street, Essex Junction Vermont 05"452- LEGEND M ecx or waoos +R we voe roxture xoxwarn arorunLum O ow+x..m x.,xxou -a- x.,ww cu ux. O uuirnncw. w.xxuu -n- wuvnxrxx ufnwc.� • cw nor -rn- uvuxwaxo aru,ue.,sox RECEIVED SHEET INDEX IAN 1 2012 I. OVERALL SITE PLAN 2-5 SITE PLAN [[�� 6 ACCESS DRIVE PROFILE:.9ity r4. o. Budingtr. 7 SEWER PROFILE s WATER PROFILE q L14HTIN4 PLAN 10 SITE & EROSION CONTROL DETAILS Si WATER & SEWER DETAILS 12 STORM DRAINA4E DETAILS 13-17 TECHNICAL SPECIFICATIONS is EPSC PRE -CONSTRUCTION PLAN 19 EPSC CONSTRUCTION PLAN 20 EPSC STABILIZATION PLAN SEPTEMBER, Z01-1- REVISED: 01/06/2012 `\ \ \ \ •\ \ \ \•\crg\v \\ • \ \ I ,l //,, f \ 1 \ \ \ TN[ CO.NTFACTO.P. 9Y.IALL NOTIrY "DIGSAF[" AT AALLTO%IG 6 WAA5GM' , pCSTATISTICS Ai LOCATII,N_ WnIGN MAY p[ IN TM1[ IMAA[DIATE IN UND[RGROUND PIPING WhiT[SrsTEM:iTRUC1UR[:>. I 1 `\ \ \ fr: wx, f.2 •Ee>x' \ `{j- ( 1 / 1 I 1 \ 1 / / / I % aon 1 I \I \\ \;`��} _�_r\ \ P/IX'1----- 1 1 11 I 1 \\ \ \ / / / L / / ♦� / / / / . , t / l / � � / / / l /' � !j �xa f`°.°n �.exxas 1`-- ��� 1 \\ \\ i � \ \\ I � 1 11/ � I 11 \\ `\ � \\ �'�J ,/ ,' ,/ ,/ // ,/ ♦/ % "� / 'j j j // JJ l !' % % // � � � � / � � /f � I norAL oY[Ir".c. nc.> ,.,o .. son \ \ \ \ ` - � '' I 1 \\ 1\ \I \` \I 11 \ 1 ' / '' /' % /' L' �' ' ♦ ♦' /' i '' % / / ! 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EON AT THE TOP Of THE SLOPE BY ARCHDNNG THE MNKET IN A r (1= DEEP X a' 0t I NE TRENCH PNDe 1.1 11' ((Sr or BLANXET 10— EYOND THE GR-SALOMPE PwI10n K mC TRENCH ANOIDR THE BUHNET WITH A ROW OF STMl S/STAKES MPROXiMATELT t2' ( ED 7 /TART N THE BOTTOM OF THE TENCH. $AL—. AM COMPACT THC TIE AFTER STAPLING. APPLY SE[D 10 COMPACTED SOIL AND FaD REMAINING 12' (SOCNJ PONRON OF eLANXET — OVER SLED AND COMPACTED SOIL SECURE BNXET OVER CW— — NM A PON OF STAPISPADED APPROXIMATELY SPAAPPROXIMATELY 12- (W—) APART ACROW O CROSS THE NDm OF THE RL A XET. 3. ROLL MIN E NLANXCIS 1A ) OOWN GR (6) XDII110N1ALLY ACROSS THE SLOPE. BIANKET3 RILL UNROLL WINE APPROPRIATE SIDE A NST ME SOIL SUN'AtE. ALL BUwXErs MUST E SECURELY FASTENED TO SON. SURFACE BY PLACNG STApUES/STANES APPROPRIATE LOCATIONS AS SHORN N ME STAPLE PATTERN CUE NEN USING OPrgNA DOT SYSRM STAPLES/STAKES SHOULD E RACED THROUGH, EACH OF TINE COLDIED DOTS CORESPONDNG TO THE APPROPRATE STAPLE PATTERN. HE ♦. 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' `ts .°�) +:¢ 'A M.•i Rm • • Sr (I.Om) 1 OL�°ww a nNARr ,PH wllil.+wgiLNWI wA.EI rXM .N w mPl Hu vr"`AI tmww',IawD WAPc°�a.TMwA(.aD. wa PrNn AwanA�,q,s P. I,a,l � •oaa aNHa� •. +¢ r PNJ•A40 Mneu NIp eownrt> rtPwA0. �I' f2Pa.1 swr lTS BfARE Fp tR �m�. N.S�^APILME'S PK ANIwIN Am FP MHA • IlFnel rlon xo,I w_ mwXwvNXIw�N OwamanAmNYr,� GALA DD�SWANn"%HARD. RWM.hto-N WoNH • M lM WJAAW PM! AVM TARN �� 1aaA aL NfArmwPw. SwAa � _ �f�/ .e,IDe�P¢ wDmt6 Or �i)i R im)EDMr�,p •ye .°N .�i�A.¢,f �/7� � � I AMEORICANW GREEN CHANNEL PROTECTION BLANKET DETAIL Rrs M. T T POa 1 TY w= e1RUCn1RE /r - 6/a• OHUlED ETaE NAL f3ENtwx ro pE eET ,-, /2• Tor slaf e+z DawE AIEAOIr HAS Ep rsrAlm I° e.Ei w01EClla 91A11 E NSSCTED AT IEASI ONE —1 SEHON CALENDAR DAYS OR NTHN N MORS AFTER Y RAM —1 WHICH RES3Lrs N A OSOIARQ PRaM M SHE OR -- SSIONE . —1 to ALwr PROPER —A IV IV YawENr�Pm�i. TYPICAL CATCH BASIN INLET PROTECTION PRELIMINARY nrs 09116/2011 A—W. MARAKIII— I�ii rlENoas lIALL MFEr ollA srNroMos Neon ro Mr Tbttaen dT�uw A Tndcw. x u""""irANeR. •mR"mN'ancAnw,!llAu a Ns.ELm rLOEVEn NNNI.I mw ew xaT a J w � r� RAxax sxxu xAVE no Lm mM +I.Ec (J) ea^ss Rmas Nnuua Ar • ALL !x ewe RATEIeyI[ alAu x0 I[ss MM M (x) DRMS AS— NSTA— AT E-1 I. sfwz" SI RT ZEST—TS IN TIRST-a1 IIUtt 91xE E ESM M SIWA Q A —WO 0. ALL`RA IS PWRMITENE dc^m TYPICAL TRENCH DETAIL. DUCTILE IRON WATERLINE ITS TIn19+ aAa iT a1 MamrEOMI A, CE axIF11FD OAEII TrE FIPE. • SEIOCT Ex<A— MA —AL :1 :o+E00AnmI.—A.. p Ir U- TO A wAMERB. GVPAcr N ° coPrvr aI° mnrc'"usm iOApAw, OE14N A.—zTII P MC �eRTr. aCMA MST— QdT fAO�A5T4 06b q J• A JA' fxlRuaO PWrSTIAFIIE FOM unOn. a i'RD LArtns. EACn t-I/r �A—A®c ictiu TMr�EG`'ceW"x al'�irn run oI AMP si A.— FlOE eEn 'Delo ro J� Aio� OldRl a PPE. ttAci4ulTr"a Mwu M DRMD., �x+Lrc vm ME PNE uv • - M FlMIl1 MAOE _— AVAt 4ArfAlAL p • > scr Exc aR mM rIN DIMERR CGIPACT N rrs ro A Ddlry a es SCILCT [xMnvArCD uA—. `'a's"Itt �esxR airPro A TIE rAvoAiroPnn ron M TIE MANNW .v Od,tt ACcaDNc T A Deb a cdlrn• e . q s• . Je" ExRWaO POLxS1HERE FOM suunaN. LAxFM. EAM +- i^OtFlLL�OaKO NSuIA AINWunC+I OµUALLa ASITSUSE ST rGEAR CALIFD fOR N Mf PIMS"I Fal AREM a.1{fxNa Fai 11xS. PLAaxvxr'aF �PPEeEO)NF MO - Tom/ RIAwuTaa ' Faxa MAN PPE ^' TYPICAL TRENCH DETAIL, FORCE - ` Mf 4H^wnNUA pRr SDErvNSiv D PIIa ml �ti AcoD�mO io Mn`Deee MAIN mx SO w. xRNq •rz" Rltt —�r�J,: •S' w�E A �61 A M rEI1 PLAN ACT ON A-AON A -A A.A:nw w�ALiE DaEiTAn�ieao iP[ covul�. i1DDLL c�aexccTlDxs m FEJeIw CGPIM(S, ATE rxDT A<®rMIE. TYPICAL SEWER SERVICE DETAR ITS Ero� e� vuLs v^LpAeMO_x s. �. (x7 S/A• I— I. DUc U.s (D. NUTRO) —MD rM GS AAC TO NAK —0.. EWAL M c•R —W an `AAwno`I vtD EWALL a woz j AMNM IEE �mE siWnDAnan (4rm KI J/.• GIullm srdE ®DND x I... x-Ps�aIRAE¢ ASM Ir M2x U`L9M . lW OIaST I— P0�5spTO IC. Mora nE muAru a .An TYPICAL WATER SERVICE CONNEC-nON DETAIL —M "NNIST eLixx FlZp AnE TON^N UNOB1uneFD SOl Y0.1-LUP RETANDI ¢NAJS OR APPnoseD EWA. Dx� NALrE a M.novm tWAL Mcd NUD x'n, osTx OR inia:L J/s au AN. Ix mmu TYPICAL END OF UNE PIPE ANCHOR OdRR aI[ IENc OVT SETRA •AlD1 swAnnnan asrM grknnotr aSrMa PARALLEL INSTALLATION WATER - SEWER SEPARA`ION NOTES ZIATs SHALL eE LNO AT IEAST rd FEET HONZOITNly FROM My ENSTAAD a1 PROPOSED SARR MNx. ME —. JNnLL eE NEASUIIFD EDa OF OWLMRS. DR OM[R UNUSUAL axmMMs, TO IN Td 1.111diaLNT. --l. NIEUHq rlA`EnWiFT ulE u�vRE N A sEPM^R — Oe M M —ITM "I" 41F1f N ME .— M. PB`iIORaD MAT ME .- 01 ME RAIETI UH[ M AT IEKT +e iNGES MOVE TIE TOP OA M and. rIE ran IS NwUTu Mlan ro sA, STPARAT xoTOk.�LuwA¢ s`"I A.eellnL�vm Fw�i I`NRIe resrNaRNN w^memE sr^NOMDs MD PREslxE MA'. To SO P! SE —I IAMR A. 9CrASNN TIE BOTTW OF THE ARRSMAIx D raidA11 B REI.09S— TO YNMUTNN — 1e —1 S•Rn�nG1`L --T. ON — ME r9ENFA —T BE M K M HATER MAN. I) Z C O—O $NHL W MRNMED SO MAT aIE MLL LdOM a SERER A CdTEREO MOVE OR BELOR W -MAW M 11R .xenrz As FM As Passes£ SO TA- RARA JONrS A11)) ME SEVER PPF MUST SE CONS-- SO RARR NN STMDMOS Fat A MNNUN MARR NNN STMDMOS MUST a PRESWRE RSRD Ta 4NNTNN W PS, TOO 15 BNuRS MMWS� SMUCI S —A-; i� D^OtNiNO�OEYIN. dN�E FOOT cO 2TOM ro TO A OA IX AAAMO—SS: 1)MII — MAIFA NMI MOSWS UNaII ^ 9EI1EA, AD=AR WIK SUPPOAT — BE MO\tfD Fat 1 PaCpAER 0? IT Bo E^ wasnwm IT ^LL Ak BWrs MD Sirs . -- ACa .S ND NIE To eE COLW rM RASTIC . TR 1 mlol¢R FRG• ANOIND TOTIaN. sND 6 b00 185/SOUARE FOOTA MO EMNO cMACTTv 6 9R co Fl11MSe .e' w e0 ,ao m.c —.I cws THRUST BLOCI( END AREA SO. FT. BEARING AREA YM� +Y lMlEaw STaR lflVNa ;ODO P Tr PNc sLLEErc ;I v7 Ox crD m1AMO ION 4^Ns ME ro x 0 d^vnw wArm asmcr •stN.oME TPEmc^nOx FaI vnsEs" DARn nmEleREn wz Au oIrEA TAPPNc sEEERss MD vALva ME m NrET APTwaw^R asTNau�aN snTEN s+Emamxs. z — TMs lLNi BE PEIEDTNm By PRE-AT4Ro m TeMa olaT. ALL .— Tl01i PM T NAVE CONGER PGIT® MaTNO TNd AIE TOeE rtAPMp rM . Nl PWIEMnLT4 PRA TO CONGER S.PuaNEIIT. k rETI TA>PNO CeD TnAnsrslax MAIN lIE MgCATED orxERlEP DFlarA— .- —1 eE OPOSEO MO InE WISeE gM[ITA A, Au K I. t— rmi^iBlnar 'saE svw a"rr Tlrii cainneicr"�aET TYPICAL TAPPING SL_FEVE AND VALVE DETAIL SANITARY SEWER MANHOLE DETAIL srcatT J/: GNSNEO s r TI.nL rM 'MEW WCTN�xFT�¢NI05 �I� FlrnxOS ME T nA1E 1ECA-wP IIETANQ G•WD1. ME TO IS, MNREO rm S, nvg. 1. Al eE Riro—D rMT— I --ITS. TYPICAL HYDRANT & CATE VALVE DETAIL Nrz TYPICAL GLEAN OUT DETAIL ntt % X. r^o wi en SEm idiM'a PAiEs .... 1 ( OR APPI1 — S..) uNIER END SEAL sEWREn TD Axnuun �Aa NAr mxwx va sAolo MD I— PPE I. TANIES9 sxN o.MPNc euros. Na CISIS PPC N0 MNR SIAu BE a LfAxPI100F MNaTUCnd CAPA— OF wmsrAvolxo n-T LnnlRa 2 SRLL RPE SNNl HAVE A SPECNEO NMMIIM HEIR SrTENOM (SITS) a Al -ST SO.- - tt SERER PPE INSTA— IN CASNO NPE 9IAu eE a A-LOA RESTnxxED AON1 Pk NPE, Ce m,. al S.-- x•PIIOVEO EWAE RE AIR SHALL eE IESTnlrlm A LewNUAI a TM ,IGxn W na a ME aaw PPE. DESCSPriW CMRIEn RPE CASNO PIPE CMRNT9 TO BE NANO 5< w ' DI e.OS• PPE M^RRµIrER c 9+REL 9PEGFlC^nOn A. ORAOI e00/RJ SMVS J3.000 D.nr OP[Ix NT wARxlnanr weLJEo k BORE M[Tx00 a ONE Exw �Ee'-O RNI�R URYS nH1lH.AOE TTOP Oi LASNO PRELIMINARY 09/16/201 t 7 1 I NEw Fe is ;• / ��- I-- / — / — I — I \ \\� l-- I —I � 1 I 11 \\' \1 II� o s .m Ai. I _ I 1 � I I I 1 /t—�---c�L._D_�� / s •.aD I spa TOP o�wl1 I 1 srl% I r"1T—�q+��4 /NEw C// 3s / / / ---- \3 STRUCRIRE STRUCnIRE NAME. DETAILS: CD u tiV OUi • aT4ao ro ,s �v our -'s` aDD ro >~ aM . s• ce s 1F INv DMN a Nvar>an: s•raD Nv our • sw.sD DMH r 1F IN OLT CHANNEL PROTE— eLANRET, HDRTH ANERICAN GREEN caaseN OR APPROVED EQUAL rw w rll..yLpRppwoL/aun Tr[EI qIM �NMDKD [WK ] Nrw w+aE uee IIIR . TM[ w waRDKo wrzcrAeL[ LaaeolwND aN[RRc n.ar w•o[ Eaw. LrHueo ow ra Nw. uwr ' EeLOR Waal wNx E6] , aoAVAno runRN. cgenarz Rze la,a cQlaRcr N u• wn ro ... iE]cAr+no wm•L Ka Ro LAeae MIN p A LNcm oowAn N arolOn�p1Y OaeNarr • VA ES • alY ar ESR a M rlit SfN,oNLo RRaenioi _ — • — _ aE ElNaaeo eeamr aNE ro ASM was , • mr. eoeaLENQ ro Am aM A. + r . x areuoto RarE*xort rw. I e• I n: E.cwu ro K e[oK NSuuTpl • a uMa, : r[o umra. e— I-vr I ,MOHwo,o i, rn..cno w T' w, rZ Z aTAQED®. TNL Wn ro A —1 O - iL NAe[D ceeenAL o uaAnmR oNIAK w[IaKR ceu]D roe N nR II,Na. I I au a nE aARrr wr I I ocean uaNa n. fr+eANa � . neoerw rzn. RCMm . I I N]ooa+K 10 Aan Dace. ' fw EIL[tl C+LUK Iw .LLArgN, yY.. .—rnxtwK ra[ e[CfRa ro E R[CK %' I NO CweECMF fU+L K / ERDRI Or P]S I I eew[0 NQ MI[ILRwT. '• .AmreN, a aaxerwN e' I I I e• I Mare w sw x nc rnE � � srm a,w[ .. - I ]+' I ,r[cAsr eca+Deao rnoErt wrw eAae w eweovm TYPICAL TRENCH DETAIL, HDPE I caw (uoo n caul. AND I 35 PVC STORM SEWER SOR Nn VARIES. SEE PLIH �. oior'%rna vMT TEC /,D•. Ir rm � EroK rEL wo, sec [n•.w aonimLE Frig TYPICAL STONE PAD DETAIL Rn HIGH 1JATER ELEV •N,.DO AwaDTH vl ElH AglunnC eENLH MI] Ea DTN vAWES NORINL WATER flEv..aa/OD MIN. M NIN. �.......•: m...:.v.�.. • (MINrNUM) [I.rY MATERUL, LOMFAC,ED iN a• LIRE TO A DENErtY OR rSR OR MAXIMUM DRY DENSITY. USINq iNE STANDARD PROCMR TEST, PER ASrM D-Ira. CHANNEL PROTECTIDN eUNRET LAY MATEeE OMRTED IF CONrRACfOR PROVIDES OR1H AMENCAH 4REEN CS3SEN AIPROPRIATF TE SOIL OILIL TESTS OR DEMON'oI p LN4 THAT E%ISTIH4 OR APPRDVED EQUAL SOILf ARE SVITAeLE GUSE .1 E.1 BASE. AS COMNRMED EY TH[ DEAGN ENGINEER IN WRTNL. TYPICAL POND CROSS SECTION 1 \ s}ryouMErER NOLe v we �--o LLao IN END cAP Po-OUT]FT AT qPE INVERT POND *I. ORIFICE DETAIL POND OUTLET DETAIL (DMH 3) POND OVERFLOW DETAIL (CS 1.4 & CB i,5) SECTION B—B NTS VNYS,Na� fOL w MwaaRr aRIPN;,m w+KL TYPICAL CATCH BASIN DETAIL Nn PRELIMINARY 09/16/2011 srolal NNMa[ rRNK ew ooLaL ro K u[ww RCo4 M-[K w IN errROKo eaML + — _ CQaOErz Roe RK I I wm eNxnL ro c I I ,NaIQAA. CorACTm N I I NEiR�o M10E irA]�rrarroear nL0°'aocmR nn. LR, a A, NSwaK ro aEn oaM 1•' Mes I r.e cD..crRNs >„+LL I I S e001fo Mq ,NiERTWi. I I e' I I A. w weortn I ]+• I pra san N+ROKo I I earN. (woo PP oao[nl. I UxpSMtp fOl w rlralWWlr CWPN:,m WtQ TYPICAL STORM MANHOLE DETAIL nn a"I PIZZAGALLI PROPERTIES, LLC P 0 BOX 2009 SOUTH BURLINGTON, VERMONT 05407 rt(accr nnc MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT DRAW 7111E STORM DRAINAGE DETAILS Lbna& L Hamlin 17-11 Cons-aling Fl fngineers, /ncIM ...,[ Ma 01010 Seed mix for lawn areas shall be Urban Mix as described in section 02820 Seed mix for the ditches and stormwater ponds shall be Swale Mix as described in section 02820. Seed mix for slopes steeper than 4:1 (H:V) shall be Conservation Mix as described in section 02820. SHOP DRAWINGS. The contractor shall submit shop drawing's to the Engineer for ro appval for the following items: Seed mix, erosion control matting, mortar mix, bituminous concrete mixes, cement concrete mixes, precast concrete near rings, precast concrete structures, catch basin frames and grates, manhole frames and covers, pumps, pump controls, light poles, fixtures and bases, all pipe, valves and valve boxes, and geotextile fabrics. The contractor shall also submit gradation curves for sand, plant mixed gravel, and The graded crushed stone. PERMITS. The contractse or shall insure that all permits and lioens have been obtained and all required fees have been paid prior to the commencement of work. SoilsThe contractor shall submit proctor test results for native materials and subbase materials to be used. The contractor shall be responsible for providing compaction test resufts. Compaction tests shall be performed at a rate of 1 per 50' of pipe in trench per lift, and 1 per 2,500 sq. It of fill area per lift. 01011 G N RA PROJECT MANAGEMENT WORK INCLUDED. This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards which must be utilized by the Contractor MANAGEMENT OF PROJECT SITE: The Contractor shall ensure that at the and of each working day, the job site shall be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shall be removed from the job site as work progresses. The Contractor shall be responsible for protecting all existing structures and work completed under this Project at his own expense. The Contractor shall take all precautions and institute such procedures as are necessary to protect both life and Pro party. All work, which, during its progress or before the final acceptance of the work as established by the Engineers Certificate of Completion, may have became damaged from any cause, shall be removed and replaced at the Contractors expense, for both labor and materials. Care shall be exercised on the part of the Contractor to ensure that property damage does not occur on private property and that as little damage as possible Is done within construction easements, Protection will be afforded cultivated trees and shrubbery, fences and walls, and similar features whom adjacent to the construction The Contractor is nsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction The Contractor shall be held responsible for all damages mauling from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED: The Engineer shall provide the Contractor with control points. Such control shall be set one time only. Thereafter, the Contractor shall be responsible for protecting wntrol points from damage and dislocation. Should additional work be required by the Engineer to reestablish control points, he shall be reimbursed by the Contractor. Bench marks will be provided by the Engineer. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment clauses of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and rock excavation, unless otherwise provided for, the method of measurement of quantifies will consist of cross sections measured in the field at intervals determined by the Engineer and computations of volume by the method of average end areas, In the case of quantities paid for on an area basis, unless otherwise provided for, the area to be paid for shall be within established pay limits, calculated using field measurements along final grade line. For the computation of areas the "Planimeter" shall be considered an acceptable instrument of precision PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, sewers, drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead lines, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer until the excavation Is backfilled and the existing facilities am made secum. Injury to any such facilities caused by or resulting from the Contractor's operetione, shall be repaired at the Contractor's expense within a time period that will not place an unmasanable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require, pipes or other underground structures encountered in excavating or trenching shall be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES In cose 0 shall become necessary, in the opinion of the Engineer, to move or reconstruct any water main, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract, reconstruction of the utilities shall be at the Contractor's expense. In no case shall the Contractor after any water mein, electric conduit, telephone conduit or any underground cables, conduits or structures, without written permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever aewers and water mains cross, construction shall be done in awodana with the "Sewer -Water Separation Details for Crossings" shown in the Appendix or on the plans. Where sewers and water mains will be parallel to each other, there shall be a minimum separation distance of ten (10) feet, measured edge to edge of pipe. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sewer and at an elevation so the bottom of the water main is at least 18 inches above the top of the sewer WORK OUTSIDE RIGHTS -OF -WAY AND EASEMENTS: The Contractor shall not, without written consent from the owner, enter or occupy with men, tools, materials or equipment, any land outside the rights -of -way or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES: Before starting the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the various steps he intends to take. Within 15 days after the date of starting work, the Contractor shall prepare and submit to the Engineer; (a) a written schedule fixing the dates at which additional drawings, if any, will be required and; (b) a written schedule firing the respective dates for the start and completion of various parts of the work. Each such schedule shall be subject to review and change from time to time during the progress of the work. Included with this schedule shall be a breakdown of monthly estimated construction costs and materials on -site WORK TO CONFORM: During its progress and on its completion, all work shall conform truly to the lines, levels and grades indicated on the drawings or given by the Engineer and shall be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no costs shall any work in excess of the requirements of the drawings and specifications be paid for unless ordered in writing by the Engineer. PERMITS: It shall be the Contractors responsibility to obtain all federal, state, regional or local permits necessary for the construction of the project. The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. COMPACTION. At the pmwnstruction conference, the Contractor shall be required to submit, in writing, to the Engineer, for approval, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to have specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project, Pieces of equipment such as vibrating plate compactors, tampers, mmmem, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber tired rollers, steal wheeled milers and the like shall be considered suitable equipment for compaction Such pieces of equipment as backhoe buckets, bulldozers and the like shall not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE: The Contractor shall be responsible for ensuring that them Is a Supervisor under his direct employ on the job site at all times that construction is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contactor. SITE RESTORATION: Prownstruction photographs shall be taken by the owner or his representative of all areas to be affected by this contract These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconsuuction condition. All previously vegetated areas which have been disturbed as a result of this construction shall be graded, topsoiled, seeded and mulched as per Section 02820 prior to October 1, 01030 LIND R-RO ND UTILITY DAMAGE PREVENTION - "OISAF " Before the Contractor removes soil or mck to create an open space in the earth greater than one foot in depth by means of any powered or mechanized equipment within an underground utility easement or in the area of a public rightof-way in which an underground utility may be located, the Contractor shall notify "Digests" by calling their tolpfree number 1.888-344-7233. Digsefe will then notify all utility companies having underground utilities in that area so that they can mark the location of these facilities. The utility companies should mark their lines within forty eight hours from the time Digsafe was rallied (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification Emergency excavations are exempt from this requirement. Effective January 1, 1988, the mandatory notification of Digsafe in the above mentioned situations became Vermont State Law. A fine of $1,000 may be levied for failure to telephone Digsafe before an excavation is made 01080 MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this comma shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Society National Electrical Code National Plumbing Code All Applicable State and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specification in effect at the date of receipt of bids shall take precedence over those listed below ASTM American Society for Testing and Materials ASA American Standards Association AWWA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute Al SC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ASSE American Society of Sanitary Engineers AGC American General Contractors of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Society of Professional Engineers NEW WA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association SCPI Structural Clay Products Institute UL UnderwritersLaboratories WPCF Water Pollution Control Federation 01500 WORK INCLUDED: Included in this section pertains to the Contractors responsibility of providing temporary facilities The Contractor shall be responsible for and shall bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not limited to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary facilities, safety and first aid facilities. The Contractor shall make all arrangements for temporary facilities well in advance of need so as to not delay construction. All temporary facilities shall be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01560 SPECIAL CONTROLS WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and meimain during the length of the Contract. DUST CONTROL: The Contractor shall be responsible at his own expense for ensuring that the dust created as a result of construction activities does not create a nuisance or a safety hazard. Where and when doomed necessary the Contractor will be required to wet sections of the construction area with water or apply calcium chloride or sweep the roadway with a power broom as dust control measures. Dust control measures shall be provided at all times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shall furnish all materials and equipment and shall do all incidental work to keep the excavation entirely clear of water while pipelines, ponds, structures and their foundations are being built. The Contractor shall be responsible for choosing the method for control of water and shall assume all responsibility for the adequacy of the methods chosen. No construction shall be undertaken if, in the opinion of the Engineer, adequate control of water Is not assured. WATERTIGHTNESS: It a the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids am watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shall be subject to correction or replacement by the Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise every reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other harmful waste shall not be discharged Into or alongside these waters or into natural or men -made channels leading thereto. Applicable statues and regulations of the Vermont State Agency of Environmental Engineering misting to the prevention and abatement of pollution shall be complied with. 01569 WORK INCLUDED: Work included in this section pertains to the Conmctoes responsibility to protectthe public and workmen. The public shall be protected by the Contractor from any and all hazards connected with the work. Open trenches, materials or other equipment within the working limits are to be guarded by the use of adequate barricades, snow fence or flagmen. All barricades left in position overnight are to be property lighted. The Contractor shall be held responsible for the safety of all workmen and the general public and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the pert of the Contractor to protect persons or property from hazard of open trenches, materials or equipment at any time of the day or night within the working area. All work shall be in conformance with OSHA regulations, Title 19, Parts 1926.651 and applicable VOSHA regulations. 01570 WORK INCLUDED: This section includes the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic police or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall, as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations am such that they will In any manner interfere with the movement or safety of the traveling public. The Contractor shall emct warning signs in advance of any place on the project where operatons may interfere with the use of the road by traffic and at all intermediate points where the project crosses or coincides with an existing road. Such warning signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration The cast of traffic police services occasioned by the Contract shall be paid for by the Contractor. The cast of uniformed traffic police will not be paid separately but shall be included in the prices stated in the several Rams of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer The Contractor shell notify the Engineer, local police and fire departments as wall as municipal officials at least 72 hours in advance of any intent to close streets. The Contractor shall work with the kial government to establish a suitable alternate route, and shall at his own expense, provide and maintain suitably marked and wall lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility or liability under this contract 01575 WORK WITHIN STAT WORK INCLUDED: Included in this motion am the requirements that the Contractor must meet while working within the State highway right-of-way, GENERAL. The Contractor shall insure that Highway Permits have been obtained prior to the commencement of any construction within a public highway right-of-way. Permits for work within a State highway rightof-way shall be obtained from the Utilities Engineer, Vermont Agency of Transportation, Montpelier, Vermont. A preconstruction meeting will be held prior to the Contractor beginning work. The Agency of Transportation's District Transportation Administrator and/or Utilities Engineer, the Construction Manager, the Contractor's superintendent, and the Engineer assigned to the project will be present at this meeting. Upon completion of the work, a final inspection will be held, with the same parties present as at the proconstruction meeting. The Contractor will be required to restore the highway right-of-way to as good a condition as it was prior to doing the work, and to the satisfaction of the Agency of Transportations District Transportation Administrator Ten (10) days written notice shall be given to the District Transportation Administrator before any work is done within a State Highway right-of-way. A copy of such notice shall be furnished to the Engineer, Inspection by the Agency of Transportation shall be permitted as construction progresses. The Contractors work shall be performed in such a manner that the roadway, appurtenances and highway traffic will be safeguarded The Contractor shall suspend all work within the State Highway right-of-way during the period from November 15th to April 15th, unless otherwise permitted by the Agency of Transportation. Prior to suspension of work, the Contractor shall hold a conference with the Engineer, District Transportation Administrator and the Owner Any work required as a result of this conference shall be accomplished prior to November 15th, unless otherwise permitted by the Agency of Transportation. All bituminous paved travel ways, shoulders and parking areas disturbed under this Contract shall be restored prior to suspension of work, Gravel surfaces in travel way. and parking areas shall be restored to a condition equal to that which existed prior to start of construction. All bituminous paved and gravel surfaced travel ways and parking areas shall be maintained by the Contractor throughout the suspension of work period Traffic shell be protected at all times by suitable barricades, warning and advance warning signs, as required to protect the public during the construction period. All construction operations will be conducted so as to cause a minimum of interference with traffic At least one-way traffic shall be maintained at all limes Two-way traffic shall be maintained at all tines when construction operations are not in progress Uniformed officers shall be provided for the control of traffic when two-way traffic cannot be maintained and at such other time as may be required by the District Transportation Administrator for the protection of the public APPROVAL: Before any construction operations are started. the Contractor shall submit to the Engineer in triplicate, a detailed written description of the equipment and methods he proposes to use and acceptable sketches showing details of the proposed operation. If a sub -contractor is to be used for the work, the name and address of the subcontractor shall be indicated in the written description. No work shall proceed until the Contractors plans and schedules have been appoved in writing by the Owner, the Engineer and the District Transportation Administrator JACKING, DRILLING AND TUNNELING. The Contractor shall construct the casing pipe under the highway as indicated on the Drawings in such a manner that there shall be no interruption to traffic or disturbance of the roadway. Jacking, drilling or tunneling operations shall be confined to areas outside the traveled portion of the highway, as indicated on Vermont Agency of Transportation Standard Drawing D-20. Jacking, drilling or tunneling operators, Including installation of the casing and carver pipe, shall be carried out in accodanos with the approved plans, specifications and working drawings. When excavating from within the jacking or drilling pipe, the Contractor shall use extreme care to avoid the loss of malarial from outside the limits of the pipe in his final position. Excavation shall be carried ahead of the casing pipe only to that extent possible without the loss of material. When sheet piling is used to form the highway side of the boring pit, the piling shall be cut off 2 feet below grade and the remaining length left undisturbed following completion of construction operations. No material shall be placed on the paved portion of the highway at any time unless authorized bythe District Transportation Administrator Open cut excavation for highway crossings is not the option of the Contractor, and may be utilized only where attempted jacking, drilling or tunneling methods fail or otherwise prove impractical. Where such methods fail or prove to be impractical, the Contractor, with the written approval of the Engineer, shall obtain an appropriate modification of the Highway Permit from the District Transportation Administrator prior to the utilization of open cut methods. Prior to approval of each instance, evidence will be required that ro practical alternative to open cutting exists. EXCAVATION, BACKFILL AND SURFACE RESTORATION: Maximum dimensions of excavation within the highway right-of-way shall conform in general to details shown on Vermont Agency of Transportation Standard Drawing D-20. When excavating through Portland cement concrete pavements, existing reinforcing shall be cut in the center of trench and carefully bent out of the way of excavation operations. Immediately following installation of the casing and/or pipe, the trench shall be backflled with approved material in 6" layers to the subgrade line. Each layer shall be compacted to not less than 95% of the maximum dry density as it is placed. Sub -base of gravel or crushed rock shall be placed on the properly compacted subgrede in 6" compacted layers and shall be a minimum depth of 18" or as directed by the Engineer. Each layer shall be thoroughly and solidly compacted At east a temporary pavement shall be provided within 36 hours of the completion of backfilling and prior to weekend shutdown at all locations where an open cut has been made through a roadway subject to vehicular traffic. The temporary pavement shall consist of at least one inch of thoroughly compacted bituminous concrete. Temporary pavements shall be properly maintained and shall be replaced with permanent pavement prior to completion of the project or suspension of work for the winter season Cement concrete pavements shall be replaced with concrete having a minimum thickness equal to the thickness of the existing pavement, but in no case less than 8" thick. The top surface shall be shaped to smoothly match adjoining pavement. An overlap (structural tie) shall be maintained between existing and new mbar or wim mesh. Reinforcing shell be placed with a minimum concrete cover of 2". Concrete shall be thoroughly compacted, struck off to the desired grade and cured for seven (7) days with moistened sisal paper or burlap covering before being subjected to traffic. Bituminous pavements shall be replaced with 3" of bituminous plant mixed concrete or the thickness of the existing bituminous pavement, whichever is Was, in accordance with Vermont Agency of Transportation Standard Drawing D-20. Sidewalk and curbs shall be replaced in kind or In accordance with details shown on the plans Existing granite curbs may be salvaged and reset 02100 WORK INCLUDED: The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the limits of the property or easements indicated In the drawings. CLEARING AND GRUBBING: The Contractor shall do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineer Disposal shall comply with local ordinances. All areas cleared shall be left clean and presentable. Except within actual lines of trenches, manholes, madways or sidewalks to be built, where troes must be removed, no live trees with trunks over four (4) inches in diameter shall be removed unless otherwise required or approved by the Engineer. Clearing shell be done in such a manner that prosent growth will merge with the construction limits to give a natural appearance The Contractor shall remove all stumps and roots within permanent rights -of -way. STRIPPING TOPSOIL: In general, where construction is not in roadweys, it is carried across private and public rights -way, presently covered with topsoil, After trenching end pipe laying operation or construction of structures is completed, excess material shall be removed and area graded, provided with topsoil and seeded as specified in Section 02820, Ground surface shall be left in a condition equal to that which existed before conslroction. =12 WORK INCLUDED: Embankments shall be constructed, as shown on the Contract Drawings, by the Contractor with either approved surplus excavated material or with approved material obtained eI.wh.m SURFACE PREPARATION: When the embankment to be constructed is Is.. than 5 feet in depth above the existing grade, the area within the construction limits shall be prepared by clearing all trees, down timber, brush, bushes and shrubs. The area shall be grubbed to remove all stumps, roots, duff, gross turf, debris or other objectionable material When the embankments are 5 feet and over, all stumps shall be cut off as close to the ground as practicable, but not to exceed 6 inches above the existing ground as measured at the base of the slump. The area shall not be grubbed, but all objectionable material shall be removed. All material resulting from clearing and grubbing shall be satisfactorily disposed of in a manner approved by the Engineer and in compliance with local ordinance. When embankments are to be made on a hillside, the slope of the original ground on which the embankments am to be constructed shall be stepped and property drained as the fill is constructed in accordance with the plans or as directed by the Engineer so that adverse movement of the slopes does not occur MATERIALS CONTROL: TM excavated rock, ledge, boulders and stone, except where required in the construction of other items or otherwise directed, shall be used in the construction of embankments to the extent of the project requirements and, generally, shall be placed so as to form the base of an embankment. Frozen material shall not be used in the construction of embankments, nor shall the embankments or successive layers of the embankments be placed upon frozen material. Placement of material other than rock shall stop when the sustained air temperature, below 32°F, prohibits the obtaining of the required compaction. If the material is otherwise acceptable, It shall be stockpiled and reserved for future use when its condition is acceptable to the Engineer for use in embankments. EMBANKMENTS OVER UNSTABLE SOILS: When embankment is to be constructed across swamp, muck or areas of unstable soils, the unsuitable material shall be excavated to reach soils of adequate bearing capacity and the embankment begun Alternative methods such as use of a filter fabric in place of excavation and backfill may be utilized only after approval of same by the Engineer. Material from excavation on the project shall be used to the extent available and when not available shall be obtained from other sources when authorized in writing by the Engineer. METHOD OF CONSTRUCTION: Material being placed In embankments shall be placed in horizontal layers of uniform thickness across the full width of the embankment; except when It is Impractical to construct full width of the embankment, partial width layers may be authorized by the Engineer, Stumps, trees, rubbish and other unsuitable material shall not be placed in embankments, except as designated on the plans or as ordered by the Engineer. The layers shall begin at the deepest pert of the fill. Embankments shall be placed and compacted as in Seaton 02265 of these Specifications using 6 inch lifts to obtain 95% maximum dry density by the ASASHTO T99 (Standard Proctor) or the ASTM D698 test. Field density testing shall be done in conformance with the Sand Cone Method, ASTM D1556 or the Nuclear Method described by ASTM D292 or AASHTO T238. Effective spreading equipment shall be used on each layer to obtain uniform thickness prior to compaction. Each layer shall be kept crowned to shed water to the outside edge of embankment and continuous leveling and manipulating will be required to assure uniform density. The entire area of each layer shall be uniformly compacted to at least the required minimum density by In areas presently grass covered, turf shell be re-established in accordance with Section 651, Vermont Agency of Transportation Standard Specifications for Highway and Bridge Construction, to the satisfaction of the District Transportation Administrator. The Contractor shall be responsible for the turf and grade of the ground surface for one year following the completion of the work, or as specified by the District Transportation Administrator PRELIMINARY OYl1 a/2011 use of compaction equipment consisting of rollers, compactors or a combination thereof. Earth moving and other equipment not specifically manufactured for compaction purposes will not be considered as compaction equipment. All fill material shell be compacted at a moisture content determined by the Engineer to be suitable for obtaining the required density In no cane, shell the moisture content in each layer under construction be more than 3 percent above the optimum moisture content and shall be lass then that quantity that will cause the embankment to become unstable during compaction Sponginess, shoving or other displacement under heavy equipment shall be considered prima facie evidence for an engineering determination of lack of stability under this requirement and further placement of material in the area affected shall be stopped or retarded to allow the materiel to stabilize When the mature coment of the material in the layer under construction a less than the amount mmsmry to obtain satisfactory compaction by mechanical compaction methods, water shall be added by pressure distributors or other approved equipment; water may also be added in eacawbon or borrow pits. The water shall be uniformly and thoroughly incorporated into the soil by disc, harrowing, bleding or by other approved methods This manipulation may be omitted for ands and gravel. When the moisture content of the material is in excess of 3 percent above the optimum moisture content, dry material shell be thoroughly incorporated into the wet material or the wet meterul shell be aerated by duAing, harrowing, bleding, rotary mixing or by other approved methods; or compaction of the layer of wet materiel shell be deferred until the layer has dried to the required moisture content by evaporation PIPELINES IN EMBANKMENTS. Pipelines and structures placed in embankments or fills shall conform to these specifications with respect to excavation, bedding, laying and backfilling. Excavalan for pipelines to be laid in embankments shall be made after the embankment has been completed to a height of 3 feet above the crown of the pipe The pipe shall be laid, property bedded and bacIddled to the top of the trench excavation. Construction of the embankment shell then continue according to this ,action. Embankment material adjacent to pipelines shall meet the requirements for backfill. No payment for substitute backfill will be authorized for beoli ill trenches excavated in embankments. COVER . Embankments shall be topsoiled and needed in accordance with Section 02820 of these specifications unless specified otherwise on the plans. In embankment areas where erosion control plantings are to be made, the area shall be graded or bermed to provide crose-drainage and lopsoiled prior to the planting. 02213 WORK INCLUDED: The following section describes the work to be done by the Contractor in making perking or mad excavations GENERAL: Prior to the beginning of exavetion, flooding and embankment operations in any area, all necessary clearing and grubbing in that area shall hew been em*t.d SLOPES. All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left In a mat and tom condition. Excavation shall be made in reasonably close conformity with the liras, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION. During the construction, the roadways and parking shall be maintained so that they will be drained at all times Where traffic is maintained, care .hall be exercised to keep the portion open to traffic in a satisfactory condition REMOVAL OF MATERIAL: All suitable material removed from excavation shall be used in the formation of embankments as indicated on the plans or as directed by the Engineer. The extra or waste material excavated during construction of the roadways and parking will be used to the edam possible to uniformly flatten slopes, or be deposited in such places within the right-of-way as may be indicated on the plans or as directed by the Owner or Engineer. None of the extra or waste material will be removed from the project site, unless permitted by the Owner or Engineer. Any material not used in the right-of-way or to flatten slopes shell be used to fill gullies or other low areas within the project lands as directed by the Owner or Engineer All of the areas that ere filed with this extrs o waste material shall be graded to drain, topaoiled, seeded and mulched In accordance with the landscaping specifications. The Contractor shall be responsible for the stability of all constructed embankments and shall replace at his own expense any portuons which haw become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL: Unless authorized by the Engineer, borrow material shall not be placed until all suitable material has been excavated and placed in the embankments, except when Sand Borrow or Granular Borrow is called for on the plane or when Granular Borrow, is required by the Engimer for use urder embankments or used with material from roadway exavations in making embankments 02221 PIPELINE TRENCHES AND EXCAVATIONS FOR TR T R WORK INCLUDED. The Contractor shall excavate to normal depth in earth for structures and trenches, backfill such exavations and grade and topsoil as masary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations she 11 be of sufficient width and depth el all points to allow all pipes to be laid, joints to be formed and structures and ippurteranl construction to be built in the most thorough and workmanlike manner end to allow for sheeting and shoring, pumping and draining and for removing and replacing unsuitable materiel. Trenches and excavations shall be at bast twelve Inches wider than the outside dimensions of the structure they are to contain, trenches must not be unnemsmNly wide so as to materially increase load on the pipe resulting from backfill. Bottoms of trenches and other excowtions shall be carried to lime and shapes satisfactory to the Enginser. Bottoms of trenches for pipe shall be carried to a depth six inches greater then grade of pipeline, refilled to grade and bedded in the specified bedding method as detailed on the Contract Drawings No tunneling will be permitted in plea of open trench construction unless specifically authorized by the Engineer or required as specified under Section 01575, Work Within State Highway Rights -of -Way Exawtions adjacent to existing underground structures shall be done by hand so that foundations of structums shall not be disturbed. Wherever boulders or ledge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shall be removed to a depth of six inches below grade end spec occupied by them shell he refilled to grade with the specified bedding meteneI Trenches shall be opened at such times end to sum extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, bees and any other surfew material affected by the work shell be carefully taken up and kept separate from the other excavated material. If suitable, excavated material shall be used for embankments, backfill and fill, Side slopes of excavations shall be less than the angle of repose of material excavated and shall be flat enough to prevent slides or cave-ins. Any exavetion required as a result of slides or cave-ins shall be dom by the Contractor at his own expense Placement of bedding material shall not be done until the ground hoe been thoroughly comforted and the Contractor is ready to install pipe or to construct foundations of vadous structures LENGTH OF TRENCH ALLOWED TO BE OPEN: Length of trench allowed to be open shall be determined by the Engineer. The total running length of all work in each section shell be kept as short ae is practical Only that length of trench which can be protected by means of barricades, fences, and the like shall be allowed to remain open overnight. Unless specifically permitted by the Engineer, all trench excavations shall be backfllled prior to work shut -down for each weekend MISCELLANEOUS EARTH EXCAVATION. Wherever required by the Engineer, the Contractor shall do earth excavation and heckflling in addition to the excavation and backflling needed to construct the work required by the Contract Documents. Miscellaneous earth excavation and backfilling may be required by the Engineer for teat pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this item. Temporary or permanent relocation of streams shall not be considered under miscallaneous earth excavation EARTH EXCAVATION BELOW GRADE: Wherever, in the opinion of the Engineer, material at or below grade line of pipe or structure plus depth of bedding material is unsuitable for foundations, it shall either be axavaled to such additional depths as directed by the Engineer and then rafted with crushed stone, well compacted, or the Engineer may direct that a filter fabric as defined in Section 02545 be utlllzed in lieu of deeper excavation . If fitter fabric is utilized, it shall be installed and the excavation then brought to grade line for pipe trenches as shown on the Contract Drawings UNAUTHORIZED EXCAVATION If the bottom of any exavalion has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shall be brought to grade at the Contractors expense by refilling with well compacted bedding materiel. EARTH EXCAVATION: Earth exavetion includes all materiels not classified as rock excavation and includes, but is not limited to curbs, sidewalks, pavement. peat, clay, silt, send, muck, gravel, hardpan, loose shale, loose atom in masses, and boulders measuring less than om cubic yard in volume. 02266 BEDDING FOR PIPE AND BACKFILL WORK INCLUDED. Work of this section pertains to the backfill requirements and definitions of materiels utilized in backfill operations which the Contractor must comply with GENERAL. Each structure or portion of pipeline shall be inspected and approved for bedding and backfill before It is covered Approval for bedding and backfill will not constitute final acceptance of the structure or pipeline Any pipeline found to be out of lint, deformed or damaged shall be re-laid or replaced without additional compensation. No backfllling will be allowed around manholes or other masonry structures until concrete or masonry has set sufficiently, as determined by the Engineer. All excess fill shell be removed from the construction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal site and obtaining any necessary permits associated with transportation to or disposal at the site. No excess rill may be stockpiled at the construction site PIPE BEDDING: Pipe bedding shall be that material in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force main, it shell extend from the bottom of the trench, 6" below the invert of the pipe, to a point 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings For ductile iron gravity sewer, water main or fora mein and for reinforced concrete or asphalt mated corrugated metal storm drain, the bedding shall extend from the bottom of the trench, 6" below the invertof the pipe, to the spring lim of the pipe and shall consist of crushed atom, sand or granular pipe bedding as detailed in the Contract Drawings The pipe bedding shall be compacted to the minimum density specified on the plan. in order to provide uniform support around the pipe. Specific information relative to the pipe bedding to be utilized on this project shall be found on the Contract Drawings and under the sections covering specific types of pipe materiels, Sections 02520, 02555, 02556, and 02560 as appropriate. PIPE BACKFILL. Pipe bacli ill to, this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrede as shown on the Contract Drawings for pipes under mods and shall be selected compactable soil materiel from the excavation. Materials used for backfill shall be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excavated material is unsuitable for backfill, the Contractor shall dispose of the materiel end substitute approved sand, gravel or other materiel in the amounts and proportions specified by the Engimer, Frozen materiel shell not be placed in backfills and beckflls shall not be placed on frozen material No stones in excess of 3" diameter shall be placed within 2 feet of the pipe Larger stones may be used in the backfill provided cite is taken that stones do not become nested and that all voids between stones ere completely filled with fine materials The size and quantities of stone used in backfill will be subject to approval by the Engineer. No backfill shall be dropped from a height of more than 3 feet from the top of the pipe The backfill shall consist of two separate zones. The first zom shell extend from the top of the bedding materiel to a height of 24" above the crown of the pipe. Select excavaed materiel with stones no larger than 3" diameter shall be placed in 6" lifts and compacted to a density of 95% of the maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). The materials shall be placed carefully so as not to disturb the pipe or cause it to break or misalign. The second mm shall extend from the top of the first mm to within 4" of finished grade or to road subgrads Materiel in this mm shall be select excaveted material, placed In 6" lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO Tgg (latest version). Suitable cohesive soil can be heckflled In this zone and compacted using impact type equipment, pneumatic tampers, engim or self-propelled, sheepsfoot rollers on wide trenches or other suitable equipment, providing the 95% compaction requirement is met In mhesionless soils, vibratory plates in confined areas and vibratory rollers in unconfined areas can be utilized, providing the specified degree of compaction is met Granular comsonless material may, in some cases and upon approval of the Engineer, be compacted using water letting o it mmersion type vibrators with flooding and pooling. The entire trench width shall be uniformly compacted and brought to grade The remaining 4" of trench between the top of the bacdill and the final surface, on areas to be seeded or sodded, shall be backfilled with topsoil, compacted and finished in accordance with Section 02820, Final Grading, Topsoiling and Seeding of thew Specifications If the area is to be paved, the upper min must be constructed in accordance with Sections 02649 and 02650 or 02651. FIELD DENSITY TESTING'. Unless specified elsewhere, the Contractor shell provide field density teals to verify that the compaction requirements of this section haw been met, Material having a gradation with more then 30% retained on the 3/4" sieve will generally be considered too coarse for satisfactory density testing and therefore shell be replaced with finer material and recompected before retesting Additional field tests necessary, because of failure of the first teal to comply with staled density requirements, shall be provided by the Contractor at no additional coat to the Owner. The field density determination will be made In accordance with Standard Method of Testing for Density of Soil In -Plots by the Sand Cone Method, ASTM 01556 (AASHTO T191) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238 MATERIAL SPECIFICATIONS This section pertains to the specifications which the Contractor must comply with regarding the quality and type of metenal to be utilized for fill, backfill and embankment operations. GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plane or within these specifications, it shall mean a well graded material free from debits, stumps, branches, vegetation, pavement and similar objectionable materiel It shall meet the gradation requirements for granular backfill defined as follows Percentage by Weight Square Mesh Sieves Sieve Damnation Pa.—, Total Ssmole Send Portion 3' 100% --- 2-12' 90%-100% --- No.4 50%-100% 100% No 100 --- 0%- 18% No 200 --- 0%-8% GRAVEL BORROW. Where reference is made to this material either on the plans or within the specifications, it shall mean a material reasonably free from sill, loam, clay or organic matter containing no more than 8% by weight passing the #200 sieve It shall be uniformly graded and the largest atone shell not exceed 6" in any dimension. SAND. Send shall consist of clean, ham durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of sift, loam, clay, organic matter or other harmful substances It shell meet the gradation requirements for sand defined as follows Sieve Designetion Parentage by Weight Passim Total Semole 1/2' 100% No.4 90%-100% No 10 60%-90% No. 40 20%-40% No 200 0% - 12% CRUSHED STONE: Crushed stone or screened gravel, uniformly graded from 3/4' to 1/4" and of satisfactory quality shell be furnished to replace unsuitable motors excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer It shall be clean, had, durable and free from dust, loam, clay or organic matter and shall be well compacted in plan. STONE FILL The Contractor shall line specified drainage ditches following exavetion with stone fill in reasonably close conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone fill may also be used in the stabilization of embankment, and shall be placed In one course thickness as shown on the Plans in a manner that will result in a reasonably well graded surface Care shah be taken in the placing to avoid displacing the underlying material The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sizes of stone Rearrangement of the stone fill by hand labor or mechanical equipment may be required to obtain the specified results. When stone fill and filter blanket are to be placed as part of an embankment, the protective materiels shall be placed concurrently with the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and filler blanket is to be plead under water, methods shall be used that will minimize segregation and insure that the required thickness of protective materiel will be obtained. Slone for stone fill shall be approved herd blasted rock The stone shell be angular in shape and shall not haw a smallest dimension less than 113 of his longest dimension. The stone fill shell be reasonably well graded from the smallest to the maximum size stone specified so as to form a compact mass when in place. a) Type 1: The longest dimension of the stone shell vary from 1 Inch to 12 inches and et least 50 percent of the volume of the atom in place shall hew a least dimension of 4 inches. b) Type 2'. The longest dimension of the stone shall vary from 2 inches to 36 inches and at least 50 percent of the volume of the stone in plea shell hew a least dimension of 12 inches. c) Type 3. The longest dimension of the atom shall very from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shall hew a least dimension of 16 inches d) Type 4: The longest dimension of the stone shall vary from 3 inches to 60 inches and at best 50 percent of the volume of the stone in place shell haw a least dimension of 20 inches RIPRAP: The Contractor shall furnish and place riprep in reasonably close conformity to the dimensions, elevation and at the locations indicated on the plans in accordance with these specifications or as ordered by the Engineer The slopes to be protected shell be graded and shaped to the lines indicated on the plans or as directed by the Engineer and if in a fill Brea, shall be compacted as per this section All slopes shall be maintained and protected to the neat fines indicated on the plans prior to the placing of nprap Stone for nprap shell be approved, rough, unhewn quarry atom, as needy rectangular in section es practical The atones shell be hard, sound, resistant to the action of water and weathering and suitable in every respect for the purpose intended. The individual stoma shall hew a depth equal to the thickness of the mum of riprap. The riprep, complete in plan, shall consist of stones that hew a minimum volume of 8 cubic feet, unless otherwise noted The cods between the stones shall be chinked with smaller slows to produce a relatively smooth and uniform sudam. Rip rep shell generally be placed from an elevation V below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02520 STORM DRAIN LINES CULVERTS and RELATED CONSTRUCTION WORK INCLUDED: Work in this section pertains to the installation of all storm drain pipe lime. manholes, catch basins, culverts and appurtenances. Work shall be as shown and noted on the Contract Drawings or as directed by the Engineer TYPES OF PIPE. The type of pipe which may be used for storm drain Imes is Smooth Interior and Annular Exterior Corrugated High Density Polyethylene Pipe (HOPE) or an approved equal. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe SMOOTH INTERIOR AND ANNULAR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE: This specification describes 4- to 60-inch (100 to 1500 mm) Smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe with a Silt Tight and Leak Resistant Joint for use in —pressure gravity flow drainage applications. AASHTO M252: Standard Specification for Corrugated Polyethylene Pipe, 4" to I I00 to 250mm), Type S. AASHTO M294: Standard Specification for Corrugated Polyethylene, Pipe, 12" to 48' (300 to 1200 mm), Type S ^ AASHTO MP7-97: Standard Specification for Corugeted Polyethylene Pipe, 54" to 60" (1350 and 1600 mm), Type S. "ASTM D2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications ASTM 03350, Standard Specification for Polyethylene Plastic Pipe and Fittings Materials. ASTM F477. Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. "Pipe and fitting material shall be high -density polyethylene meeting ASTM D3350 minimum all classi8ation 324420C for 4- through 10-inch diameters or 335420C for 124hrough 60-inch diameters "Pipe manufactured for this specification shall comply with the requirements for test methods, dimensions, and markings found in AASHTO M252, AASHTO M294 and/ or AASHTO MP7-97 The prescribed sizes of pipe are nominal inside diameters Pipe sizes shall be no less than 99%of nominal inside diameter and have a minimum of 20.0 feet laying length. • For 4- to 10-Inch (100 to 250 mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO M252, Type S. • For 12- to 48- inch (300 to 1200mm) diarretsrs, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO M294-97, Type S. • For 54- to 60- inch (1350 to 1500mm) diameters, the pipe supplied shell be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO MP7-97, Type S. Monning's "n'vela for me in design shall not be lass than 0.010. FITTINGS. Fittings shall conform to AASHTO M252, M294 or MP7.97 Fabricated finings shell be welded on the interior and exterior at all junctions JOINTS'. Pipe shall be joined with bell -and -spigot joints meeting AASHTO M252, M294 or MP7-97 Joints shall provide silt tight and leek resistant joint. Plpe joints shell k incorporsa gasket meeting the requirements of ASTM F477 to form sift tight and leak resistant connection. Joints shall exceed the soil light joint performance critena of AASHTO Standard Specifications for Highway Bridges, Division 11, Section 26, "Gaskets shall be installed by the pipe manufacturer and covered with a removable wrap to ensure the gasket is free from debris. • A joint lubricant supplied by the manufacturer shall be used on the gasket and bell during assembly • Smooth Interior and Annular Exterior Corrugated HOPE Pipe shall be Suri F477 as manufactured by Hancor, Inc. or a preapprowd equal. All @kernels products must be submitted to the Engineer two weeks before bid date for Contractor approval. Installation Installation shall be in accordance with ASTM D2321 with the exception that minimum aver in trafficked areas shall be one fool (0.3 m) for 4" - 48' pipe and 18"(O 5 m) for 54" and 60' pipe. ^ Beckfill the pipe with material meeting the requirements of ASTM 02321 Class I, II or III subject to the approval of the Engineer. Beckfill shell be plead in six to twelve inch IIRs compacted to a minimum 95% standard proctor or as designated by the Engineer. Trench width should be wide enough to place and compact backfill around the entire pipe. The trench width shall be outside diameter+24" for pipe sizes 12" to 30" and outside diameter+36' for pipe aims 35'to 60", LAYING PIPE: Storm drams and culverts shell be constructed on a trench bottom prepared and bedded as shown on the Contract Drawings. Each pipe shell be checked just prior to laying to ensure that it is clear of all dirt and debris and shell be kid two to line and grade as indicated on the Contract Drawings. All pints shall be light and inverts shall be continuous. When pipe is to be laid within the State Highway Right -of - Way it shall also be installed in accordance with requirements of Section 601 of the Vermont Highway Department Specifications Care shall be emmised when unloading pipe from delivery trucks and moving pipe to its final position When damaged pipe is rejected by the Engineer, new pipe shall be furnished by the Contractor at the Contractors expense Where existing pipe is to be retained or re -kid and it becomes damaged due to the fault of the Contractor, it shall be replaced with new pipe at the Contractor's expense PIPE BEDDING. Pipe bedding shell be as specified in Section 02265 of these Specifications. Reinforced concrete and asphalt mated corrugated metal pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to the spring lino of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings. Plastic pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to 6" above the crown of the pipe with sand or granular pipe bedding as detailed In the Contract Drawings, Beckfill above the pipe bedding shell be suitable excavated material free of stones larger than 3" and shell be placed according to Section 02265 of these specifications. MANHOLES, CATCH BASINS AND OTHER APPURTENANCES. Where indicated on the plans, the Contractor shall furnish and install manholes which meet the requirements of Section 03401 of these Specifications. The Contractor shell also furnish and install catch basins, where indicated on the plans, which meet the requirements of Section 03402 of these Specifications All manhole or catch basin steps, covers, grates and other miscellaneous metal shall be furnished and installed in accorde nit with Section 05550 of these Specfications. be of concrete construction, as shown on the Contract Drawings, If constructed of concrete, all concrete utilized shall meet the requirements for Clean B concrete as per Section 03300 of these Specifications. 02530 DEWATERING WORK INCLUDED The work includes ell work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water The Contractor shall at his expense remove by pumping, draining, bailing or otherwise, any water which may accumulate or be found in trenches and other excavations made under this contract, and shall forth all pump wells, sumps, dame, flumes, or other works necessary to keep trenches and other excavations entirely clear of water while pipe Ilms and structures and their foundations are being built Newly made masonry shall be protected from damage resulting from dewatering work, by use of canvas, tar paper, or by such other sufficient methods ea may be approved by the Engineer The Contractor shall at ell times, have sufficient pumping machinery so that structures will be built in the dry Excavation and trenches shall be dewatered where necessary by use of atone drains, pipe underdreins, or by use of well points Pipe used for underdrains shall be of ample size to dewater trench for proper drainage during construction work. Pipe shall be corrugated metal, HOPE, or PVC, as hereinafter specified Areas to be excavated and trenches shall be excavated to such additional depth as required to lay underdlem in a bed of clean gravel or broken stone If a wall point system is used for dewatetlng excavation, well points shall be spaced end driven to a depth to thoroughly dewater the construction area All dewatering, regardless of method, shall be accomplished so that adequate bearing capacity of the soil is reached to allow stable support of pipe lines, structures, and foundations Removal of visual running water in the trench without provision of stable tramh bottom support for piping or structures does not constitute adequate dewthering The Contractor shall furnish, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no structures to be built under this Contract shall move. The Contractor shall construct noise abatement structures around all pumps or machinery that must run after working hours. These structures must provide adequate sound absorption to prevent disturbance of the public. Water from trenches and excavations shell be disposed of in such a manner as will not cause Injury to public health nor to public or private property, nor to work completed or in program, nor to surface of highway., mr cause any interference with use of same by the public. No silty, brackish or turbid water from trenches and excavations shall be allowed to discharge directly to a stream or natural drainage aurae leading to a .tmam. The turbid water can be discharged onto the ground providing the subsequent runoff does not create a turbid situation in the stream Where ground application creates or is likely to create turbid stream conditions, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site majored to Its original condition. 02540 EROSION CONTROL WORK INCLUDED: The Contractor shall tarty out his operations in such a manner to give adequate protection to water courses and minimize surface erosion Within 7 calendar days after Notice to Proceed on the Project, the Contractor shall submit to the Engineer for acceptance, the Cmactofs proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to erosion, as indicated by the Engineer, or within existing drainage channels until the methods of erosion control, to be employed on the project, haw been approved by the Engineer. The Engineer has the authority to limit the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate erosion control measures to prevent contamination of adjacent streams or other water mums and areas of water impoundment These measures shall include but not be limited to, stone check dams, hey bales for mulch and matting. As the excavation proceeds, cut slopes shall be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cut slopes and embankments to the elements shall be as short as practical. Seeding, mulching, installation of erosion control shrubbery or other designed treatment should be masted promptly and concurterdly with the other work. The Contractor will be required to incorporate all permanent erosion control features into the Project at the earliest practical time as outlined in his accepted schedule HEADWALLS. The Contractor shell construct pipe headwalls at the locations shown and in reasonably close conformity with the lines, grades and dimensions shown on the Contract Drawings or as ordered by the Engineer. Headwalls 'MJWMINAR specifically designed asphalt coated, corrugated galvanized metal end s 001612011 If and when conditions develop that will suspend construction operations for any appreciable length of time, the excavation and embankment areas shall be shaped in such a manner that the runoff of water may be intercepted and diverted to points where least erosion shall result Slope drains shall be Installed as soon as possible to assist in carrying this runoff If these preventative measures should fail and an appreciable amount of matenal begins to erode into a nver, stream or impoundment, the Contractor .hall act immediately to correct and prevent further erosion Erosi n control measures shall be continued until the permanent drainage facilities hew obeen constructed and until grass on seeded slopes or specially installed shrubbery is established sufficiently to be an effective deterrent against erosion Unless otherwise approved in writing, mechanised equipment shall not be operated in live streams except as may be required to construct changes in channel and permanent or temporary structures Rivers, streams and impoundments shall, as soon as construction will allow, be cleared of all false work, piling and debris caused by the wnstrucllon operations. The Contractor shall perform all of the storm water and erosion control specifications end details shown on the Contract Drawings including installation, maintenance and removal of temporary dams and inlet protection 02555 WORK INCLUDED. The Contractor shall furnish, install and test all water mains and appurtenances as indicated in the, Contract Drawings and Specifications MATERIALS: Pipes for all waterlines shall be ductile iron pipe of the thickness class designated on the plane The minimum acceptable thickness pipe shall be the thickness Class designated on the plans. All ductile iron pipe shall be centrifugally cast in molds and shall conform to the latest revision of ANSI Standard A21.51, (AWWA C151) and ANSI Standard A21.11 (AWWA C111), Rubber Gasket Joints for Cost Iron and Ductile Iron Pressure Pipe Fittings and ANSI Standard A21 10 (AWWA C110) Grey4mn and Ductile Iron Fittings 3 inch through 48 inch of Water and Other Liquids. All ductile iron pipe shall be cement lined and shall conform to ANSI Standard A21.4 (AWWA C104), Cement -Mortar Lining for Ductile Iron Pipe and Gray Iron Pipe and Fittings for Water. All pipe joints, shall be the push -on type, except for joints at fittings and valves which shall be mechanical joint, unless noted otherwise on the plena. All fittings shall hew body thickness and radii of curvature conforming to ANSI Standard A21 10 and push - on joints shall conform to Sections 11.2 through 11-5 and 11-7 through 11-8 of ANSI A21.11. The electrical conductivity of the pipeline and attached Services shell be maintained at ell pints through the use of three brass wedges at each joint or with conduction straps. The elactrical conductivity, of the pipeline across all couplings, valves, and fittings shall be maintained through the use of conduction sire ps No couplings shell be made at any point on the pipeline or attached services without incorporating provisions to maintain electncal conductivity Mechanical joint, ductile Iron pipe shall be the thickness Class designated on the plans, and shall be installed where specified on the plans Mechanical pint ductile iron pipe shell conform to the Specifications for ductile iron pipe, except for fittings which shall be mechanics[ joint with body thickness and radius of curvature conforming to ANSI A21 10 and mechanical joints which shell be In accord with Sections 11-2 through 11-6 of ANSI A21 11. All pipe and fittings shall be manufactured by U.S. Pipe and Foundry, Co., Clow or an approved equal. INSPECTION AND TESTING OF MATERIALS. All cast imn pipe and fittings shell be Inspected and tested in accordance with the manufacturers specifications and the aforementioned AWWA Specifications, The Contractor shall furnish for approval, cartlicakon from pipe manufacturer that all tests hew been performed with satisfactory results Pipe shall not be installed without the Engineers approval HANDLING Pipe, fittings and accessories shall be carefully handled to avoid damage. Prior to tie data of acceptance of the project work by the Owner, the Contractor shall replace any pipe or accessory found tobe defective at any time, including after it has been installed, at no expense to the Owner. The Contractors attention is called to the fact that the cement lining of the pipe is quite brittle and special cere should be taken in handling. All cutting shall be done with a machine having wheel cutters or knives adapted to the purpose except as otherwise approved All cut ends shall be examined for possible cracks caused by cutting All pipe showing cracks shall be rejected. If cracks occur in the pipe, the Contractor mey, at his expense and with the approval of the Engineer, cut off the cracked portions at a point at least twelve Inches from the visible limits of the crack and use the sound portion of the pipe. All pipe and fittings shall be cleared of all foreign matter and debris prior to installation and shall be kept clean until the time of acceptance by the Owner. LAYING PIPE: Pipe shall be lad upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this Section Each pipe shall be laid true to lire and grade and So laid as to form a tight pint with next adjoining pipe All Installation of pipe shall be done In accordance with AWWA Standard C600. At all times when pipe laying is not actually in progress, the open ends of the pope shall be closed by temporary watertight plugs or by other approved means. If water Is In the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe has passed There shall be a minimum of six feet of cover on all pipes and fittings. The pipe shell be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at pints shall be within the limits specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported w that no strain will be imposed on the equipment. (If the equipment manufacturers specifications indicate that pipe loads are not to be transferred, the Contractor shall submit cartcation of compliance). Thrust blocks or property installed tie rods shall be installed on all plugs, tees, and bends deflecting 11-1/49 or more Care shall be taken to ensure that concrete will not come in contact with flanges, joints or bolts. The required area of thrust blocks are indicated on the Contract Drawings or shall be as approved by the Engineer. In instances where the use of different types of pipes requires pining, the Contractor shell furnish and install all necessary adapters All trenching safety standards shall be in oonformance with any applicable State and Federal guidelines. No walking on or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted until pipes are backflled as specified to a depth of 12 inches. PIPE BEDDING AND BACKFILL, Pipe bedding and backfill for all watenines shall be as indicated in Section 02256. Pipeline shall be laid on a prepared bed of 6" of Sand or gravel and adjusted for proper alignment and grade Sand or gravel, as Indicated on the Contract Drawings, shall then be placed and compacted to the springlins of the pipe (contemns) Backfill with excavated material containing stones w larger than 3" shall then be placed and compacted in 6" lifts to 24" over the pipe crown. Where sub- surface, "in -place" conditions warrant reduced bedding or compactive effort, the Engineer shell make a field determination as to whether the bedding requirements can be reduced. All projects shall use the standard outlined in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall accrue to the Owner. FIELD TESTING: Except as otherwise directed, all pipe lures shall be tested Pipe lines laid in excavation or bedded in concrete and any exposed piping shell be tested prior to field painting The Contractor shall furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length Each valved section ore maximum of one thousand feet of pipe shall be tested All water required for testing shall be potable All testing shall be conducted in the presence of the Engineer. The Contractor shall make the necessary provisions to tap the pipe at the high point to release all air and shall plug same after completing the test. Hydrants or blowoffs located at high points may be used for air release in lieu of laps if approved by the Engineer The pressure and leakage tests shall be performed as a combined lest which shall be for a duration of two hours at 150% of normal operating pressure or 200 psi, whichever e more, in the line et the lowest of Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe to maintain the leakage test pressure after the pipe has been filled and the air has been expelled No installation will be accepted if the leakage is greeter than that determined by the formula L=SO fPl-5 148,000 Where L is allowable leakage In gallons per hour, S is the length of pipe being tested, D is the nominal diameter of the pipe in inches, and P is the average test pressure in pounds per square inch gauge. Should any section of pipe fail either the pressure or leakage tests the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or pints at no expense to the Owner If for any reason, the Engineer should alter the foregoing procedures, the Contractor shall remain responsible for the tightness of the line within the above requirements. DISINFECTION: Chlorination of the water main shall be conducted only alter the main has been Satisfactorily tasted and flushed and a clean stream a obtained as determined by the Engineer The Contractor shell furnish all labor, equipment, materials and tools necessary to disinfect the pipe and appurtenances in accordance with AWWA Standard for Disinfecting Water Mains C651 latest revision The continuous feed method shall be performed under the Supervision of the Engineer. The disinfection process shall be deemed acceptable only after samples of water from the flushed, disinfected main show no evidence of bacteriological contamination based an Health Department testing or testing by another approved lab VALVES All valves or walerines shall meet the requirements of Section 15100. HYDRANTS: All hydrants shall meet the requirements of Section 15109 PIPE INSULATION: In areas where there is Insufficient cover (I a ass than five and one half feet) due to Sewer pipes, etc as Indicated on the Contract Drawings, all pipe, fittings, etcshall be insulated. The insulation shell be of extruded polystyrem and have a minimum thickness of 2 inches and shall be installed in strict compliance with the manufacturers directions. The insulation shall be Styrofoam SM. and Shall meet the compressive strength requirements of ASTM D1621-73 and shall be as manufactured by Dow Chemical Company, Midland, Michigan RECONNECTION OF SERVICES. All services to the existing water main shall be reconnected to the new main with pipe of equal Sim, and shall be provided with a corporation stop or valor as applicable 02556 FORCEMAIN AND RELATED CONSTRUCTION WORK INCLUDED. The Contractor shall furnish, install and test all water mains and appurtenances as indicated in the Contract Drawings and Specifications MATERIALS. Pipe and couplings for all orcamains shall be PVC of the pressure Class 160. All pipe shall meet the requirements of ASTM D2241 or AASHTO M258 Section 8.1.2 "Poly Vinyl Chloride (PVC) Plastic Pipe (SDR-PR)' the Uni-Bell Standard UNI-B-2 .72, and AWWA Standard C900 The pipe shall be manufactured from Class 12454-A or 12454-B compounds, with a hydro -static design and basis rating of 4,000 psi at 73.4°F and shall conform to ASTM D1784 compound specifications. All pipe shall be manufactured with outside diameters equal to those of ductile iron pipe All pipe and couplings shell be the pushon type using elastomeric gaskets except for joints at fittings end valves which shall be mechanical joints. Joints shall meet the performance requirements specified in ASTM D3139. INSPECTION AND TESTING OF MATERIALS: All PVC pipe and fittings shall be inspected and tested in accordance with the manufacturers specifications and the aforementioned AWWA Specifications. The Contractor shall furnish for approval, certification from pipe manufacturer that all tests haw been performed with Satisfactory results. Pipe shall not be installed without the Engineers approval HANDLING: The Contractor shall be responsible for all material furnished by him and shell replace at his own expense all such material found damaged or defective In manufacture This shall include the furnishing of all material and labor required for the replacement of installed materiel discovered prior to the final acceptance of work. The Contractor shell be responsible for the Safe storage of material until A has been incorporated in the completed project. All pipe and fittings shell be cleared of all oregn matter and debris prior to mstelation and shall be kept clean until the time of acceptance by the Owner LAVING PIPE. Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings and as specified in this Section. Each pipe shell be laid true to line and grade and so laid as to form a tight joint with next adjoining pipe All Installation of pipe shall be done in accordance with UNI-B-3-77. At all limes when pope laying is not actually in progress, the open ends of the pipe shall be closed by temporary watertight plugs or by other approved means. If water Is In the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe has passed There shall be a minimum of five feet -six inches of cover on all pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at joints shall be within the limas specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported so that no strain will be imposed on the equipment. (If the equipment manufacturers specifications indicate that pipe loads are not to be transferred, the Contractor shall submit certification of compliance) Thrust blocks shall be installed on all plugs, tees, and bends deflecting 11-1/4" or more Care shall be taken to ensure that concrete will not come in contact with flanges, joints or bolts. The required area of thrust blocks are indicated on the Contract Drawings or Shall be a. approved by the Engineer In instances where the use of different types of pipe requires joining, the Contractor shall furnish and install all necessary, adapters All trenching safety standards shall be in conformance with any applicable State and Federal guidelines PIPE BEDDING AND BACKFILL. Pipe bedding and backfill for all forcit- shall be as indicated in Section 02265 Pipeline shall be laid on a prepared bed of 6" of sand or granular pipe bedding and adjusted for proper alignment and grade Sand or granular pipe bedding, as indicated on the Contract Drawings, shall then be placed or compacted to 6' above the crown of the pipe Backfill with excavated material containing stones no larger than 3" shall then be placed and compacted in 6" lifts to 24" over the pipe crown Where sub -surface, in -place conditions warrant reduced bedding or compectiw effort, the Engineer shall make a field determination as to whether the bedding requirements can be reduced. All projects shall use the standard outline in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall amure to the Owner. FIELD TESTING Except as olhenwite directed, all pipelines shall be tested. Pipelines laid in excavation or bedded in concrete shall be tested prlor to backfilling or the placing of concrete and any exposed piping shall be tested prior to field painting. The Contractor shall furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valves Section or a maximum of one thousand feet of pipe shall be tested. All water required for testing shall be potable All testing shell be conducted in the presence of the Engineer The pressure and leakage tests shall be performed as a combined test which shall be for a duration of two hours at 150% of highest working pressure in the section being tested. Test pressures shall no be less than 50 psi at the highest point in the test section, shall not exceed pipe or thrust restraint design pressures, shall not vary by more than 5 psi, and shall not exceed twice the rated pressure of the calves when the pressure boundary of the lest Section includes closed gate calves. Each valved section of pipe shall be filled with water slowly and the specified lest pressure, based on the elevation of the lowest point of the line or Section under test and corrected to test gauge, shall be applied by means of a pump connected to the pipe. Before applying the specified test pressure, air shall be expelled completely from the pipe and valves All exposed pipe, fittings, valves, and joints shall be examined carefully during the test. Any damaged or defective pipe, fittings, or valves, that are discovered following the pressure test shall be repaired or replaced with Sound material and the test shall be repeated Leakage shall be defined as the quantity of water that must be suppled into the newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the specified test pressure after the air in the pipeline has been expelled and the pipe has been filled. No pipe installation will be accepted If the leakage is greater than that determined by the following formula L=lNIl01 x fP1^.5 7,400 Where L is the allowable leakage in gallons per hour, N is the number of pints in the length of pipeline tested, D is the nominal diameter of the pipe in inches, and P is the average test pressure during the leakage test In pounds per square inch gage Should any Section of pipe fail the leakage test, the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or joints at no expanse to the Owner. If for any reason, the Engineer should after the foregoing procedures, the Contractor shall remain responsible for the tightness of the line within the above requirements. VALVES. All wlws for forcemains shell meet the requirements of Section 15100 PIPE INSULATION: In areas where there is insufficient cover (i.e leas than five and e half feet) the pipe shell be Insulated. The insulation shall be of extruded polystyrene and haw a minimum thickness of 2 inches and shall be installed in strict compliance with the manufacturers directions. The insulation shall be Styrofoam SM, and shall meet the compressive strength requirements of ASTM 01621 and shall be as manufactured by Dow Chemical Company, Midland, Michigan 02560 SEWER PIPE LINES AND RELATED CONSTRUCTION WORK INCLUDED. The Contractor shell furnish and install all pipes, fittings and other materials necessary for the installation of gravity severe, force mains, and all appurtenant construction rented thereto including chimneys, Service connections, thrust blocks and other related items as indicated on the Contract Drawings and as specified herein. The work shall also include testing and placing the system Into satisfactory operation. TYPES OF PIPE. Types of pipe which shall be used for the various pans of work are as follows: a) Gravity Sewers shall be PVC solid wall pipe meeting ASTM Specifications D3034 or F679, or restrained pint PVC pipe meeting AWWA C900, or an approved equal. PVC SEWER PI PE. PVC sower pipe shell conform in all respects to the latest revision of ASTM Specification D3034, or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SOR 35. Wall thickness of all PVC pipe shell meet ASTM Specifications or SDR 35 pipe. All pipe and fittings shall be clearly marked es follows: Manufacturer's Name and Trademark Nominal Pipe Sim Material Designation 124W PVC Legend -Type PSM SDR 35 PVC Sewer Pipe' or "PS 41 PVC Sewer Pipe' Designation ASTM D3034 or F679 Joints shall be pushon type using elesomeric gaskets, and shall conform to ASTM 03212. The gaskets shall be factory Installed The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connectone All wnnections will require the use of manufactured fittings; field fabricated, toddle type connections will not be considered acceptable RESTRAINED JOINT PVC SEWER PIPE. Restrained joint PVC sewer pipe shall be C900/RJ PVC restramed joint pipe from Certalmeed Corpomton or an approved equal. Pipe shell conform in all respects to the latest revision of AW WA Specification C900, Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 41n. through 12 In The restrained joint pipe system shall also meet all short and long term pressure test requirements of AWWA C900. Pipe, couplings, and looking splines shell be complatelynon-metallic. Pipe and couplings shell be made from unplasticized PVC compounds having a minimum call classification of 12454, as defined In ASTM D1784 The compound shall qualify for a Hydrostatic Design Basis (HDB) of 4000 psi for water at 73 4°F, in accordance with the requirements of ASTM D2837. Nominal outside diameters and well thicknesses of restrained joint pipe shall conform to the requiremems of AWWA C900 Pipe and couplings shall be legibly and permanently marked in ink with the following minimum information: Pipe Nominal pope Sim PVC Dimension ratio AWWA/UL pressure class AWWA C900-07 Manufacturers name or trademark and production record code Couplings Nominal sim PVC AWWA/UL pressure class AWWA C900-07 Manufacturers name or trademark Joints shall be joined using non-metallic couplings to form an integral system for maximum reliability and interchangeability High -strength, flexible thermoplastic splines shall be inserted into mating, precision machined grooves in the pipe end restraint to provide full 3600 atraint with evenly distributed loading, Couplings shall be designed for use at or above the pressure class of the pipe with which they are utilized, and shall incorporate twin elasomeric sealing gaskets meeting the requiremems of ASTM F477. Joints shall be designed to meet the mro leakage test requirements of ASTM D3139. Pipe and couplings shall be homogeneous throughout and free from cods, cracks, inclusions and other defects, and shall be as uniform as commercially practicable in color, density and other physical characteristics. Every pipe and machined coupling atoll pass the AWWA C900 hydrostatic proof test requirements of 2 times the pressure clan for 5 seconds Until such time ea UL standards are harmonized with AWWA, UL requirements shell be used which are 4 times the UL pressure class for 5 seconds (4'150=600 psi, 4-200=800 psi). Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings; fold fabricated, saddle type connections will not be considered acceptable Any pipe or fitting having a crack, or other defect, or which has received a severe blow shall be marked rejected and removed at once from the work site All field cuts are to be made at 900 to the pipe cantedine The contractor shall bevel the cut end to the same angle as the factory bevel, remove all Interior buns, measure and place a homing mark on the pipe before assembling The pipe installed under this specification shall be Installed so that the initial deflection, measured as described below, shall be less than 5%. Deflection tests shall be performed on all flexible pipe after the final backfill has been In placefor at oast 30 days. The deflection teal shall be run using a rigid bailor mandrel having a diameter equal to 95% of the inside diameter of the pipe. No mechanical pulling devices shall be used during the deflection tests. All pipe not meeting the deflection test shell be re-exwwted and replaced at the Contractors expense. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe The Contractor will submit certification that the materiels of construction haw been Sampled, tested, inspected and meet all the requirements including wall thickness in accordance with ASTM D3034 or ASTM F679 or AWWA C900, as applicable, for all pipe and fittings to be included in the project work. All pipe shall be installed in strict accordance with manufacturers installation Instructions PVC pipe shall not be installed when the temperature drops below 320F or goes above 100'F. During veld weather, the flexibility and impact masence of PVC pipe Is reduced. Extra care is required when handling PVC pipe during cold weather LAYING PIPE. Pipe shall be laid upon a bench bottom and bed prepared as indicated on the Contract Drawings as specified in this Section All pipe shall be carefully cleared just before laying. Each pipe shall be laid true to line and grade so laid as to form a tight joint with next adjoining pipe and to bring inverts continuous. Where the plans require service connections, Y-branches with 6 inch spurs shall be installed in the Sewer main. Flexible pipe gaskets are required as per this Section No walking on or working over pipes after they are laid except as may be necessary in making pints, in placing cradles and in tamping backfill material will be permitted until pipes ere backfiled as specified to a depth of 12 inches. During construction all openings to pipe lines shall be protected from entrance of earth or other material Open ends of branches and pipes when completed shall be sealed with stoppers or by equally effective methods. Where new pipes ale to join existing ones, the Contractor shall do such work as is necessary to make connections. FROST PROTECTION FOR SHALLOW SEWERS: Sewerswith ass than 5-1/2 feet of cover over the crown or where indicated on the plans shall be protected against freezing by installation of 2" thick Styrofoam SM insulating sheets with a width of 3 feet or twice the pipe diameter, which ever IS greater. The sheets shall be placed 6" above the crown of the Sewer after compaction of the 6' lift immediately above the crown has been made. Care shall be exercised by the Contractor during backfill and compecWn over the styrofcam sheets to prevent damage to the sheets. Styrofoam SM sheets shall meet the compressive strength requirements of ASTM D1621 and shell be as manufactured by Dow Chemical Company, Midland Michigan. LEAKAGE TESTS AND ALLOWANCES FOR GRAVITY SEWERS: The low pressure air test will be used to simulate infiltration or exfltretion rates into or out of all gravity sewers under test conditions. The test shall be performed on pipe between adjacent manholes after heckfilling has been completed and compacted. All wyes, tees, laterals, or and of side sewer stubs shall be plugged with flexible -joint caps, or acceptable alternate, securely fastened to withstand the internal test pressure. Such plugs or caps shall be readily removable, and their removal shall provide a joint suitable for making a flexible -jointed lateral connection or extension. Prior to testing for acceptance, the pipe should be cleaned by passing through the pipe, a full gauge squeegee. It shall be the responsibility of the Contractor to haw the pipe clean Immediately following the pipe cleaning, the pipe installation shall be tested with low- pressure air Air shall be slowly suppled to the plugged pipe section until the internal air pressure reaches 4.0 pounds per square inch greater than the average be pressure of any ground water that may submerge the pipe. At least two minutes shell be allowed fortempersture stabilimtion before proceeding further The pipe line shall be considered acceptable, when tested at an average pressure of 3 0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe, if. (1) the total rate of air loss from any section tested in its entirety between manhole and cleawut structures does not exceed 2.0 cubic feet per minute, or (2) the section under test does not lose air at a rate greater than 0 0030 cubic feet per minute per square foot of internal pipe surface The requirements of this specification shall be considered satisfied If the time required in Seconds for the pressure to decrease from 3.5 to 2 5 pounds per square Inch greater than the average back pressure of any ground water that may submerge the pipe is not on than that computed according to ASTM 0828 M' Nominal Sim imum Teat T'me Time /100 ft for Various Ploe Sizes Nominal Pica Size Time migl'tffih Pion 3" in 0.2 21' 3.0 4" 0.3 24' 36 6' 0.7 27' 4.2 8' 12 30" 4.8 1P 15 33' 54 12' 1.8 38" 6.0 15" 21 39" 6.6 18" 2.4 42' 73 If the pipe installation fails to meet these requirements, the Contractor shall determine at hoe own expense, the source or sources of leakage, and shall repair (A the extent and type of ropaim proposed by the Contractor appear reasonable to the Engineer) or replace all defective materials or workmanship The completed pipe installation shall meet the requirements of this test before being considered acceptable. Since this test does not determine the tightness of manholes, they shall be tested separately. The exfltretion leakage allowance out of manholes shall be no greater than 1 gallon per day per vertical fool to depth. The manhole shall be filled with water to e point 1 foot above the highest joint between manhole sections In areas of high ground water, there shall be no visible leakage due to infiltration Vacuum testing of manholes shall also be considered acceptable using the following guidelines: The test shall be done after assembly of ere manhole. The manhole to pipe connection shall be flexible. A 60 inch/lb. torque wrench shall be used to tighten the extemal clamps. All lift holes shall be plugged with a non -shrink mortar, as approved by the Engineer The seal between manhole sections shall be approved, preformed flexible mastic per ASTM C923. The completed manhole shall not be backfilled prior to testing. Manholes which haw been backfilled shall be excavated to expose the entire exlenor prior to vacuum testing or the manhole shall be tested or leakage by means of a hydmstaec test. Interior piping and plugs shell be adequately braced to prevent movement A vacuum of 10" of Hg shall be drawn within the manhole. The manhole shell pass the test A the wcuum remains between 10" Hg and 9" Hg for at least two minutes Where applicable, all existing sanitary sewers shall be kept operational until new work has been tested and approved by this Engineer. At such time existing sewers and tower Service. shall be connected to the new sewers. CLEANING OF PIPELINES AND APPURTENANCES. Upon completnn of construction, all dirt and other foreign material shall be removed from pipe lines and their appurtenant construction No meters shall be left in the pipe line. to Impede normal hew through them. SEWER SERVICE CONNECTIONS: Where required on the plans, Sewer seMca connections shall be constructed of 6 inch pipe unless otherwise noted on the plans, of the type material specified under this Section The pipe shell be laid end its pints made as required for sewer construction In this specifications. Open ends of pipe shall be properly sealed to prevent damage and intrusion of foreign matter where hookup to the Acceptanca of the sewer shall depend upon the satisfactory performen UMINAR oansnof+ building sewer is not coincident with sewer main construction. Additionally, the Contractor will provide a stable temporary marker approved by the Engineer, such as e 2" x 4" or 1-1/2" PVC pipe, from the sewer service invert up to and protruding no more than 1" abow finished grade and seated securely into the ground, for ease in relocating the end of sewer service connection for hooking up the building sewer In the case of reconnection of existing services, such reconnections will be made only after the new sewer main has been completed, tested and accepted. 02620 This work shall consist of the construction or resetting of curb and the construction of gutters or combinations of curb and gutters in accordance with these specifications and in reasonably close conformity with the lines, grades and dimensions shown on the plans or as ordered by the Engineer Excavation shall be made to the required depth and the base material upon which the curb is to bit set shall be compacted to a firm, own surface All soft and unsuitable material shall be removed and replaced with suitable material which shall be thoroughly compacted. Curbs shall be constructed of 3,500 psi concrete, all work shell wnf im to Section 03300, Cast -In -Place Concrete Approved forms shall be of metal, straight or curved as required, free from warp and of such construction that there will be no interference to the inspection of grade or alignment. All fors shall extend for the entire depth of the curb and shall be braced and Secured sufficiently so that no defection from alignment or grade will occur during the placing of the concrete All curb to be installed on a radius of two hundred feel or less shall be forted and cast so that the face of curb is constructed true to the radius indicated on the Contract Drawings unless otherwise approved by the Engineer Curbing to be installed on a radius greater than two hundred feet may be formed and cast in straight sections having a length of ten feet unless otherwise specified by the Engineer Compaction of concrete placed in the fors shall be by spading or other approved methods. Fors shall be left in place for 24 houre or until the concrete has set sufficiently so that they can be removed without injury to the curbing Upon removal of the fors, the exposed curbing face shall be given is rubbed finish. Curbing shall be mnstmcted in sections having a uniform length of ten feel, unless otherwise ordered Sections shall be separated by open pints 1/8 inch wide except at expansion joints. Expansion joints shall be formed using a preformed expansion joint filler having a thickness of 1/4 inch They shall be constructed at 20 fool intervals or as directed by the Engineer. When the curb is constructed adjacent to or on concrete povement, expansion joints shall be located opposite or at expansion joints on the pavement. Immediately upon completion of the rubbing, the curbing shall be moistened and kept moist for 7 days or the curbing shall be cured by using a liquid membrane -forting compound. The method and details of curing shall be subject to the approwl of the Engineer After the concrele has set sufficiently, the spaces in from and back of the curb shell be filled to the required elevation with layers of not more than 6 inches of the same material as the bedding end thoroughly compacted Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concmta curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Cie. A acrylic concrele curing and sealing mmpound con -yellowing, slip resistant, glow The compound shall be applied per manufacturers specifications 02630 WORK INCLUDED: The Contractor shall be responsible for construction or repair of all new or existing Portland Cement concrete, bituminous mncrete or gravel walks as shown on the Contract Drawings or as dlmcted by the Engineer PORTLAND CEMENT CONCRETE WALKS MATERIALS: Growl for walk base shall be the thickness as shown on the Contract Drawings and shell conform to the following gradation Percentage by Weight Gmdmp Siaw De -nation Pessinp Spuare Mesh Sieves FINE 2" 100% 1.12' 90%- 100% No.4 30%-60% No. 100 0%-12% No. 200 0%-0% The percent of wear of the crushed gravel shall be not mom then 40 when tested in accordance with AASHTO T96 or ASTM C131. At least 30 percent, by weight, of the material coarser then the No. 4 sieve shall hew at least one fractured face. Concrete shell be 3,500 psi strength CONSTRUCTION: Excavation shell be made to the required depth and width to allow placing of base materal and installation and bracing of form work Sase materiel shall be placed to the depth and section shown on the Contract Drawings. When the layer exceeds 6' in thickness layers of equal depth, mt to exceed 6% shall be placed and compacted individually. Wetting of the gravel may be necessary to obtain adequate compaction Forms shall be metal or wood and shall extend the full depth of the concrete Forms shall be either straight or curved as required and shall be adequately braced to prevent movement Concrete shall be placed over the compacted gravel base, shell be thooughly worked to remove air wide and shall be floated smooth. After Initial set, the edges shall be rounded to a 1/4" radius and the surface shall be broom finished across the width of the walk. Expansion joints shall be placed every 20' end adjacent to all appurtenances such as manhole frames or valor boxes. Preformed joint filler, 1/4' thick, shall be cast in the expansion joints. Every 5' between expansion joints, dummy joints shall be scored with a jointing tml These grooves shall be 1/8" wide and 113 the depth of the slab. Where the walk is adjacent to wrbing, 4 mil polyethylene shall be placed between the curb and sidewalk. The walk shall be cured by placement of plastic film over the Surface or by application of an approved wring compound. During the curing period, barricades may be required to prownt damage. Any damage Incurred shall be repaired at the Contractor's expense After the walk has property cured, the spaces on each side of the walk shall be backfilled, compacted and graded. Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a mncrete curing and sealing compound. Th. compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound non -yellowing, slip resistant, gloss The compound shall be applied per manufacturers specifications BITUMINOUS CONCRETE WALKS MATERIALS. Gravel base shall be as specified under Portland Cement concrete walk. and shall be as shown on the Contract Drawings. Bituminous concrete shall be Type IV as shown on the Contract Drawings end as specified in Section 02650 of these specifications CONSTRUCTION: Excavation and placement of base shall conform to the requirements under Portland Cement concrete walks Grade control fors Such as 2x4's or other suitable devices shall be used when hand methods ere used to place the bituminous concrete These shall be securely anchored in place along each edge to provide a true grade and constant width. Placement and compaction of walks shall be done acceding to Section 02650 of these specrfications GRAVEL WALKS MATERIAL. Base gravel shall be as specified under Portland Cement mnaete walks and as shown on the Contract Drawings A 1-112" thick surface layer of stone chips and stone dust equal to "Sur -Pack" or No 2 Passions, as produced by F W Whitcomb Corp , shall be used on the top surface CONSTRUCTION: Excavation and base placement shall be as Specified under Portland Cement mnaete walks. After the base gravel has been placed, compacted am graded, the Sur -Pack shall be spread, smoothed and compacted to for a hard, own walking surface. The finished surface condition will be subject to approval by the Engineer 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shall consist of furnishing and placing one or mom courses of approved gravel, crushed growl, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, in accordance with these specifications as shown on the plans or as ordered by the Engineer CONSTRUCTION. The subbase material shall be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrede will not be permitted. A bulldozer may be used in lieu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited Should segregation occur during the placing of the subbase, the Contractor shall be required to mmow and replace the material or manipulate it until uniform grading is obtained If materiel below subgrede becomes intermixed with the subbase, resulting In an unameptede product, the mixture shall be removed and replaced with new Subbase material. The maximum lift thickness for all subbase materiels is 12" Where the finished depth of the subbase Is to be greater than 17, it shall be placed and compacted in two or more lifts of approximately equal thickness. In the placement of lifts all joints shall be staggered at least 6 inches. After each lift of subbase materiel is placed it shall be thoroughly compacted by rolling with an approved power roller weighing not less than 10 tons or by other methods approved by the Engineer. A power grader shall be used to obtain a true and Own surface during compaction. All holes or depressions found during the compacting shall be filled with additiom subbase materiel, reworked, and compacted in close mnformity to the lines, grades and cross -sections shown on the Contract Drawings If required, water shall be uniformly applied over the subbase materials during compaction in the amount necessary for proper consolidation When it is necessary to maintain traffic over the subbase, one hat of the width shall be constructed at a time The half under construction shall hew the subbase material placed and compacted before opening to traffic Subsequent traffic damage to the material shall be entirely the Contractors responsibility. If the subbase loses its shape, the Contractor shall loosen, regrade and compact as necessary. The and of each section of a different depth of subbase shall be tapered for a distance of approximately 25 feet. In the event the project shoulders are to remain unpaved, subbase or other designated motorist shall be placed in the shoulder area after final roadway paving is placed. Gradation Requirements. Send for subbase shall meal the following requirements Percentage by Weight Sew Des—alion Pa.,- Total Sample 12' 100% No. 4 90%- 100% No. 10 60% - 90% No. 40 20% - 40% No. 200 0% - 8% Dense Graded Crushed Stone subbase shall meet the following gradation requirements: Percentage by Weight Sieve DSS—Sbon Passing Total Sample 3-1/2" 100% 3' 90%-100% 2' 75%- 100% 1' 50% - 80% t/Z 30%-60% No 4 15%-40% No 200 0%-6% Plant Mixed Gravel for subbase shall meet the following requirements'. Percentage by Weight Sieve Desionation Passing Total Sample 2' 100% 1-1/2' 90%-100% No.4 30%-60% No 100 0%-12% No. 200 0% - 6% Gravel for Fine Grading" of subbase shall meet the following requirements Percentage by Weight 3/4' 100% 117 95%- 100% 3/8" 80% - 95% No.4 50%-70% No.8 30%-50% No. 16 20%-40% No 30 15%-35% No 50 10%-30% No, 100 5%-20% No 200 2%- 10% #2 Passions, as supplied by Frank W. Whitcomb Construction Corp. or 'Shur Pak Aggregate for plant mixed gravel and dense graded crushed atone shall consist of clean, hard, crushed stone or crushed gravel. The blending of crushed stone and crushed grovel may be permitted if. in the opinion of the Engineer, the materials to be blended am equal in quality and am compatible. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is as shown above. The aggregate shall be reasonably free from dirt, deleterious material and pieces which are structurally weak and shall meet the following requirements: 02650 BITUMINOUS CONCRETE PAVEMENT GENERAL. All road work and paving shall contort to the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction 02820 WORK INCLUDED: The Contractor shall be responsible for final grading, topsoiling, seeding, and establishing a healthy grew within the contract limits or as directed by the Engineer Restoration shell occur within 7 days of the time the work is ready to receive lopwil GRADING AND TOPSOILING AND SURFACE PREPARATION: Where required, areas to be finished with topsoil shell be cleaned of all stones, debris and other kinds of rubbish. After areas hew been brought to proper subgrede and ePprowd by the Engineer, topwil shall be spread to a depth of 4", due allowance being made for Settlement Topsoil shall not be hauled over, tramped over or pecked in, in any way, and shall be left in a loose and friable condition All topsoil shall be free from subsoil, gravel, mots and stones. Topsoil shall receive a uniform application of fertilizer, lime, gmss seed, and mulch. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct coned with the wil and which meets the approval of the Engineer FERTILIZATION. The fertilizer shall be a standard commercial grade fertilizer and shall conform to the requirements of the State Fertilizer Law and to the Standards of the Association of Official Agricultural Chemists. Dry fertilizer, t used, shall be furnished In new, clean, sealed and property labeled bags not exceeding 100 pounds each. Caked or damaged fertilizer shell not be used. Dry fertilizer shall contain not lase than 10 percent ntrogen, 20 percent phosphate, and 10 percent potash and shall be applied at the rate of 850 pounds per acre. Liquid fertilizer if used in lieu of dry fertilizer, shall be applied in 1:2.1 ratio with the minimum rate to include 50 pounds of nitrogen, 100 pounds phosphate, and 50 pounds of potash per acre. The limestone shall be a calcitic or dolomitic ground limestone containing not less than 85% of total (calcium or magnesium) carbonates. The limestone shall confor to the requirements of all state and federal regulations and to the Standards of the Association of Official Agricultural Chemists. The limestone shall be furnished in new, clean, sealed and properly labeled begs not exceeding 100 pounds each, Caked or damaged limestone shall not be acceptable. The limestone shall be applied at a mt. of 1 ton per acre or as directed. Pelletized lime is recommended. SEED MIXES: The specific seed mixes to be utilized on this project are indicated in Section 01010 of thesespecificetions All miles for this project are available from L.D. Oliver Seed Co., through local distributors. Urban Mix Lbs Live Seed %W Weiphl perm ante 37,50 45 Creeping Red Fescue (Var. Such as Pennlown) 31.25 37.5 Kentucky Bluegrass (Common) 31,25 37.5 Winter Hardy, Perennial Rye Gress (Varsuch as Pennfne, Manhattan or similar varieties) 100 120 Swale Mix Lbs, Live Seed % by Wedhl per Acre Name 470 20 Creeping Red Fescue 470 20 Tall Fescue 6.0 2 Redlop 1000 42 Conservation Mix %bv Watch l Lbs Live Seed per Acre Name 35.0 35 Creeping Red Fescue 23.0 23 Kentucky Bluegrass 15.0 15 Annual Rye 11.0 11 Winter Hardy, Perennial Rye Gress (Var, such es Pennfine, Manhattan or similar whet...) 6.0 6 White Clover 10.0 10 Highland Bentgress 100 100 All seed shall not exceed 1% in weed content. A guaranteed statement of composition from the dealer must be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the Seed has been applied, lawn areas shall be lightly raked to mix seed with the wil and rolled with a light -weight roller to the Satisfaction of the Engineer. MULCHING: Within 24 hours of application of fertilizer, lime and seed, the surface shall be mulched with a hey mulch Mulch shall consist of mowed hay property free from swamp gross, weeds, twigs, debris or other deleterious materiel. It shall be free from rot or molt and shall be acceptable to the Engineer. Spreading by mechanicol spreading devices may be used t approved by the Engineer. The application of mulch shall be made in such a manner that lumps and thick spots am avoided. When cleansed necessary, mulch shall be anchored by a light meting of brush or lose branches, use of stakes, twine, netting or other methods approved by the Engineer. WATERING AND PRESERVATION OF GRASS COVER, All seeded erees shall be watered and maintained to the satisfaction of the Engineer. Within two weeks after the grass has come up, any areas where gross seed has mt germinated property or whom the surface has been washed or damaged in any way, shell be reseeded as before. The gross cover shall be inspected again by the Engineer and Contractor during the month of May following completion of the work. Any areas where gross seed has not germinated properly or wham the Surface has been washed or damaged In any way shall be lopsoiled and m-waded as before. 03300 WORK INCLUDED: Work of this section includes the furnishing and placing of plain or romforced concrete and reinforcing steel for all work indicated on the Contract Drawings, required by these Specifications or hereinafter Specified by the Engineer MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a list of all materials that he is planning to use along with names of manufacturem and the name of the mncrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop drawings, lists or reports to the Engineer 'Cement: Portland cement Type II shall confor to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shall be obtained from only one source and shall be used exclusively for all mncrete to assurea uniform color. Fine Aggregate'. Send for concrete work shall conform to ASTM Specification C33 and shall be composed of dean, hard, durable, unmated, natural grains, free from sit, loam and clay Coarse Aggregate: Coarse aggregate shall be clean gravel or crushed stone conforming to ASTM Specification C33. Maximum Sim aggregate for walls, structuml slabs, slabsan-grade, beams and columns shall be 3/4' maximum size aggregate for other sections 6' thick and thinner shall be 112". Largest permissible aggregate, according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS 6 DESIGN OF MIXES. Testing of Concrete. The Contractor shall furnish to the Engineer at his own expense, any samples of concrete end/or of the ingredients in the concrete, upon request or as specified below. All tests made at the direction of the Engineer shall be performed at the Contractors expense. Three (3) weeks or mom, in advance of the time when the placing of the concrete is expected to begin, the Contractor Shell inform the Engineer as to the wurce of the concrete ingredients. If directed by the Engineer, the Contractor shall deliver samples to such laboratory as the Engineer may designate to permit the making of necessary tests During the progress of work, field test cylinders shall be made and cured by the Contractor m accordance with ASTM Standard C31 or AASHTO T23 and In the number of tour from every pour or pertthereof. The four (4) cylinders shall be taken at least el two (2) different times during the pour. The Contractor shall deliver the cylinders Promptly to such testing laboratory as the Engineer may w designate. Testing of cylinders in the laboratory shall be done in accordance with ASTM Standard C39 or AASHTO T22. the job at all times Slumps shall be taken by the Contractor and witnessed by the Engineer in accordance with "Standard Method of Slump Test for Consistency of Portland Cement Concrete," ASTM designated C143 or AASHTO T119, Slump tests shall be made on each batch tested Air mntem of air emreined concrete shall also be determined when specimens are taken in accordance with ASTM Specification C231 or AASHTO T 52. Duplicate reports on all tests shell be submitted promptly to the Engineer with another mpy going directly to the Contractor The Contractor, in conjunction with the Engineer, shall notify the Independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shall submit weekly reports to the Engineer and independent laboratory on total amount of concrete placed during preceding week, also indicating locations When there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to haw tests made by an approved independent testing and inspection laboratory. Such testing shall be in accordance with the 'Standard Methods of Securing, Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths" (ASTM Designation C42 or AASHTO T24) or Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required The criteria for acceptability of the concrete under the letter shall be that given therein, and final acceptance shell be required from the Engineer Concrete failing to most requirements of the Contract documents will haw to be replaced at the Contractors expense. Design mixes will be prepared for each type of concrete and an independent testing facility acceptable to the Engineer will be utilized to prepare and report proposed design mixes Mixes will be proportioned by either laboratory trial batch or field experience methods, using metedals to be employed on the project for each class of concrete required. The Contractor will ensure that the requirements of ACI 211 A are mmpiied with and reports of mix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance with normally accepted standards. All materials used shall be so proportioned as to produce a well -graded mixture or high density and maximum workability with as speed 28-day compmwiw strength of 4,000 pal. Minimum cement content shall be 564 lbs. per cubic yard with a maximum weer -cement ratio of 0.48. Air content shall be 6% (31 percent). Class B concrete shall be structural mncrete with a minimum 28- day mmpmasive strength at 3,500 psi MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shell contort to requirements of standards as listed under "Gemml', this Specification , and to stipulations of this section Before placing mncrete, all debris, water, snow, ice, am to be removed from the space to be occupied by concrete Do not place concrete on frozen ground, Concrete shall be thoroughly compacted during placing operation and shall be thoroughly worked into corners and angles of forms and around reinforcement by use of spades. Vibrators shall be used to compact all concrete, bud not until concrete is in final place. Extreme care shall be exemised to ensure that wncrete will be carefully and thoroughly worked into position around all wateretops w that wi erstop will end up being perpendicular to joint surface through which it extends. Vibrators shall not be used to mow concrete. Concrete shell be cured as follows Horizontal surfaces shell haw wring and sealing compound applied. Holding fors in piece will constitute curing. If permitted by the Engineer to strip fors woner than as specified, concrete shall be immediately cured for balance of period as directed. It shell be the Contractor's responsibility to protect fmsh concrete from freezing Details of covering, insulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shell be subject to his approval. Use of admixtures, addition of extra cement, hosting of materiels, subgrede preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined in Recommended Practice for Cold Westher Concreting ACI 300 If minimum temperatures as specified in Table 1.4 1 of this reference are not maintained, fomnvork and shoring for structural mncrete shall not be stripped until the Contractor can satisfy the Engineer that mncrete has attained 65% of the required 28 day strength. The Contractor shell record temperature daily as outlined in Proposed Recommended Practice for Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shall not be allowed to exceed 85°F, —forming to ACI 305 Slump tests shell be made by the Contractor as directed by the Engineer In accordance with ASTM Standard C143 or AASHTO T119. Slump shall be between a one (1) inch minimum and four (4) inches maximum PRELIMINARY The Contractor will be required to furnish a standard slump core and rod to be kept on Ol11,=O The Contractor shall construct reinforoad concrete manholes and dmp manholes to the dimensions and at the locations shown on the Contract Drawings. All precast co reinforced ncrete manhole sections shell mnfamn to the latest version of the ASTM Specifications C478 or AASHTO M199 The footings may be either with cast -in -place, with Class B concrete, or pre -cast and shall conform to the dimensions indicated on the plans Shelves shall be constructed with Clear B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shall be as shown on the plane and details and shall be constructed of hard burned brick and mortar or, for straight runs, segments of pipe cut in half longitudinally. Inverts shall hem the exact shape of the sewer to which they are connected and any change in size or direction shall be gradual end even All construction of sewer manholes must be carried out to ensure watertight work Any leeks in manholes shall be completely repaired to the salisfectmn of the Engineer or the entire structure shall be removed and rebuilt All manholes shall be provided with cast-iron manholes frames and mwm as specified under Section 05550. All manholes are to be provided with copolymer polypropylene steps with grade 60 sleet reinforcement These steps will have a minimum pullout strength of 1,500 Its. Precast risers and base for manholes shell conform to ASTM Specificahon C478 or AASHTO M199. The pipe opening in the precast manhole near shall have a cast -in -plain flexible gasket or an equivalent system for pipe installation, - approved by the Engineer Joints between manhole risers shall be soft Butyl joint reeler Imps form). The manhole cover frames shall be set to final grade only after the bees -urea paving has been completed. Manholes shall be constructed to grade with precast concrete near rings. All manhole lift holes shall be grouted inside and out with expendable grout. All invert brickwork for precast concrete manholes shall meet the requirements of Section 04211 03402 PR AST CONCRETE CATCH BANNS WORK INCLUDED: Shall Include all work necessary to supply and place mncrete catch basins as shown on the Contract Drawings. This is to include excavation, ball and all other required operations to properly install the catch basins Catch basins shall be constructed of reinforced concrete and shall be provided with cast iron frames and grates as indicated on the Contract Drawings and as specified in Section 05550 Precast nsem and beam sections shall conform to ASTM C913, latest edition. Frames shall be brought to grade with precast concrete riser rings and shall be set in a full bed of mortar. Joints between pipes and catch basin bese sections shall be sealed with boots for pipe. 30" in diameter or smaller and with cement mortar for pipes larger than 36" in diameter, smoothed on the inside and built up with a heavy besot of excess mortar on the outside The grating frames shall be set to final grade only after the base course paving has been completed 04110 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on block or back masonry units under this contract. All masonry units shall be laid in mortar es described in this section, unless specified otherwise. MATERIALS: Mortar used in masonry construction shell be highly plastic with high water retentivity and shall consist of, by volume, 1 part Portland Cement, 112 part to 114 part hydrated lime putty and 2-1/4 to 3 times the sum of the volumes of cement and lime putty for send. Mixture may be adjusted slightly for workability. Cement. Shall be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type It, and to be of a color approved by the Engineer. Lime. Shall be a double hydrated, high calcium lime, conforming to the latest revision of the ASTM Specification C207-SS, Type S. Lime puny shall be a stM mixture of lime and water. 04211 .RICK MASONARV FOR MANHOLES. CATCH BASINS & SIMILAR UNOERGROUNO STRUCTURES WORK INCLUDED: The Contractor shall provide and Install brick masonry where indicated on the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Each brick shall be wetted and completely bedded in mortar at its bottom, sides and ends in one operation, care being taken to fill every joint Brickwork shall be well bonded and pints shall be as close as practiooX No brick masonry shall be laid in water nor ahall any water be allowed to Has on or around any brick masonry until It has set at least 24 hours. No masonry shall be laid in freezing weather. The brick used to construct manhole inverts shall be good, sound, hard and uniformly burned, regular and uniform in shape and size Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO Mli latest version and shall be Grade SS Brick masonry shall be laid in Portland cement mortar composed of one part Portland cement and two parts of sand, measured by volume, to which not more than 10 pounds of lime shell be added for each bag of cement The cement shall be as specified in Section 03300. Water for mortar shell be clean and only an amount sufficlent to pro me a workable mortar shall be used Mortar shall be used within one hour from the time the cement was added to the mix The send for mortar for brick masonry shall be uniformly graded, clean, sharp and contain no grains larger than will pass a 1/8 inch mesh screen 05550 MISCELLANEOUS METALS FOR MANHOLES AND CATCH BASINS WORK INCLUDED: The Contractor shall install manhole frames and mmm as outlined and at locations indicated on the plans or as directed by the Engineer MANHOLE FRAMES AND COVERS: Manhole frames and covers shall conform to standards as designated on the Contract Drawings. Frames and covers shall be of tough, gray, cast Iron Casting shall be true pattern and free from flaws Bearing surfaces of manhole frames and covers against each other shall be machined to give continuous contact throughout their entire circumference. All imn castings shall be thoroughly cleaned and then mated with hot tar before being delivered. Frames and covers shall be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings Manhole cover shall be marked "Sewer' or "Stone -Sewer' or "Water" as required. The Contractor shall provide water -proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES: Catch basin grates shall be as designated on the Contract Drawings CLEANOUT FRAMES AND COVERS: Clesnout frames and covers shall be of tough, gray, cast imn. Casting shall be true to pattern and free from flaws. The bearing surface or cleerwut frames and covers against each other shell be machined to give continuous contact throughout their circumference All imn castings shall be thoroughly cleaned and then mated with hot mat tar before being delivered. 07200 WORK INCLUDED: The Contractor shall be responsible for furnishing and installing all emulation of the types, thickness and in the locations as shown on the Contract Drawings or as required by the Engineer RIGID INSULATION: Rigid panels of expanded polystyrene insulation shall be furnished and Installed, in the thickness and In the locations as shown on the Contract Drawings. Care should betaken during all phases of handling to ensure that panels are isolated from sources of fire or high heat since polystyrene is a highly flammable material 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shall provide and maintain, throughout the project, acceptable warning, direction, and detour signs at all closures, intersections, and along the construction and detour mutes, directing the traffic control around the closed portions of the highway so that the temporary detour mute or mutes shall be indicated cleary throughout its or their entire length. All barricades, warning signs, lights, temporary signals and other protective devices must conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S Govemment Printing Office In the event that the Contractor neglects to satisfactorily install and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to have such installations made and the mat thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shall be established on s semi-psrmamrd basis and shall be reflectonzed, Installed, and arranged as approved by the Engineer. 15100 VALVES AND VALVE BOXES WORK INCLUDED. Work of this section pertains to the valves and valve boxes to be utilized on all new or reconstructed waterlines, at the locations shown on the Contract Drawings or as directed by the Engineer. VALVES. Valves 3' to 12' in diameter shall be resilient -seated gate valves meeting all appllcWable requirements of AWA C509, as manufactured by the Clow Corporation or en approved equal. The realllent wedge shall be permanently bonded to meet ASTM D429 testing for rubber metal bond Valves greater than 12' in diameter shall be double disc gate valves meeting all applicable requirements of AWWA 0500, as manufactured by Clow Corporation or an approved equal All valves shall have non -rising stems and open left. All valves shall hove mechanical joints in accordance with AWWA C110. A two inch, AWWA operating nut shell be provided on all valves. A T-handled wrench extending a minimum of 24" and a maximum of 48" above it. ground shall be supplied to the Owner to open ell valves The minimum working pressure shall be 200 psi. The Contractor shall provide manufacturer's cartifretion of satisfactory hydrostatic testing of 400 psi with shut-off test of 200 psi. There shall be zero (0) leakage (bubble tight) at the 200 psi lest, Valves to be used in wet tap process and the installer, must be approved by the Engineer prior to installation. VALVE BOXES: Valve boxes are to be installed on all buried valves. The boxes shall be cast iron with a minimum 5-1 /4" diameter and long enough to extend fmm the valve to finished grade. The boxes shall enclose the operating nut and the stuffing box of the valve Valve boxes shall not transfer bads into the valve. Covers shall be close fitting and dirt light with the top of the cover flush with the top of the box rim Covers shall be marked "wader' with an am— indicating the direction of the opening. Valve boxes shall be manufactured by the Mueller Ca., or an approved equal. TAPPING SLEEVES AND TAPPING VALVES All materiels used when tapping a water transmission or distribution pipelines shall be as specified below (these specifications meet the current Champlain Water District requirements): A. Tapping Sleeves Al. For use on existing asbestos cement, grey cast ion or ductile iron pipe A1.1 Tapping sleeves shall be of the split sleeve design constructed with two solid half-aleaves bolted together. Sleeves shall be constructed nicest iron or ductile iron, shall have a working pressure of at least 150 psi, and shall have mechanical pint ends with end and side gasket seals At All iron body tapping sleeves shall be provided with a 314' NPT test plug, or other provisions must be made for air testing the valve and sleeve at maximum working pressure, prior to tapping. A1.3 All bolts and nuts for mechanical joints of tapping sleeves shall be of high - strength cast iron or high -strength, low -alloy steel conforming to ANSI/AWWA C111/A21.11-90 At All bolts end nuts for flanged joints of tapping sleeves shall be of high - strength, low -carbon steel mnforming to ANSI/AWWA C110/A21 10-87, Appendix A. At All bolts and nuts shall be sound, clean, and mated with a rust -resistant lubricant, their surfaces shall be free of objectionable protrusions that would interfere with their fit in the made-up mechanical or flanged joint At 6 All bolts and nuts used with all pipe sleeves shall, upon final tightening and testing, be brush coated heavily with bdumastic mld-applied material to thoroughly cover all exposed surfaces of the bolts and nuts. 8. Tapping Valves B7 Tapping valves shall conform to ANSI/AWWA C509.87 Standard for Resilient -Seated Gate Valves for Water and Sewage Systems, except as modified herein. Valves shall open counterolockwim and shall have a minimum working pressure of 150 psi Inlet flanges shall be Clara 125 conforming to ANSI Specification B16.1 or ANSI/AWWA C110JA21 10, and outlet connection shall be Standardized Mechanical Joint unless specified otherwiae on the Contract Drawings for the type of pipe required for the branch or lateral pipeline. B1.1 Tapping wives 14" diameter and larger shell be installed with their stems horizontal, shall be equipped with rollers, tracks and scrapers, and shall be provided with bypass valves unless otherwise specified. 131 2 Buried tapping valves shall be provided with a two inch square wrench nut and shall be installed with a teal iron valve box as required to allow positive access to the valve operating nut at all times. In installations whore the depth from grade to top of valve operating nut is greater than 6'-0", a valve stem near shall be provided and installed such that the depth from valve stem near nut to grade is imm 4'-0" to 8'-0" (minimum length of valve stem riser is 2'-0'). Valve stem deer shall be of high strength steel and of welded construct- 15109 The Contractor shall install fire hydrants of the number and at the locations as shown on the Contract Drawings, The hydrants shall be provided with an auxiliary valve of the .in indicated on the Contract Drawings and as specified in this section under Valves. Hydrants shall be Mueller Super Centurion 250, Figure A-423, Kennedy K-81D, or Walerous Pacer. Hydrants shall be left opening and shall have (2) 2-1ll and (1) 4-1/7 National Standard hose connections. Waterous Pacer hydrants shell be ordered with a 'Boston' operating nut, installed before placing the waterline in service Main Valve Opening5-1/4 inches Nozzle Arrangement: Two- 2-117 Hose Nozzles with National Standard Thread (NST), one approved hydrant flag. One- 4-1/2' Pumper Nozzle with National Standard Thread (NST). NOTE, Within the CFO #1, MBWC, and CT water systems, a four -inch (4') Storz Connection on the pump nozzle shall be required in place of the 4-11T NST nozzje. Inlet Connection: 6 inch Mechanical Joint, -Mega-Lug'® or equivalent retaining gland, and concrete thrust block Operating Nut, Standard 1-1/2' Pentagon Direction of Opening. Counterclockwise Depth of Bury: Six-foot cover. The hydrant shall he" at least 15 inches and no more than 21 inches between the bottom of the pumper cap and the ground The hydrant shall be nondraming or have the drains permanently plugged Color shall be Red enamel Hydrants shall be compression type closing with the pressure. Hone and pumper nozzles shall be 1/4 turn type secured by stainless steel or corrosion resistant pine or screws. Pressure seals behind nozzle flanges shall be'O' rings. A breakable coupling retained In place by stainless steel or corrosion resistant pins shall make the union between the upper and lower stems. The tyro -piece traffic flange shall be halt in place by nuts and bolts The upper barrel shell be able to rotate 360 degrees with removing any bolts. Approved hydrant flags shall be required and placed on each hydrant at the time of installation. Wherever a tragic hazard appears to exist, curbing and/or bollard. shall project the hydrant except within municipal nght-of+vmys. Fire hydrants shall comply with the current edition of AWWA C502. Hydrant assemblies shall consist of an anchor tee or Swivel Joint Hydrant Tee, a six inch (e') mechanical pint gate valve conforming to Section 16100, the appropriate length of six inch (6") Ductile Iron Cement Lined, Class 52 pipe secured to the gate valve with an approved retainer gland, all necessary anchor couplings and approved retaining glands, the fire hydrant and appropriate thrust block. 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'\ \I \ I r f \ �'�i, c 5 Ems;•••• � LEGEND �_ N� IaOAON OO_1 FENCIN4 ��- UFNR OF pSNaeANGF 0 cF.nN sAsw INCF* FaorernoN _NE ONFEa BAN ® cDNsrnurnoN ST d- AaEA ® TO -IL srocanua - 11MH .+,A4T2i3 PRIOR TO MY CNCAVATbN 11 PATALLY TOXIC CA55C5 MAY K PRLSCM I /, WI 1 \ I / 1 I I / I I I I I I I / I I I, 1 I f I AT LOCATIONS WMIS;M MAC DL IN TMc I cO.TC �N UNDERGROUND PIPING SYSTEMS , / I I/ - \ 1 ( 1 1 I / I I I I{I ,, / + / , f ( l / / I l I I VICINITYOP UNDERGROUND UTIUTIU MID WAOTE:a`,TEM STRUCTURCI. If� I III, _ I I 1 I I I I I I I I 1 , l / I I ! / I I f , If / 11 / f l, _ 111 1 1 1 •:' � II ; I, / I If DEWATERIN4 \\\R\` \ \\ 1\ \ \ \ 1 11111 \1 111'� I I , I 1 1 I \ V \ \ 1 1 t 1 1 I \ III \L _ Au elpIFOSIOOFDI-A `"I.co"F ewusi IIX.J`wYv T'I° aw�Ic wTFRFROMTRRmNFlE'TEDaaINPRowEs-ORT°suRFKFsoF w //// `�\�\� \\I \ I I11 \�\\\ \,J/\�\ ! I \ \\ \ I \\ NK +An: lion IS., O ANY rNwFEaENCE .IrH THE IISF DF SLAMS er ME weuc _ 1 LSE-E.ORTIRI■BWATERfROnOASTEsN, NO.ORIONz\\\\ DRRiIw4E crounssi sn°w4 m A iTMN wwssrt sliwu ei ID s-cw�i4Eo ixroA"�L 11 \\\ \ 11 1 1\\ \\ \• \\ i ETINER THE TEMPo SEDIMENTATIOI BASIN OR I - A ISIFFNITEXINIS MF -NAME I \ \\ \� - S--.ES IT'S DETER/ NIIN. TTHAT THE D"TPOEw:TE IN6 ONE-0,11 OR-1 OR Is uRFLY 1 \ \\ \ � \ \\ 11 I I /' \ \ r , _ � � 1 ( 1 1 � I 1 1 1 I 1 I I I I I I 7 1 I I I/ MTE TweID mIFAM cONwrwxs. MF roTI TEMNIRPwAeY�sspinu-ARaTwN / / \\ \ \ / \ \1�I 111111� i 1 r / /' ♦ 1 \ \ \ \ 1\If r / 1 1 E BARTMS, 6MPUDY HIE 11 OF "1 BAGS. OR M KTERNATE MiTNOP K[EPTweIE \ \ \ \ \\ \ \ / / E EN41NFER l! \ `1\ \ I I� �\ ��\\ \\ I\ \\\\\ ' RETRFw`O°°AR.1-SEMAS ocOF1.-NANN.TNAT-TYReiTMlll'cMOIIIL6�Aa!\ ! /! I 11 \� \\\�,� r-__ r� /�"'°�•�� '�� \ I 1 1 1\ I/ I I I I I I I I I I/// I l I l/ 1 / I l MED ABOVE ARE MET PR ANY GBVIATERIN4 -IS WHICH MAY \ \ •� 1 I 1 \ I It t L / RESULT INTHE PUnPKF RiKFNN4 STATE wwriRS BY SURFK6 FLOW, THEOSPC \ \ I f IN4 ARO 1 1 1 1 / I I I I I I / I I I I I 1 1 / \ \ \ \ \ \ _-CY- / / -ALL nEKUME AN. BOCUMiNrnIE TURBIpTY VALUE TO INRMB THAT ITIS \ \ - _ M. AR I 1 1 -1 AT TO LONPLY WITH THE AEq.M..NTS ABOVE. TNF INSPECTION REfoRTS \\ \\ 1 1 1 1 / "I's'F E"i -Au ENALL roNTAN INfo.MTKN ON .H- DE�A .1 N FEPK -1, \ \ \ BEING -EP FOR TRMTNINT, AND EFflrnvvllsl OF THOSE \ \ 1 _ P. UION COMPLETION OFCONSTaULTKN.ALLTEMIOMRV SENMEMATION MANS MD t1\Il//��-')-LF_-// ^�°F \ LINT DISTUReANCE,TWICAL EF TRUNK AMAsSNAUBEREsroREPTOORKINALroND S ) 1\ \ \\ 1\I\III -A-, 11 _--`--�� ♦\ \ 1 II _ -- T 1 I 1 I Yr I I 1 1 ° \ , \\ {� _ CONSTRUCTION SEgUENCIN4 \/ \- \\ N. \ 11 t\\\\r _ /'f �/ _ - E\ // / I 1 + I 1 I I�• �` THE swuENnNc of EEosIOx roNTROL -Au es M FwJOWs: 1\ \ \ \ \ \ \l \l l \lywf°•If aaco4N I I I I %ff I' / N roxrAot FFNnxc AND INrnwu AmaONEO roNSTRUCrION GRACE Ar 1\ 1 \ I \ \ \ \ ll \I \\ 1 \ ♦ / /_ - / r \ L sroticml >_ mlliiTaucT ANO -IF STANUZED coNETRunKN ENrRMCE(s7 -• ! \\\ \ \ \ \ \\I111��\ \ \ \ / \ \\ - S. �xSTRURAND MNMwrx CONSTRUCTION STA4N4 MM LAND T[APOMM1Y HAUL \ \\ \ \ \ \ \ \ I l tll\I t 1 1 \\ \ / / / _ _ �I•I•, ; _ 1 / 1 I I , �"� 4 / / I f / /� / •. WNSTRUCT E- FARNATTR PONP FOR USE AS A TEnvO-MINTATION Mnx I1 \ \ \\\\\\\\\\---I'1' / \� \ \\\ I � � k� / / It / / / 1 / - - E DuaFR roNSI AN - INmL IMPEaWOIIs AREAS ARE COMrtE- vLu4 0- -WA I \ .P•e"ce°OAT"n•EHA 1eNELs1FIAe`i.NEEowAREAswSPRAIVASmiNEPONPwL NTIL IMFeRKous suaFAas ARE coMPLFTEo. REMOVE s[wMFNT FwN wxP WHEN \ _ ♦ ( \ \ \\ \ \\\ \ \ - ^ \ \ \ \ _ , I 1 [F I , ! / / I , \♦ _ E I _ \\♦ I p[ \\__ [t[ FFFF[[ E NEE0. II EKHRs 1.R• OR As PrRELTEP BYTHE ENc \ � •- \ \\\\\ \ S. RMIN STCTNNVAION AND D N401G DTICNES ON TCNSCK BATHSM EROSION-_�_' ____ 1 _ \ A 00ON, LO NAAPSTDCKaux4of SIDE OF ONTHEEIrA-HALLEROSION \ ( _ `^\\\ _- f\ \ \\ \If RE _ FENCING AROUND DOVNHILL SIDE OF PLE SEEP AND MUSL'H TILE IF NOrM \ \ eETnSTORM RAArHANT Dwn. f 1 •A\� \ \\\ \\\\\� t-_-�\\�\ \ \ \ \ / / l II t I I / / I + / / 1 1 II nRFRlt /ATE. D.AIxA4F UTIunES INSTALL INUEr AND OVTLET OKTECTION AS I I AwRowIATE 1 I \ -1 \�\\\\\� R roFI AS SITE GRwOrN4. M D N OF ALL MEAE TO FE SEEDED AS { / \ --4 sooty As roSESPEDA GRAPING THEARMS \ 1 \ 1 \ \\\���__ -__ _ `\ 1 \ ,•y.' t / / 1 \\ _- � \ \ \ AREA / / t 1 / •. RESEED ALL SEEDFP Mc.As .HRH HAVE NOT GERMINATED wIT1IIN TwO wEfKt / I \ \ \ \ / 1 - _ \ \ \ \ \ / . t `t , / / / , ! A LE4END -w_ eRosION CONnoL FENCING uN- OF DISTwMHCI UTCH BASIN INLETOPOTECTION 13 � moNl CHECK DAFT ® roNSTRurnON ErA4rNO AAu fTABIUZED CONSTRURIOx 6NTRNICE ® 40RROTENTILE SLOPE STARIUZATION CHANNEL 1-0. EUNXET ® mPswL srOCKPLE AREA �i, I�t TFMwMRY HAULRPAB N /-MO N EIFT�r/lIp'J4 1? 1 I I / / , ! �I{ ,/ \ � \ \\ \ \ / / I 1 / 1 i l F / /1 `\ V \ \ \ 1 ,�"' /•i/ TIT/M4L �: ll ll / I l l III / •� \ \ \ \\ � a� -_♦ \ \ A. 1 S,1 IE Ix LANAI \\ /-� / / \\ ` 511oE \\ °FNCuIc6 D MN14 / I Vi 4E. N. IF III s Oi IN 1\ I\ \\ \\ \\ / \ / `'\ \ \ � \ \ \ \\ 1 \ _ \ \ I ``s •T// I l I // � i II T:.•�4.✓.. / / / QOS Cj TtM/OR/•Ri / , I / 1 / \ \ \ 1 \ // I \ \ . r 1 /kRt IoF:1 �s •D�4 V4L / I/ / / / / / , �"\ \ \ 1 \ �'Y ! / i-•--IT-L l` NE cH.WK GAR\ \ �EOjE%T1S�211ANN DP E N g 'F I / \r J�" \`' _\\---;.rt• 1 1 _ AL. SEE.DETNL\ flE dE1R7L // / \ J^ \ \\ { l 1[RO5I0NII70NT*L \ \ `\ - , / l %�� �' I /�� /• l \ \ J + fFENITINq TYPIC'%IL S" .-(.L \ \ - SIR TILE PE If _ _ K 1N WE I / COS If Irl - /r NmeurnoN \\ �' ' - \ _ IrwelLgeD coNETpa I / 50 0 50 100 ISO \I 1 �\ \V \ / /\ TILUCY DRIVE / I / / EROSION CONTROL NOTES INSPECTION AND MONITORING / THE CONTAACTDR -Au MNIMZf TNF SEFFrtS AND pMTrpl OF wSTIMEED ARMS L THl ON-frtE PIwN COOADNwTOE (OSPC) -Au FF RESPoNSALE w0. INWECTNG MP MIN4M wR1A M pSaMRANCE Ai wNYON6 TIME SHALL BE F KRES ANYAREA MNNTANIN4 EEOENtx PRiKNTKN ANB S[pNFNi roNTROL MFMUREt. TNAT ME NOT KTMLr BEING WORKED wa A rtNOP OF S DAK OR NOR6 SMLL R6 TLEAsr DACE 6VIXY SNIx (TI [NJ[NPAR DAK AxP AS SOON u REASONABLY EA■'s, SE POSSIBtS DU m OR AFTER NERY MN SF N[NTWHICH PRwUCES RUNOFF fAOM THE � MASH INTE DED TO TTMPS, PFRIMRF0.1 BE C ASTIR M O AS A . AN° CONSTRLMON E- THE E W SHALL ON IRS w `THEERM IS OFF OF W DISCIXORED DTHER M _. INTENDED M MAR SIPIMEN'f SMLL BE roN NAU At A FlIIST 1 SroRMH 0 LEAwN4 THE CONSTRUCTION SITE I IS AUNOW Of w5■LY wsruRelN4 -E. ANP LNAU. E[ MADE wNCnpNAI R[wRE UFSLOP6 DISCObRiD STOR ANO FRO. TNEMAINTAIN CONSTRUCTION SITE. THE ITIN SMLL Y SOON AS SC , / / F xDIDOISNRRANC6 TAledS PULL PM[TKABL61xsPEGT ANP MAINUrx BMPS wF COn0.IMCE wnH TH6 MPNOVED EPE[ cFNrAATED RuxoW sxwu Nor Flow DOPgPE CUTOE FIu ewes uNLFss 1 ( roxrAwED wMHIN AN ADEgWTE TIMroRMY OR MMFNT [NANNEL, 0.uME. 00. rt AFTER IM WW O ANP MINfNNIN4 IXHTIN4 BNPs IN KCO IALS, T WITH ITFN SIwE DARN S1RI1C'rURE ABOYE, THE a1NOW Of A - I -OFF OF jwRMwATFR CONTIN -I ME OSw 1 + wMfNEVIX wATFR SEEPS Fwn A Sort EKE. wDEgUAT6 DRNNK6 00. OTHER sH DETERnNE WHETHER SUM 0.IwOW OF WSIBLY PBCOLOM1FD STORMWATER FPOM 11 I PAOIBEFOR SMLL BE PM1OVIDEB. THECONSTRUCTION SITE N 4 TCHM41x1 TO WATERS OF THE STATE rt THE .-N-4FT BEFORE NEWLY CONSTIUIRRD SMRMWATER CONVEYANCE ASO-.P E 10AA Y O RUNOFF H NOT.. FACHAR4ING TO WATERS OF TNF STATE TIIF OSPC SHALL SUPFLENENT I DE NENT CN NAL, APEgwTEAU 06 ISTA I IN AND ANY 0.WNw T[APOMRY OR FAPNTK NELFSUN M roRUR THE RUNOW MP SNAu LONDxUF TO INSPECT. 1 A NT CHANNEL WINS SHALL BE INrnAuaD IN BONA THE roNVNAxCE CHANNEL MI IN SANO RUNOFF IMPS E RECEmxG CHANNEL If N IT RUNOFF OF -SALT wSCOwRED $TORFFNATTAAM"N LOOIxUEs AFTMTAWNG TNF 1 AHD u DERCROUND Imury uNes -Au RE IxrTAUEP IN ACCwIPANCE LASH MF STEPS w IT[M Rs Ae4vE AND THE alNocF Is PIscHARwxc TO wATEas of THE rrATF. THE M_ IS STANDARDS IN ADDITION M OTHER APPU . CAITEaA OSPC sHAu IMMEDATELY NALwrE THE NUD - SU.PPLEnENTAt eMPs µO INSTALL \ \ ( 4 NO MORE - mu LINFM FEETOF TRENCH MY eE _.EO AT OxE TIME SIILN BAPS AS N.CESSMY--ECYOR FUMINwTE ME pSCNAR4E N AFTER wL� IXCAVATEB MTLsrwt SHALL FE M[ED ON T1I6 (/%SILL SIDE OF TRENCHES SWPLi .-. EX- IMPS, THE wsC 0OF wtI■.Y DBCd O STIMMWATEII TO ,) TENRORAEY S EwKN AHD fEDIMEMCONTAOt.__ES SHALL EF REMOVED WATTAS OF THE STATE CONTINUES, THEN -1 OSw SMLL SAMPLE THE ----E AS K AFTER FNAL SITE -S-ON OR - THE TENPORA-MEASURES ALLOWS: (� NO bN4FF NEEDED, UNLESS OTHERUSE A--,.. A) MMPLES SHAH BE AEF1IESFNTwTIYE Di TlF FIOH LAND CMAMCTERIinCs OFTH6 1 M N EH SEPW TINT RENNA%P FROn SEIINENT CONTROL MK'TICES AS A PART OF PISSAMPUN4 SHALL BE CONDUCTED IN KCO WE WITH WRITTEN Au BE w 1ED OF IN AN ARM THAT IS: EwPANCF wvAIUBL6 iROM DEC. \I UNE1I, C I,— AN OSw M MOSPLNEE 4 UNABLE 1 p -T un ,m ciE FwA ANr DowxslwE wwnR eoDr nNLwwxo cro N If °u[ rD j Waxc -OE of apaff. TN[ M°xlroaNc REroRr sHAu rx 1 A (l DANx dLETOR prclA. a1 .111, EXFLwIIATKN OF EUCN [IPOUMSTARLEf. I I I wR A REA TO .1 STAEILIZEP MR ININTRE BY VFEETATVE COVER. ISSIN 4 MUST q --- IS AEQw AT ALL POINTS wHIIIF vTRFLY wuolDE[D STORnwwTER BE CONPLETEB NO UTFR THAN R,0NOFF FROM pETURREO AREAS TNAT HAVE -1 BEEN FINALLY STAbLO11S / I •. ANY AREA TO EE STAduZFD FOR mNTEM1THAT OORS NOr HAVE ESrARUSHED -AAOES TO WA .OF THE STATE vE4ETATION 1 BY OCTOFEA ss MUST RE STABILIZED BY ANCHORJO MUIGN AT THE mNT6R 4 ALL SANA-4 POINTS -ALL EF IOFITTFRO ON THE RFSC FUN SITE NAP AND BE I I CATION MTE. OR OINER APPROKD S MIMATKN MEASURES (M ROLL[° EROSION CLEARLY MARKEP rN THE GELD WITN A FlAQ TAP[. -.1 OR OrHSR wsIBIE NTROL PIIODLKT). DORNANT S DING (AB WMI.RNT[E RYE) If P[roMN-OID. AR RE. Dr-1O AREAS FORDERN4 ANP DMINNO - ROAPS MIAT NAVE - APFROPawTF 11- -I- S•LNPLE TAKEN IS a-T A•TUI OR _E, NO SHINER SAFrouH4 OR aw=MEAT EAR.f. -.1.4 -1 EDGE OF ME DISTMEAxCE TO _NT.w ._ OF IS R-I- I I I + nENT ONO AOAD OR INTO ROAD PTCHES rtTHF TwBIOITv sAnvLF rAK- IS cEF.STfE TARN ss Nru III / 1 ALL IN -AS D AREAS S- BE PROTW- AND IRONNTLV STAB/ 0 AS SOON K A N THE OSPC SNAIL MSOON U PMLTLABI-E NN.wTCTNF NEED FOR sUPPLEMENFAL POSNBIE. GENFMLLV WmIN+R NOUMs ElOPFS SNAIL EE TI "P LATH roNSTFUCTDN BM/t AND INSTALL SUCH BAPS AS NK[TfARYM roMER M6 pscNM46(i} 6gwPMFFrt SULN THAT THE TRACKS 1- 4800VES PERPENOICUIAR M MF SLOPE H THE OSPC SMu., YRTHIN TR HOIMS OF FIRST -,TWINS S THE p NAMA(S). SUBMIT -0. A waTrEN REPORT MOUE THE PIfLNAR4F(1) ANO RFSU 1 CORREcnVE KTION TO MLK OF pSTIMMNC[ AUSf HAv6 TEMroMRY OR PE0.MANExr STARIUZATION TH6 SECRETARY. THE _RT SNAw I it l H >w DArs OF THE INrqu DtSTtJ ANCE AFTER THIS TIME, ANY OISTIMMNCE LATHE BE ON A FORA awwD1D TITHE SELRETAar, / I , MUST R[ srw■LOED AT THE -P OF EKH WONT DAY. THE wup.SNG IXCEPITONs D65CRTE TNF UUEF, nMi AND PATE. AND LOCATION OF THE OIUNAROW4 DFSCaEE THE SrwTUf OF CONSTRUCTION AND COxFORN- wrtH THE 6PSC I f ( AR'LY4 STARIuv.TKx I NOT _R.. FORK Is TO CONTINUE IN THE ARM wTMN F OF THE _NA"E(" III TNF NEKT 1, NO., EM K NO PAEcwITATION AOrtc_ w. THE NEKT •DETAIL THE LORRELRVI A TAMN TO STOP THE wsOMROMR. INcwpN4 A NOVAS PESCRPTION --1 ACTIONS THEN, -1. IOCATKN. AND THE TIME ANP PATE 1 1) STAB ZATKN IS NOT R14 AM. IF THE WOM IS DCLURNN4 IN A OF THE COMECTTV6 ACTION; AND III SEI WNTAINW EIKAVATKN (I. NO O-F) I,NH A PEPTM Of A FEETO0. • BE COFlFP LAND w COPY RETAINED ON-Srt6 WITH THE EPS[ PUN. u 4EMTF. (FR. HOUSE wUNDAnON �KAVATKN. II -TRENCHES). q THE E- PSAN SHALL RE UPPATED WITHIN - NOVAS TO REFLECT THE KTIONS ! I AS I lMENMC61 SE PERWRAED K NECESSARY TO INSURE COI IMP T AFTER T D BELOw,.W. Or[f fHAu.1 SEEDED MD STA-11D w_ TMF KTIONs aEquI0.FD MOVE, THE OSFC SMUEA4NN wuOw THE INITN CONTRA. FIA aTE ALS. SUCH K AUSLH W ROLLED ERODOx CONTROL INSPI TMN AND SAAPUN4 ASOIAREMENTS IN ttW - ABOVE IF TH �MBI SAMPLE / 1 pwpUficTSnrN[LuwN4 AAEAS wHIRa [ONSTIUKTKII HAS REFx SUSP-DED OR EFCTIONS IS IEfS N ss NSU THEN O RIRTHER KMN K NEEPFP. rt n1F TUIwpTY SAMOLE rs LOMPLETEP: 4RMTFR THAN ss NTII, THE OSPC SMU IAII•EpATELY NONfY THE DECS SMpIWATER N ON M6 CVF SIDE OF -1. DITCHES S.-.1 STARIUZEp IMMEDIATELY WITH rtO4MM. DEC HAY EFgNA6 TNF Osrt Tp RE-NALWTE IXIrnN4 BMPS AND INrnA„ I ROCk AR -MP OR OTHER NON-EROIN uNERs (ayy MCP). OR WHERE SUPPLEnENTAL -INS AS xECFSMM'TD roRRler THE -AM. AT THE SELRETM- PPR F C AOPVEGETATIVE RIATE, ARASURES SUCH AL SOD. DEC NAY AW REgUIl16 THE Osm TO CONTINUE SAN-. w1CN M. wHEx N wR KTIVE -ON AREAS SUCH AS BORROW OR SIOCKFlLE ARF DAMES, ARE OCC IS— 1 I -AY INPA-FRINTS AND AMAS WITHIN - FT. OF A BUIL UNDER a T M, - IS - NTU oR _+ on / roNSnUCroN, A rt.IMETEA 1.1 INTCON 1 SYSTEM CONl-.. FOR E N TNF'ISCHARGE _Ns OR IS EYMINATED. EKAnRF, OF .1 MAC.4. SHALL BE I�ST 0 AND AN NTNNFD TO "-IN WRING THE-'roNErA-N SEAEON (D[roeen LRN THRpKM APNL ssN). I Spl IXPOSED pfTIMEEP AREws ARJACiNT TO A CONI•fYAxC6 THAT PPONDES DULY INSPI[TIONS SHALL RE -N-O OF ARIAS TART HAK BEEN DISNxBED AND Art OIN SIT£ PBC MF OF EEwFIENT. SUCH AS A CVT SLOPE AT AN NOTYR FINALLY SrwauZFD. I roVEaED WITH PLwsTIC OR 4EDTIX1ILF TD _NT SOIL INSPECTION RE"—RE"—MAY BE REDUCED TO NOT LEES TNM ONE I.) MR MONTH IF / / I ENTMxC LOSS UNTILF, SSrHCANALL .. F .E STAIruZSO. -_.-ED CONSTRUCTION [NTPANCES VMLL •THE ENTNE SITE IS TEMPwUaLY STAMUZED. INSPECTIONS MAY BE POSINNED EE MAINTAINED TO CONTROL VEHICLE-AN4 MATERIAL OffsTIF. INDFOF- IF THE ENTIRE SITE IS PERNANENM1 STANLIZEO q TYMPOM0.Y EfDInFNr TRAPPW4 PI-SI SHALL NOT U REMOVED UNTIL SF. INSOECTIONf SHALL INCLUBF ALL AREAS OF THE SITE PIETIIMID BY CONSTRUCTION PfRNANENT STARIL¢ATION Is ISTAI.- N Au corrta RY PMINA41 KTMry AND ALL PISCFIARS. IOLATION1, -IN4 AREAS WITH TE.-RA- I 1 1 A I - STA■UZATION Sw.0 RE FSTAeu- 0 - TD srAeluv,TN-. LON'N1vIA I. SEDI.-TRNSYBASNS INTO IfEFSAIIENT AN IN- .EMOT -ALL RE [OMPI[TED ipl 6KN NSPECRON ANF LLNED BY NMdIIEL l sroRMw Tu MMKfnFNr vRArncEs. THE osw OR -1 PERSON KTIxc uxDER THE INFECTION OF TNF OEFL. -N NSPKrION IruL.nOx nFwfUR.S SH BE APPLIED TO EAaTHEN SAUCTM[S SUCH As RSNOAT -Au -E, AT A MINIMUM. THE ITS- srtcIMED IN sccTION asG OF I 1 AFTER NtrAuwTKN. ISENEML rtM AMM F-.. (NTPF) FOR ETORwATEA RUNOFF FROM -N-ON SITES AS A) AIOMSIM TNA�ir(H:V)DOR.EMWELLKPIaMETERBNRs. HOED RCRRUARYSODS. S[LLS_ENT BSTEASINS OR TRA ANO EA W1FNTS SMALL, UMN COFSPLETIOx. M 11 A RECORD OF EKH INSPECTION RE-T AND OF ANY KTKNS -A -S DE IMMEDATELY STARIu2F1 - SOP, - AN. ANCHOEEO STRAW M-. 0. NA-.. AIM THE E FUN AND SHALL RE NAOF AVAIUBLE IIwN R IRS'T N DEC-REsiNMTIVES OTHER APPROVED STAeIIJZATIOx ME/SUEFf (Kan E ENSS D 10. OF THE fq I I / / / rtEIMFTER SEp-FM CONTROL sYS'TIM SHALL NOT RE DKTWlED. l II ! WINTER CONSTRUCTION s__ rt -N--N wcnYrnFs INuoLvrN41ARTH .-RANCI [OxnNUE PILsr-1ER 11 1 \I I j \f !�il �l; \\ i ' / / OR 1. N II MM -IL u. THI wuOVnN1 MUST BE INCO0.POMTEO INw THE EPSL / MLA0.0ED KCSSS IAX . STAI-EIS TO PRO WP[ FOR -OW STOCKPIUN4. 1 -7 I�./T I 1 1 I _ \ I _ L / ONNE OFwsnmRAIFC. MOVED OA RFN.FCED TO AIPLECT B .--OF.1-1 till I 1 I / f l l T \\ -� / ""/"- Y1DM 1NOw -A EVENT w.N Na . 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D •' j \ I ; �I\ \1 I \\ V /� \X -' r 11 ll 1 I I .:c' '!'/.'j• \. f I I 1 1 \ I , llllf� I , �_��— ,7 ,)..A7 /, In us ! ,.., f / r 1 \ I /'i/ ///�If /III I fill I I/ -'•1--•t. r � } 11' i \ I I - `I \ \ - _ � / � �' i 1 / 1 - � I Ir 4� / F I I /�1 II I I I / - r� � II 3 r ,/ MAINY NED UWN ( � 11 I TY➢ICAL� 50 0 50 100 150 \ 0 I SfA&UZATION NOTES A ED. MxnIN4 1.4 A- :Ar Dx p1IVF AxD W. I M SEE DIND SxALL eE PE-ED AFI.n APNI. ,aM AND TV EwRM A vM P FOw MEAf WMEn[ NNAL SfANERATpN /E TxADUGx v.4ETAn°xE. sR .0 fx:N ow ws sxowx ox TV wuu ixAu, urox Enu�T¢Y srAewznD wrtN soD, SEED xuo ulErwnso s*nnw nucN. srAN�rsATax nEauwEs (wEcvl. ♦ IxsvE— cgUExcr NAY eE nEou[.DTD nor EFss TxAx axE (sl va Nourx IE �im°x�noN wa cwEaci xis eEex uecurto. eEEx .snTeusxEo .xD • xoncE oc I'\ ram♦• - LE4END w� EPOLOx CDMw°t iEx[vN4 uxrrs of wmiReAxcE acArcx eAEIx INL.r �or.rnox � STDNE CxECn DAM ® MNS rtuGneN 1"IND A- coxrmucrax cxrw.cE I 1 \ I \ r� / _ 1 / kr' / / v I /CONTINUOUS / PLANTING PIT / r / i r iy l / PLANT LIST ---- KEY BOTANICAL NAME COMMON NAME QTY. SIZE _ REMARKS TREES: AG Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5.3" Cal. B&B, Full AC Amelanchier canadensis Shadblow Serviceberry 6 5-8' B&B, Full, Multi -Stem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.54• Cal. B&B, 6' Branching Ht. (Mtn.) PC Pyrus calleryana'Chanticleer' Chanticleer Pear 13 3-3.5" Cal. B&B, 6' Branching HL (Min.) PPS Picea pungens'Glauca' Colorado Blue Spruce 2 6-T B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5.6' B&B, Full PNe Pinus Nigm Austrian Pine 3 6-7' B&B, Full PNb Pinus Nigra Austrian Pine 3 5.6' B&S, Full PS Prunus sargentit'Columnads' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full QP Quercus palusUis Pin Oak 10 3.3.5" Cal. B&B, 6' Branching HL (Min.) SR Syringe reticulata Ivory Silk' Ivory Silk Japanese Tree Lilac 7 3.54" Cal. B&B, Full SHRUBS: SB Spiraea x bumalda 'Anthony Waterer Anthony Waterer Spirea 80 3 Gal. C.G., Plant 36" o.c. TO Thula occidentalis Dark American Arborvitae 55 5-6' Tal B&B, Full, Plant 60" ox. WF Welgela flodda 'Shining Sensation' Welgela 54 3 Gal. C.G., Plant 36" o.c. PERENNIALS: HS Hemerocallls 'Stella Dore' Stella D'oro Daytlly 335 1 Gal. C.G. Plant 16" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS. 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. S. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX ARE REQUIRED AS NOTED IN THE DRAWINGS. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE CITY ARBORIST AND LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. 4 CONTINUOUS I.l _ PLANTING PIT---- MF«FR « i --' ---- Rn • n,N IMOUNTAIN VIEW BUSINESS PARK LOT 5 South Burlington, Vermont lil r H 0 R C N S T R F F T BU R ll NG10 N, VT 05401 TEL 80I862.0098 r �N802.865.244D IFGRR f0M pizzagalli Developer I / I / 50 Joy 136- I I 8-1b B.*ytun, V-r 05407 802.651 1315 II 11 i� a I • �° .►' � e !,,. !� , i ii■y%' ld: ''ii' N ` Se • it / e• r71111111111ills ■� N 1 MA 11 ■ lrn, Title .4 JIM_�� /%i/aid%/i!►. �iG,' i%iiii . - oPLANTING PLAN I NOTE: EXAMINE ENTIRE TREE AND REN ALL NURSERY TAGS. ROPE, STR SURVEYORS TAPE TO PREVENT GIRDLING. SURROUNDING SOIL SHOULD N( EXCEED 80% COMPACTION, DRP WILL BE REQUIRED IF COMPACT SOILS ARE PRESENT 12" X 1 1/2" NYLON/COTTON WEP TIES WITH 3/4" GROMMETS 1/8" 7 X 7 STEEL CABLE FASTENI W/ (2) ZINC PLATED CABLE CLM COVER GUYS W/3' OF 3l8' DIP. S PLASTIC TUBING. TURNBUCKLE, EYE & EYE, ZINC PLATED, 10 5/8" OPEN LENGTH, THREAD DIA. INSTALL WI TURNE IN OPEN POSITION. TEMPORARY WATERING BASIN (3) DUCKBILL TYPE ANCHORS BREAK APART EDGE OF EXCAV W/ SHOVEL AND BLEND PLANT I WI EXISTING SOIL TO PROVIDE TRANSITION TO UNDISTURBED UNDISTURBED GRADE: — ESCAVATE ONLY TO SPECIFIED PLANTING DEPTH TO ENSURE STABLE BASE NOTE: EXAMINE ENTIRE TREE AND REMOVE ALL NURSERY TAGS, ROPE, STRING, OR SURVEYORS TAPE TO PREVENT FUTURE GIRDLING. TOP OF ROOTBALL TO BE PLACED AT SAME LEVEL THAT IT WAS SURROUNDING SOIL SHOULD NOT GROWN IN NURSERY. SLIGHT EXCEED 80% COMPACTION, DRAINAGE ROOT FLARE SHOULD BE EVIDENT. WILL BE REQUIRED IF COMPACTED ROOT FLARE SHOULD BE AT OR SOILS ARE PRESENT SLIGHTLY ABOVE FINISHED NYLON WEBBING GRADE. 2" WELL COMPOSTED BARK MULCH FASTEN WIRE BELOW POINT OF CUT AND REMOVE BURLAP MAJOR BRANCHING OR TO MAJOR FROM ROOTBALL OUTSIDE TRUNK. PLANT MIX 2 J" HARDWOOD STAKES. ALIGN .3 PARTS NATIVE SOIL STAKES PARALLEL W/ ROAD/ WALKS .I PART WELL COMPOSTED OR PARALLEL W/ DIRECTION OF COW MANURE PREVAILING WIND. RE DETAIL E/L2.0 ALL STAKES TO BE CONSISTENT. FINISH GRADE TEMPORARY WATERING BASIN BREAK APART EDGE OF EXCAVATION --- WI SHOVEL AND BLEND PLANT MIX W/ EXISTING SOIL TO PROVIDE TRANSITION TO UNDISTURBED GRADE A EVERGREEN PLANTING SCALE 114" AF T-T p-evertreeAwg PLANT SPACING PLANT CENTER PLANT ROW ALL EQUAL OR AS SHOWN ON PLANTING PLAN sp6gm w ROW _I,' NUMBER OF PlANT550. Ff. e1 w D.SI f O.C. 41 57 04T W O.C. 31 M' mar 012 O.Sf w o.C. ..O,c 2o.16' o2e NOTE: QUANTITY OF SHRUBS AND SPADING AS; NOTED IN PLANTING SCMEOULE FINISH GRADE MULCH, AS SPECIFIED SHRUB ROOTBALL PLANTING MIX AS SPECIFIED SUB GRADE C SHRUB PLANTING SCALE: 1/2" = 1'-0" 180" 180' )7' UNDISTURBED GRADE I ns B EXCAVATE ONLY TO SPECIFIED 6� PLANTING DEPTH TO ENSURE TII STABLE BASE ROOT BALL TOP OF ROOTBALL TO BE PLACED AT �— SAME LEVEL THAT IT WAS GROWN IN NURSERTY. SLIGHT ROOT FLARE SHOULD BE EVIDENT. ROOT FLARE SHOULD BE AT OR SLIGHTLY ABOVE FINISHED GRADE — 2" WELL COMPOSTED BARK MULCH --- -- CUT AND REMOVE BURLAP FROM ROOTBALL -- PLANT MIX .3 PARTS NATIVE SOIL - 1 PART WELL COMPOSTED COW MANURE — FINISH GRADE — FILTER FABRIC — GRAVEL ---- -- 4" PERFORATED PIPE WHERE APPLICABLE. PERFORATIONS LAID DOWN UNDER DRAIN BTREE PLANTING SCALE 1/4"• 1'-0" Tree Plartmg.dwg ALIGN STAKES PARALLEL WI ROAD OR WALKS EDGE OF WALK OR CURB A. TREE STAKING ALONG ROAD OR WALKS DIRECTION OF PREVAILING WIND ALIGN STAKES PARALLEL W/ DIRECTION OF PREVAILING WIND. ALL STAKES TO BE CONSISTENT. B. TREE STAKING IN OPEN SPACES 0 120' 120° 3" CAUPER TREES ORLARGER - ALIGN 2 STAKES PARALLEL 120' W/ ROAD OR WALKS O O /— EDGE OF WALK OR CURB C. TREE GUYING D TREE STAKING LAYOUT NO SCALE P MOUNTAIN VIEW BUSINESS PARK LOT B South Burlington, Vermont lil r N I1 1 f N 5 T R F F i B U E LI NG TO N, VT 05401 TEL 802.862.0098 FAX 902.865 2440 www SFGBR rnM PC" pizzagalli P oP."c1.., uR Developer 50 Joy Od" So.H B.ffiNy.n, VT0540T 802.651 1315 Nn,M scA ' AS NOTED DBie: 09.28.11 D— By MJL Checked By: MKW Tkle PLANTING DETAILS LA-200 PmjW Nm W.. 06260 Flle: L2.0-PlanengD AFIIFA" ' 00001312 V: 834 JG: 7 CITY CLERK'S OFFICE Received Fab 02r2009 02:03P Recorded in VOL: 834 PG: 7q Of So. Burlinston Land Records WARRANTY DEED Attest:Donna Donna Kinville City Clerk KNOW ALL PERSONS BY THESE PRESENTS that, PIZZAGALLI PROPERTIES, LLC, a Vermont limited liability company with a place of business in South Burlington, Vermont, Grantor, in consideration of Ten and More Dollars paid to its full satisfaction by the CITY OF SOUTH BURLINGTON, a Vermont municipal corporation, Grantee, by these presents, does freely Give, Grant, Sell, Convey and Confirm unto the said Grantee, CITY OF SOUTH BURLINGTON, and its successors and assigns forever, certain lands located in the City of South Burlington, Chittenden County, Vermont, described as follows (the "Property"): Being a portion of the lands and premises conveyed to Pizzagalli Properties, LLC, by Warranty Deed of Tilley Family Limited Partnership, dated July 16, 2004, and recorded in Volume 681, Page 736 of the City of South Burlington land records. Being that certain parcel of land depicted as "80 Foot Wide Right of Way" on a plan entitled "Boundary Plat Showing Subdivision of Lands of Tilley Family Limited Partnership," prepared by Donald L. Hamlin Consulting Engineers, Inc., dated July 29, 2004, and recorded on November 5, 2004 in Map Volume 445, Page 6 of the City of South Burlington land records (the "Plan"), which extends from the cul-de-sac shown on the Plan and runs in an easterly direction to the easterly boundary of the Grantor's lands to connect to a small section of roadway running westerly from Community Drive within Technology Park depicted on the Plan (the "Roadway"). The Roadway is more particularly described as being centered on the following line, meaning and intending that the northerly boundary of the Roadway runs 40 feet northerly of and parallel to the following line and the southerly boundary of the Roadway runs 40 feet southerly of and parallel to the following line: The point of beginning is described as beginning at a point marked by a 1.1 foot diameter wood post found at the northwesterly terminus of the above - referenced roadway running westerly from Community Drive, at the easterly boundary of the lands of the Grantor shown on the Plan, and thence running S 07°46'15" E a distance of 31.71 feet to a point marked by a I6 steel pipe, marking the southeasterly corner of Lot 3 and the northeasterly corner of Lot 5; Thence from said point of beginning, proceeding along a curve to the right having a radius of 500.00 feet, an arc length of 251.46 feet, and a chord bearing of S 78*18'27" W to a point marked by a'/4" steel pipe; thence crossing Potash Brook and proceeding N 87°17'06" W a distance of 332.66 feet to a point marked by a'/4" steel pipe; thence proceeding along a curve to the right having a radius of 1,000 feet, an arc length of 180.66 feet, and a chord bearing of N 82°06'34" W to a point marked by a'/4" steel pipe set in the above -referenced cul-de-sac. Also conveyed herein are the pedestrian walkway, water lines, and sewer lines, together with all improvements, fixtures, facilities, equipment, and appurtenances located within the Roadway and used in connection with the operation of the water lines and sewer lines conveyed by this deed. Also conveyed herein are the stormwater lines, together with all improvements, fixtures, facilities, equipment, and appurtenances located within the Roadway and used in connection with the discharge of stormwater from the Roadway. teoa7404.2 0e795-OW81 ' 00001312 Vn 834 bG: 8 Also conveyed herein are non-exclusive easements, to be used in common with Grantor, its successors and assigns, and others entitled thereto, to discharge stormwater into two stormwater detention ponds located within Lots 1 and 3 northerly of the Roadway for the discharge of stormwater runoff from the Roadway. The easements conveyed by this deed are subject to the following covenants and conditions. In its use of the retained property subject to the easements (the "Easement Property") and in the performance of the work that the Grantee is authorized to perform within the Easement Property, the Grantee shall use its best efforts to avoid causing any damage to, or interference with, any improvements on or within the Easement Property. 2. Promptly upon the completion of any work within the Easement Property, the Grantee shall cause the surface of the lands to be restored as nearly as practical to its prior condition. The Roadway conveyed herein is subject to the following restriction: Notice of permit requirements. In order to comply with applicable state rules concerning potable water supplies and wastewater systems, a person shall not construct or erect any structure or building on the lot of land described in this deed if the use or useful occupancy of that structure or building will require the installation of or connection to a potable water supply or wastewater system, without first complying with the applicable rules and obtaining any required permit. Any person who owns this property acknowledges that this lot may not be able to meet state standards for a potable water supply or wastewater system and therefore this lot may not be able to be improved. Reference is hereby made to the instruments referred to above and the records thereof, and the instruments referred to therein and the records thereof, in further aid of this description. The lands and premises herein conveyed are subject to the terms and conditions of all permits and approvals of all governmental agencies having jurisdiction over the Property, including, without limitation, the City of South Burlington, Development Review Board Findings of Fact and Decision, dated August 9, 2004, regarding Final Plat Application #SD- 04-49. TO HAVE AND TO HOLD the Property, with all the privileges and appurtenances thereof, to the Grantee, CITY OF SOUTH BURLINGTON, and its successors and assigns, to its own use and behoof forever; and the Grantor, PIZZAGALLI PROPERTIES, LLC, for itself and its successors and assigns, does covenant with the Grantee, CITY OF SOUTH BURLINGTON, and its successors and assigns, that until the ensealing of these presents, it is the sole owner of the Property, and has good right and title to convey the same in the manner described in this deed; that the Property is free from every encumbrance, except as stated in this deed; and the Grantor hereby engages to warrant and defend the same against all lawful claims whatever, except as stated in this deed. 1B0067404.2 08795-00081 ,. r j 00001312 V: 834 i'G: 9 IN WITNESS WHEREOF, Pizzagalli Properties, LLC, has caused this instrument to be executed by its duly authorized agent this In Presence Of: 12, fitness STATE OF VERMONT COUNTY OF CHITTENDEN, SS. day of May, 2005. PIZZAGALLI PROPERTIE LLC By my Authoriz ent At South urlington, in said County, on this � day of May, 2005, personally appeared �lAr1uS 1, duly authorized agent of Pizzagalli Properties, LLC, and he acknowledged this instrument, by him subscribed, to be his free act and deed and the free act, and deed of Pizzagalli Properties, LLC. w »� Before me, Public ommission Frx�ires:ft u anne a commis$ior) @XpIrBS ACKNOWLEDGED, AGREED, AND ACCEPTED In Presence Of: CITY OF SOUTH BURLINGTON By: Witness STATE OF VERMONT COUNTY OF CHITTENDEN, SS. Charles Hafter, City Manager Duly Authorized Agent At South Burlington, in said County, on this day of , 2005, personally appeared Charles Hafter, City Manager and duly authorized agent of the City of South Burlington, and he acknowledged this instrument, by him subscribed, to be his free act and deed and the free act and deed of the City of South Burlington. 1B0067404.2 08795-00081 Before me, Notary Public My Commission Expires: 2/10/07 Vermont Property Transfer Tax 32 V.S.A. Chap 231 —ACKNOWLEDGEMENT— RETURN REC'D-TAX PAID BOARD OF HEALTH CERT. REC'D. VT LAND USE 6 DEVELOPMENT PLANS ACT. CERT. REC'D Return No. ------------------------- Donna Kinville City Clerk Date Feb 02r2009 END OF DOCUMENT AGENCY OF NATURAL RESOURCES DEPARTMENT OF ENVIRONMENTAL CONSERVATION WATERSHED MANAGEMENT DIVISION MAIN BUILDING, SECOND FLOOR ONE NATIONAL LIFE DRIVE MONTPELIER, VERMONT 05620-3522 NOTICE: DRAFT DISCHARGE PERMIT PUBLIC COMMENT PERIOD: November 9, 2012 - December 10, 2012 PERMITTEE INFORMATION PERMITTEE NAME: PERMITTEE ADDRESS: PERMIT NUMBER: PROJECT ID NUMBER: DISCHARGE INFORMATION NATURE: Treated stormwater VOLUME: As necessary Pizzagalli Properties, LLC 346 Shelburne Road, Suite 601 Burlington, VT 05401 3805-INDS.3R EJO1-0291 RECEIVING WATER: Unnamed tributary of Potash Brook EXPIRATION DATE: Five years from issuance date of final permit DESCRIPTION: This is a draft discharge permit proposed for issuance to Pizzagalli Properties, LLC for the discharge of stormwater runoff from the proposed development of an office building and associated infrastructure on Lot 3 of Mountain View Business Park located on Tilley Drive in South Burlington, Vermont to an unnamed tributary of Potash Brook. The means of treatment includes grass channels and a wet pond. TENTATIVE DETERMINATIONS The Secretary has determined that the permitted discharges satisfy Vermont's Anti -Degradation Policy described in the Department of Environmental Conservation's Interim Anti -Degradation Implementation Procedure, because the procedure allows a presumption of compliance for discharges that are in compliance with the Vermont Stormwater Management Manual and any additional best management practices that will be used to control the stormwater discharge as described in Section IX.D.l .d. of the Department's Interim Anti -Degradation Implementation Procedure. The Secretary has also determined that for such discharges that qualify for the presumption under IX.D. Ld, all existing uses of surface waters, and the level of water quality necessary to protect those existing uses will be maintained and protected. The Secretary has determined that if the permittee is in full compliance with all permit conditions, including approved plans, monitoring, reporting and recordkeeping conditions, and is fully implementing stormwater BMPs required by this permit, the permitted discharges will meet the requirements of the Vermont Stormwater Management Manual and qualify for the presumption described in Section IX.D. Ld. of the Department's Interim Anti -Degradation Implementation Procedure and will be presumed to comply with the Vermont Water Quality Standards, including but not limited to § 1-03 (Anti -degradation Policy). FURTHER INFORMATION For information on the application, access to related documents, including the draft permit, the Vermont Water Quality Standards (including §1-03 Anti -degradation Policy) or the Vermont Stormwater Management Manual, interested persons should contact: Vermont Agency of Natural Resources Department of Environmental Conservation Watershed Management Division Main Building, Second Floor Montpelier, VT 05620-3522 Telephone: 802-828-153 5 Copies, obtained by calling (802) 828-1535, will be made at a cost based upon the current Secretary of State Official Fee Schedule for Copying Public Records from 8:00 a.m. to 4:00 p.m., Monday through Friday. PUBLIC COMMENTS/PUBLIC INFORMATIONAL MEETINGS Written public comments on the proposed permit are invited and must be received on or before the close of business day (7:45 am - 4:30 pm) December 10, 2012, by the Agency of Natural Resources, Department of Environmental Conservation, Watershed Management Division, Stormwater Management Program, Main Building, Second Floor, One National Life Drive, Montpelier, Vermont 05620-3522 or send via email to anr.wsmdstormwatercommentskstate.vt.us. If sending by mail, the permit number should appear next to the VANR address on the envelope and on the first page of any submitted comments. If sending by e-mail, the permit number should appear on the subject line. All comments received by the above date will be considered in formulation of the final determinations. During the notice period, any person may submit a written request to this office for a public informational meeting to consider the proposed permit. The request must state the interest of the party filing such request and the reasons why a meeting is warranted. A public informational meeting will be held if there is a significant public interest (including the filing of requests or petitions for such meeting) in holding such a meeting. t'r RIGHTS TO APPEAL At the conclusion of the public notice period and after consideration of additional information received during the public notice period, the VANR will make a final determination to issue or to deny the permit. Renewable Energy Projects — Right to Appeal to Public Service Board Any appeal of this decision must be filed with the clerk of the Vermont Public Service Board pursuant to 10 V.S.A. §8506 within 30 days of the date of this decision. The appellant must file with the Clerk an original and six copies of its appeal. The appellant shall provide notice of the filing of an appeal in accordance with 10 V.S.A. §8504(c)(2), and shall also serve a copy of the Notice of Appeal on the Vermont Department of Public Service. For information, see the Rules and General orders of the Public Service Board available on line at www.psb.vermont.gov. The address for the Public Service Board is 112 State Street Montpelier, Vermont 05620-2701 (Tel. #802-828-2358). All Other Projects — Right to Appeal to Environmental Court Pursuant to 10 V.S.A. Chapter 220, any appeal of this decision must be filed with the clerk of the Environmental Court within 30 days of the date of the decision. The appellant must attach to the Notice of Appeal the entry fee of $250.00, payable to the state of Vermont. The Notice of Appeal must specify the parties taking the appeal and the statutory provision under which each party claims party status; must designate the act or decision appealed from; must name the Environmental Court; and must be signed by the appellant or their attorney. In addition, the appeal must give the address or location and description of the property, project or facility with which the appeal is concerned and the name of the applicant or any permit involved in the appeal. The appellant must also serve a copy of the Notice of Appeal in accordance with Rule 5(b)(4)(B) of the Vermont Rules for Environmental Court Proceedings. For further information, see the Vermont Rules for Environmental Court Proceedings, available on line at www.vermontjudiciary.ora. The address for the Environmental Court is 2418 Airport Road, Suite 1,Barre, VT 05641 (Tel. # 802-828-1660). David K. Mears, Commissioner Department of Environmental Conservation Burlington, Vermont Plattsburgh, New York August 31, 2012 Jacalyn M. Fletcher Court Manager Vermont Superior Court Environmental Division 2418 Airport Road Barre, VT 05641-8701 Re: Pizzagalli Properties, LLC Application No. 4C1153-6 Dear Ms. Fletcher: W. Scott Fewell, Esq. E-mail: sfewell@dinse.com 2012 Enclosed please find Pizzagalli Properties, LLC's Notice of Appearance for filing with the Court in the above -referenced matter. Please feel free to contact me with any questions. Thank you for your attention to this matter. Sincerely, ZDINSE, APP (�I � W. cott Few 11, Esq. WSF:emp Enclosure cc: Service List {B0934917.1 08795-0031 } REW, P.C. DINSE % KNAPP / WANDREW 209 Battery Street PO Box 988 Burlington, Vermont 05402 802-864-5751 www.dinse.com Dinse, Knapp & McAndrew, P.C. 209 Battery Street P.O. Box 988 Burlington, VT 05402-0988 (802) 864-5751 STATE OF VERMONT SUPERIOR COURT In Re: Pizzagalli Properties, LLC ) 50 Joy Drive ) South Burlington, VT 05403 ) Application No. 4C 1153-6 ) ENVIRONMENTAL DIVISION Docket No. NOTICE OF APPEARANCE NOW COMES the firm of Dinse, Knapp & McAndrew, P.C., and enters its appearance as counsel for Pizzagalli Properties, LLC, in this matter. DATED at Burlington, Vermont, this 3 day of August, 2012. DINSE, KNAPP & McANDREW, P.C. W. Sc tt Fe ell, Esq. Wm. dre MacIlwaine, Esq. Atto ys f r Pizzagalli Properties, LLC P.O. BOX 988 Burlington, VT 05402-0988 Tel. (802) 864-5751 (B0934903.1 08795-0031 ) Dinse, Knapp & McAndrew, PC 209 Battery Street P.O. Box 988 Burlington, N7T 05402-0988 (802)864-5751 STATE OF VERMONT SUPERIOR COURT In Re: Pizzagalli Properties, LLC ) 50 Joy Drive ) South Burlington, VT 05403 ) Application No. 4C1153-6 ) ENVIRONMENTAL DIVISION Docket No. CERTIFICATE OF SERVICE I, Andy Maellwaine, Esq., certify that on the date inscribed below I served Pizzagalli Properties, LLC's Notice of Appearance and this "Certificate of Service" on the following counsel of record, by sending the same via first-class mail, postage prepaid, to: Thomas F. Heilmann, Esq. Heilmann, Ekman & Associates, Inc. 230 South Union Street P. O. Box 216 Burlington, VT 05402-0216 Bradley A. Wheeler P. O. Box 13 Barre, VT 05641 Jeff Kershner, P.E. Hamlin Consulting Engineers, Inc. 136 Pearl Street Essex Jct., VT 05641 Robert C. Roesler, Esq. Paul Frank + Collins P. O. Box 1307 Burlington, VT 05402-1307 Chair, City Council and Chair, City Planning Commission City of South Burlington 575 Dorset Street South Burlington, VT 05403 Chittenden County Regional Planning Commission 110 West Canal Street, Suite 202 Winooski, VT 05404 Elizabeth Lord, Land Use Attorney VT Agency of Natural Resources 103 South Main Street Center Bldg., 3rd Floor Waterbury, VT 05671-0301 Mike Kundrath VT Dept. of Public Service 112 State Street, Drawer 20 Montpelier, VT 05620-2601 Craig Keller Utilities & Permits/VTrans One National Life Drive Drawer 33 Montpelier, VT 05633 {B0934904.1 08795-0031 } 0 Dinse, Knapp & McAndrew, P.C. 209 Battery Street P.O. Box 988 Burlington, VT 05402-0988 (802)864-5751 Louise Waterman Brendan O'Shea VT Agency of Agriculture, Food & Markets 116 State Street, Drawer 20 Montpelier, VT 05620-2901 Division for Historic Preservation National Life Building Drawer 20 Montpelier, VT 05620 Douglas Dickey 80 Old Farm Road South Burlington, VT 05403 Natural Resources Board National Life Record Center Building Montpelier, VT 05620-3201 Stephanie Monaghan State of Vermont Natural Resources Board District 4 Environmental Commission I I I West Street Essex Junction, VT 05452 DATED at Burlington, Vermont, this -? / day of August, 2012. f B0934904.1 08795-0031) DINSE, KNAPP & McANDREW, P.C. T. Scottewell, sq. drew M cIlwaine, Esq. Attorneys for Pi zagalli Properties, LLC P.O. Box 988 Burlington, VT 05402-0988 Tel. (802) 864-5751 2 } HEILMANN, EKMAN & ASSOCIATES, INC. ATTORNEYS AT LAW 231 SOUTH UNION STREET THOMAS F. HEILMANN P.O. BOX 216 CHRISTOPHER D. EKMAN BURLINGTON, VERMONT 05402-0216 JAMES M. COOLEY WILLIAM L. GAGNON (802) 864-4555 • FAX (802) 864-4659 theilmannna,healawxom DAVID D. AMAN August 24, 2012 VIA COURIER Jacalyn M. Fletcher, Court Manager Environmental Division 2418 Airport Road Barre, VT 05641-8701 Re: Pizzagalli Properties, LLC Application No. 4C1153-6 Dear Ms. Fletcher: Enclosed please find the Notice of Appeal, Notice of Appeal to Interested Persons under Rule 5(b)(4)(B) and Certificate of Service for filing in the above matter. Also enclosed is our firm check in the amount of $262.50 for the filing fee. Thank you. Very truly yours, /" o Thomas . eii;;ianyi TFH/ew Enclosure: a) Notice of Appeal b) Notice of Appeal to Interested Persons c) Certificate of Service HEILMANN. EKMAN & ASSOCIATES, INC. ATTORNEYS AT LAW R O. BOX 216 BURLINGTON. VERMONT 05402°-0216 STATE OF VERMONT SUPERIOR COURT - ENVIRONMENTAL DIVISION IN RE: Docket No. Pizzagalli Properties, LLC 50 Joy Drive So. Burlington, VT 05403 Application No. 4C 1153-6 NOTICE OF APPEAL Vtec Pursuant to 10 V.S.A. §8504(a), notice is hereby given that Brian Armstrong and Lora Wilson (Appellants) appeal to the State of Vermont Superior Court -Environmental Division from the Findings of Fact, Conclusions of Law, Order and Land Use Permit issued by the State of Vermont, Natural Resources Board, District 4 Environmental Commission, all dated July 26, 2012, in a matter entitled Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT, 05403, Case No. 4C1153-6. Appellants Brian Armstrong and Lora Wilson were granted party status in the above - cited matter as adjoining property owners who were admitted as parties pursuant to 10 V.S.A. §6'085(c)(1) and Act 250 Rule 14 as to Criteria 1, 5 and 8 of Act 250, so-called, 10 V.S.A. §6086(a)(1)(-10). In the Findings of Fact, Conclusions of Law and Order which is the subject of this appeal, Appellants Brian Armstrong and Lora Wilson were granted final party status determinations by Order of the District 4 Environmental Commission. Agreeably to the provisions of 10 V.S.A. §8504(c)(1), Appellants hereby notify all parties who had party status at the District 4 Environmental Commission proceeding, all friends of the Commission and the Vermont Natural Resources Board that this appeal has been filed. HEILMANN, EKMAN & ASSOCIATES, INC. ATTORNEYS AT LAW R O: BOX 216 BURLINGTON, VERMONT OS402-0216 Dated at Burlington, Vermont this 22nd day of August, 2012. BRIAN ARMSTRONG AND LORA WILSON BY: Thomas F. Heilmann, q. Heilmaml, Ekman & Associates, Inc. 231 South Union Street P.O. Box 216 Burlington, VT 05402-0216 (802)864-4555 Their Attorney 2 HEILMANN, EKMAN & ASSOCIATES, INC. ATTORNEYS AT LAW R. O. BOX 216 BURLINGTON, VERMONT 05402-0216 IN RE: STATE OF VERMONT SUPERIOR COURT -ENVIRONMENTAL DIVISION Pizzagalli Properties, LLC Docket No. 50 Joy Drive So. Burlington, VT 05403 Application No. 4C1153-6 NOTICE OF APPEAL TO INTERESTED PERSONS Vtec Agreeably to 10 V.S.A. §8504(c)(1) and Rule 5(b)(4)(B) V.R.E.C.P., Appellants Brian Armstrong and Lora Wilson, whose address is 50 Old Farm Road, South Burlington, VT, 05403, hereby advise all interested persons on the attached distribution list/certificate of service that they must enter an appearance in writing with the Vermont Environmental Court within 20 days of receiving such notice if they wish to participate in the appeal. The address, location and description of the property with which this appeal is concerned and the name of the applicant for the permit involved in the appeal is as follows: Applicant: Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Property/Project: The project is generally described as the construction of a two-story, 45,000 square foot medical office building on Lot No.6 of the Mountainview Office Park Subdivision. The project is located at 119 Tilley Drive in the City of South Burlington, Vermont. Dated at Burlington, Vermont this 24t' day of August, 2012. BRIAN ARMSTRONG AND LORA WILSON Thomas F. Heilmann, Esq. Heilmann, Ekman & Associates, Inc. 231 South Union Street P.O. BOX 216 Burlington, VT 05402-0216 (802) 864-4555 Their Attorney HEILMANN, EKMAN & ASSOCIATES, INC. ATTORNEYS AT LAW P. 0. BOX 216 BURLINGTON, VERMONT 05402-0216 STATE OF VERMONT SUPERIOR COURT - ENVIRONMENTAL DIVISION IN RE: Docket No. Vtec Pizzagalli Properties, LLC 50 Joy Drive So. Burlington, VT 05403 Application No. 4C1153-6 CERTIFICATE OF SERVICE I, Thomas F. Heilmann, Esquire, hereby state that on the 24th day of August 2012 I served our Notice of Appeal on behalf of Brian Armstrong and Lora Wilson, by e-mailing and mailing copies thereof, postage prepaid, via certified mail, return receipt requested, to the adjoining landowners and interested parties listed below: Pizzagalli Properties, LLC c/o Robert Bouchard 50 Joy Drive South Burlington, VT 05403 Bbouchard@pizzagalliproperties.com Bradley A. Wheeler PO Box 13 Barre, VT 05641 Jeff Kershner, P.E. Hamlin Consulting Engineers, Inc. 136 Pearl Street Essex Jct., VT 05452 Robert C. Roesler, Esq. Paul Frank + Collins P.O. Box 1307 Burlington, VT 05402-1307 RRoesler@PFClaw.com Chair, City Council/Chair, City Planning Commission City of South Burlington 575 Dorset Street South Burlington, VT 05403 Chittenden County Regional Planning Commission 110 West Canal Street, Suite 202 Winooski, VT 05404 rmahony(2ccrpcvt.org Elizabeth Lord, Land Use Attorney/ANR 103 South Main St - Center Bldg., 3rd Floor Waterbury, VT 05671-0301 anr.act250@state.vt.us Mike Kundrath/VT Dept of Public Service 112 State Street, Drawer 20 Montpelier, VT 05620-2601 michael.kundrath@state.vt.us Craig Keller Utilities & Permits/VTrans One National Life Drive, Drawer 33 Montpelier, VT 05633 craig.keller@state.vt.us Louise Waterman/Brendan O'Shea VI. Agency of Agriculture, Food & Markets 116 State Street, Drawer 20 Montpelier, VT 05620-2901 louise.watermangstate.vt.us brendan.oshea(astate.vt.us Division for Historic Preservation National Life Building, Drawer 20 Montpelier, VT 05620 scott.dillon@state.vt.us devin.colman@state.vt.us Douglas Dickey 80 Old Farm Road South Burlington, VT 05403 Brian Armstrong & Lora Wilson 50 Old Farm Road South Burlington, VT 05452 Natural Resources Board National Life Record Center Building Montpelier, VT 05620-3201 Stephanie Monaghan State of Vermont Natural Resources Board District 4 Environmental Commission 111 West St. Essex Junction, VT 05452 Dated at Burlington, Vermont this 24Ih day of August 2012 BRIAN A�2MSTRONG AND LORA WILSON By: It V U Thomas F. Heilmann, 9sq. Heilmann, Ekman & Associates, Inc. 231 South Union Street P.O. Box 216 Burlington, VT 05402-0216 (802) 864-4555 HEILMANN, EKMAN & ASSOCIATES, INC. ATTORNEYS AT LAW P. O. BOX 216 BURLINGTON. VERMONT 05402-0216 40* 9 FLA'NNING & ZONING August 8, 2012 Robert Bouchard Pizzagalli Properties, LLC 346 Shelburne Road, Suite 601 Burlington, VT 05401 Re: 119 Tilley Drive - Approval Extension of #SD-12-02 Dear Mr. Bouchard: This is inform you that the So. Burlington Development Review Board at their August 7, 2012 meeting granted your request dated July 31, 2012 for a one (1) year extension of approval #SD-12-02. Accordingly, you have until September 20, 2013 to obtain a zoning permit for the work for which approval was granted. Should you have any questions, please feel free to contact me. Since r ly, Raymond J. Belair Administrative Officer 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com PIZZAGALLI PROPERTIES, LLC July 31, 2012 Mr. Ray Belair Administrative Officer City of South Burlington 575 Dorset Street South Burlington, VT 05403 RE: Request for Extension to Final Site Plan Approval 119 Tilley Drive #SD-12-02 Dear Ray: 346 Shelburne Road, Suite 6oi Burlington, Vermont 05401 T 802.66o.6800 F 802.66o.6868 www.pizzagailiproperties.com Pizzagalli Properties, LLC would like to request an extension to our recent final site plan approval #SD-12-02 for a 45,000 square foot, two story, medical office building at 119 Tilley Drive. The original final site plan approval for #SD-12-02 was issued on March 20, 2012 with a September 20, 2012 deadline to start construction. Pizzagalli Properties would like to request an extension of one year. Please do not hesitate to contact me with any questions. Sincerely: Ae�"I"',—X Robert Bouchard Development Manager Planning and Zoning Invoice Non -Reside tial Impact & P mit Feess Property Owners Name: I S"��I � h� Property Location: L Amount: Payment Type: Date: Zoning Permit (Non-residential) ZP ,,,�> 0"sq. ft. building @ $0.35 per sq. ft. plus' After -the -fact of (_) 50% [no NOV] or (_) 100% [NOV] Sewer Allocation Fee (_) Bartlett Bay (_) Airport Parkway Road Impact Fee Fire Impact Fee Dorset Street Waterline Fee Sewer Connect Inspection Code zp Zoning Permit Total WWA- 10_ O� WW- #204 Pricing $13.00 $1J 7J� so I g.p.d x $9.48 Amount Due #221 $ 11-, o, #203 _ `�' p ` 5 1 r #230 $ /— so ww $63 $ �Y ww� Total $ k13 1kq, !no South Burlington Planning Zoning New Non -Residential Construction Impact Fees Project Completed by April 1, 2011 Project Name & Address Property Owner Effective Date TOTAL IMPACT FEE Value of New Construction: Tvne of Construction Fireproofed Steel Masonry or Wood Pre -Fab Skeleton or Concrete Frame Steel Reinforced Concrete SF Bearing SF Structure SF Structure SF Wall Type Of Use Structure Industrial /Manufacturing S66 S69 S65 S64 Engineering & Research S88 S96 S93 S88 General Office S123 S113 silo S104 Medical Office S133 45,000 S71 S69 S67 General Retail 84 S54 S51 S41 Auto Service Facilitv S84 S81 S78 Elder Care Facility 102 S74 S72 S72 Motel Sprinkler credit? (Enter 1 if yes) Total Value of New Structure: Total Value of New Structure & Contents: Current grand list value of property: Past payments credit: Post construction value of structure & land Future payments credit: Base fee: NET FIRE PROTECTION IMPACT FEE: PM Peak Hour VTEs Past payments credit: Future payments credit: OTHER CREDITS: ROAD IMPACT FEE: 155.7 $813.59 $3,753.45 $151,111.16 1 $5,985,000 $14,962,500. $600, 00 $444.00 $6,585,000.00 $65.85 $9,022.39 $8,512.54 PIZZAGALLI PROPERTIES, LLC T R A N S M I T T A L 5o joy Drive, Post Office Box 2009 South Burlington, Vermont 05407-2009 T 802.66o.6800 F 802.66o.6868 www.pizzagalliproperties.com To Mr. Ray Belair From Robert Bouchard Address Administrative Officer Date/Time 4-11-2012 City of South Burlington Subject 119 Tilley Drive — lot 6 575 Dorset Street Site Plan for Recording South Burlington, VT 05403 Fnrlcupd Quantity Recordable mylar of Overall Site Plan for Lot 6 Site Development (1 19Tilley Drive) Dated 9/30/2011 rev. 1 /6/2012 1 M Remarks Hi Ray: In accordance with our final site plan approval. Attached please find a final plat plan (Sheet #1) for recording. Please contact me with any questions. Sincerely: Bob Codes: A FOR INITIAL APPROVAL F QUOTATION REQUESTED K LETTER FOLLOWS 8 FOR FINAL APPROVAL G APPROVED L FOR FIELD CHECK C APPROVED AS NOTED - RESUBMISSION REQUIRED H FOR APPROVAL M FOR YOUR USE D APPROVED AS NOTED - RESUBMISSION NOT REQUIRED I AS REQUESTED OR REQUIRED N SEE REMARKS E DISAPPROVED - RESUBMIT J FOR USE IN ERECTION Page I of ray From: Bob Bouchard [Bob.Bouchard@pizzagalliproperties.com] Sent: Tuesday, April 24, 2012 5:13 PM To: ray Subject: FW: Tomorrow Hi Ray: As you can see from this email. Mr. Armstrong has now changed his mind about allowing our engineers access into his basement. Don't mean to drag you into this. Just thought you might like to keep a copy of this for your files. Thanks, Bob Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive, PO Box 2009 South Burlington, VT 05407 T.802.660.6805 F.802.660.6868 bbouchard(cD-pizzagalliproperties.com NOTICE. Our website can now be viewed at www.pizzagalliproperties.com. From: Brian Armstrong [mailto:strongwil@comcast.net] Sent: Tuesday, April 24, 2012 4:59 PM To: Bob Bouchard Subject: Tomorrow :.R I look forward to meeting you crew tomorrow am. As an FYI I will not be providing them access to the inside of our home. If you are married, I am sure you can appreciate that I made the offer prior to speaking with my wife. She works out of the home and does not welcome the interruption. More so and to be frank... the letter from Austin Hart threatening our water supply two days prior to Christmas still irritates the hell out of me and it just doesn't feel right to have your representatives in my home. have yet to seek counseling for it... maybe in time I will be able to move on maybe not. That being said — I will cooperate diplomatically with your engineers, I know exactly where the pipe comes out of our house, where the tank is, and approximately where leach field is. I am confident that nothing will be gained or lost by accessing our basement (or not.) Has any consideration been given to the proposed sewer connection as part of addressing these concerns? I look forward to your reply and to meeting your engineers. Respectfully, Brian Armstrong 4/25/2012 State of Vermont NATURAL RESOURCES BOARD DISTRICT 4 ENVIRONMENTAL COMMISSION I I I West Street • Essex Junction • Vermont 05452 RE: Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Introduction Application #4C1 153-6 Hearing Recess Order 10 V.S.A. §§ 6001-6092 (Act 250) On Wednesday, March 21, 2012, the District Commission held a public hearing for the above referenced application at the Essex Junction District Office of the Agency of Natural Resources, l 11 West Street, Essex Junction, Vermont. A site visit was conducted immediately preceding the hearing. Pursuant to Act 250 Rule 13(B), the Commission recessed the hearing pending submittal of additional information by the Applicants and Parties as set forth below. II. Party Status The following persons who attended the hearing have statutory party status pursuant to Act 250 Rule 14(A): The Applicants, represented by Bob Bouchard, Bradley A. Wheeler, Jeff Kershner, P.E., and Bob Roesler, Esq. 2 The Division for Historic Preservation, represented by R. Scott Dillon, Survey Archeologist. 3. The Agency of Agriculture, represented by Brendan O'Shea. The following adjoining property owners were present at the hearing and requested party status. The Commission has preliminarily granted or denied party status, as indicated, pursuant to 10 V.S.A. § 6085(c)(1)(E): 4. Douglas Dickey, 80 Old Farm Road, South Burlington, VT 05403, was present at the hearing and requested party status under Criteria 5 (Traffic) and 8 (Aesthetics). The Chair preliminarily granted party status to Mr. Dickey under both Criteria 5 and 8. Brian Armstrong & Lora Wilson, 50 Old Farm Road, South Burlington, VT 05403, were present at the hearing and requested party status under Criteria 1 (Water & Air Pollution), 5 (Traffic) and 8 (Aesthetics). The Chair preliminarily granted party status to Mr. Armstrong and Ms. Wilson under Criteria 1, 5 and 8. Pursuant to 10 V.S.A. § 6085(c)(2) and Act 250 Rule 14, the Commission will re-examine its party status decisions prior to the close of the hearing and will state its final party status decisions either in the decision it issues on the case or in a separate memorandum. III. Supplemental Evidence Pursuant to Act 250 Rule 20(A), and with regard to the testimony provided, the Commission requires that the Applicant submit the following information: Hearing Recess Order #4C1153-6 Page 2 of 2 A Stormwater Discharge Permit and Construction General Stormwater Permit.. Final City of South Burlington approval. With regard to the testimony provided, the Commission requires that The Agency of Agriculture submit the following information: . A legal brief detailing the Agency of Agriculture's position on the impact of In re Brosseau/ Wed e wood , No. 260-11-08 Vtec (Vermont Environmental Court, December 8, 2010) on the current project. IV. Order The Commission requests the above documentation, including optional proposed findings of fact and conclusions of law, be provided to all parties listed on the attached certificate of service and that four (4) sets of the documentation be submitted to the District Commission Office on or before Monday, April 16, 2012. All filings must be received in the District Commission office no later than 4:30 p.m. on the date scheduled, unless another time is specifically required or authorized. Telefax filings are not permissible, unless specifically requested or authorized by the Commission. The parties will have until Thursday, April 26, 2012 to submit any rebuttals. The Commission would appreciate any proposed findings and conclusions to also be submitted in WordPerfect® v8 format on diskette to the District Coordinator. Alternatively, the file can be e- mailed as an attachment to: stephanie.monaghan@state.vt.us. After the above information has been received, the Commission will reconvene the hearing only if there are outstanding questions or if a party has reasonable questions about the additional information. If the information has not been received within 30 days from the date of this notice, or if the hearing is. not reconvened, the Comnssion will set a date for adjournment and issue a final decision based on the existing record following a frill deliberation of the issues. If the applicant wishes to continue the recess beyond 30 days from the date of this notice it must notify the District Commission in writing. on or before the 30th day. Pursuant to Act 250 Rule 40, any party aggrieved by this order may file a motion for interlocutory (preliminary) appeal regarding questions of law to the Environmental Court. Such a motion must be made in accordance with Act 250 Rule 40 and must be filed directly with the Environmental Court within 10 days of the date of this Order. If any party has any questions or wishes to request the hearing be reconvened, please call the District Coordinator, Stephanie H. Monaghan at 879-5662. R Dated at Essex Junction, Vermont this Oda, of March, 2012. as authorized by Thomas A. Little, Chair District #4 Environmental Commission W AAcQ50\DIST4\PROJECTS\4C 1001-4C 1250\4C1153\4C 1153-6\4C 1153-6.Uro.wpd ) CERTIFICATE OF SERVICE I hereby certify on this 261h day of March, 2012, a copy of the foregoing ACT 250 APPLICATION #4C1153-6 HEARING RECESS ORDER was sent by U.S. mail, postage prepaid to the following individuals without email addresses and by email to the individuals with email addresses listed. Note: any recipient may change its preferred method of receiving notices and other documents by contacting the District Office staff at the mailing address or email below. If you have elected to receive notices and other documents by email, it is your responsibility to notify our office of any email address changes. All email replies should be sent to nrb- act250essexnstate.vt.us. You can now fill out and submit the Act 250 survey online at: http://permits.vermont.gov/act250- surve . Pizzagalli Properties, LLC c/o Robert Bouchard 50 Joy Drive South Burlington, VT 05403 Bbouchard(o-)pizzagalliproperties.com Bradley A. Wheeler PO Box 13 Barre, VT 05641 Jeff Kershner, P.E. Hamlin Consulting Engineers, Inc. 136 Pearl Street Essex Jct., VT 05452 Robert C. Roesler, Esq. Doremus Roesler & Kantor 346 Shelburne Road Burlington, VT 05402-0445 Donna Kinville, City Clerk Chair, City Council/Chair, City Planning Commission City of South Burlington 575 Dorset Street South Burlington, VT 05403 Chittenden County Regional Planning Commission 110 West Canal Street, Suite 202 Winooski, VT 05404 rmahony(a�ccrpcvt.orq Elizabeth Lord, Land Use Attorney/ANR 103 South Main St. - Center Bldg., 3rd Floor Waterbury, VT 05671-0301 anr.act250(o�state.vt. us Mike Kundrath/Vt. Dept. of Public Service 112 State Street, Drawer 20 Montpelier, VT 05620-2601 michael.kundrath(c�state.vt. us Craig Keller Utilities & Permits/VTrans One National Life Drive, Drawer 33 Montpelier, VT 05633 Craig. keller(c)state.vt. us Louise Waterman/Brendan O'Shea Vt. Agency of Agriculture, Food & Markets 116 State Street, Drawer-20 Montpelier, VT 05620-2901 louise.waterman(o-)state. vt. us brendan.oshea(a-)state.vt.us Division for Historic Preservation National Life Building, Drawer 20 Montpelier, VT 05620 scott.dillon(a�state.vt. us devin.colman(c-)state.vt.us FOR YOUR INFORMATION District #4 Environmental Commission Thomas Little, Chair James McNamara/Monique Gilbert 111 West Street Essex Junction, VT 05452 Douglas Dickey 80 Old Farm Road South Burlington, VT 05403 Brian Armstrong & Lora Wilson 50 Old Farm Road South Burlington, VT 05452 Dated at Essex Junction, Vermont, this 26th day/6f March, 2012. /s/ Barbara J. CadyL Administrative Secretary 879-5614 MAct250\DIST4\PR0JECTS\4C1001-4C1250\4C1153\4C1153-6\4C1153-6 csHRO.docx PIZZAGALLI PROPERTIES, LLC March 27, 2012 Mr. Brian Armstrong 50 Old Farm Road South Burlington, VT 05403 RE: Site Inspection Dear Brian: Office: 5o Joy Drive, 05403 Mail: Post Office Box 2009, 05407-2009 South Burlington, Vermont T 802.66o.6800 F 802.66o.6868 www.ptzzagalliproperties.com Pursuant to our recent Final Plat Approval for 119 Tilley Drive. Specifically condition 8 of the decision. Pizzagalli Properties is required to ensure that the landscaped berm we are proposing to install to the southeast of your property does not direct additional runoff onto your property at 50 Old Farm Road. In order to ensure such, we would like to conduct a brief inspection of your property to create a baseline of existing conditions, in addition to determining the exact location of your leach field. Our engineers may need to conduct a brief inspection of your basement to determine which direction your sewer line leaves your home, to then determine the location of your holding tank. From there they will look into the holding tank to determine the probably location of your leach field. Once they have located the leach field, they will attempt to mark the corners which can then be put on our survey for future reference. Please contact me at your earliest convenience to let me know what day and time might work best for us to send someone out to your property. Sincerely: Robert Bouchard Development Manager CC: Mr. Ray Belair WILLIAM H. SORRELL ATTORNEY GENERAL JANET C. MURNANE DEPUTY ATTORNEY GENERAL WILLIAM E. GRIFFIN CHIEF ASST. ATTORNEY GENERAL STATE OF VERMONT OFFICE OF THE ATTORNEY GENERAL iog STATE STREET MONTPELIER, VT o56o9-ioo1 April 16, 2012 Via Hand Delivery and Email (peter.keibel&state.vt.us) Peter Keibel, District Coordinator District 4 Environmental Commission 111 West Street Essex Junction, VT 05452 Re: Pizzagalli Properties LUP Amendment Application 44C1153-5 Dear Mr. Keibel: TEL: (802) 828-3171 FAX: (802) 828-2154 TTY: (802) 828-3665 CIVIL RIGHTS: (802) 828-3657 http://www.atg.state.vt.us l���rod�r APR 17 2012 lu Enclosed for filing on behalf of Vermont Agency of Agriculture, Food and Markets in the above -referenced matter, please find an original and three copies of: 1. Diane E. Zamos' Notice of Appearance; 2. Agency's Memorandum on Criterion 9(B); and 3. Certificate of Service. Thank you for your attention. Sincerely, hg+ellentinetti Paralegal Enclosures cc: Service List ,001*�" .N EIRONT STATE OF VERMONT NATURAL RESOURCES BOARD DISTRICT #4 ENVIRONMENTAL COMMISSION RE: Pizzagalli Properties, LLC Act 250 ) Land Use Permit Application ) LUP Application #4C1153-5 NOTICE OF APPEARANCE PLEASE TAKE NOTICE that Diane E. Zamos, Assistant Attorney General for the State of Vermont, hereby enters her appearance in the above -captioned matter for the limited purpose of filing the Vermont Agency of Agriculture, Food and Markets' memorandum of law on Criterion 9(B), and requests that a copy of all papers related to this issue be served upon her at the following address: Office of the Attorney General, 109 State Street, Montpelier, Vermont 05609-1001. Dated at Montpelier, Vermont this 16th day of April 2012. STATE OF VERMONT WILLIAM H. SORRELL ATTORNEY GENERAL by: _Z Diane E. ZamotJ Assistant Attorney General Office of the Attorney General 109 State Street Montpelier, VT 05609-1001 (802) 828-3193 dzamos@atg.state.vt.us Counsel for AAFM CITY CLERK'S OFF_ ) 000t71355 i Vs •834 'G: 251 Received Feb 0412009 11:53A Recorded in VOL: 834 PG: 251 a,-4/,A OF So. Burlington Land Records Attest: Donna Y,inville WARRANTY DEED City Clerk KNOW ALL PERSONS BY THESE PRESENTS that, PIZZAGALLI PROPERTIES, LLC, a Vermont limited liability company with a place of business in South Burlington, Vermont, Grantor, in consideration of Ten and More Dollars paid to its full satisfaction by the CITY OF SOUTH BURLINGTON, a Vermont municipal corporation, Grantee, by these presents, does freely Give, Grant, Sell, Convey, and Confirm unto the Grantee, CITY OF SOUTH BURLINGTON, and its successors and assigns forever, certain lands located in the City of South Burlington, Chittenden County, Vermont, described as follows (the "Property"): Being a portion of the lands and premises conveyed to Pizzagalli Properties, LLC, by Warranty Deed of Tilley Family Limited Partnership, dated July 16, 2004, and recorded in Volume 681, Page 736 of the City of South Burlington land records. Being that certain parcel of land depicted as "80 Foot Wide Right of Way" on a plan entitled "Boundary Plat Showing Subdivision of Lands of Tilley Family Limited Partnership," prepared by Donald L. Hamlin Consulting Engineers, Inc., dated July 29, 2004, and recorded on November 5, 2004 in Map Volume 445, Page 6 of the City of South Burlington land records (the "Plan"), which extends from the easterly terminus of Tilley Drive at the westerly boundary of the lands depicted on the Plan up to and including the cul-de-sac shown on the Plan (the "Roadway"). The Roadway is more particularly described as follows: Beginning at a point marked by a 4" x 4" concrete monument set at the southeasterly comer of Tilley Drive; Thence proceeding S 00°45'01" W a distance of 10.01 feet to a point marked by a 4" x 4" concrete monument, marking the northwesterly corner of Lot 4 shown on the Plan and the southwesterly corner of the Roadway; Thence proceeding along the northerly boundary of Lot 4 the following courses and distances: S 8717'06" E a distance of 218.58 feet to a point marked by a 4" x 4" concrete monument; Along a curve to the left having a radius of 536.00 feet, an arc length of 190.98 feet, and a chord bearing of N 82°30'28" E to a point marked by a 4" x 4" concrete monument; Along a curve to the right having a radius of 464.00 feet, an arc length of 262.31 feet, and a chord bearing of N 88°29'45" E to a point marked by a 4" x 4" concrete monument; S 75° 18'33" E a distance of 81.35 feet to a point marked by a 4" x 4" concrete monument; S 48 ° 16'25" E a distance of 22.88 feet to a point marked by a 1'4 " steel pipe; S 48° 16'25" E a distance of 44.88 feet to a point marked by a 4" x 4" concrete monument; (80067285.4 08795-0008) )00001355 V: 834 'G= 252 Thence proceeding along the northerly boundary of Lot 5 shown on the Plan along a curve to the left having a radius of 75.00 feet, an arc length of 153.60 feet, and a chord bearing of N 73'03'18" E to a point marked by a'/4" steel pipe; Thence proceeding along the southerly boundary of Lot 3 shown on the Plan along a curve to the left having a radius of 75.00 feet, an arc length of 152.80 feet, and a chord bearing of N 43°58'50" W to a point marked by a 4" x 4" concrete monument; Thence continuing along the southerly boundary of Lot 3 the following courses and distances: S 77'39' 18" W a distance of 50.17 feet to a point marked by a 4" x 4" concrete monument; N 7598'33 W a distance of 97.02 feet to a point marked by a 4" x 4" concrete monument marking the southwesterly corner of Lot 3; Thence proceeding along a curve to the left having a radius of 544.00 feet, an arc length of 209.45 feet, and a chord bearing of N 86020'22" W to a point marked by a'/I' steel pipe; Thence proceeding along the southerly boundary of Lot 1 shown on the Plan the following courses and distances: Along a curve to the left having a radius of 544.00 feet, an arc length of 98.08 feet, and a chord bearing of S 77°27'56" W to a point marked by a 4" x 4" concrete monument; Along a curve to the right having a radius of 456.00 feet, an arc length of 162.47 feet, and a chord bearing of S 82°30'28" W to a point marked by a 4" x 4" concrete monument; N 87117'06" W a distance of 221.32 feet to a point marked by a 4" x 4" concrete monument marking the southwesterly corner of Lot 1 and the northwesterly corner of the Roadway; Thence proceeding S 00°45'01" W a distance of 10.01 feet to a point marked by a 4" x 4" concrete monument marking the southeasterly corner of lands now or formerly owned by the Estate of Russell R. Tilley and the northeasterly corner of Tilley Drive; Thence proceeding along the easterly terminus of Tilley Drive S 00°45'01" W a distance of 60.04 feet to the point or place of beginning. Also conveyed herein are the pedestrian walkway, water lines, and sewer lines, together with all improvements, fixtures, facilities, equipment, and appurtenances located within the Roadway and used in connection with the operation of the water lines and sewer lines conveyed by this deed. Also conveyed by this deed are easements over, under, and across four small parcels of land depicted on the Plan as "Drainage Easements," three of which are located northerly and adjacent to the Roadway and one of which is located southerly and adjacent to the Roadway for the operation, maintenance, repair, and replacement of the appurtenances to the stormwater drainage system located within the Drainage Easements. Also conveyed by this deed is fee simple title to all stormwater drainage related improvements, fixtures, facilities, equipment, and appurtenances located within the Drainage Easements and pipelines leading from the Drainage Easements and carrying stormwater discharged from the (BOo67285.4 08795-0008) )00001355 V= 834 G= 253 i Roadway. By acceptance of this deed, Grantee, and its successors and assigns, agrees to maintain, repair, and replace these stormwater drainage related improvements, fixtures, facilities, equipment, and appurtenances at its sole cost and expense. Also conveyed herein are non-exclusive easements, to be used in common with Grantor, its successors and assigns, and others entitled thereto, to discharge stormwater into two stormwater detention ponds located within Lots 1 and 3 northerly of the Roadway for the discharge of stormwater runoff from the Roadway. The easements conveyed by this deed are subject to the following covenants and conditions. In its use of the retained property subject to the easements (the "Easement Property") and in the performance of the work that the Grantee is authorized to perform within the Easement Property, the Grantee shall use its best efforts to avoid causing any damage to, or interference with, any improvements on or within the Easement Property. 2. Promptly upon the completion of any work within the Easement Property, the Grantee shall cause the surface of the lands to be restored as nearly as practical to its prior condition. The Roadway is conveyed subject to the following restriction: Notice of permit requirements. In order to comply with applicable state rules concerning potable water supplies and wastewater systems, a person shall not construct or erect any structure or building on the lot of land described in this deed if the use or useful occupancy of that structure or building will require the installation of or connection to a potable water supply or wastewater system, without first complying with the applicable rules and obtaining any required permit. Any person who owns this property acknowledges that this lot may not be able to meet state standards for a potable water supply or wastewater system and therefore this lot may not be able to be improved. Reference is hereby made to the instruments referred to above and the records thereof, and the instruments referred to therein and the records thereof, in further aid of this description. The Property, including the conveyed easements, is conveyed subject to the terms and conditions of all permits and approvals of all governmental agencies having jurisdiction over the Property, including, without limitation, the City of South Burlington, Development Review Board Findings of Fact and Decision, dated August 9, 2004, regarding Final Plat Application #SD-04-49. TO HAVE AND TO HOLD the Property, with all the privileges and appurtenances thereof, to the Grantee, the CITY OF SOUTH BURLINGTON, and its successors and assigns, to its own use and behoof forever; and the Grantor, PIZZAGALLI PROPERTIES, LLC, for itself and its successors and assigns, does covenant with the Grantee, and its successors and assigns, that until the ensealing of these presents, it is the sole owner of the Property, and has good right and title to convey the same in the manner described in this deed; that the Property is free from 1B0067285.4 08795-"81 1 00001355 V= 834 �Ge 254 every encumbrance, except as stated in this deed; and the Grantor hereby engages to warrant and defend the same against all lawful claims whatever, except as stated in this deed. IN WITNESS WHEREOF, the Pizzagalli Properties, LLC, has caused this instrument to be executed by its duly authorized agent this _ day of May, 2005. In Presence Of: fitness STATE OF VERMONT COUNTY OF CHITTENDEN, SS. PIZZAGALLI PROPERTIES, LLC B my Authorize nt At South urlin ton, in said County, on this , day of May, 2005, personally,` .. appeare i �i , duly authorized agent of Pizzagalli Properties, LILAC, an4he" acknowledged this i strument, by him subscribed, to be his free act and deed Ad the h.ee act and deed of Pizzagalli Properties, LLC. 1. ,a. Before me, Y , 4bltc y Comrtt3is 1%W7,, My c6rArn ;Wpn'ezpiiet 2-1647 ACKNOWLEDGED, AGREED, AND ACCEPTED y�F In Pres ce Of: CITY OF SOUTH BURLINGTON' L.'AIMA!M By: C arles Hager, ity Manager Duly Authorized Agent STATE OF VERMONT COUNTY OF CHITTENDEN, SS. At South Burlington, in said County, on this day of � personally th appeared Charles Hafter, City Manager and duly auorized agent of the City of South Burlington, and he acknowledged this instrument, by him subscribed, t is free acf'ar►d, deed and the free act and deed of the City of South Burlingt n. B ore 'ti Notar4bhqj1,!-1, {; My Commission Expires Vermont Property Transfer Tax 32 V.S.A. Chap 231 —ACKNOWLEDGEMENT— RETURN REC'D-TAX PAID BOARD OF HEALTH CERT. REC'D. VT LAND USE L DEVELOPMENT PLANS ACT. CERT. REC'D Return No. ------------------------- Donna Y,inville City Clerk Date Feb 04r2009 (B0067n5.4 OP95-0008) END OF DOCUMENT By: C arles Hager, ity Manager Duly Authorized Agent STATE OF VERMONT COUNTY OF CHITTENDEN, SS. At South Burlington, in said County, on this day of � personally th appeared Charles Hafter, City Manager and duly auorized agent of the City of South Burlington, and he acknowledged this instrument, by him subscribed, t is free acf'ar►d, deed and the free act and deed of the City of South Burlingt n. B ore 'ti Notar4bhqj1,!-1, {; My Commission Expires Vermont Property Transfer Tax 32 V.S.A. Chap 231 —ACKNOWLEDGEMENT— RETURN REC'D-TAX PAID BOARD OF HEALTH CERT. REC'D. VT LAND USE L DEVELOPMENT PLANS ACT. CERT. REC'D Return No. ------------------------- Donna Y,inville City Clerk Date Feb 04r2009 (B0067n5.4 OP95-0008) END OF DOCUMENT DONALD L. HAMLIN CONSULTING ENGINEERS, INC. Please Reply to: ENGINEERS AND LAND SURVEYORS Tel. (802) 878-3956 P.O. Box 9 I36 Pearl Street Fax (802) 878-2679 Essex Junction Essex Junction, Vermont 05452 HamlinEngineers rz.dlhce.nct Vermont 05453 May 9, 2012 Mr. Robert Bouchard Pizzagalli Properties, LLC P.O. Box 2009 South Burlington, VT 05407-2009 Re: Armstrong property site investigation Dear Mr. Bouchard: We are writing to provide a summary of the site investigation of the Armstrong property adjacent to Lot 6 of the Mountain View Office Park. The site investigation was performed on 04/25/2012 by Stephen 0. Lizewski and Mark L. Downing from our office. Presented below is a list of observations and summary of findings for this work. 1) The inspection team arrived on -site at approximately 10:10 AM on 04/25/2012. There was a steady rainfall during the site investigations. 2) Brian Armstrong, the property owner, greeted the inspection team and informed them that they would not be allowed inside the residence. Accordingly, no inspection of the basement was able to be performed to document existing conditions or evidence of past or present water problems in the basement. 3) Mr. Armstrong indicated where the existing sewer exited the building. 4) The foundation for the house is constructed with CMU blocks. 5) Using a 4' long, fiberglass probe, the existing septic tank was located on the property and determined to be approximately 8' long x 5.5' wide. The inspection team excavated down to find the opening in the center of the tank. 6) Using the probe, proceeding from the outlet end of the existing septic tank, the approximate limits of the leachfield were identified. Based on the limits of the crushed stone, it appeared that the leachfield was a seepage pit, approximately 19' to 22' in diameter, located directly to the south of the septic tank. It appears as though the seepage pit is located entirely on the Armstrong property. 7) No evidence was found indicating failure of the existing seepage pit, such as surfacing effluent, and no odors were observed. 8) The southeast corner of the Armstrong property was very wet during the site investigation. This wet area is approximately 35' x 40' in size. No standing water on the surface was observed, but saturated soils were noted while walking in this area. Probing was also performed in this area. With little effort, the entire 4' long probe was able to be inserted into the ground. Probing was performed on an approximately 6" grid. Water and mud were observed coming out of previous probe holes when probing the next hole 6" away. WATER SUPPLY AND DISTRIBUTION SUBDIVISIONS TRAFFIC STUDIES WASTE WATER COLLECTION AND TREATMENT SKI AREAS PERMITTING ASSISTANCE STREETS AND HIGHWAYS RECREATION AND INDUSTRIAL PLANNING LAND SURVEYING AIRPORTS SOIL BORINGS SOLID WASTE MANAGEMENT F,ngineering - "The link between what we have and what we need" Page 2 9) Mr. Armstrong indicated that he felt the area in the southeast corner of the property was very dry for this time of year when compared to past years, even as wet as it was during the visit. He stated that last year this area was so wet it was almost impossible to mow. He indicated that he is concerned that the Lot 6 development would divert more stormwater onto his property and impact his on -site sewer system. 10) The inspection team observed that based on the existing topography, stormwater runoff from the northwestern portions of Lot 6 currently flow onto the southeastern corner of the Armstrong property. However, based on the current design, it does not appear as though the Lot 6 development will increase the flow of stormwater runoff on the Armstrong property. There is an earth berm proposed along a portion of the rear property line of the Armstrong property which will serve to divert a portion of the runoff to the south of the Armstrong property instead of onto the southeast corner of their property. The other site improvements associated with the Lot 6 development will occur down -slope of the Armstrong property. Attached is a sketch depicting the approximate location of the existing septic tank, seepage pit, and wet area in the southeast corner of the property. Please do not hesitate to contact me with any questions or to discuss these matters further. Respectfully, Jeffr y t Xer hner, P.E. VjceYresiden Enc. DONALD L. HAMLIN `\\, { \\\\\\\ \` I` \\ \\ \\ 1 1 it / \\`\ `\\ \\ `\\ \ � \ i 1 f \\ ___`_J\ ,\`\ \ � \� � � 1\� ��;� \ `•• `�-I �/ / % / _ , \) ♦` 1/ i \' I I j i II ��%i� i i /' \,: 1 \\l \� \\\\`♦ `�`� \I \I j`11\'\1\�\ `\ \� I '' _ `I ��\ '\ `\ \ 1, 1 jf/Iill 1�7 i / / !' \ i i \ l\I I \, / `i j � �{ �♦, `� \ .\�\ 4 �i ' _ \ I qnl \�\Yi Y /I 1 i J • \ \ 1 \\ I --{�xl5iw4\QW6til(If� _ 1 ---_ _____ �_�� `\\\ ` ``\♦\\\ \\ —`—/'` �.e � / � 1 Z � P �/ j i �\\\ ��� %� "C^k•\ \\ \\ � rlr 4/ �/ i i i %/!/ 1 i/ i I l 1; / / � i i i % 1% i // I� I l 1 1 1 I� � I j i� I I PIZZAGALLI PROPERTIES, LLC P O. Box zoos SW TN &/RLINGTON, VERMONT 05407 —>= MOUNTAIN VIEW OFFICE PARK LOT S SITE DEVELOPMENT ARMSTRONG SITE INVESTIGATION + — CoTuvlling la r row 'on 0 , -4 0101, southburlhlgtoii PLANNING & ZONING March 22, 2012 Robert Bouchard Pizzagalli Properties, LLC P.O. Box 2009 So. Burlington, VT 05407-2009 Re: Final Plat Approval #SD-12-02, 119 Tilley Drive Dear Mr. Bouchard: Enclosed, please find a copy of the Findings of Fact and Decision of the above referenced project approved by the South Burlington Development Review Board on February 21, 2012 (effective 3/20/12). Please note the conditions of approval, including that the final plat plan must be recorded in the land records (in mylar format) within 180 days (must be submitted to me in time for recording along with a $15 recording fee by September 14, 20121 or this approval is null and void. If you have any questions, please contact me. Sincer , Raymond J. Belair Administrative Officer Encl. CERTIFIED MAIL- RETURN RECEIPT: 7010 0290 0000 2215 4184 575 Dorset Street South Burlington, VT 05403 te1 802.846,4106 fax 802.846.4101 www.sburl.com avan southhurlington PLANNING & ZONING b� Permit Number SD -_a- (office use only) APPLICATION FOR SUBDIVISION PLAT REVIEW ❑ Preliminary X Final PUD Being Requested? X Yes ❑ No All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1. OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax #) 2. LOCATION OF LAST RECORDED DEED (Book and page #) Book 783, Pages 151-153 3. APPLICANT (Name, mailing address, phone and fax#) Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403 Tel # 660-6805 Fax # 660-6868 4. CONTACT PERSON (Name, mailing address, phone and fax #) Robert Bouchard Pizzagalli Properties, LLC, 50 Joy Drive South Burlington VT 05403 Tel # 660-6805 Fax # 660-6868 a. Contact email address: BbOUChard&pizzagalliproperties. Com 5. PROJECT STREET ADDRESS: 119 Tilley Drive 6. TAX PARCEL ID # (can be obtained at Assessor's Office) 1718-00047 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com 7. PROJECT DESCRIPTION a. General Project Description (describe what you are proposing): Pizza_galli Properties proposes to construct a two-story, 45,000 square foot medical office building on 13.5 acres (Lot 6), with 225 parking spaces. b. Existing Uses on Property (including description and size of each separate use): No existing uses on site. c. Proposed Uses on property (include description and size of each new use and existing uses to remain): Pizzagalli Properties proposes to construct a two-story, 45,000 square foot medical office building No existing uses/buildings on site. d. Total building square footage on property (proposed buildings and existing buildings to remain): 45,000 square feet proposed. No existing buildings on site_ e. Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine): Proposed building height is 28'. Two floors. f. Number of residential units (if applicable, new units and existing units to remain): N/A g. Number oremployees (existing and proposed, note office versus non -office employees): _Proposed: 100 staff__ 100 patients h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): i. List any changes to the subdivision, such as property lines, number of units, lot mergers, etc. None Subdivision Application Form. Rev. 12-2010 N 8. LOT COVERAGE (ALL information MUST be provided here, even if no change is proposed) a. Size of Parcel: 13.5 acre/589.410 sq. ft. (acres /sq. ft.) b. Building Coverage: Existing 0 square feet 0 % Proposed 22,520 square feet 3.8 % c. Overall Coverage (building, parking, outside storage, etc): Existing 0 square feet 0 % Proposed 127,195 square feet 21.6 % d. Front Yard Coverage(s) (commercial projects only): Existing 0 _ square feet 0 % Proposed 8, 014 square feet 20.9 % 9. WETLAND INFORMATION a. Are there any wetlands (Class I, II, or I11) on the subject property? X Yes ❑ No Class III b. If yes, is the proposed development encroaching into any of these wetlands associated 50' buffers (describe) _YeS. Impacts are show --an civil _dravvings and approved by the U.S. Corps of Engineers c. If yes, please submit the following with this application: 1. A site specific wetland delineation of the entire property or a written statement that the applicant is relying on the City's wetland map. A wetland delineation study was completed and incorporated into the civil drawings enclosed. 2. Response to the criteria outlined in Section 12.02(E) of the Land Development Regulations (applicant is strongly encouraged to have a wetland expert respond to these criteria) 10. AREA DISTURBED DURING CONSTRUCTION: 256,199 SQ. FT. * *Projects disturbing more than one (1) acre of land must follow the City's specifications for erosion control in Article 16 of the Land Development Regulations. Projects disturbing more than one (1) acre require a permit from the Vermont Department of Environmental Conservation. 3 Subdivision Application Form. Rev. 12-2010 11. COST ESTIMATES a. Building (including interior renovations): $ 3,600,000 b. Landscaping: $ 57,970 (Please submit itemized list of landscaping proposed) c. Other site improvements (please list with cost) $500,000 Parking lot, sub -base, curbing, sidewalks, site utilities including stormwater retention pond and system. 12. ESTIMATED TRAFFIC a. P.M. Peak hour for entire property (In and out): 42 _ j a, 114 out _ 13. PEAK HOURS OF OPERATION: 8:00 AM - 5:00 PM 14. PEAK DAYS OF OPERATION: Monday - Frlday _._ 15. ESTIMATED PROJECT COMPLETION DATE: 10/30/2012 16. OWNERS OF RECORD OF ALL CONTIGUOUS PROPERTIES & MAILING ADDRESSES (this shall be provided on a separate attached sheet and on pre -stamped and pre - addressed envelopes. The city will add the return address). 17. PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (11" x 17"), and one digital (PDF-format, on compact disk) of the plans must be submitted. A subdivision application fee shall be paid to the City at the time of submitting the application. See the City fee schedule for details. Subdivision Application Form. Rev. 12-2010 I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. SIGNATURE OF APPLICANT Robert Bouchard .__.._..... SIGNATURE OF PROPERTY OWNER PRINT NAME Do not write below this line DATE OF SUBMISSION: I / I have reviewed this preliminary plat application and find it to be: The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Subdivision Application Form. Rev. 12-2010 0 VERMONT r State of Vermont Department of Environmental Conservation Agency of Natural Resources Drinking Water and Groundwater Protection Division WASTEWATER SYSTEM AND POTABLE WATER SUPPLY PERMIT LAWSLREGULATIONS INVOLVED 10 V.S.A. Chapter 64, Potable Water Supply and Wastewater System Permit Wastewater System and Potable Water Supply Rules, Effective September 29, 2007 Chapter 21, Water Supply Rules, Effective December 1, 2olo Landowner(s): Robert Bouchard P.O. Box 2009 50 Joy Drive South Burlington VT 05403 Pizzagalli Properties, LLC P.O. Box 2009 50 Joy Drive South Burlington VT 05403 Permit Number: WW-4-3801 PIN:EJo1-0291.05 This permit affects property identified as Town Tax Parcel ID # South Burlington: 1718-00047 referenced in a deed recorded in Book 783 Page(s)151-153 of the Land Records in South Burlington, Vermont. This project, consisting of the subdivision of an existing 14.54 acre lot into Lot 6 being 13.53 acres for the. construction of a two-story, 45,000 square foot medical office building with one hundred employees and one hundred patients per day, (remaining land -Lot 8 being 1.oi acres to remain undeveloped), construct new water line extension, two hydrants, and wastewater collection system, served by municipal water supply services and municipal wastewater disposal services located on 119 Tilley Drive in South Burlington, Vermont, is hereby approved under the requirements of the regulations named above subject to the following conditions. i.GENERAL 1.1 The project shall be completed as shown on the following plans and/or documents prepared by Jeff Kershner, P.E. of Donald L. Hamlin Consulting Engineers, Inc., with the stamped plans listed as follows: Sheet Number Title Plan Date Plan Revision Date i of i Subdivision Plat Mountain View Office Park Tilley 3 Subdivision 7/07/2008 5/05/2010 1 Overall Site Plan 9/30/2011 i/o6/2012 2,3,4,& 5 Site Plans 9/30/2012 6 Access Drive Profile 9/30/2012 7 Sewer Profile 9/30/2012 8 Waterline Profile 9/30/2012 11 Water & Sewer Details 9/30/2012 13, i4, i5, 16 & 17 Technical Specifications 9/30/2012 1.2 This permit does not relieve the landowner from obtaining all other approvals and permits PRIOR to construction including, but not limited to, those that may be required from the Act 25o District Environmental Commission; the Drinking Water and Groundwater Protection Division; the Watershed Management Division; the Division of Fire Safety; the Vermont Department of Health; the Family Services Division; other State departments; or local officials. 1.3 The conditions of this permit shall run with the land and will be binding upon and enforceable against the landowner and all assigns and successors in interest. The landowner shall record and index this permit in the j �c Regional Offices — Barre/Essex Jct./Rutland/Springfield/St. Johnsbury Wastewater System and Potable Water Su- Permit WW-4-3801 Page 2 of 3 South Burlington Land Records within thirty, (30) days of issuance of this permit and prior to the conveyance of any lot subject to the jurisdiction of this permit. 1.4 The landowner shall record and index all required installation certifications and other documents that are required to be filed under these Rules or under a specific permit condition in the South Burlington Land Records and ensure that copies of all certifications are sent to the Secretary. 1.5 No permit issued by the Secretary shall be valid for a substantially completed potable water supply and wastewater system until the Secretary receives a signed and dated certification from a Vermont Licensed Designer (or where allowed, the installer) that states: "I hereby certify that, in the exercise of my reasonable professional judgment, the installation -related information submitted is true and correct and the potable water supply and wastewater system were installed in accordance with the permitted design and all the permit conditions, were inspected, were properly tested, and have successfully met those performance tests", or which otherwise satisfies the requirements of §i-3o8 and §1-911 of the referenced rules. 1.6 This project is approved for the construction of a two-story 45,000 square foot medical office building with loo employees and loo patients per day on Lot# 6. Construction of additional nonexempt buildings, including commercial and residential buildings, is not allowed without prior review and approval by the Drinking Water and Groundwater Protection Division and such approval will not. be granted unless the proposal conforms to the applicable laws and regulations. No construction is allowed that will cause non-compliance with an existing permit. 1.7 Each purchaser of any portion of the project shall be shown a copy of the Wastewater System and Potable Water Supply Permit and the stamped plan(s), if applicable, prior to conveyance of any portion of the project to that purchaser. 1.8 By acceptance of this permit, the landowner agrees to allow representatives of the State of Vermont access to the property covered by the permit, at reasonable times, for the purpose of ascertaining compliance with the Vermont environmental and health statutes and regulations, and permit conditions. 1.9 Any person aggrieved by this permit may appeal to the Environmental Court within 3o days of the date of issuance of this permit in accordance with to V.S.A. Chapter 22o and the Vermont Rules of Environmental Court Proceedings. 2MATER SUPPLY 2.1 The components of the potable water supply herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who shall, upon completion and prior to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition #1.5 herein. 2.2 This project is approved for connection to the water supply system owned by city of South Burlington for a maximum of 4050 gallons of water per day. 2.3 This project is approved for connection to a public water system. The installation of the public water system shall be completed in accordance with the conditions of the Public Water System Permit to Construct PID#C-2654- ii.o WSID #yogi dated 2/27/2012 or any subsequent approvals for this system issued by the Drinking Water and Groundwater Protection Division. 2.4 The landowner shall install and maintain backflow prevention devices that conform to Vermont Department of Public Safety standards and NFPA 13 for the connection of a sprinkler fire suppression system to a public drinking water system. 2.5 This permit is based, in part, on a municipal approval for connection to their water distribution system. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. 3. WASTEWATER DISPOSAL 3.1 The components of the sanitary wastewater system herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who shall, upon completion and prior Wastewater System and Potable Water Su- Permit 1 WW-4-38oi �J j Page 3 of 3 to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition #1.5 herein. 3.2 This project is approved for connection to the City of South Burlington wastewater treatment facility as depicted on the plan(s) stamped by the Drinking Water and Groundwater Protection Division. The project is approved for a maximum of 3600 gallons of wastewater per day. 3.3 This permit is based, in part, on a municipal approval for connection to their wastewater treatment facility. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required if the project is served by the municipal wastewater collection system. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. David K. Mears, Commissioner Department of Environmental Conservation By �In WYLW- W ssanne Wyman, R ional Engineer Dated March 1, 201.2 cc South Burlington Planning Commission Jeff Kershner/Donald L. Hamlin Consulting Engineers, Inc. Drinking Water and Groundwater Protection Division Watershed Management Division -Wetlands Program Act 25o District Environmental Commission-4C1153 Department of Public Safety, Division of Fire Safety Cathyann LaRose From: Brian Armstrong [barmstrong@vermontkw.com] Sent: Tuesday, February 21, 2012 8:18 AM To: ray; Cathyann LaRose Cc: Thomas F. Heilmann Subject: Tilley Drive FIF COPY Ray and Cathyann I hope this message finds you both well. Please consider this email as our official communication regarding this project. As both the applicant and the board/city knows we have been vocal and regular participants at every meeting held on this project. When we were alerted about the upcoming meeting we had already purchased airfare and put a large non-refundable deposit down on a vacation. Hence we will be unable to attend the meeting scheduled for next week as we are out of the country. We have several concerns we are hoping to have addressed. All of these concerns have been discussed at prior meetings and with the applicant. We believe some of them may already been addressed but we have not seen them addressed in writing. Those items are *Lighting - brightness, timing (auto on and off as to minimize the affect on adjacent property owners and to maintain the residential nature of abutting properties.) *Plowing - the elimination of non -essential beeping and or other sound devices that - based upon the proximity of our property - would undoubtedly have impact on our ability to sleep through the night. *Trash removal timing and dumpster screening. *Weekend construction and or starting times. We believe the applicant has agreed to use plowing equipment and trash removal equipment that would not use beepers and other sound devices that would impact adjacent residential property owners, yet to my knowledge that agreement is not in writing with either us nor the town. Nor to my knowledge is it stipulated in the application and permit. We appreciate the applicant's willingness to work with us on these issue and only request that the agreement be stipulated in writing. Currently our most substantial concern is the potential and significant affect proposed berms may have on water run-off onto our property. Said run-off could have a immediate and damaging effect on our aging leach field and existing easement for a a future replacement system on the applicants property. While our system is currently functioning, it is an older system may need to be replaced in the not so distant future. Furthermore the potential channeling of water towards our basement could end up flooding our basement. We believe our concerns cannot be eliminated until investigated by an engineer. At Ray's direction (if memory serves me correctly) my wife did contact two engineering firms recently. Regrettably those firms having worked with or currently working with applicant, sited a concern for conflict of interest and passed on investigating the issue for us. I also believe a city employee, Tom DiPietro visited the property recently and agreed the potential impact on our property existed, could possibly be significant, and that it should be investigated. We openly are voicing concerns that due to the size and extent of the applicants business, they have quite possibly "tainted the well" of local engineers. We are by no means implying they did this by design but we are concerned all the same. While the placement of the proposed berms is beneficial to screening, our concerns regarding water run-off, septic replacement location, and potential flooding have yet to be addressed. Our concerns have been raised several times with the applicant and at previous meetings. We also firmly believe that the applicant should bare all costs 1 associated with this research as the berms are being constructed on their property for project. At this point, and possibly to the surprise of the board and applicant, we just assume see the property built sooner than later - but only if our concerns are adequately addressed. I know this has been a long process for all involved and the sooner we can come to agreement, all the better. If "we" can put a man on the moon - surely this issue can be addressed in a mutually beneficial manner. A manner that both allows the applicant to move forward and minimizes the impact on adjacent residential properties. Possible solutions are some what obvious - engineering studies to better guide the applicant on berm construction, drainage piping, etc. Another possible solution would be for the applicant to connect our property to the sewer system they are installing. The latter would remove multiple layers of concerns, however we would still want to ensure the berm is constructed in a fashion that does not create a small pond in our back yard. Respecting that I am not a developer nor an engineer, I am not sure which avenue would be both financially ideal for the applicant, minimize the impact on adjacent residential property, and address our concerns. We are determined to be a participant in any suggested resolution and it's impact on the permitting process, screening, and or our property. We hope that such participation and discussions can be done diplomatically at the city level and with the applicant. Should this not be the case we do reserve our rights to exercise any and all avenues to appeal and contest the applicants ability to move forward with the project and commit to do so until our concerns our addressed. We will do this though any means available, be them regulatory, or through state and federal courts. Again - I would like to go on record our intent is to resolve this diplomatically with the applicant at the city level. We would like the board not to approve the permit as it stands but rather delay the approval so that the applicant, city, and adjacent property owners can address these concerns in a fashion that respects the city's zoning requirement that any development minimize impact to adjacent residential properties. We commit to work with both the city and applicant to come up with a timely and mutually agreeable resolution upon our return. As an aside and due to our international travels, if you would be so kind as to confirm receipt of this email it would be greatly appreciated. Respectfully, Brian Armstrong 50 Old Farm Road <x-apple-data-detectors://0/0> South Burlington, VT <x-apple-data- detectors://0/0> 05403 8025983190 <tel:8025983190> Sent from my iPad 2 CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: February 16, 2012 \drb\staffcomments\2012\SD_12_02_119TilleyDrive_Pizzag Application received: January 12, 2012 alli final PIZZA GALLI - 119 Tilley Drive FINAL PLAT APPLICATION #SD-12-02 Agenda #2 Meeting Date: February 21, 2012 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 13.53 acres Essex Junction, VT 10 Zoninq District Location Map The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 2 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_12_02_119TilleyDrive_Pizzagalli_final Pizzagalli Properties, LLC, hereafter referred to as the applicant, is seeking final plat approval for a planned unit development consisting of a 45,000 sq. ft. medical office building, 119 Tilley Drive. The project received preliminary plat approval on December 21, 2011. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on January 12, 2012 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Reauirements 10 Zoning District Re uired Proposed 4 Min. Lot Size 3 acres 13.53 acres Max. Building Coverage 30% 3.8% �l Max. Overall Coverage 50% 21.6% Min. Front Setback 50 ft. >50 ft. Min. Side Setback 35 ft. >35 I. Min. Rear Setback 50 ft. >50 ft. SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer has reviewed the plans and provided comments in a letter dated February 14, 2012 (attached). There are no remaining issues with respect to water supply and wastewater capacity. The applicant shall obtain preliminary wastewater allocation prior to final plat approval and final wastewater allocation prior to issuance of a zoning permit. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 3 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_12_02_119TilleyDrive_Pizzagalli final 1. The applicant shall obtain final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 2. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via one two -directional curb -cut off of Tilley Drive. This curb cut is approximately 70 feet wide, narrowing quickly to a 30 foot entry drive. This entry drive will also serve as access to the rear portion of the lot at such time as that portion seeks development. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant submitted this analysis as part of an earlier application, approximately 18 months prior. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (letter from RSG Inc). Given that the size of the proposal has not changed, and that the conditions in the vicinity have not changed, the Board previously stated that the previous study and subsequent technical review will be permitted to stand in this application, if the applicant so wishes. The applicant is proposing a 20 foot wide access drive around the front (south side) of the building. The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The plans show areas of wetlands located in the site. There is a fair-sized Class III wetland along the western edge of the property. This was shown on the sketch plan and in several previous iterations of preliminary and final plat applications, and the Board did not make any recommendations to move or otherwise reduce development within that wetland or buffer during any of those hearings. The applicant has also submitted a letter from a wetlands expert (see Gilman and Briggs, attached) dated May 2006 which delineates and evaluates this Class III wetland. The wetland consultant states that the wetlands do not degrade any of the functions and values: they are not capable of CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 4 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_12_02_119TilleyDrive_Pizzagal li_final carrying enough floodwater to make an impact, there is no evidence of erosion or erosive forces, nor do they provide significant habitat for wildlife or fisheries. Staff finds the report to be written as a general assessment of class III wetlands rather than a thorough evaluation of this specific site. Still, as the applicant has also received approval from the US Army Corps of Engineers, and as the Board has had ample opportunity but not ever previously given any guidance or made any requests to the applicant to avoid the impacts, staff does not advocate or support any changes to the plans with respect to this criteria and supports that the Class III impacts be permitted as part of this application. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18E of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. Although this proposal is part of a larger lot, the current proposal requests development only to the front (south) of the lot. The proposed development does not directly abut the residential properties but rather is separated by one small lot, and the larger portion of the subject lot to the north of this one. The layout of the building and parking on the overall large site appears satisfactory with respect to this criterion. The landscaping plan shows two earthen berms to the western edge of the property, on directly adjacent to the residential district and a single family home to the northwest, and another along the mid -western boundary. This is a large lot for which development is currently only proposed closest to the road. The greatest opportunity for consideration of the above criteria shall be for portion of this lot to the north of the proposed development which directly abuts the residential properties and the farms/open space to the north. The Board previously reviewed these criteria at the sketch plan level and did not recommend any changes with respect to development of this portion of the lot. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. Again, the greatest opportunities to maximize opportunities for contiguous open space between adjoining properties are to the northern portion of the lot. Staff does not find that the proposed building, closest to the road and at the low point of the land, not most immediately adjacent to the residential district or existing agricultural and open land, jeopardizes the above criteria. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 5 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_12_02_119TilleyDrive_Pizzagalli final The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has reviewed the plans and provided comments in letters dated December 15, 2011 and February 14, 2012. He has stated that his previous suggestions have been reflected in the revised plans. 3. Specifications including sprinkler systems, alarm systems, and lock boxes must be met to the Fire Chief's satisfaction prior to issuance of a Certificate of Occupancy. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. The plans provide a safe access to the northern portion of the lot via the proposed access drive. It appears that the northern lot would be easily accessed via this drive without any unsafe trespass through the parking lot for the subject building. This is a very critical item of this review. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the plans and provided comments. 4. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. The site shows several areas of pedestrian considerations, including sidewalks around the building, and a paved sidewalk to the street. Based on 45,000 square feet of medical office use, the proposed building will require 225 parking spaces. 225 parking spaces are provided on site. Chapter 14.06 of the South Burlington Land Development Regulations states the following: Parking: CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 6 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_12_02_119TilleyDrive_Pizzagalli_final (a) Parking shall be located to the rear or sides of buildings. Any side of a building facing a public street shall be considered a front side of a building for the purposes of this subsection. (b) The Development Review Board may approve parking between a public street and one or more buildings if the Board finds that one or more of the following criteria are met. The Board shall approve only the minimum necessary to overcome the conditions below. (i) The parking area is necessary to meet minimum requirements of the Americans with Disabilities Act; (ii) The parking area will serve a single or two-family home; (iii) The lot has unique site conditions such as a utility easement or unstable soils that allow for parking, but not a building, to be located adjacent to the public street; (iv) The lot contains one or more existing buildings that are to be re- used and parking needs cannot be accommodated to the rear and sides of the existing building(s); or, (v) The principal use of the lot is for public recreation. (c) Where more than one building exists or is proposed on a lot, the total width of all parking areas located to the side of building(s) at the building line shall not exceed one half of the width of all building(s) located at the building line. Parking approved pursuant to 14.06(B) (2) (b) shall be exempt from this subsection. (d) For through lots, parking shall be located to the side of the building(s) or to the front of the building adjacent to the public street with the lowest average daily volume of traffic. Where a lot abuts an Interstate or its interchanges, parking shall be located to the side of the buildings) or to the front adjacent to the Interstate. Parking areas adjacent to the Interstate shall be screened with sufficient landscaping to screen the parking from view of the Interstate. The proposed parking is in full compliance with these standards Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is shown on drawing 2 of the plans. Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which does not exceed the 35' height maximum for the district. Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 7 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_12 02_119TilleyDrive_Pizzagalli_final The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The applicant has submitted architectural renderings. The proposed building appears to look very much like the other office buildings in the area with small changes. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant has submitted architectural details. In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the areas of the lot to the west and north. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enciosure(s). The plans show a proposed dumpster, adequately screened. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. The plans show snow storage areas for the subject property. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 8 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_12_02_119TilleyDrive_Pizzagalli_final Based on $3,600,000 in construction costs, the minimum landscaping budget shall be $43,500. The applicant has submitted an itemized landscaping budget of $53,280 in new trees and shrubs. The City Arborist has reviewed the plans. His comments are incorporated into the February 14, 2012 letter from the Director of Public Works. The applicant is aware of the comments and may bring revised plans to the hearing. 5. The applicant shall adhere to the comments of the City Arborist. Where necessary, the plans shall be revised prior to final plat approval. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The site plan shows some proposed landscaping on the interior of the proposed parking area. However, the applicant should submit additional information to ensure that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The applicant has submitted a plan showing the landscaping in the interior of the proposed parking area. The requirements in Section 13.06(B) of the Land Development Regulations are being met as the plans depict a 13.2% interior landscaping achievement. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets which are in full compliance with the Land Development Regulations. Res ctfully submitted, Cathyan LaRose, AICP Copy to: Robert Bouchard, applicant South Burlington Fire Department 575 Dorset Street South Burlington, VT 05403 802-846-4110 February 14, 2012 Mr. Ray Belair City of South Burlington 575 Dorset Street South Burlington, Vermont 05403 Re: UPDATE - Mountain View Office Park, Lot 6,119 Tilley Drive Dear Ray: I have reviewed the latest set of plans for this project dated January 6, 2012. The plans appear to reflect the suggested changes which I put forth in my review letterl dated June 11, 2011. It would be helpful at some point to see elevations of the building but no need to hold up the process, I am sure Bob Bouchard will see that this is done. Should you need any further assistance on this project please feel free to contact me. Sincerely, Douglas S. Brent Fire Chief MEMO To: Cathyann LaRose From: Justin Rabidoux, Director Date: February 14, 2012 Re: Final Plat Application #SD-12-02 Pizzagalli Properties, LLC PUD — 45,000 sf Medical Office Building, 119 Tilley Drive Public Works staff reviewed plans for the referenced project (plans entitled "Pizzagalli Properties, LLC, Mountain View Office Park Lot 6 Site Development", revised January 6, 2012 and prepared by Donald L. Hamlin Consulting Engineers, Inc.) and has the following comments to offer. Landscaping 1. We recommend changing Austrian Pine to another species. Over the last several years we've noticed a lot of disease problems on Austrian Pines resulting in needle cast, needle blight and plant mortality. Possible substitutions include: a. Red Pine, Pinus resinosa b. White Spruce, Picea glauca c. White Pine, Pinus strobus 2. The two trees being transplanted from the city ROW shall be relocated in the ROW, not on private property. 3. We recommend using larger trees in the parking lot island in place of the two Tree Lilacs. This island is big enough to support larger trees which would provide an increase in shading of the lot. 4. Note 5 in the Plant List should clarify that planting pits in the parking lot islands and bump out areas should be continuous pits filled with the specified planning mix to a depth of 2.5 ft. Stormwater 1. The project creates greater than 1 acre of impervious area, and will need a State stormwater permit from the Vermont Agency of Natural Resources. The project also disturbs greater than 1 acre of land and will need a construction stormwater permit from ANR. 2. As part of the final approval the DRB shall require the applicant to submit copies of these permits to the City. 3. Prior to the issuance of final permits, the applicant shall submit hydrologic modeling (the same as completed for the State stormwater permit) for inclusion in the Potash Brook watershed model maintained by the City. The applicant shall also submit a map that shows the area draining into the new stormwater pond. 4. The plans show construction of an earth berm to the northwest of the proposed building. The applicant should confirm that this berm will not direct additional runoff onto the adjacent property located at 50 Old Farm Road. If necessary, the berm should be modified so that it 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com continues to provide a visual barrier to the proposed project and directs runoff away from the adjacent property. Thank you for the opportunity to comment. 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The amendm� , 49 unit multi -family dwelling to a increasing the number of multi -fa from 62 units to 63 units, and 3) 0 78 & 80 Eastwood Driver { g u,. Master plan application #MP-11-03 & of Farrell Real Estate for a planned urt aped with two (2) single family dwell! one (1) single family dwelling, 2) constru 3) constructing 21 two (2) family dwellings Mark Behr, Chairman South Burlington Development Review-1 Copies of the applications are availabt Burlington City Nall. Participation in the l the right to take any subsequent appeal Classal'if 1*( WANTED KNITTERS AND CROCHETERS NEEDED to make scarves for Spe- cial Olympics Winter Games ath- letes: Color: Bright red (solid or with white). Yarn: Your choice; washable preferred. Pattern, needles: Your choice. Suggested size: 6" x 5' long. Deadline: Febru- ary 29, 2012. Please send or deliver scarves to Special Olympics Ver- mont, 16 Gregory Drive, Suite 2, SB. Questions? Contact Patty Pasley, plpasley@gmail.com, 825- 1893 (02/02) VOLUNTEERS NEEDED TO SUP- PORT DAFFODIL DAYS: The American Cancer Society is seek- ing volunteers for Daffodil Days, a beloved program to welcome spring and help raise funds and awareness to fight cancer and to create a world with more birth- days. Offer hope to cancer patients by volunteering to assist with event planning and development in your community. For more in- formation,872-6344. (01/26) FOR SALE CHEST. Solid cedar chest by I excellent condition. $275 1 489-5040 (01/26) COATS: Two Brooks Brot sheep skin winter coats with cial cleaning kit. Merfs coat 44. Woman's size M-L. Asking or best offer. 399-2199 (01 / 19' DEHUMIDIFIER: LG. Used season. $125. 489-5040 (01 /2E DINING SET: Grey metal glass dining set with six c1 and serving table. Excellent i dition. $700 or best offer. 863-' (01 / 19) ITEMS: Moving sale. Picts sofa bed, coffee table, futon, & refrigerator, battery charger, porch chairs, pots and p, cherry side chair. Prices very 658-3659 (02/02) REFRIGERATOR: GE, side• side, white, 21.8 cubic feet. CLASSIFIED, A see vice forSouth Burlington r2 Ads from South Burlington residents for Items for Sale, Free Items, Lost Items and Vehicles For Sale will be printed for 2 weeks, free Business, Service, Real Estate for Sale or Real Estate for Rent ads cc to The Other Paper and mail to TheOther Paper, 1340 Williston Roa do not run until payment is received. Submit ads online at www.c address, email them to classifieds@otherpapersbvt.com, or faxed phone number are required for residency For details go to http://www. otherpapersbvt. coml CITY OF SOUTH BURLINGTON CERTIFICATE OF SERVICE I hereby certify that on this 271" day of January , 2012, a copy of the foregoing public notice for Final plat application #SD-12-02, was sent by U.S. mail, postage prepaid to the owners of all properties adjoining the subject property to development, without regard to any public right-of- way, and including the description of the property and accompanying information provided by the City of South Burlington. I further certify that this notification was provided to the following parties in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations: List of recipients: Mr. Dan O'Brien 150 Old Farm Road South Burlington, VT 05403 Mr. Doug Dickey 80 Old Farm Road South Burlington, VT 05403 Mr. Brian Armstrong 50 Old Farm Road South Burlington, VT 05403 Ms. Barbara Neff 700 Hinesburg Road South Burlington, VT 05403 South Burlington Sample Certificate of Service Form. Rev. 1-2012 Dated at South Burlington, Vermont, this 27t" day of January, 2012. Printed Name: Robert Bouchard Phone number and email: Te 0-6805 Bbouchard@pizzagalliproperties.com Signature: Date: Remit to: City of South Burlington Department of Planning & Zoning 575 Dorset Street South Burlington, VT 05403 South Burlington Sample Certificate of Service Form. Rev. 1-2012 VERMONT State of Vermont Department of Environmental Conservation Drinldng Water and Groundwater Protection Division Essex Regional Office in West Street Essex junction, VT 05452-4695 www.septie.vt.gov January 20, 2012 Robert Bouchard 50 Joy Drive South Burlington VT 05403 Pizzagalli Properties, LLC 50 Joy Drive P.O. Box 2009 South Burlington VT 05403 Agency of Natural Resources [phone] 802-879-5656 [fax] 802-879-3871 RE: WW-4-38o1, Lot 6 Mountain View Office park; proposed 45,000 square foot medical office building on Lot 6 with one hundred employees. and one hundred patients per day located at 119 Tilley Drive in South Burlington, Vermont. Dear Applicant: We received your completed application for the above -referenced project on January 20, 2012, including a fee Of $1,002.50 paid by check #1558o6. Under the performance standards for this program, we will have a maximum of 45 days of "in-house" time to review your application. If we require further information from you to make a decision, the time until we receive it is not included in the in-house performance standards. If you have any questions about the review process, or if you have not received a decision on your application within the 45 in-house days, please contact this office. We have forwarded the information contained in your application to the Information Specialist for this region. A Project Review Sheet will be sent to you indicating other state agencies and departments you should contact regarding additional permits or approvals you may need under their programs. If you have not already done so, you should also check with town officials about any necessary town permits. If you submitted your application electronically through eDEC, your consultant will need to upload any revisions and send an email to Ernestine Chevrier, James Sandberg and the reviewer notifying us that you have resubmitted information. This email should reference both the eDEC number and the WW number for the project. For the Drinking Water and Groundwater Protection Division &ii-�_ ) (i rt o L`�c - tine " Ernne Chevrier Regional Office Coordinator cc: South Burlington Planning Commission Jeff.Kershner/Donald L. Hamlin Consulting Engineers, Inc. Regional Offices — Barre/Essex Jct./Rutland/Springfield/St. Johnsbury 119 Tilley Drive Final Review Abutting Landowners Ms, Barbara Neff 700 Hinesburg Road South Burlington, VT 05403 Mr. Brian Armstrong 50 Old Farm Road South Burlington, VT 05403 Mr. Doug Dickey 80 Old Farm Road South Burlington, VT 05403 Mr. Dan O'Brien 150 Old Farm Road South Burlington, VT 05403 C� Bob Bouchard From: Jeffrey P. Kershner Ukershner@dlhce.net] Sent: Tuesday, January 10, 2012 8:49 AM To: Bob Bouchard Subject: 119 Tilley Drive revised plans for final - email 1 of 3 Attachments: 119 Tilley Design REV OVERALL PLAN 01-06-12.pdf Hi Bob - This is email 1 of 3 that will include the revised Overall Plan addressing the City comments, the Erosion Prevention and Sediment Control Plan sheets that were also requested by the City, and also the Cover Sheet to update the sheet index. I tried to send these all in one email, but it got kicked back two times. Regarding the flow of stormwater runoff onto the Armstrong property, based on the existing topography and proposed grading, I do not believe that this project will increase the flow onto the Armstrong property. While we are constructing an earth berm adjacent to their property line, this berm will serve to divert a portion of the runoff to the south of their property; runoff that currently flows onto the southeast corner of their property. The bulk of the project construction that will create additional impervious areas on the site will occur down gradient from their property. Runoff from new impervious areas on the project site will be collected and directed into the new stormwater pond in the southeast corner of the project site. Please do not hesitate to contact me with any questions or if we may be of further assistance. Jeff Jeffrey P. Kershner, P.E. Vice President Donald L. Hamlin Consulting Engineers, Inc. 136 Pearl Street Essex Junction, Vermont 05452 Phone: 802-878-3956 Fax: 802-878-2679 Email: jershner@dlhce.net • SE GROUP 131 Church Street, Burlington, Vermont 05401 STATEMENT OF PROBABLE COST Project Name Mountain View Business Park - Lot 6 Drawing Referenced: LA-100 - Planting Plan Date Prepare(September 28, 2011 Date of Prices: Fall 2011 Project Status Conceptual Revisions: Sheet 1 of 1 KEY ITEM QUANTITY UNIT UNIT COST SUB TOTAL REMARKS TREES AG Serviceberry 4 EA. $475.00 $1 900.00 2.5-3" Cal. AC Serviceberry 6 EA. $250.00 $1,500.00 5-6' Tall AS Sugar Maple 3 EA. $850.00 $2 550.00 3.5-4" Cal. QP Pin Oak 10 EA. $660.00 $6 600.00 3-3.5" Cal. PPa Colorado Blue Spruce 2 EA. $366.00 $732.00 6-7' PPb Colorado Blue Spruce 3 EA. $252.00 $756.00 5-6' PC Bradford Callery Pear 131 EA. $650.00 $8 450.00 3-3.5" Cal. PNa Austrian Pine 3 EA. $338.00 $1 014.00 6-7' PNb Austrian Pine 3 EA. $240.00 $720.00 5-6' PS Sargent Cherry 16 EA. $450.00 $7 200.00 2.5-3" Cal. SR Japanese Tree Lilac 7 EA. $1 200.00 $8,400.00 3.5-4" Cal. Sub -Total: $39 822.00 SHRUBS SB AnthonyWaterer S irea 80 EA. $30.00 $2,400.00 3 Gal TO Dark American Arborvitae 55 EA. $150.00 $8,250.00 5-6' Tall WF Wei ela 54 EA. $52.00 $2 808.00 3 Gal Sub -Total: $13 458.00 Perennials HS Stella D'oro Daylily 335 EA. $14.00 $4 690.00 1 Gal. Sub -Total: $4 690.00 Total: $57,970.00 so PERSPECTIVE OF NORTH EAST CORNER JAN 12 2012 City of So. Burlington ARCHITECTS Project Number I Printed: 9/26/2011 11:43:09 AM A V / / k � ISLANDS AREA = 11,61� SF � _ \ I L ISLANDS = 15.2L I L \„ I L TILLEY DRIVE 30 O 30 GO— r — O 51 RECEIVED JAN 12 2012 City of So. Burlington t'�,� ... C / PLANT LIST KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS TREES: MOUNTAIN VIEW / \ u AG Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5-3" Cal. B&B, Full BUSINESS PARK LOT 6 \ AC Aelanchier canadensis Shadblow Serviceberry 6 5-6' B&B, Full. Multi -Stem ` \\ AS Acmer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.5.4' Cal. B&B, 6' Branching Ht. (Min.) PC Pyrus calleryana'Chanticleer Chanticleer Pear 13 3-3.5" Cal. B&B, 6' Branching HL (Min.) South Budinglon, Vermont YPPa Picea pungens'Glaura' Colorado Blue Spruce 2 6-T B&B, Full 1 (�% PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5-6 B&B, Full PNa Pinus Ngra Austrian Pine 3 6-T B&B, Full / ! 4 PNb Pinus Nigra Austrian Pine 3 5.6' B&8, Full PS Prunus sargentii 'Columnaris' Columnar Sargent Cherry 16 2.5.3" Cal. B&B, Full % • QP Quercus palustris Pin Oak 10 3-3.5" Cel. B&B, 6' Branching HL (Min.) -- /I / J SR Syringe reticulate 'Ivory Silk' Ivory Silk Japanese Tree Lilac 7 3.5.4" Cal. B&B, Full SHRUBS: SB Sprees x bumalda'Anthony Waterer Anthony Waterer Spires 80 3 Gal. C.G., Plant 36' o.c. r > / TO Thuja occidentalls Dark American Arborvitae 55 5.6' Tat B&B, Full, Plant 60" o.c. B u s u n G r 0 N. vt 05401 WF Welgela florida'Shining Sensation' Welgela 54 3 Gal. C.G., Plant 36" o.c. PERENNIALS: rww_. 801.565.zaao w. crceo rnr / HS Hemerocallis 'Stela Dom' Stella D'oro Dayllly 335 1 Gal, C.G. Plant 18" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. CONTINUOUS 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS. / PLANTING PIT 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX ARE REQUIRED AS NOTED IN THE DRAWINGS. •�, \ `\ /� ' / / ' _ _ / / 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE CITY ARBORIST AND LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. O z,•ro / / / Pizzagalli Developer .7/ / .— c- —_i ,I / south 8udln 50 w .vr osrm r - - 'T� CONTINUOUS I — ._ { _if_,__—_ L , e - --. _ 14 __-. IF PIT--�------------ _ r �I / ozsliais 14. 1 1 ♦ 4 ; r \\ CONTINUOUS- i ^� �• - '. .' - j I - I \ - LANTING PIT'I" !. _.._.._.._ ._1FC.�-•• ='• _ ._.._.._.._.._.._.... \� j1 2-PC .wr P 2-PS I I I - - - - - - - - - - - - I o zo• ao- ea I B B 538 5s TING 5S -AG � � Y I LLn l ,. E .,. 6-PS I ' e , •�, % : .1'' SAC • - 5-SB j . �«,a,r,•..w, NuM r.. I r r•ao' ---------( 3-PPb r I >m -0 2-SR 3-AC 5-S I DAM: 09.29.11 11 ro ¢ e L 141C i I Dmen ey CONTINUOUS & _ ".\ `i• ,�_ - T 1 PLANTING PIT, TVP, cn.dua nwcw , ' r •.` `�,\ - — _ _ 1 _ _ r_I-- - - O - 5-S ... r i � \ ae"lawns: . r t CONTINUOUS - ONTIN US 2-PC PLANTI PLANTING PIT a I PI I 1 1 5-SB 5.S ✓/ I �...� s-se 2-AS I 5SB (2) TRANSPLANTED I - I� STREET TREES � \ � ..• .. r LAWN --- WF --- _ �'f I_ _ i I :f i n • • .._-. r_ --- �Na �----2-PNa� I n 12-PNb rm , _ - - '— 3e•-•-- __ _ _ �_ __L , � �- - - - _ PLANTING PLAN �' - -- 1-PNb �� �• 71LLEY DRIVE -' -- -' - - -- - ` CONTINUOUS- _ PLANTING PITS I ' TO REMAIN -- I TO NEW LOCATION AS --� - -"- --�-�` - i i + sl+• Rumee. I ' - NOTED ON PLANTING PLAN. +I LA-100 It�^CL�' ... _ I 1 _ � � • t Piolxl Number Ofi260 File: MEMO To: Cathyann LaRose From: Justin Rabidoux, Director Date: February 14, 2012 Re: Final Plat Application #SD-12-02 Pizzagalli Properties, LLC PUD — 45,000 sf Medical Office Building, 119 Tilley Drive Public Works staff reviewed plans for the referenced project (plans entitled "Pizzagalli Properties, LLC, Mountain View Office Park Lot 6 Site Development", revised January 6, 2012 and prepared by Donald L. Hamlin Consulting Engineers, Inc.) and has the following comments to offer. Landscaping 1. We recommend changing Austrian Pine to another species. Over the last several years we've noticed a lot of disease problems on Austrian Pines resulting in needle cast, needle blight and plant mortality. Possible substitutions include: a. Red Pine, Pinus resinosa b. White Spruce, Picea glauca c. White Pine, Pinus strobus 2. The two trees being transplanted from the city ROW shall be relocated in the ROW, not on private property. 3. We recommend using larger trees in the parking lot island in place of the two Tree Lilacs. This island is big enough to support larger trees which would provide an increase in shading of the lot. 4. Note 5 in the Plant List should clarify that planting pits in the parking lot islands and bump out areas should be continuous pits filled with the specified planning mix to a depth of 2.5 ft. Stormwater 1. The project creates greater than 1 acre of impervious area, and will need a State stormwater permit from the Vermont Agency of Natural Resources. The project also disturbs greater than 1 acre of land and will need a construction stormwater permit from ANR. 2. As part of the final approval the DRB shall require the applicant to submit copies of these permits to the City. 3. Prior to the issuance of final permits, the applicant shall submit hydrologic modeling (the same as completed for the State stormwater permit) for inclusion in the Potash Brook watershed model maintained by the City. The applicant shall also submit a map that shows the area draining into the new stormwater pond. 4. The plans show construction of an earth berm to the northwest of the proposed building. The applicant should confirm that this berm will not direct additional runoff onto the adjacent property located at 50 Old Farm Road. If necessary, the berm should be modified so that it 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com continues to provide a visual barrier to the proposed project and directs runoff away from the adjacent property. Thank you for the opportunity to comment. Please contact our office with any questions. Ak �I south urlington PUBLIC WORKS MEMO To: Cathyann LaRose From: Justin Rabidoux Date: February 17, 2012 Re: #SD-11-51, Preliminary Plat Application Spear Meadows — Eric Farrell Public Works staff reviewed plans for the referenced project (plans entitled "Spear Meadows, Preliminary Plan Submittal 12-23-11", prepared by Civil Engineering Associates, Inc.) and has the following comments to offer. Landscaping 1. A different cultivar of Freeman Maple is recommended. Autumn Blaze tends to include numerous structural deficiencies and is becoming overused. The cultivars Celebration and Sienna Glen exhibit better form and are recommended. 2. Recommend substituting Swamp White Oak for some or all of the Red Oaks. Swamp White Oak is better adapted to the poorly drained, clay soils on this site. 3. Specify that tree planting islands included in the Recreation Path be filled with planting mix to a depth of 2.5 feet to provide adequate soil volume to support tree growth. 4. Should specify a list of tree species to be used in Orchard Mix. 5. Planting details should include specifications for amended backfill. Stormwater 6. This project will disturb greater than 1 acre of land and create greater than 1 acre of impervious area. Therefore, this project will need both a construction stormwater permit (3-9020 or individual permit) and an operational stormwater permit (3-9015 or individual permit) from the State of Vermont Department of Environmental Conservation Stormwater Division. The DRB shall make obtaining these two permits a condition of approval for this project. Information submitted to ANR for issuance of these permits should also be submitted to the DPW for review, comment, and inclusion in the City's Potash Brook watershed model prior to final submission. There is currently significant streambank erosion in the tributary of Potash Brook downstream of this project. Streambank erosion is currently visible between Swift Street and the Bike Path (west of the community garden plots on the Wheelock Farm). Information included in the modeling sent to ANR will help determine if this project will exacerbate this problem. 7. The project crosses wetland in two locations and will likely need a conditional use determination from the State of Vermont Department of Environmental Conservation 575 Dorset Street South Burlington, VT 05403 tel 802.658.7961 fax 802.658.7976 www.sburl.com Physical Address: 104 Landfill Road South Burlington wetlands division. The DRB shall make obtaining this permit a condition of approval for this project. 8. Some of the units back up to the wetland and associated buffer (e.g. units 36, 40, 42, 45, 47, 50, 52, 10, 12). Use of this buffer area is regulated under section 12.02 of the City's Land Development Regulations (LDRs). The DRB should pay particular attention to section 12.02.E(1) through 12.02.E(3) of the LDRs and my want to include a condition that this buffer area not be turned into lawn. 9. All streams must be shown on the plans. Previous comments on this plan questioned the location of a nearby mapped stream (tributary of Potash Brook) near Vale Drive. If this is a stream, section 12.01 of the South Burlington LDRs discusses appropriate uses for the stream buffer area. The DRB should pay particular attention to section 12.0l .C(2) of the LDRs. Section 12.0l .C(2)(c) of the LDRs states that the creation of new lawn areas is not permitted in the stream buffer area. 10. The project engineer should provide an analysis of downstream culverts and their ability to handle any additional volumes of runoff generated by this project. When completing this analysis, the engineer may find it helpful to review a report titled "Potash Brook Culvert Assessment and Prioritization" completed by Fitzgerald Environmental Associates, LLC for the City of South Burlington Stormwater Services division in July 2011. While this report does not look at every culvert in the watershed, it does provide information on major stream crossings. It should be noted that the culvert directly downstream of this project (18" under Spear Street) was not included in the analysis. When evaluating this culvert, the engineer is encouraged to use a format similar to that used in the above referenced report. 11. Confirm that all drainage pipes in the public ROW have a minimum diameter of 15". 12. Any drainage pipe outside the public ROW that may one day be turned over to the City for maintenance must be minimum 15". The current plan specifies that the majority of drainage pipe outside the ROW shall be 12". 13. The easements around the stormwater detention basins should be labeled as "Proposed stormwater pond easement in favor of the City of South Burlington". 14. Will construction traffic utilize Vale Drive? If so, the erosion control plan should require installation of a stabilized construction entrance in this location. 15. Shrubs are proposed to block the access to one of the stormwater detention ponds. They should be relocated. 16. Prior to final review, the applicant shall provide additional information (e.g. cross sections, orifice sizing, outlet elevation, maintenance access, fence specifications, etc.) for the proposed stormwater treatment ponds. This information would be included in the information submitted to ANR. General 17. All pavement markings shall be VTrans approved Type I Pavement Marking Tape. 18. Spear Meadow Road has a three -lane profile as it approaches Spear Street. Do projected traffic volumes warrant this profile or would a two-lane cross-section be appropriate? 19. There are multiple "roundabouts" shown in the bike path. Without knowing the function of these, we recommend removing them from the plan. 20. The limits of disturbance on Spear Street need to be shown on future plan submissions. 21. There is a proposed crosswalk crossing Spear Street at the project's main entrance. No advance warning signs are shown; nor is it clear what or where this crosswalk connects to. Has the applicant performed a warrant analysis to determine if this mid -block crossing is warranted? 22. Heading south on Spear Street, a lane assignment sign for the left and thru movements is needed. 23. The locations of ADA truncated dome installations are not shown. 24. Who will own/maintain the rec path as it goes around the "Neighborhood Park"? 25. Who will own/maintain the "Neighborhood Park"? 26. Who will own/maintain the gravel parking area at the west end of "Road C"? 27. The City is investigating switching its street light inventory to LED fixtures. The DRB shall require all applicants with street lights on proposed city streets to use exclusively LED fixtures with the further requirements that all proposed LED fixtures must have a Public Service Board approved rate tariff and be part of Green Mountain Power's normal inventory. 28. The cross sections on L002 show varying ROW widths. It is highly preferable to, within one neighborhood, have a uniform ROW. This ensures consistency on both policy implementation and maintenance. Thank you for the opportunity to comment and please let me know if you have questions. PIZZAGALLI PROPERTIES, LLC MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT Burlingtpil PROJECT �51TE Y WIT 4 t , '' e .iF � r f .ry � 1 u. re S F_ _ 1 J�- --ter — --- - ,I f ,1\� A II'� I DONALD L. HAMLIN CONSULTING ENGINEERS, 136 Pearl Street, Essex Junction Vermont 05452 INC. LEGEND O CatDNIATIw PoLE ® UTCN •A••1 Q PTANFR IOrE A••. NTCMANT d lEIEP1ILNE PLLE w GATE VM.VC w LIWi ^i rKwITORING WELL o suPPCRr POIl >< ewEa <LEANOnT � yri, • NwrURAL cAs vIL.vE ;, y,R„e a nArvaAL cAs nETER T�•Peaaus rREE Q nwn :�'= ofuwa» rnEE a nYl NA /Y\ 0J4E OF MCYIpS }� ILK Pw[ HETIaN06 T1NTwR LINE O caxRfrf Iaalfarr une n�»r • IRGN PPE FwND -W- HATER LME � yIaVEY STATIdI -S- SAN?ARY SEWER LINE 6 SEwEP nANN0.E -e- STQdI SEWER LNE O ptMNK[ rulNlw[ -G- NAtUaAL GA] LN[ O TELEPHONE rVNN0.E --T- UNnfRGRwND T0BNp1E O ELECTRICAL 11AlYIRE �E� UN0ER0R0.1nD ELECTPoCAI e was STOP —rn— uwoeaeawNo cAn,e rosvnwN SHEET INDEX 1 OVERALL SITE PLAN 2-5 SITE PLAN 6 ACCESS DRIVE PROFILE 7 SEWER PROFILE 5 WATER PROFILES q LIGHTING PLAN 10 SITE a EROSION CONTROL DETAILS II WATER E SEWER DETAILS 12 ST0RM DRAINAGE DETAILS 13-17 TECHNICAL SPECIFICATIONS RECEIVED AUG 0 � 2-3 City of So. 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AS n anAxTO TO colaarE M REQAR I A mEXISTING PAIOJOHr KYNEss, I-I/r MNM+A MNMW N RJEY 11 Rxalr- W^Y) �x [XS1WC WT%JIMCU$ Wt0.TETE DHaSE1EO AlTNAT {{ T - x-r :E cBNc �°B jam�- SEE T,YRIFA xrnas � { 1AlE ALL I.— TO BE TfO0.dI011Y COPACIEO N Y Mfrs TO DENSITY' M es% K THE Y— MY OM.tt uWNG 11NE ft ARO PINXCTOR HEST, AaawNc ro ASn Own WMUM N' TYPICAL PAVEMENT MATCHING DETAIL MR 1/4" RAMU /2 RADPIS *3.500 O-PSI CUB B ONMETE CURB 1. CURBING SHALL BE CONSTRUCTED N 1- SECTONS WITH 1/8" JOINTS BETWEEN SECTIONS 2 EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 2V NTH 1/4- TiIM PREFORMED EWANSIM JOINT FlLIER MATERIAL CONFORMING M AL CONFOING T) SHTO DESIGNATION M-1531. D. a1RB REVEAL AT DRIVEWAYS SHALL BE 1-1/2- MAX. 4. CURB REVEAL AT ALL HANDICAP ACCESSES SHALL BE A MAXIMUM OF 1/4'. 5. ALL RADII LESS THAN 200' SHALL BE FORMED USING FLEXIBLE FORMS. 6. ALL BACKFlLL SHALL BE THOROUGHLY COMPACTED N 6' UFIS TO A DENSITY OF 951( OF THE MAXIMUM DRY DENSITY USING ME STANDARD PROCTOR TEST, ACCORDING TO ASTM D698. T. CURS ADJACENT TO SIOEINALK STALL BE SEPARATED W Ti 4 MIL POLYETHY(FNE. TYPICAL CONCRETE CURB Mrs nooX GRUSHm B ¢W MN. xr oILAL�AP` Wn tl0STBIU21n MYRMOE TO K cMSBNCTp AT LOCATORS S,ONI ON Pw6 atp.wD BToxE .. To BE r. TIE ENTRANCE WIAAL K MMITWWE IN A E 7011 WICK WAIL PREVpR TRACNINC OR ROW OF SEGMENT Mro MBUC ROW— POW00IC iW O�W&S.HE WTH AOOIIWA SITNE WY BE PEOUWfO ro AOTA9YABLY MANTNN 1NE ENTRANCE ROAD. ALL SEONENT SPILLID, MOPPED, M WASHED Mro C ROADS 4USi BF REMOHD MIWDIATFLT. WwN NEE dCFRWY. THE WHS M gSgA, MING THE STE SHNL IE GEMMED TO REMOVE SEDIMENT PROR TO ENTRANFE Mro A w&1C ROADWAY. WALL eE REYENTD MW MTDMG MY STOW MAN OR WATEwCt - A• THKW ;SON oWt4�i w nAJtt M � ISM WOA YROxf I—S. NKTEIE WALE H M ALL RAMPS s +K PER —1 PRINT WILD OUIVFL (VMT SPEC F10H.03 Wne) A/' PREFaW.wD ANT I ER SHALL BE CASFEET. T IN EVAH.OR JOINTS EVERY M PALg INTS SHALL BE PU.CFD EVERY S FEET. PLANT THE MMY AXEY SIAIBASE ORALL Z —ACYED T, v53 GY THE MAYNY OFNitt 19NG E STANO•Ve1 PROCTOt 1ESE ILCMMC TO ASM .- EEE SN —. PLANS fM f%IFA10R .OEWAa G CTKN TO ... AT ENTRANCE PM NEW 90EwN1t IOGiED NSDE THE Ott ? INATH BONNGYGN RORT-OF-WAY. CIEIE s%fE Nx SIIAL BE r IN. (r — AGM— NRIFS) A"O THE ONKL 41BBASE WALL aE x• Thal TYPICAL CONCRETE SIDEWALK Hrs PRf-WE•A1� ieNa Posr ]ECTM B TOP VINm EWTOF AJOININC FENCE SECTIONS PPE-NEATNIEO FlBNQ POST OMCIION OF SEE 1M ' fM --RON9rtcIEF- ATrnoNwr JaNN ra _ SECTIOKs M FExTE • a• Kf 90l SECTOR 'A' SEC— b' SIDE NEW AaaEl Nrs M APRHrnm EauA 4" TORSaL-FERnU2E UWE. SEED, k MAIM 2' TYPE III BITUMINCUS CONCRETE LAIN f!•�.(=�i'�;�'+ <,4 3.1 (MIN MIRM NIX GEOTEXn E FA8= MINIMUM 24' OVERLAP 12' PLANT MIXED GRAVEL (VAOT SPEC F104.05 EWE) 1MA iE1 T . — BE INSPECTED AT IEIST ONCE EVERY SEVEN CND10M pAK M WT4N x4 NOIIRS ATTN MY RAM R—IS N A OSO — fRW THE 11E 1-N pR�iL�At PM— , EBEV . AS —1 IIFwwEs A pBPTH aF r M MEAm+. sWAane vN4Es _..__� ---roEPDvxNc W WMx¢ DIME SAYE FIF'ADM 1Y•10(T 1MNCH ?20fI(F TOE r p¢s . Wy ZH _ 2- FILTER FABR C ftEKM UDIIS w CHEO( p Sro I SNMID MBE NSPECTEO AFYER EACH RJH MIXNIMG E,4RT. IMAGE SHALL BE mRECTD IMADIX LT. IX N G STONES SHALL BE REPIAOG 1 Aµr nUDn'E smRJDNTzNEOLEn ERM I,DHND Tlc GM As xELDFD TO BRGON — AMACFNT SURF I p1 MOTH R eAJIP DETECTABLE WARNING PLACEMENT YN M — IEOP �9%IFA2 asW y1,yL % rnAWE WNNNG SECT. LJCTION A-JC�Oy A -A arlW TRAxsTIM � aRtB RANsnM T.r w vaxc T.O' MN. P1^B aaN MRs °� CccnON B-B SWORE PAITLWN. FMNJSL AUGHWINT DEIECTABtE —NG NOTE. I I •' ..'._ .)) OEIECTANE WMNWSURFACE M MALL BE CAST NO11. i) FbNCRETF ADJACDNT TO ALL OETCC— CTAd£ WARHNI WALL HATE A BROW SW91. 1 TIE CALM GE 1THEpEIECTABIE MANNINGSHNL PROVDE A NSUK CONTRAST TO THE SUPAWNONG .—GE. 4.) pNECTIM OF PE TINTSTRIAN D DES SHN1 BE WJG ED ON A -- ENO IN TIE P ON WANT 1) WHERE AREA A AMP ro THE LAN Io mYW (� LATE EIXZ M mEDETECTMLE WANNNC a.) fM W1RFA2 APPLIED 1R11NG1FD DOME PRWUCTS. A MANNUM 0' axS' WRRCA ON N EL TIGN IS ALLOWD. FOR CHANGES N ETEVAT 1 BEIWED1 A V ANO 0,5tl, A BEVEL WTI A MNWIW 1:2 6L(LOS MUAG,ARGOeI lOPEGES N flEYANW MEATIER THAN OW MUST BE TREATD AS A RAMP WTI AN a]W il� �011hr I � v �. SLOP[- nQTAII AT)nm a•-s' $0qSIG- Y (I.-) 1Y (I-) N. auwwlxii+.a .u. «n T sPNev pew N1eNWw/vw N wan el M N]I eMse% «. a-r Ua.,,-+iso.l-Il-:., ®cs 11-- x•-r (x.-+isw,t 1� I. PREPARE SOIL BEFORE INSTAUJNC BLANKETS. INCLUOINC INY NECESSARY MPUGnON Of LINE. FERRLI2ER. AND SEED PREPARED A(IFA. CEU.-O-SEED MUST BE INSTALLED WITH PAPER BIDE GOWN C III MOTE: WHEN USING CELL-O-SEED 00 NOT SEED TOP OF THE SLME BY' ANCHORING ME BLANKET N A 6' (IScm1 DEEP % 6' (1km) WIDE iAENW CHAR THE 2 BEGIN AT ME PPIN 1" BON"ON "` OFINTPEKCH. Ia KMPPO MA�Y8TW(0, BUNKErPMTHI ROW STMIES/STN&[ �E)'9-'L APPLY SEED TO COMPACTED SOIL ANO FOLD REMAINING 12' (]Ocm) 1Y (I.Om) B.ACIfFlLL ANO COMPACT TIE TRENCH ATE, STARLING. PARDON OR BLANKET BACK OVER SEED ANO CWPACIEO SOIL SECURE 9LWNET DYETR CAPACTED SOIL WITH A ROW a< BLMKEi. �, SrMlES/STMES SPORED MPROXIMATEIY 12' (]Dcm) MART AMASS THE WOB OF WE WILL UNROLL `NTH MPROS/STE SIDE ]. ROLL THE BLANKETS (A.) DOWN DR (B.) HORIZOMALY ACROSS TIE ROPE BISOL W NC AGNKSL THE SOIL SU0.FACE. AL BIMIKETS MUSE BE SECURELY FASTENED TO SaL SURFACE BY PACING ,TMIEs/,fMES DOT SYSId �• STMLES/STANES IN MPROPPNTE LOGipNS M SHOWN N THE STMIE PATTERN GUIDE. WHEN USING M11OKAl DOT, COPRESPOKDING TO ME APPRMRATE STAPLE PATTEPn, SHOULD BE PLACED MPOUGM ETCH OF WE COLORED 4. THE EDGES OF PAPNIEL BLWKER MUST BE STAPLED WITH APPROXIMAMY 2•-S• ((Scm-12.Scm) OhAIlP OEPENONG THE EDGE OF WE OVERIIPRNG BWHKET (BLANKET BEING srA a w�W n ul M BLANKET TYPE TO ENSURE PROPER BEAN NIMMEM, PIKE SEAR STRC11 ON THE PREVIOUSLY NSTAU10 SI.ANKET M(zG pe oenv.W xeau AnWcw IHBTAl1ED ON TOP) EVEN WITH THE CGLM MUST BE RACED END OX£R END (SHINGLE STILE) WITH APPROXIMATE nwM wen «Nw amI a CMSECUThE BLMNEIS SPACED DOWN TIE ,LOPE R. ]- (J,SXm) OVERVP. SrMLE THROUGH WERIAPPED MrA APPRGIGNA TEL12' (]Gem) MIRE ACROSS EMIPE ) BLANKET -IN IOfI,E SOIL CMDI110NS. T11E USE OF SrMLE OP BTME LENGTH, GREATER iHMI 6' (IS«n) NAY BE KECEBSWY TO _ Noq TN AMERICANS PROPERLY SECURE THE BLANKETS . 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TYPICAL POND CRO55 SECTION NTS LISARON k-zGL _E OR APpTaOJm EWA,, 111 X S• OIMIETER IIOIE e• PVC ILLIN ENO CAP POND OUTIET AT PIPE INVERT POND #1 ORIFICE DETAI NTS CAP WTI ORIFICE, QLFN:E DETNL POND OUTLET DETAIL (12MH 3 ) SECTION A —A NTs POND OVERFLOW DETAIL (E)NH 4 # DMH 5 Z SECTION B—B Nrs M K,1 aAAI FRAVE ANO a111 TYPE r IXMialw NN4aaTf➢ EOUK 2 � RI..R aR.aE NMORER NAR NRI• I nw TP mA "w mxE r IATs m A Kwrr aF I Rlt a RITE NAIUIIA oar I oENRrr usNe INE srAaAb 1 rcLPROfD`waRcro' >rAs�NO°—a I eae eooFwim�'"iabE w.L"0`imTl91wi. I I I II '----------J EwsNRIFD ml Oa TIMOIIRIT cOIPACIFD RRAViL TYPICAL CATCH BASIN DETAIL NTS om 5 TII A, APPROH➢ EOIALLc_ YFA I �i ala r cou�ORPwc,m M I r IrRs ro . aENRTr a asR a ME RAnIIw oar I owsn wane nc rrANowm ZEST. IIEIN00 A 1 ro Arn Dean I AL PPE mr.ccnars sNru E BaanD NO wAnATGNT. I 5• 1 I z I I MAI- (aaa vs oNa re7 I IAaKngeFD 90L Ca nI°buRILY DOIIVACIEe OUaEL TYPICAL STORM NMANHOLE DETAIL RECEIVED AUG 0 4 2010 City of So. Burlington ILI-1 PIZZAGALLI PROPERTIES, LLC P.O. BOX 2009 SOUTH BURLINGTON, VERMONT 05407 PROJECT TITLE MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT ORAINNG TITLE STORM DRAINAGE DETAILS IED Donald D ffamlan A asn, Cnm JPK CO/W dl n9 } Ol JPK DTngineers, Inc. „ PK SOL ,9B .Ao,ca�.E -t n...t 12 ,azs,oe exaa: v ar 01010 SUMMARY OF WORK AND SPECIAL CONSTRUCTION NOTES Seed mix for lawn areas shall be Urban Mix as described in section 02020. Seed mix for the ditches and stormwater ponds shag be Swale Mix as described in section 02820. Seed mix for slopes steeper than 4:1 (H:V) shall be Conservation Mix as described in section 02820. SHOP DRAWINGS: The contractor shall submit shop drawing's to the Engineer for approval for the following items: Seed nix, erosion control matfing, mortar mix, bituminous conaete moms, cement concrete mixes, precast concrete riser rings, precast concrete structures, catch basin frames and grates, manhole frarnes and covers, pumps, pump controls, light poles, fixtures and bases, all pipe, valves and valve boxes, and geotextile fabrics. The contractor shall also submit gradation curves for sand, plant nixed gravel. and dense graded crushed stone. PERMITS: The contractor shall insure that all permits and licenses have been obtained and all required fees have been paid prior to the commencement of work. Soils. The contractor shall submit proctor test results for native materials and subbase materials to be used. The contractor shag be responsible for providing compaction test results. Compaction tests shag be performed at a rate of 1 per 50' of pipe in trench per Oft. and 1 per 2.500 sq. ft. of In area per ill. 01011 GENERAL PROJECT MANAGEMENT WORK INCLUDED: This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards which must be utilized by the Contractor. MANAGEMENT OF PROJECT SITE. The Contractor shall ensure that at the end of each working day, the job site shag be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shall be removed from the job site as work Progresses. The Contractor shag be responsible for protecting an existing structures and work completed under this Project at his own expense. The Contractor shall take all precautions and institute such procedures as are necessary to protect both life and property. All work, which, during its progress or before the final acceptance of the work as established by the Engineers Certificate of Completion, may have become damaged from any cause, shall be removed and replaced at the Contractor's expense, for both labor and matenals. Care shall be exercised on the pad of the Contractor to ensure that property damage does not occur on private property and that as little damage as possible is done within construction easements. Protection will be afforded cultivated trees and shrubbery, fences and walls, and similar features where adjacent to the construction. The Contractor is responsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction. The Contractor shag be held responsible for an damages resulting from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED. The Engineer shall provide the Contractor with control points. Such control shall be set one time only. Thereafter, the Contractor shall be responsible for protecting control pants from damage and dislocation. Should additional work be required by the Engineer to reestablish control points, he shall be reimbursed by the Contractor. Bench marks NO be provided by the Engineer. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment causes of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and rock excavation, unless otherwise provided for, the method of measurement of quantites NO consist of cross sections measured in the field at intervals determined by the Engineer and computations of volume by the method of average end areas. In the case of quantities paid for on an area basis, unless otherwise provided for, the area to be paid for shall be within established pay limits, calculated using field measurements along final grade One. For the computation of areas the "Planirneter" shall be considered an acceptable instrument of precision. PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, sewers. drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead lines, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer unlit the excavation is backfilled and the existing fadities are made secure. Injury to any such facilities caused by or resulting from the Contractor's operations, shall be repaired at the Contractors expense within a time period that will not place an unreasonable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require. Pipes or other underground structures encountered in excavating or trenching shall be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES: In case it shall become necessary, in the opinion of the Engineer, to move or reconstruct any water main, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor. The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract. reconstruction of the utilities shall be at the Contractor's expense. In no case shall the Contractor after any water main, electric conduit, telephone conduit or any underground cables, conduits or structures, without mitten permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever sewers and water mains cross, ccrostruction shag be done in accordance with the "Sewer -Water Separation Details for Crossings" shown in the Appendix or on the plans. Where sewers and water mains will be parallel to each other, there shall be a mnimum separation distance often (10) feet, measured edge to edge of pipe. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sewer and at an elevation so the bottom of the water main is at least 18 inches above the top of the sewer. WORK OUTSIDE RIGHTS -OF -WAY AND EASEMENTS. The Contractor shall not, without written consent from the owner, enter or occupy with men, tools, materials or equipment, any land outside the fights -of -way or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES. Before starting the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the varous steps he intends to take. Within 15 days after the date of starling work, the Contractor shall prepare and submit to the Engineer, (a) a written schedule fixing the dates at which additional drawings, if any. will be required and, (b) a written schedule fixing the respective dales for the start and completion of various parts of the work. Each such schedule shall be subject to review and change from time to time during the progress of the work. Included with this schedule shag be a breakdown of monthly estimated construction costs and materials on -site. WORK TO CONFORM During its progress and on its completion, all work shall conform truly to the lines. levels and grades indicated on the drawings or given by the Engineer and shag be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no case shall any work in excess of the requirements of the drawings and specifications be paid for unless ordered in writing by the Engineer. PERMITS. It shall be the Contractors responsibility to obtain all federal, state, regional or local permits necessary for the construction of the project. The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. COMPACTION. At the preconstruction conference, the Contractor shag be required to submit, in writing, to the Engineer, for approval, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to have specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project. Pieces of equipment such as vibrating plate compactors, tampers, rammers, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber tired rollers, steel wheeled rollers and the like shall be considered suitable equipment for compaction. Such pieces of equipment tit backhoe buckets, bulldozers and the like shall not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE. The Contractor shall be responsible for ensuring that there is a Supervisor under his direct employ on the job site at all times that construction is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contractor. SITE RESTORATION: Preconsbuction photographs shag be taken by the owner or his representative of all areas to be affected by this contract. These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconstruction condition. All previously vegetated areas which have been disturbed as a result of this construction shall be graded, topsoiled, seeded and mulched as per Section 02820 prior to October 1. 01030 UNDERGROUND UTILITY DAMAGE PREVENTION-"DIGSAFE" Before the Contractor removes soil or rock to create an open space in the earth greater than one foot in depth by means of any powered or mechanized equipment within an underground utility easement or in the area of a public right-of-way in which an underground utility, may be located, the Contractor shall notify "Digsafe" by calling their tol"ree number 1-888-344-7233. Digsafe will then notify all utility companies having underground utilities in that area so that they can mark the location of these facilities. The utility companies should mark their lines within forty eight hours from the time Digsafe was notified (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification. Emergency excavations are exempt from this requirement. Effective January 1, 1988, the mandatory notificabon of Digsafe in the above mentioned situations became Vermont State Law. A fine of $1,000 may be levied for failure to telephone Digsafe before an excavation is made. 01080 APPLICABLE CODES MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this contract shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Soaety National Electrical Code National Plumbing Code All Applicable Slate and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specification in effect at the date of receipt of bids shall take precedence over those listed below. ASTM American Society for Testing and Materials ASA Amencan Standards Association ANNVA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Official. ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute AISC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating. Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ASSE American Society of Sanitary Engineers AGC American General Contractors of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Soaety of Professional Engineers NEWWA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association SCPI Structural Clay Products Institute UL Underwriters' Laboratories WPCF Water Pollution Control Federation 01500 TEMPORARY FACILITIES WORK INCLUDED. Included in this section pertains to the Contractor's responsibility of providing temporary facilities The Contractor shall be responsible for and shag bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not limted to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary facilities, safety and first aid facilities. The Contractor shag make all arrangements for temporary facilities well in advance of need so as to not delay construction. All temporary (edifies shall be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01560 WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and maintain during the length of the Contract. DUST CONTROL. The Contractor shall be responsible at his own expense for ensuring that the dust created as a result of construction activities does not create a nuisance or a safety hazard. Where and when deemed necessary the Contractor wig be required to wet sections of the construction area with water or apply calcium chloride or sweep the roadway with a power broom as dust control measures. Dust control measures shall be provided at all times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shall furnish all materials and equipment and shall do all incidental work to keep the excavation entirety clear of water while pipelines, ponds, structures and their foundations are being built. The Contractor shall be responsible for choosing the method for control of water and shall assume all responsibility for the adequacy of the methods chosen. No construction shag be undertaken if, in the opinion of the Engineer, adequate control of water is not assured. WATERTIGHTNESS: It is the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids are watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shag be subject to correction or replacement by the Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise every reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other harmful waste shall not be discharged into or alongside these waters or into natural or man-made channels leading thereto. Applicable statues and regulations of the Vermont State Agency of Environmental Engineering relating to the prevention and abatement of pollution shall be complied with. 01569 PROTECTION OF THE PUBLIC WORK INCLUDED: Work included in this section pertains to the Contractors responsibility to protect the public and workmen. The public shall be protected by the Contractor from any and all hazards connected Nth the work. Open trenches, materials or other equipment within the working limits are to be guarded by the use of adequate barricades, snow fence or flagmen. All barricades left in position overnight are to be properly lighted, The Contractor shall be held responsible for the safety of all workmen and the general pubic and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to protect persons or property from hazard of open trenches, materials or equipment at any time of the day or night within the working area. All work shall be in conformance with OSHA regulations, Toe 19. Parts 1926.651 and applicable VOSHA regulations. 01570 MAINTENANCE AND PROTECTION OF TRAFFIC WORK INCLUDED: This section includes the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic police or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall. as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations are such that they will in any manner interfere with the movement or safety of the traveling public. The Contractor shall erect warning signs in advance of any place on the project where operations may interfere with the use of the road by traffic and at all intermediate points where the project crosses or coincides with an existing road. Such warning signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration. The cost of traffic police services occasioned by the Contract shall be paid for by the Contractor. The cost of uniformed traffic police will not be paid separately but shall be included in the prices stated in the several items of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer. The Contractor shall notify the Engineer, local police and fire departments as well as municipal officials at least 72 hours in advance of any intent to close streets. The Contractor shag work with the local government to establish a suitable alternate route, and shall at his own expense. provide and maintain suitably marked and well lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility of liability under this contract. 01575 WORK WITHIN STATE HIGHWAY RIGHT-OF-WAY WORK INCLUDED Included in this section are the requirements that the Contractor must meet while working within the State highway right-of-way, GENERAL: The Contractor shall insure that Highway Permits have been obtained prior to the commencement of any c nstrmbon within a public highway right-of-way. Permits for work within a State highway right-of-way shall be obtained from the Utilities Engineer, Vermont Agency of Transportation, Montpelier, Vermont. A preconstruction meeting will be held prior to the Contractor beginning work. The Agency of Transportation's District Transportation Admnistrator and/or Utilities Engineer, the Construction Manager, the Contractor's superintendent, and the Engineer assigned to the project win be present at this meeting. Upon completion of the work, a final inspection NO be held, with the same Parties present as at the preconstruction meeting. The Contractor will be required to restore the highway right-of-way to as good a condition as it was prior to doing the work, and to the satisfaction of the Agency of Transportation's District Transportation Administrator. Ten (10) days written notice shag be given to the District Transportation Administrator before any work is done within a Slate Highway right-of-way. A copy of such notice shall be furnished to the Engineer. Inspection by the Agency of Transportation shall be permitted as construction progresses. The Contractors work shall be performed in such a manner that the roadway, appurtenances and highway traffic will be safeguarded. The Contractor shag suspend all work within the State Highway fight -cif -way during the period from November 15th to April 15th, unless otherwise permitted by the Agency of Transportation. Prior to suspension of work. the Contractor shall hold a conference with the Engineer, District Transportation Administrator and the Owner. Any work required as a result of this conference shag be accomplished prior to November I Sth, unless otherwise permitted by the Agency of Transportation. AN bituminous paved travel ways, shoulders and parking areas disturbed under this Contract shall be restored prior to suspension of work. Gravel surfaces in travel ways and parking areas shag be restored to a condition equal to that which existed prior to start of construction. All bituminous paved and gravel surfaced travel ways and parking areas shall be maintained by the Contractor throughout the suspension of work period. Traffic shall be protected at all times by suitable barricades, warning and advance warning signs, as required to protect the pubic during the construction period. AN construction operations will be conducted so as to cause a minimum of interference with traffic. At least one-way traffic shall be maintained at all times. Two-way traffic shag be maintained at all tmes when construction operations are not in progress. Uniformed officers shall be provided for the control of traffic when two-way traffic cannot be maintained and at such other times as may he required by the District Transportation Administrator for the protection of the pubic. APPROVAL: Before any construction operations are started, the Contractor shag submit to the Engineer in triplicate, a detailed written description of the equipment and methods he proposes to use and acceptable sketches showing details of the proposed operation. If a subcontractor is to be used for the work, the name and address of the sub -contractor shall be indicated in the written description. No work shall proceed until the Contractors plans and schedules have been approved in writing by the Owner, the Engineer and the District Transportation Administrator. JACKING, DRILLING AND TUNNELING: The Contractor shag construct the casing pipe under the highway as indicated on the Drawings in such a manner that there shall be no interruption to traffic or disturbance of the roadway. Jacking, drilling or tunneling operations shall be confined to areas outside the traveled portion of the highway, as indicated on Vermont Agency of Transportation Standard Drawing D-20. Jacking, drilling or tunneling operations, including installation of the casing and carrier pipe, shall be carried out in accordance with the approved plans, specifications and -irking drawings. When excavating from within the jacking or drilling pipe. the Contractor shall use extreme care to avoid the loss of material from outside the limits of the pipe in its final position Excavation shall be carded ahead of the casing pipe only to that extent possible without the loss of material. When sheet piling is used to form the highway side of the boring pit, the piling shall be cut off 2 feet below grade and the remaining length left undisturbed following completion of construction operations. No material shall be placed on the paved portion of the highway at any time unless authorized by the District Transportation Administrator. Open cut excavation for highway crossings is not the option of the Contractor, and may be utilized only where attempted jacking, drilling or tunneling methods fail or otherwise prove impractical. Where such methods fail or prove to be impractical, the Contractor, Nth the written approval of the Engineer, shall obtain an appropriate modification of the Highway Permit from the District Transportation Administrator prior to the utilization of open cut methods. Prior to approval of each instance, evidence will be required that no practical alternative to open cutting exists. EXCAVATION, BACKFILL AND SURFACE RESTORATION. Maximum dimensions of excavation within the highway right-of-way shag conform in general to details shown on Vernon Agency of Transportation Standard Drawing D-20. When excavating through Portland cement concrete pavements, existing reinforcing shall be cut in the center of trench and carefully bent out of the way of excavation operations. Immediately following installation of the casing and/or pipe, the trench shall be backfilled with approved material in 6" layers to the subgrade line. Each layer shag be compacted to not less than 95 % of the maximum dry density as it is placed. Sub -base of gravel or crushed rock shall be placed on the properly compacted subgrade in 6" compacted layers and shall be a mnimum depth of 18" or as directed by the Engineer. Each layer shall be thoroughly and solidly compacted. At least a temporary pavement shag be provided within 36 hours of the completion of backflling and prior to weekend shutdown at all locations where an open cut has been made through a roadway subject to vehicular traffic. The temporary pavement shall consist of at least one inch of thoroughly compacted bituminous concrete. Temporary pavements shall be properly maintained and shag be replaced with permanent pavement prior to completion of the project or suspension of work for the winter season. Cement concrete pavements shall be replaced with concrete having a minimum thickness equal to the thickness of the existing pavement, but in no case less than 8" thick. The top surface shall be shaped to smoothly match adjoining pavement. An overlap (structural tie) shall be maintained between existing and new tabs, or wire mesh. Reinforcing shall be placed with a minimum concrete cover of 2". Concrete shall be thoroughly compactedstruck off to the desired grade and cured for seven (7) days with moistened sisal paper or burlap covering before being subjected to traffic. Bituminous pavements shall be replaced with 3" of bituminous plant mixed concrete or the thickness of the existing bituminous pavement, whichever is less, in accordance Nth Vermont Agency of Transportation Standard Drawing D-20. Sidewalk and curbs shall be replaced in kind or in accordance with details shown on the plans. Existing granite curbs may be salvaged and reset. In areas presently grass covered, turf shag be re-established in accordance with Section 651, Vermont Agency of Transportation Standard Specifications for Highway and Bridge Construction, to the satisfaction of the District Transportation Administrator. The Contractor shall be responsible for the turf and grade of the ground surface for one year following the completion of the work, or as specified by the District Transportation Administrator. 02100 CLEARING GRUBBING AND STRIPPING OF TOPSOIL WORK INCLUDED. The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the limits of the property or easements indicated in the drawings. CLEARING AND GRUBBING. The Contractor shag do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineef. Disposal shall comply with local ordinances. AN areas cleared shag be left clean and presentable. Except within actual Ones of trenches. manholes, roadways or sidewalks to be built. where trees roust be removed, no Eve trees with trunks over four (4) inches in diameter shag be removed unless otherwise required or approved by the Engineer. Clearing shag be done in such a manner that present growth will merge with the construction Emits to give a natural appearance. The Contractor shag remove all stumps and roots within permanent rights -of -wary. STRIPPING TOPSOIL: In general. where construction is not in roadways, d is carried across private and public rights -cif -way, presently covered with topsail. After trenching and pipe laying operation or construction of structures is completed, excess material shall be removed and area graded, provided with topsoil and seeded as specified in Section 02820. Ground surface shall be left in a condition equal to that which existed before construction. 02212 EMBANKMENTS WORK INCLUDED. Embankments shall be constructed, as shown on the Contract Drawings, by the Contractor with either approved surplus excavated material or with approved material obtained elsewhere. SURFACE PREPARATION. When the embankment to be constructed is less than 5 feet in depth above the existing grade, the area within the construction limits shall be prepared by clearing all trees, down timber, brush, bushes and shrubs. The area shall be grubbed to remove all stumps, roots, duff, grass turf, debris or other objectionable material. When the embankments are 5 feet and over, an stumps shall be cut off as close to the ground as practicable, but not to exceed 6 inches above the existing ground as measured at the base of the stump. The area shall not be grubbed, but all objectionable material shall be removed. All material resulting from clearing and grubbing shall be satisfactorily disposed of in a manner approved by the Engineer and in compliance with local ordinance. When embankments are to be made on a hillside, the slope of the original ground on which the embankments are to be constructed shag be stepped and properly drained as the fill is constructed in accordance with the plans or as directed by the Engineer so that adverse movement of the slopes does not occur. MATERIALS CONTROL. The excavated rock, ledge. boulders and stone, except where required in the construction of other items or otherwise directed, shall be used in the construction of embankments to the extent of the project requirements and, generally, shall be placed so as to form the base of an embankment. Frozen material shag not be used in the construction of embankments, nor shall the embankments or successive layers of the embankments be placed upon frozen material. Placement of material other than rock shag stop when the sustained air temperature, below 32T, prohibits the obtaining of the required compaction. If the material is otherwise acceptable, it shall be stockpiled and reserved for future use when its condition is acceptable to the Engineer for use in embankments. EMBANKMENTS OVER UNSTABLE SOILS: When embankment is to be constructed across swamp, muck or areas of unstable soils, the unsuitable material shag be excavated to reach soils of adequate bearing capacity and the embankment begun. Alternative methods such as use of a filter fabric in dace of excavation and backflll may be utilized only after approval of same by the Engineer. Material from excavation on the project shall be used to the extent available and when not available shall be obtained from other sources when authorized in writing by the Engineer. METHOD OF CONSTRUCTION. Material being placed in embankments shall be placed in horizontal layers of uniform thickness across the full width of the embankment; except when it is impractical to construct full width of the embankment, partial width layers may be authorized by the Engineer. Stumps, trees, rubbish and other unsuitable material shall not be placed in embankments, except as designated on the plans or as ordered by the Engineer. The layers shall begin at the deepest part of the ON. Embankments shall be placed and compacted as in Section 02265 of these Specifications using 6 inch lifts to obtain 95% maximum dry density by the ASASHTO T99 (Standard Proctor) or the ASTM D698 test. Field density testing shall be done in conformance with the Sand Cone Method, ASTM D1556 or the Nuclear Method described by ASTM 0292 or AASHTO T238. Effective spreading equipment shall be used on each layer to obtain uniform thickness prior to compaction. Each layer shall be kept crowned to shed water to the outside edge of embankment and continuous leveling and manipulating will be required to assure uniform density. The entire area of each layer shall be uniformly co ci t least the required minimum density by CEIVED AUG 0 4 1 2010 City of So. Burgin to g n use of compaction equipment consisting of rollers, compactors of a combination thereof. Earth moving and other equipment not specifically manufactured for compaction purposes will not be considered as compaction equipment. All fill material shall be compacted at a moisture content determined by the Engineer to be suitable for obtaining the required density. In no case, shall the moisture content in each layer under construction be more than 3 percent above the optimum moisture content and shall be less than that quantity that will cause the embankment to become unstable during compaction. Sponginess, shoving or other displacement under heavy equipment shag be considered prima facie evidence for an engineering determination of lack of stability under this requirement and further placement of material in the area affected shall be stopped or retarded to allow the material to stabilize. When the moisture content of the material in the layer under construction is less than the amount necessary to obtain satisfactory compaction by mechanical compaction methods, water shall be added by pressure distributors or other approved equipment; water may also be added in excavation or borrow pits. The water shall be uniformly and thoroughly incorporated into the soil by disc, harrowingblading or by other approved methods. This manipulation may be omitted for sands and gravel. When the moisture content of the material is in excess of 3 percent above the optimum moisture content, dry material shall be thoroughly incorporated into the wet material or the wet material shall be aerated by disking. harrowing. blaring, rotary mixing or by other approved methods; or compaction of the layer of wet material shall be deferred unfit the layer has dried to the required moisture content by evaporation. PIPELINES IN EMBANKMENTS. Pipelines and structures placed in embankments or fills shall conform to these specifications with respect to excavation, bedding, laying and backfilling. Excavation for pipelines to be laid in embankments shall be made after the embankment has been completed to a height of 3 feet above the crown of the pipe. The pipe shall be laid, property bedded and backfilled to the top of the trench excavation. Construction of the embankment shall then continue according to this section. Embankment material adjacent to pipelines shag meet the requirements for backfill. No payment for substitute backfill will be authorized for backfill trenches excavated in embankments. COVER. Embankments shall be topsoiled and seeded in accordance with Section 02820 of these specifications unless specified otherwise on the plans. In embankment areas where erosion control plantings are to be made, the area shall be graded or bermed to provide crossdoemage and topsoiled prior to the planting. 02213 EXCAVATIONS FOR ROADWAYS AND PARKING WORK INCLUDED: The following section describes the work to be done by the Contractor in making parking or road excavations. GENERAL. Prior to the beginning of excavation, grading and embankment operations In any area, all necessary clearing and grubbing in that area shall have been completed. SLOPES: All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left in a neat and trim condition. Excavation shall be made in reasonably close conformity with the lines, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION: During the construction, the roadways and parking shall be maintained so that they will be drained at all times. Where traffic is maintained. care shall be exercised to keep the portion open to traffic in a satisfactory condition. REMOVAL OF MATERIAL: All suitable material removed from excavation shall be used in the formation of embankments as indicated on the plans or as directed by the Engineer. The extra or waste material excavated during construction of the roadways and parking will be used to the extent possible to uniformly flatten slopes, or be deposited in such places within the right-of-way as may be indicated on the plans or as directed by the Owner or Engineer. None of the extra or waste material will be removed from the project site, unless permitted by the Owner or Engineer. Any material not used in the nghtof-way or to flatten slopes shall be used to fill gullies or other low areas within the project lands as directed by the Owner or Engineer. All of the areas that are filled with this extra or waste material shall be graded to drain, topsoiled. seeded and mulched in accordance with the landscaping specifications. The Contractor shall be responsible for the stability of all constructed embankments and shall replace at his own expense any portions which have become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL. Unless authorized by the Engineer, borrow material shall not be placed until all suitable material has been excavated and placed in the embankments, except when Sand Borrow or Granular Borrow is caged for on the plans or when Granular Borrow is required by the Engineer for use under embankments or used with material from roadway excavations in making embankments. 02221 PIPELINE TRENCHES AND EXCAVATIONS FOR STRUCTURES WORK INCLUDED: The Contractor shall excavate to normal depth in earth for structures and trenches, backfill such excavations and grade and topsoil as necessary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations shall be of sufficient width and depth at all points to allow all pipes to be laid. joints to be formed and structures and appurtenant construction to be built in the most thorough and workmanlike manner and to allow for sheefing and shoring, pumping and draining and for removing and replacing unsuitable material. Trenches and excavations shall be at least hveNe inches wider than the outside dimensions of the structure they are to contain, trenches must not be unnecessarily wide so as to materially increase bad on the pipe resulting from backfill- Bottoms of trenches and other excavations shall be carried to Ones and shapes satisfactory to the Engineer. Bottoms of trenches for pipe shall be carried to a depth six inches greater than grade of pipeline, refilled to grade and bedded in the specified bedding method as detailed on the Contract Drawings. No tunneling will be permtted in place of open trench construction unless specifically authorized by the Engineer or required as specified under Section 01575, Work Within State Highway Rights-of-Way.Excavations adjacent to existing underground structures shall be done by hand so that foundations of structures shag not be disturbed. Wherever boulders or [edge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shall be removed to a depth of six inches below grade and space occupied by them shall be refilled to grade with the specified bedding material. Trenches shag be opened at such times and to such extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, trees and any other surface material affected by the work shall be carefully taken up and kept separate from the other excavated material. If suitable. excavated material shag be used for embankments, backfill and fill. Side slopes of excavations shall be less than the angle of repose of material excavated and shall be flat enough to prevent sides or cave-ins. Any excavation required as a result of slides or cave-ins shall be done by the Contractor at his own expense. Placement of bedding material shall not be done until the ground has been thoroughly dewatered and the Contractor is ready to install pipe or to construct foundations of various structures. LENGTH OF TRENCH ALLOWED TO BE OPEN Length of trench allowed to be open shall be determined by the Engineer. The total running length of all work in each section shall be kept as short as is practical. Only that length of trench which can be protected by means of barricades, fences, and the like shall be allowed to remain open overnight. Unless specifically permitted by the Engineer, all trench excavations shall be backfilled prior to work shutdown for each weekend. MISCELLANEOUS EARTH EXCAVATION. Wherever required by the Engineer, the Contractor shall do earth excavation and backfilling in addition to the excavation and backfilling needed to construct the work required by the Contract Documents. Miscellaneous earth excavation and backfilling may be required by the Engineer for test pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this gem. Temporary or permanent relocation of streams shall not be considered under miscellaneous earth excavation. EARTH EXCAVATION BELOW GRADE. Wherever, in the opinion of the Engineer, material at of below grade fine of pipe or structure plus depth of bedding material is unsuitable for foundations, it shall either be excavated to such addifional depths as directed by the Engineer and then refilled with crushed stone, well compacted, or the Engineer may direct that a fitter fabric as defined in Section 02545 be utilized in lieu of deeper excavation. If fifter fabric is utilized, it shall be installed and the excavation then brought to grade One for pipe trenches as shown on the Contract Drawings. UNAUTHORIZED EXCAVATION: If the bottom of any excavation has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shag be brought to grade at the Contractors expense by refilling with wag compacted bedding material. EARTH EXCAVATION. Earth excavation includes all materials not classified as rock excavation and Includes, but is not Omiled to curbs, sidewalks, pavement, peat, clay, sift, sand, muck, gravel, hardpan, loose shale. loose stone in masses, and boulders measuring less than one cubic yard in volume. 02265 BEDDING FOR PIPE AND BACKFILL WORK INCLUDED: Work of this section pertains to the backfill requirements and definitions of materials utilized in backfill operations which the Contractor must comply with. GENERAL: Each structure or portion of pipeline shall be inspected and approved for bedding and backfill before it is covered. Approval for bedding and backfill will not constitute final acceptance of the structure or pipeline. Any pipeline found to be out of One, deformed or damaged shall be re-laid or replaced without additional compensation. No backfilling will be allowed around manholes or other masonry structures until concrete or masonry has set sufficiently, as determined by the Engineer. All excess fill shall be removed from the construction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal site and obtaining any necessary permits associated with transportation to or disposal at the site. No excess fill may be stockpiled at the construction site. PIPE BEDDING. Pipe bedding shall be that material in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force main, it shag extend from the bottom of the trench, 6" below the invert of the pipe, to a point 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. For ductile iron gravity sewer, water main or force main and for reinforced concrete or asphalt coated corrugated metal storm drain, the bedding shall extend from the bottom of the trench, 6" below the invert of the pipe, to the spring line of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. The pipe bedding shall be compacted to the minimum density specified on the plans in order to provide uniform support around the pipe. Specific information relative to the pipe bedding to be utilized on this project shag be found on the Contract Drawings and under the sections covering specific types of pipe material, Sections 02520, 02555. 02556, and 02560 as appropriate. PIPE BACKFILL. Pipe backfill for this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrade as shown on the Contract Drawings for pipes under roads and shall be selected compactable soil material from the excavation. Material used for backfill shall be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excavated material is unsuitable for backfill, the Contractor shall dispose of the material and substitute approved sand, gravel or other material in the amounts and proportions specified by the Engineer. Frozen material shall not be placed in backfill and backfill. shall not be placed on frozen material. No stones in excess of 3" diameter shall be placed within 2 feet of the pipe. Larger stones may be used in the backfill provided care is taken that stones do not become nested and that all voids between stones are completely filled with fine material. The size and quantities of stone used in backfill will be subject to approval by the Engineer. No backfill shall be dropped from a height of more than 3 feet from the top of the pipe. The backfill shall consist of two separate zones. The first zone shall extend from the top of the bedding material to a height of 24" above the crown of the pipe. Select excavated material with stones no larger than 3" diameter shall be placed in 6" lifts and compacted to a density of 95% of the maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). The material shall be placed carefully so as not to disturb the pipe or cause it to break or misatign. The second zone shall extend from the top of the first zone to within 4" of finished grade or to road subg(ade. Material in this zone shall be select excavated material, placed in 6" lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). Suitable cohesive soil can be backfilled in this zone and compacted using impact type equipment, pneumatic tampers, engine or self-propelled, sheepsfoot rollers on wide trenches or other suitable equipment, providing the 95% compaction requirement is met. In cohesionless soil, vibratory plates in confined areas and vibratory rollers 1n unconfined areas can be utilized, providing the specified degree of compaction is met. Granular cohesionless material may, in some cases and upon approval of the Engineer, be compacted using water jetting or immersion type vibrators with flooding and pooling. The entire trench width shall be uniformly compacted and brought to grade. The remaining 4" of trench between the top of the backfill and the final surface, on areas to be seeded or sodded, shall be backfilled with topsoil, compacted and finished in accordance with Section 02820, Final Grading, Topsoiling and Seeding of these Specifications. If the area is to be paved, the upper zone must be constructed in accordance with Sections 02649 and 02650 or 02651, FIELD DENSITY TESTING. Unless specified elsewhere. the Contractor shall provide field density tests to verify that the compaction requirements of this section have been met. Material having a gradation with more than 30 % retained on the 3/4" sieve will generally be considered too coarse for satisfactory density testing and therefore shall be replaced with finer material and recompacted before retesting. Additional field tests necessary, because of failure of the first test to comply with stated density requirements, shall be provided by the Contractor at no additional cost to the Owner. The field density determination will be made in accordance with Standard Method of Testing for Density of Soil In -Place by the Sand Cone Method, ASTM Of 556 (AASHTO T191) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238. MATERIAL SPECIFICATIONS. This section pertains to the specifications which the Contractor must comply with regarding the quality and type of material to be utilized for fill, backfill and embankment operations. GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plans or within these specifications, it shaft mean a well graded material free from debris, stumps, branches, vegetation, pavement and similar objectionable material. It shall meet the gradation requirements for granular backfill defined as follows Percentage by Weight Square Mesh Sieves Sieve Desionabon Passing Total Sample Sand Portion 3- 100% --- 2-1/2- 90%-100% --- No. 4 50% - 100% 100% No. 100 --- 0% -18% No. 200 --- 0% -8% GRAVEL BORROW: Where reference is made to this material either on the plans or within the specifications, it shag mean a material reasonably free from sill, loam, day or organic matter containing no more than 8 % by weight passing the #200 sieve. It shall be uniformly graded and the largest stone shall not exceed 6" in any dimension. SAND: Sand shall consist of clean, hard durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of sift, loam, clay, organic matter or other harmful substances. It shall meet the gradation requirements for sand defined as follows: Sieve Destanabon Percentage by Weight Passion Total Sample 12" 100% No. 4 90% - 100% No. 10 60% - 90% No. 40 20% -40% No. 200 0 % - 12 % CRUSHED STONE: Crushed stone or screened gravel, uniformity graded from 3/4" to 1/4" and of satisfactory quality shall be furnished to replace unsuitable material excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer. It shall be clean, hard, durable and free from dust, loam, clay or organic matter and shall be well compacted in place. STONE FILL: The Contractor shall line specified drainage ditches following excavation with stone fill in reasonably close conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone fill may also be used in the stabilization of embankment, and shall be placed in one course thickness as shown on the Plans in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing the underlying material. The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sizes of stone. Rearrangement of the stone fill by hand labor or mechanical equipment may be required to obtain the specified results. When stone fill and filter blanket are to be placed as part of an embankment, the protective materials shall be placed concurrently with the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and filter blanket is to be placed under water, methods shall be used that will minimize segregation and insure that the required thickness of protective material will be obtained. Stone for stone fill shall be approved hard blasted rock. The stone shall be angular in shape and shall not have a smallest dimension less than 1/3 of its longest dimension. The stone fill shall be reasonably well graded from the smallest to the maximum size stone specified so as to form a compact mass when in place. a) Type 1. The longest dimension of the stone shall vary from 1 inch to 12 inches and at least 50 percent of the volume of the stone in place shag have a least dimension of 4 inches. b) Type 2. The longest dimension of the stone shall vary from 2 inches to 36 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 12 inches. c) Type 3. The longest dimension of the stone shall vary from 3 inches to 48 inches and at (east 50 percent of the volume of the stone in place shall have a least dimension of 16 inches. d) Type 4-. The longest dimension of the stone shall vary from 3 inches to 60 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 20 inches. RIPRAP. The Contractor shall furnish and place riprap in reasonably close conformity to the dimensions, elevations and at the locations indicated an the plans in accordance with these specifications or as ordered by the Engineer. The slopes to be protected shall be graded and shaped to the lines indicated on the plans or as directed by the Engineer and if in a fill area, shall be compacted as per this section. All slopes shall be maintained and protected to the neat fines indicated on the plans prior to the placing of riprap. Stone for nprap shall be approved, rough, unhewn quarry stone, as nearly rectangular in section as practical. The stones shag be hard, sound, resistant to the action of water and weathering and suitable in every respect for the purpose intended. The individual stones shall have a depth equal to the thickness of the course of nprap. The riprap, complete in place, shall consist of stones that have a minimum volume of 8 cubic feet, unless otherwise noted. The voids between the stones shall be chinked with smaller stones to produce a relatively smooth and uniform surface. Rip rap shall generally be placed from an elevation V below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02520 STORM DRAIN LINES CULVERTS. and RELATED CONSTRUCTION WORK INCLUDED: Work in this section pertains to the installation of all storm drain pipe lines, manholes, catch basins, culverts and appurtenances. Work shall be as shown and noted on the Contract Drawings or as directed by the Engineer. TYPES OF PIPE. The type of pipe which may be used for storm drain fines is Smooth Interior and Annular Exterior Corrugated High Density Polyethylene Pipe (HDPE) or an approved equal. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. SMOOTH INTERIOR AND ANNULAR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE. This specification describes 4- to 60-Inch (100 to 1500 mm) Smooth interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe with a Sift Tight and Leak Resistant Joint for use in nonpressure gravity flow drainage applications. " AASHTO M252. Standard Specification for Corrugated Polyethylene Pipe, 4" to 10'(100 to 250rini Type S. a AASHTO M294. Standard Specification for Corrugated Polyethylene Pipe, 12" to 48" (300 to 1200 mm). Type S. AASHTO MP7-97: Standard Specification for Corrugated Polyethylene Pipe, 54" to 60" (1350 and 1500 rum), Type S. ASTM D2321: Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. ASTM D3350: Standard Specification for Polyethylene Plastic Pipe and Fittings Materials. ASTM F477. Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. " Pipe and fitting material shag be high -density polyethylene meeting ASTM 03350 minimum cell classification 324420C for 4- through 10-inch diameters or 335420C for 12-through 60-inch diameters. ' Pipe manufactured for this specification shall comply with the requirements for test methods, dimensions, and markings found in AASHTO M252, AASHTO M294 and/. or AASHTO MP7-97. The prescribed sizes of pipe are nominal inside diameters. Pipe sizes shall be no less than 99 % of nominal inside diameter and have a minimum of 20.0 feet laying length. For 4- to 10-inch (100 to 250 min) diameters, the pipe suppied shad be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meefing the requirements of AASHTO M252, Type S. For 12-to 48-inch (300 to 1200mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO M294-97, Type S. For 54- to 60- inch (1350 to 1500mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO MP7-97, Type S. " Manning's "n" value for use in design shag not be less than 0.010. FITTINGS. Fittings shall conform to AASHTO M252, M294 or MP7-97. Fabricated fittings shag be welded on the interior and exterior at all junctions. JOINTS'. Pipe shall be joined with bell -and -spigot joints meeting AASHTO M252, M294 or MP7-97. Joints shall provide sift light and leak resistant joint. Pipe pints shall incorporate a gasket meeting the requirements of ASTM F477 to form sift tight and leak resistant connection. Joints shall exceed the soil tight joint performance criteria of AASHTO Standard Specifications for Highway Bridges. Division It, Section 26. Gaskets shall be installed by the pipe manufacturer and covered with a removable wrap to ensure the gasket is free from debris. " A joint lubricant supplied by the manufacturer shag be used on the gasket and beg during assembly. Smooth Interior and Annular Exterior Corrugated HDPE Pipe shag be Sure-Lok F477 as manufactured by Hancor, Inc. or a pre -approved equal. All alternate products must be submitted to the Engineer two weeks before bid date for Contractor approval. Installation Installation shall be in accordance with ASTM D2321 with the exception that minimum cover in trafficked areas shall be one foot (0.3 m) for 4" - 48" pipe and 18"(0.5 m) for 54" and 60" pipe. " Backfill the pipe with material meeting the requirements of ASTM D2321 Class 1, 11 or III subject to the approval of the Engineer. Backfill shall be placed in six to twelve inch lifts compacted to a minimum 95% standard proctor or as designated by the Engineer. - Trench width should be wide enough to place and compact backfill around the entire pipe. The trench width shall be outside diameter+24' for pipe sizes 12" to 30" and outside tiameter+36" for pipe sizes 36" to 60". LAYING PIPE. Storm drains and culverts shall be constructed on a trench bottom prepared and bedded as shown on the Contract Drawings. Each pipe shag be checked just prior to laying to ensure that it is clear of all dirt and debris and shag be laid true to line and grade as indicated on the Contract Drawings. All joints shall be light and inverts shall be continuous. When pipe is to be laid within the State Highway Right -of - Way it shall also be installed in accordance with requirements of Section 601 of the Vermont Highway Department Specifications. Care shall be exercised when unloading pipe from delivery trucks and moving pipe to its final position. When damaged pipe is rejected by the Engineer, new pipe shall be furnished by the Contractor at the Contractor's expense. Where existing pipe is to be retained or re-laid and it becomes damaged due to the fault of the Contractor, it shall be replaced with new pipe at the Contractors expense. PIPE BEDDING: Pipe bedding shall be as specified in Section 02265 of these Specifications. Reinforced concrete and asphalt coated corrugated metal pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to the spring fine of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings. Plastic pipe shag be bedded from the trench bottom, 6" below Me invert of the pipe, to 6" above the crown of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings, Backfill above the pipe bedding shall be suitable excavated material free of stones larger than 3" and shall be placed according to Section 02265 of these specifications. MANHOLES. CATCH BASINS AND OTHER APPURTENANCES Where indicated on the plans. the Contractor shag furnish and install manholes which meet the requirements of Section 03401 of these Specifications. The Contractor shall also furnish and install catch basins, where indicated on the plans, which meet the requirements of Section 03402 of these Specifications. All manhole or catch basin steps, covers, grates and other miscellaneous metal shag be furnished and installed in accordance with Section 05550 of these Specifications. HEADWALLS. The Contractor shag construct pipe headwalls at the locations shown and in reasonably close conformity with the lines, grades and dimensions shown on the Contract Drawings or as ordered by the Engineer. Headwalls shall be either specifically designed asphalt coated, corrugated galvanized metal end sections or shall be of concrete construction, as shown on the Contract Drawings. If constructed of concrete, all concrete utilized shall meet the requirements for Class B concrete as per Section 03300 of these Specifications. 02530 DEWATERING WORK INCLUDED. The work includes all work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water. The Contractor shall at his expense remove by pumping, draining, bailing or otherwise, any water which may accumulate or be found in trenches and other excavations made under this contract, and shag form all pump wells, sumps, dams, flumes, or other works necessary to keep trenches and other excavations entirely clear of water while pipe lines and structures and their foundations are being built. Newly made masonry shag be protected from damage resulting from dewatering work, by use of canvas, tar paper, or by such other sufficient methods as may be approved by the Engineer. The Contractor shall at all times. have sufficient pumping machinery so that structures will be built in the dry. Excavation and trenches shall be dewatered where necessary by use of stone drains, pipe underdrains, or by use of well points. Pipe used for underdrains shall be of ample size to dewater trench for proper drainage during construction work Pipe shag be corrugated metal, HOPE, or PVC, as hereinafter specified. Areas to be excavated and trenches shall be excavated to such additional depth as required to lay underdrain in a bed of clean gravel or broken stone. If a well point system is used for dewahering excavation, well points shall be spaced and driven to a depth to thoroughly dewater the construction area. All dewatering, regardless of method, shag be accomplished so that adequate bearing capacity of the soil is reached to allow stable support of pipe lines, structures, and foundations. Removal of visual running water in the trench without provision of stable trench bottom support for piping or structures does not constitute adequate dewalering. The Contractor shag furnish, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no structures to be built under this Contract shall move. The Contractor shalt construct noise abatement structures around all pumps or machinery that must run after working hours. These structures must provide adequate sound absorption to prevent disturbance of the public. Water from trenches and excavations shag be disposed of in such a manner as will not cause injury to public health nor to pubic or private property. nor to work completed or in progress, nor to surface of highways, nor cause any interference with use of same by the pubic. No silty, brackish or turbid water from trenches and excavations shag be allowed to discharge directly to a stream or natural drainage course leading to a stream. The turbid water can be discharged onto the ground providing the subsequent tunoff does not create a turbid situation in the stream. Where ground appication creates or is likely to create turbid stream conditions, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site restored to its original condition. 02540 EROSION CONTROL WORK INCLUDED: The Contractor shall carry out his operations in such a manner to give adequate protection to water courses and minimize surface erosion. Within 7 calendar days after Notice to Proceed on the Project, the Contractor shall submit to the Engineer for acceptance, the Contractors proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to erosion, as indicated by the Engineer, or within existing drainage channels unfit the methods of erosion control, to be employed on the project, have been approved by the Engineer. The Engineer has the authority to Omit the surface area of erodible earth material exposed by excavation, borrow and All operations and to direct the Contractor to provide immediate erosion control measures to prevent contamination of adjacent streams or other water courses and areas of water impoundment. These measures shall include but not be limited to, stone check dams, hay bales for mulch and matting. As the excavation proceeds, cut slopes shall be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cut slopes and embankments to the elements shag be as short as practical. Seeding, mulching, installation of erosion control shrubbery or other designed treatment should be initiated promptly and concurrently with the other work. The Contractor will be required to incorporate all permanent erosion control features into the Project at the earliest practical lime as outlined in his accepted schedule. RECEIVED AUG 0 4 2010 City of So. Budin to n If and when conditions develop that will suspend construction operations for any appreciable length of gins, the excavation and embankment areas shag be shaped in such a manner that the runoff of water may be intercepted and diverted to points where least erosion shag result. Slope drains shall be installed as soon as possible to assist in carrying this runoff. If these preventative measures should fail and an appreciable amount of material begins to erode into a river, stream or impoundment, the Contractor shall act immediately to correct and prevent further erosion. Erosion control measures shall be continued unlit the permanent drainage facilities have been constructed and until grass on seeded slopes or specialty installed shrubbery is established sufficiently to be an effective deterrent against erosion. Unless otherwise approved in writingmechanized equipment shall not be operated in live streams except as may be required to construct changes in channel and permanent or temporary structures. Rivers, stream and impoundments shall. as soon as construction will allow, be cleared of all false work, piling and debris caused by the construction operations. The Contractor shag perform all of the storm water and erosion control specifications and details shown on the Contract Drawings including installationmaintenance and removal of temporary dams and inlet protection. 02555 DUCTILE IRON WATERLINES AND RELATED CONSTRUCTION WORK INCLUDED The Contractor shad furnish, install and test all water mains and appurtenances as indicated in the Contract Drawings and Specifications. MATERIALS: Pipes for all waterlines shall be ductile iron pipe of the thickness class designated on the plans. The minimum acceptable thickness pipe shall be the thickness Class designated on the plans. All ductile iron pipe shall be centrifugally cast in molds and shall conform to the latest revision of ANSI Standard A21.51, (AWWA C151) and ANSI Standard A21.11 (AWWA Cl11), Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe Fittings and ANSI Standard A21.10 (AWWA Clio) Grayaron and Ductile Iron Fittings 3 inch through 48 inch of Water and Other Liquids. All ductile iron pipe shall be cement lined and shall conform to ANSI Standard A21.4 (AWWA C104), Cement -Mortar Lining for Ductile Iron Pipe and Gray Iron Pipe and Fittings for Water. All pipe joints, shall be the push -on type, except for joints at fittings and valves which shad be mechanical joint. unless noted otherwise on the plans, All fittings shall have body thickness and radii of curvature conforming to ANSI Standard A21.10 and push - on joints shall conform to Sections 11-2 through 11-5 and 11-7 through 11-8 of ANSI A21.11. The electrical conductivity of the pipeline and attached services shall be maintained at all joints through the use of three brass wedges at each joint or with conduction straps. The electrical conductivity of the pipeline across all couplings. valves, and fittings shag be maintained through the use of conduction straps. No couplings shag be made at any Point on the pipeline or attached services without incorporating provisions to maintain electrical conductivity_ Mechanical joint, ductile iron pipe shag be the thickness Class designated on the plans, and shall be installed where specified on the plans. Mechanical joint ductile iron pipe shall conform to the Specifications for ductile iron pipe, except for fittings which shall be mechanical joint with body thickness and radius of curvature conforming to ANSI A21.10 and mechanical joints which shall be in accord with Sections 11-2 through 11-0 of ANSI A21.11. All pipe and fittings shall be manufactured by U.S. Pipe and Foundry, Co., Clow or an approved equal. INSPECTION AND TESTING OF MATERIALS. AN cast iron pipe and fittings shall be inspected and tested in accordance with the manufacturer's specifications and the aforementioned AWWA Specifications, The Contractor shall furnish for approval, certification from pipe manufacturer that all tests have been performed with satisfactory results. Pipe shah not be installed without the Engineer's approval. HANDLING. Pipe, fittings and accessories shag be carefully handled to avoid damage. Prior to the date of acceptance of the project work by the Owner, the Contractor shall replace any pipe or accessory found to be defective at any fine, including after it has been installed, at no expense to the Owner. The Contractor's attention is called to the fact that the cement lining of the pipe is quite brittle and special care should be taken in handling. All cutting shall be done with a machine having wheel cutters or knives adapted to the purpose except as otherwise approved. All cut ends shall be examined for possible cracks caused by cutting. All pipe showing cracks shall be rejected. If cracks occur in the pipe, the Contractor may, at his expense and with the approval of the Engineer, cut off the cracked portions at a point at least twelve inches from the visible limits of the crack and use the sound portion of the pipe. All pipe and fittings shall be cleared of all foreign matter and debits prior to installation and shall be kept clean until the fime of acceptance by the Owner. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contend Drawings as specified in this section. Each pipe shall be laid true to line and grade and so laid as to form a fight joint with next adjoining pipe. All installation of pipe shall be done in accordance with AVWVA Standard C600. At all times when pipe laying is not actually in progress, the open ends of the pipe shall be dosed by temporary watertight plugs or by other approved means. If water is in the trench when work is resumed, the plug shall not be removed unlit all danger of water entering the pipe has passed. There shall be a nnimum of six feet of cover on all pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at joints shall be within the limits specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported so that no strain will be imposed on the equipment. Of the equipment manufacturers specifications indicate that pipe loads are not to be transferred, the Contractor shall submit certification of compliance). Thrust blocks or properly installed be rods shall be installed on all plugs, lees, and bends deflecting 11-1/4' or more. Care shall be taken to ensure that concrete will not come in contact with flanges, joints or bolts. The required area of thrust blocks are indicated on the Contract Drawings or shall be as approved by the Engineer. In instances where the use of different types of ppes requires joining. the Contractor shad furnish and install all necessary adapters. All trenching safety standards shag be in conformance with any applicable State and Federal guidelines. No wallung on or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted until Apes are backfilled as specified to a depth of 12 inches. PIPE BEDDING AND BACKFILL: Pipe bedding and backfill far all watedines shag be as indicated in Section 02265. Pipeline shall be laid on a prepared bed of 6" of sand or gravel and adjusted for proper alignment and grade. Sand or gravel, as indicated on the Contract Drawings, shad then be placed and compacted to the springline of the pipe (centerline). Backfill with excavated material containing stones no larger than 3" shall then be placed and compacted in 6" rigs to 24" over the pipe crown. Where sub- surface, "in -place" conditions warrant reduced bedding or compactive effort, the Engineer shall make a field determination as to whether the bedding requirements can be reduced. All projects shall use the standard outlined in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall accrue to the Owner. FIELD TESTING: Except as otherwise directed, all pipe Ines shall be tested. Pipe Ines laid in excavation or bedded in concrete and any exposed piping shag be tested prior to field painting. The Contractor shall furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valved section or a maximum of one thousand feet of pipe shall be tested. All water required for testing shall be potable. All testing shall be conducted in the presence of the Engineer. The Contractor shall make the necessary provisions to tap the pipe at the high point to release all air and shag plug same after completing the test. Hydrants or blowoffs located at high points may be used for air release in Neu of taps if approved by the Engineer. The pressure and leakage tests shag be performed as a combined test which shall be for a duration of two hours at 150 % of normal operating pressure or 200 psi, whichever is more, in the line at the lowest elevation. Leakage shag be defined as the quantity of water that must be supplied into the newly laid pipe to maintain the leakage test pressure after the pipe has been filled and the air has been expelled. No installation will be accepted if the leakage is greater than that determined by the formula L - SO (P)^.5 148.000 Where L is allowable leakage in gallons per hour. S is the length of pipe being tested, D is the nominal diameter of the pipe in inches, and P is the average test pressure in pounds per square inch gauge. Should any section of pipe fail either the pressure or leakage tests the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or pints at no expense to the Owner. If for any reason, the Engineer should after the foregoing procedures, the Contractor shall remain responsible for the tightness of the line within the above requirements. DISINFECTION. Chlorination of the water main shag be concluded only after the main has been satisfactorily tested and flushed and a clean stream is obtained as determined by the Engineer. The Contractor shall furnish all labor, equipment, materials and took necessary to disinfect the pipe and appurtenances in accordance with AWWA Standard for Disinfecting Water Mains C651 latest revision. The continuous feed method shall be performed under the supervision of the Engineer. The disinfection process shag be deemed acceptable only after samples of water from the flushed, disinfected main show no evidence of bacteriological contamination based on Health Department testing or testing by another approved lab. VALVES: All valves for waterlines shall meet the requirements of Section 15100. HYDRANTS. All hydrants shall meet the requirements of Section 15109. PIPE INSULATION. In areas where there is insufficient cover (i.e. less than five and one half feet) due to sewer pipes, etc. as indicated on the Contract Drawings, all pipe, fittings, etc. shall be insulated. The insulation shall be of extruded polystyrene and have a minimum thickness of 2 inches and shall be installed in strict compliance with the manufacturer's directions. The insulation shag be Styrofoam SM, and shall meet the compressive strength requirements of ASTM D1621-73 and shag be as manufactured by Dow Chemical Company, Midland, Michigan. RECONNECTION OF SERVICES: All services to the existing water main shall be reconnected to the new main with pipe of equal size, and shall be provided with a corporation stop or valve as applicable. 02556 FORCEMAIN AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shall furnish, install and test all water mains and appurtenances as indicated in the Contract Drawings and Specifications. MATERIALS: Pipe and couplings for all forcemams shall be PVC of the pressure Class 160. All pipe shag meet the requirements of ASTM D2241 or AASHTO M258 section 8.1.2 "Fair, Vinyl Chloride (PVC) Plastic Pipe (SDR-PR)" the Uni-Bell Standard UNI-B-2 -72, and AWWA Standard C900. The pipe shall be manufactured from Class 12454-A or 12454E compounds, with a hydro -static design and basis rating of 4.000 psi at 73.46F and shall conform to ASTM 01784 compound specifications. All pipe shall be manufactured with outside diameters equal to those of ductile iron pipe. All pipe and couplings shall be the pushon type using elastomeric gaskets except for joints at fittings and valves which shall be mechanical joints. Joints shall meet the performance requirements specified in ASTM D3139. INSPECTION AND TESTING OF MATERIALS: All PVC pipe and fittings shall be inspected and tested in accordance with the manufacturer's specifications and the aforementioned AWWA Specifications. The Contractor shag furnish for approval. certification from pipe manufacturer that all tests have been performed with satisfactory results. Pipe shall not be installed without the Engineer's approval. HANDLING. The Contractor shall be responsible for all material furnished by him and shall replace at his own expense all such material found damaged or defective in manufacture. This shall include the furnishing of all material and labor required for the replacement of installed material discovered prior to the final acceptance of work. The Contractor shall be responsible for the safe storage of material until it has been incorporated in the completed project. All pipe and fittings shall be cleared of all foreign matter and debris poor to installation and shall be kept clean until the time of acceptance by the Owner. LAYING PIPE Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings and as specified in this section. Each pipe shall be laid true to ine and grade and so laid as to form a fight joint with next adjoining pipe. AN installation of pipe shall be done in accordance with UNI-8-3-77. Al all times when pipe laying is not actually in progress, the open ends of the pipe shall be closed by temporary watertight plugs or by other approved means. If water is in the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe has passed There shall be a minimum of five feel -six inches of cover on all pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at joints shag be within the limits specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported so that no strain will be imposed on the equipment. Of the equipment manufacturer's specifications indicate that pipe loads are not to be transferred, the Contractor shall submit certification of compliance). Thrust blocks shall be installed on all plugs, tees, and bends deflecting 11-1/4° or more. Care shall be taken to ensure that concrete will not come in contact with flanges, joints or bogs. The required area of thrust blocks are indicated on the Contract Drawings or shall be as approved by the Engineer. In instances where the use of different types of pipe requires pining, the Contractor shag furnish and install all necessary adapters. AN trenching safety standards shall be in conformance with any applicable State and Federal guidelines. PIPE BEDDING AND BACKFILL: Pipe bedding and backfill for all forcemains shall be as indicated in Section 02265. Pipeline shag be laid on a prepared red of 6" of sand or granular pipe bedding and adjusted for proper alignment and grade. Sand or granular pipe bedding, as indicated on the Contract Drawings. shall then be placed or compacted to 6" above the crown of the pipe. Backfill with excavated material containing stones no larger than 3" shall then be placed and compacted in 6" lifts to 24" over the pipe crown. Where sub -surface, in -place conditions warrant reduced bedding or compactive effort, the Engineer shah make a field determination as to whether the bedding requirements can be reduced. All projects shall use the standard outline in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall accure to the Owner. FIELD TESTING: Except as otherwise directed, all pipelines shall be tested. Pipelines laid in excavation of bedded in concrete shall be tested prior to backfilFng or the placing of concrete and any exposed piping shall be tested prior to field painting. The Contractor shall furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valves section or a maximum of one thousand feet of pipe shall be tested. AN water required for testing shall be potable. All testing shall be conducted in the presence of the Engineer. The pressure and leakage tests shag be performed as a combined lest which shag be for a duration of two hours at 150 % of highest working pressure in the section being tested. Test pressures shall no be less than 50 psi at the highest point in the test section, shall not exceed pipe or thrust restraint design pressures, shall not vary by more than 5 psi, and shag not exceed twice the rated pressure of the valves when the pressure boundary of the test section includes dosed gate valves. Each valved section of pipe shall be filled with water slowly and the specified test pressure, based on the elevation of the lowest point of the line or section under test and corrected to test gauge, shall be applied by means of a pump connected to the pipe. Before applying the specified test pressure, air shall be expelled completely from the pipe and valves. All exposed pipe, fittings, valves, and joints shall be examined carefully during the test. Any damaged or defective pipe, fittings. or valves, that are discovered following the pressure test shall be repaired or replaced with sound material and the test shall be repeated. Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the specified test pressure after the air in the pipeline has been expelled and the pipe has been filled. No pipe installation will be accepted if the leakage is greater than that determined by the following formula: L = (N)(D) x (P)A.5 7.400 Where L is the allowable leakage in gallons per hour, N is the number of joints in the length of pipeline tested. D is the nominal diameter of the pipe in inches. and P is the average test pressure during the leakage test in pounds per square inch gage. Should any section of pipe fail the leakage test, the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or joints at no expense to the Owner. If for any reason, the Engineer should after the foregoing procedures, the Contractor shall remain responsible for the tightness of the line within the above requirements. VALVES. AN valves for forcemains shall meet the requirements of Section 15100. PIPE INSULATION. In areas where there is insufficient cover (i.e. less than five and one half feet) the pipe shall be insulated. The insulation shall be of extruded polystyrene and have a minimum thickness of 2 inches and shall be installed in strict compliance with the manufacturers directions. The insulation shah be Styrofoam SM. and shah meet the compressive strength requirements of ASTM 01621 and shag be as manufactured by Dow Chemical Company, Midland, Michigan, 02560 SEWER PIPE LINES AND RELATED CONSTRUCTION WORK INCLUDED. The Contractor shad furnish and install all pipes, fittings and other materials necessary for the installation of gravity sewers, force mains. and all appurtenant construction related thereto including chimneys, service connections. thrust blocks and other related items as indicated on the Contract Drawings and as specified herein. The work shall also include testing and placing the system into satisfactory operation. TYPES OF PIPE. Types of pipe which shag be used for the various parts of work are as follows- a) Gravity Sewers shall be PVC solid wall pipe meeting ASTM Specifications D3034 or F679, or restrained joint PVC pipe meeting AWWA C900, or an approved equal. PVC SEWER PIPE: PVC sewer pipe shad conform in all respects to the latest revision of ASTM Specification D3034, or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR 35. Wall thickness of all PVC pipe shall meet ASTM Specifications for SDR 35 pipe. All pipe and fittings shag be clearly marked as (allows Manufacturers Name and Trademark. Nominal Pipe Size Material Designation 12454C PVC Legend "Type PSM SOR 35 PVC Sewer Pipe" or "PS 41 PVC Sewer Pipe" Designation ASTM D3034 or F679 Joints shall be push -an type using elastomeric gaskets, and shall conform to ASTM 03212. The gaskets shall be factory installed. The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and fully machined fittings shag be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings, field fabricated, saddle type connections will not be considered acceptable. RESTRAINED JOINT PVC SEWER PIPE. Restrained joint PVC sewer pipe shall be C900/RJ PVC restrained joint pipe from Certainleed Corporation or an approved equal. Pipe shall conform in all respects to the latest revision of AW WA Specification C900, Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. through 12 In. The restrained joint pipe system shag also meet all short and long term pressure test requirements of AWWA C900. Pipe, couplings, and locking spines shall be completely non-metallic. Pipe and couplings shag be made from unplasticized PVC compounds having a minimum cell classification of 12454, as defined in ASTM 01784. The compound shag qualify for a Hydrostatic Design Basis (HOB) of 4000 psi for water at 73.4°F, in accordance with the requirements of ASTM D2837. Nominal outside diameters and wall thicknesses of restrained joint pipe shall conform to the requirements of AWWA C900. Pipe and couplings shall be legibly and permanently marked in ink with the following minimum infornation: Pipe Nominal pipe size PVC Dimension ratio AW W VUL pressure class AWWA C900-07 Manufacturer's name or trademark and production record code Couplings Nominal size PVC AW WANL pressure class AWWA C900-07 Manufacturer's name or trademark Joints shall be joined using non-metallic couplings to form an integral system for maximum reliability and interchangeability. High -strength, flexible thermoplastic spines shall be inserted into mating, precision machined grooves in the pipe and coupling to provide fug 360' restraint with evenly distributed loading. Couplings shag be designed for use at or above the pressure class of the pipe with which they are utilized, and shall incorporate twin elastomeric sealing gaskets meeting the requirements of ASTM F477. Joints shag be designed to meet the zero leakage test requirements of ASTM D3139. Pipe and couplings shag be homogeneous throughout and free from voids, cracks, inclusions and other defects, and shall be as uniform as commaircialty practicable in color, density and other physical characteristics. Every pipe and machined coupling shag pass the AWWA C900 hydrostatic proof test requirements of 2 times the pressure class for 5 seconds. Unfit such time as UL standards are harmonized with AWWA. UL requirements shall be used which are 4 times the UL pressure class for 5 seconds (4'150=600 psi, 4'200=800 psi). Sufficient numbers of short lengths and fully machined fittings shag be provided for use at manholes, chimneys, and connections. AN connections will require the use of manufactured filings, field fabricated, saddle type connections will not be considered acceptable. Any pipe or fitting having a crack, or other defect, or which has received a severe blow shall be marked rejected and removed at once from the work site. All field cuts are to be made at 90" to the pipe centerline. The contractor shall bevel the cut end to the same angle as the factory bevel, remove all interior buns. measure and place a homing mark on the pipe before assembling. The pipe installed under this specification shall be installed so that the initial deflection, measured as described below, shall be less than 5%. Deflection tests shall be performed on all flexible pipe after the final backfill has been in place for at least 30 days. The deflection test shall be run using a rigid bag or mandrel having a diameter equal to 95% or the inside diameter of the Pipe. No mechanical putting devices shall be used during the deflection tests. All pipe not meeting the deflection test shall be re -excavated and replaced at the Contractors expense. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. The Contractor will subrrA certification that the materials of construction have been sampled, tested, inspected and meet all the requirements including wall thickness in accordance with ASTM D3034 or ASTM F679 or AWWA C900, as applicable, for all pipe and fittings to be included in the project work. All pipe shall be installed in strict accordance with manufacturer's installation instructions. PVC pipe shag not be installed when the temperature drops below 32'F or goes above 100'F. During cold weather, the flexibility and impact resistance of PVC pipe is reduced. Extra care is required when handing PVC pipe during cold weather. LAYING PIPE. Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. All pipe shall be carefully cleaned just before laying. Each pipe shall be laid true to fine and grade so laid as to form a fight joint with next adjoining pipe and to bring inverts continuous. Where the plans require service connections, Y-branches with 6 inch spurs shag be installed in the sewer main. Flexible pipe gaskets are required as per this section. No walking on or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted unfit pipes are backfilled as specified to a depth of 12 inches. During construction all openings to pipe lines shag be protected from entrance of earth or other material. Open ends of branches and pipes when completed shall be sealed with stoppers or by equally effective methods. Where new pipes are to join existing ones, the Contractor shag do such work as is necessary to make connections. FROST PROTECTION FOR SHALLOW SEWERS. Sewers with less than 5-12 feet of cover over the crown or where indicated on the plans shall be protected against freezing by installation of 2" thick Styrofoam SM insulating sheets with a width of 3 feet or twice the pipe diameter, which ever is greater. The sheets shad be placed 6" above the crown of the sewer after compaction of the 6" lift immediately above the crown has been made. Care shall be exercised by the Contractor during backfill and compaction over the styrofoam sheets to prevent damage to the sheets. Styrofoam SM sheets shall meet the compressive strength requirements of ASTM D1621 and shall be as manufactured by Dow Chemical Company, Midland Michigan. LEAKAGE TESTS AND ALLOWANCES FOR GRAVITY SEWERS: The low pressure air test will be used to simulate infiftration m exfiltration rates into or out of ad gravity Acceptance of the sewer shall depend upon the satisfactory performance of the se under test conditions. The test shag be performed on pipe between adjacent manholes after backfildng has been completed and compacted. AN wyes, tees, laterals, or end of side sewer stubs shag be plugged with flexible -joint caps, or acceptable alternate, securely fastened to withstand the internal test pressure. Such plugs or caps shall be readily removable, and their removal shag provide a joint suitable for making a flexible -jointed lateral connection or extension.. Prior to testing for acceptance, the pipe should be cleaned by passing through the pipe, a full gauge squeegee. It shag be the responsibility of the Contractor to have the pipe clean Immediately following the pipe cleaning, the pipe installation shag be tested with low- pressure air. Air shag be slowly supplied to the plugged pipe section until the internal air pressure reaches 4.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further. The pipe line shall be considered acceptable, when tested at an average pressure of 3.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe. if. (1) the total rate of air loss from any section tested in its entirety between manhole and cleanout structures does not exceed 2.0 cubic feet per minute. or (2) the section under test does not lose air at a rate greater than 0.0030 cubic feet per minute per square foot of internal pipe surface. The requirements of this specification shall be considered satisfied if the lime required in seconds for the pressure to decrease from 3.5 to 2.5 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe is not less than that computed awarding to ASTM C828. Minimum Test Time for Various Pipe Sizes Nominal Time Nominal Time Pipe Size min./100 it Pipe Size min 100 it 3" 0.2 21" 3.0 4' 0.3 24' 3.6 6" 0.7 27' 4.2 8" 1.2 30" 4.8 10" 1.5 33' 5.4 12' 1.8 36" 6.0 15" 2.1 39" 6.6 18" 2.4 42" 7.3 If the pipe installation fails to meet these requirements, the Contractor shall determine at his own expense, the source or sources of leakage, and shag repair (f the extent and type of repairs proposed by the Contractor appear reasonable to the Engineer) or replace all defective materials or workmanship. The completed pipe installation shall meet the requirements of this test before being considered acceptable. Since this test does not determine the tightness of manholes, they shall be tested separately. The exfiltration leakage allowance out of manholes shall be no greater than 1 gallon per day per vertical foot to depth. The manhole shall be filled with water to a pant 1 foot above the highest joint between manhole sections. In areas of high ground water, there shag be no visible leakage due to infiltration. Vacuum testing of manholes shall also be considered acceptable using the following guidelines: The test shall be done after assembly of the manhole. The manhole to pipe connection shag be flexible. A 60 inchAb. torque wrench shag be used to tighten the external clamps. AA hit holes shag be plugged with a non -shrink mortar. as approved by the Engineer. The seal between manhole sections shall be approved, preformed flexible mastic per ASTM C923. The completed manhole shall not be backfilled prior to testing. Manholes which have been b"Iddled shall be excavated to expose the entire exterior prior to vacuum testing or the manhole shag be tested for leakage by means of a hydrostatic test. Interior piping and plugs shall be adequately braced to prevent movement. A vacuum of to" of Hill shall be drawn within the manhole. The manhole shag pass the test if the vacuum remains between 10' Hg and 9" Hg for at least two minutes. Where applicable, all existing sanitary sewers shall be kept operational until new work has been tested and approved by this Engineer. At such time existing sewers and sewer services shag be connected to the new sewers. CLEANING OF PIPELINES AND APPURTENANCES: Upon completion of construction, all dirt and other foreign material shag be renwved from pipe lines and their appurtenant construction. No materials shall be left in the pipe Ines to impede normal flow through them. SEWER SERVICE CONNECTIONS Where required on the plans, sewer service connections shall be constructed of 6 inch pipe unless otherwise noted on the plans, of the type material specified under this section. The pipe shall be laid and its joints made as required for sewer construction in this specifications. Open ends of pipe shall be properly sealed to prevent damage and intrusion of foreign matter where hookup to the RECEIV ED AUG 0 4 2010 City of So. Budin9 ton building sewer is not co -dent win sewer main construction. Additionally, the Contractor will provide a stable temporary marker approved by the Engineer, such as a 2" x 4" or 1-112" PVC pipe, from the sewer service invert up to and protruding no more than i" above finished grade and seated securely into the ground, for ease in relocating the and of sewer service connection for hooking up the building sewer. In the case of reconnection of existing services, such reconnections will be made only after the new sewer main has been completed, tested and accepted. 02620 CAST4N-PLACE CONCRETE CURB This work shall consist of the construction or resetting of curb and the construction of gutters or combinations of curb and gutters in accordance with these specifications and in reasonably close conformity with the fines, grades and dimensions shown on the plans or as ordered by the Engineer. Excavation shag be made to the required depth and the base material upon which the curb is to be set shall be compacted to a firm, even surface. AN soft and unsuitable material shall be removed and replaced with suitable material which shall be thoroughly compacted. Curbs shall be constructed of 3.500 psi. concrete, all work shall conform to Section 03300, Cast -In -Place Concrete. Approved (orris shall be of metal, straight or curved as required, free from warp and of such construction that there will be no interference to the inspection of grade or alignment. All forms shall extend for the entire depth of the curb and shag be braced and secured sufficiently so that no deflection from alignment or grade will occur during the placing of the concrete. AN curb to be installed on a radius of two hundred feet or less shall be formed and cast so that the face of curb is constructed true to the radius indicated on the Contract Drawings unless otherwise approved by the Engineer. Curbing to be installed on a radius greater than two hundred feet may be jointed and cast in straight sections having a length of ten feet unless otherwise specified by the Engineer. Compaction of concrete placed in the forms shag be by spading or other approved methods. Forms shall be left in place for 24 hours or unfit the concrete has set sufficiently so that they can be removed without injury to the curbing. Upon removal of the forms, the exposed curbing face shall be given a rubbed finish, Curbing shall be constructed in sections having a uniform length of ten feet, unless otherwise ordered. Sections shall be separated by open joints 1/8 inch wide except at expansion joints. Expansion joints shall be formed using a Preformed expansion joint filler having a thickness of 114 inch. They shall be constructed at 20 foot intervals of as directed by the Engineer. When the curb is constructed adjacent to of on concrete pavement, expansion joints shall be located opposite or at expansion joints on the pavement. Immediately upon completion of the rubbing, the curbing shall be moistened and kept moist for 7 days or the curbing shall be cured by using a liquid membrane -forming compound. The method and details of curing shall be subject to the approval of the Engineer. After the concrete has set sufficiently, the spaces in front and back of the curb shall be filled to the required elevation with layers of not more than 6 inches of the same material as the bedding and thoroughly compacted. Curing and Sealing Compound Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound non -yellowing, slip resistant, gloss. The compound shag be applied per manufacturer's specifications. 02630 CEMENT CONCRETE BITUMINOUS CONCRETE, OR GRAVEL WALKS WORK INCLUDED: The Contractor shall be responsible for construction or repair of all new or existing Portland Cement concrete, bituminous concrete or gravel walks as shown on the Contract Drawings or as directed by the Engineer. PORTLAND CEMENT CONCRETE WALKS MATERIALS. Gravel for walk base shah be the thickness as shown on the Contract Drawings and shall conform to the following gradation. Percentage by Weight Grading Sieve Designation Passim Square Mesh Sieves FINE 2- 100% 1.12' 90%- 100% No.4 30%-60% No. 100 0%-12% No. 200 0%-6% The percent of wear of the crushed gravel shall be not more than 40 when tested in accordance with AASHTO T96 or ASTM C131. At least 30 percent, by weight, of the material coarser than the No. 4 sieve shall have at least one fractured face. Concrete shall be 3,500 psi strength. CONSTRUCTION: Excavation shall be made to the required depth and width to allow placing of base material and installation and bracing of form work, Base material shag be placed to the depth and section shown on the Contract Drawings. When the layer exceeds 6" in thickness layers of equal depth, not to exceed 6", shag be placed and compacted individually. Wetting of the gravel may be necessary to obtain adequate compaction. Forms shall be metal or wood and shall extend the full depth of the concrete. Forms shall be either straight or curved as required and shall be adequately braced to prevent movement. Concrete shall be placed over the compacted gravel base, shall be thoroughly worked to remove air voids and shall be floated smooth. After initial set. the edges shall be rounded to a 114" radius and the surface shad be broom finished across the width of the walk. Expansion joints shall be placed every 20' and adjacent to all appurtenances such as manhole frames or valve boxes. Preformed pint fifer, 1/4" thick, shall be cast in the expansion joints. Every 5' between expansion joints, dummy joints shall be scored with a jointing tool, These grooves shall be 118" wide and 1/3 the depth of the slab. Where the walk is adjacent to curbing, 4 mil polyethylene shall be placed between the curb and sidewalk. The walk shall be cured by placement of plastic film over the surface or by application of an approved curing compound. During the curing period, barricades may be required to prevent damage. Any damage incurred shall be repaired at the Contractor's expense. After the walk has property cured, the spaces on each side of the walk shall be backfilled, compacted and graded. Curing and Seeing Compound. Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type 1, Class A acrylic concrete curing and sealing compound non-yellowng, sip resistant, gloss. The compound shall be applied per manufacturer's specifications. BITUMINOUS CONCRETE WALKS MATERIALS: Gravel base shall be as specified under Portland Cement concrete walks and shall be as shown on the Contract Drawings. Bituminous concrete shad be Type IV as shown on the Contract Drawings and as specified in Section 02650 of these specifications. CONSTRUCTION: Excavation and placement of base shad conform to the requirements under Portland Cement concrete walks. Grade control fours such as 2x4's or other suitable devices shall be used when hand methods are used to place the bituminous concrete, These shall be securely anchored in place along each edge to provide a true grade and constant width. Placement and compaction of walks shad be done according to Section 02650 of these specifications. GRAVEL WALKS MATERIAL: Base gravel shall be as specified under Portland Cement concrete walks and as shown on the Contract Drawings. A 1-12" thick surface layer of stone chips and stone dust equal to "Sur -Pack' or No. 2 Peastone, as produced by F.W. Whitcomb Corp., shad be used on the top surface. CONSTRUCTION. Excavation and base placement shall be as specified under Portland Cement concrete walks. After the base gravel has been placed, compacted and graded, the Sur -Pack shad be spread, smoothed and compacted to form a hard, even walking surface. The finished surface condition WAN be subject to approval by the Engineer. 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shag consist of furnishing and placing one or more courses of approved gravel, crushed gravel, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, in accordance with these specifications as shown on the plans or as ordered by the Engineer. CONSTRUCTION: The subbase material shall be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrade will not be permitted. A bulldozer may be used in Neu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited. Should segregation occur during the placing of the subbase, the Contractor shall be required to remove and replace the material or manipulate it until uniform grading is obtained. If material below subgrade becomes intermixed with the subbase, resulting in an unacceptable product, the mixture shall be removed and replaced with new subbase material. The maximum lift thickness for all subbase materials is 12". Where the finished depth of the subbase is to be greater than 12", it shall be placed and compacted in two or more figs of approximately equal thickness. In the placement of lifts all joints shall be Its at least 6 inches. After each lift of subbase material is placed it shall be thoroughly compacted by rolling with an approved power roller weighing not less than 10 tons or by other methods approved by the Engineer. A power grader shall be used to obtain a true and even surface during compaction. All holes or depressions found during the compacting shall be filled with additional subbase material, reworked, and compacted in close conformity to the fines, grades and cross -sections shown on the Contract Drawings. If required, water shall be uniformly applied over the subbase materials during compaction in the amount necessary for proper consolidation. When it is necessary to maintain traffic over the subbase, one hag of the width shall be constructed at a time. The half under construction shall have the subbase material placed and compacted before opening to traffic. Subsequent traffic damage to the material shall be entirely the Contractors responsibility. If the subbase loses its shape, the Contractor shall loosen, regrade and compact as necessary. The end of each section of a different depth of subbase shall be tapered for a distance of approximately 25 feet. In the event the project shoulders are to remain unpaved, subbase or other designated material shall be placed in the shoulder area after final roadway paving is placed. Gradation Requirements: Sand for subbase shall meet the following requirements Percentage by Weight Sieve Desianation Passina Total Samole 12' 100% No. 4 90%- 100% No. 10 60%-90% No. 40 20%-40% No. 200 0%-8% Dense Graded Crushed Stone subbase shall meet the following gradation requirements' Percentage by Weight Sieve Designation Passing Total Sample 3-12" 100% 3' 90%-100% 2' 75%-100% 1" 50%-80% 1/2" 30%-60% No. 4 15% - 40 % No. 200 0% - 6% Plant Mixed Gravel for subbase shall meet the following requirements. Percentage by Weight Sieve Designation Passing Total Sample 2' 100% 1-1/2' 90%-100% No.4 30%-60% No. 100 0%-12% No. 200 0%-6% Gravel for Fine Grading' of subbase shad meet the following requirements: Percentage by Weight Sieve Designation Passing Total Sample 3/4" 100% /2' 95%- 100% 318" 80% - 95% No.4 50%-70% No 30%-50% No. 16 20% - 40% No. 30 15% - 35% No. 50 10% - 30 % No. 100 5% - 20% No. 200 2 % - 10 % ' #2 Peastone, as supplied by Frank W. Whitcomb Construction Corp. or "Shur Pak' Aggregate for plant mixed gravel and dense graded crushed stone shall consist of clean, hard, crushed stone or crushed gravel. The blending of crushed stone and crushed gravel may be permitted if, in the opinion of the Engineer, the materials to be blended are equal in quality and are compatible. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is as shown above. The aggregate shall be reasonably free from dirt, deleterious material and pieces which are structurally weak and shall meet the following requirements: 02650 BITUMINOUS CONCRETE PAVEMENT GENERAL. AN road work and paving shall conform to the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction. 02820 FINAL GRADING, TOPSOIUNG AND SEEDING WORK INCLUDED. The Contractor shall be responsible for final grading, topsoiling, seeding, and establishing a healthy grass within the contract limits or as directed by the Engineer. Restoration shag occur within 7 days of the time the work is ready to receive topsoil. GRADING AND TOPSOILING AND SURFACE PREPARATION: Where required, areas to be finished with topsoil shall be cleaned of all stones, debris and other kinds of rubbish. After areas have been brought to proper subgrade and approved by the Engineer, topsoil shall be spread to a depth of 4", due allowance being made for settlement. Topsoil shad not be hauled over, tramped over or packed in, in any way, and shad be left in a loose and friable condition. All topsoil shall be free from subsoil, gravel, roots and stones. Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch. Any mechanical operation may be used which will place the lmestme, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. FERTILIZATION. The fertilizer shall be a standard commercial grade fertilizer and shall conform to the requirements of the State Fertilizer Law and to the Standards of the Association of Official Agricultural Chemists. Dry fertilizer, if used, shall be furnished in new, clean, sealed and properly labeled bags not exceeding 100 pounds each. Caked or damaged fertilizer shall not be used. Dry ferbizer shall contain not less than 10 percent nitrogen, 20 percent phosphate, and 10 Percent potash and shall be applied at the rate of 850 pounds per acre. Liquid ferfifizer if used in feu of dry fertilizer, shall be applied in 1:2:1 ratio with the minimum rate to include 50 Pounds of nitrogen, 100 pounds phosphate, and 50 pounds of Potash per acre. The limestone shall be a calcitic or dolomitic ground limestone containing not less than 85% of total (calcium or magnesium) carbonates. The limestone shall conform to the requirements of all state and federal regulations and to the Standards of the Association of Official Agneudural Chemists. The limestone shad be furnished in new. clean, sealed and properly labeled bags not exceeding 100 pounds each. Caked or damaged limestone shad not be acceptable. The limestone shall be applied at a rate of 1 ton per acre or as directed. Pelletized lime is recommended. SEED MIXES: The specific seed nixes to be utilized on this project are indicated in Section 01010 of these specifications. All mixes for this project are available from L.D. Oliver Seed Co., through local distributors. Urban Mix Lbs. Live Seed % by Weigh[ cer Acre Name 37.50 45 Creeping Red Fescue (Var. such as Pennlewn) 31.25 37.5 Kentucky Bluegrass (Cortxnon) 31.25 37.5 Writer Hardy, Perennial Rye Grass (Var. such as Pennfine, Manhattan or similar vanebes) 100 120 Swale Mix Lbs. Live Seed by Weight par Acre Name 47.0 20 Creeping Red Fescue 47.0 20 Tell Fescue 6.0 2 Redtop 100.0 42 Conservation Mix Lbs. Live Seed % by Weight per Acre Name 35.0 35 Creeping Red Fescue 23.0 23 Kentucky Bluegrass 15.0 15 Annual Rye 11.0 11 Winter Hardy, Perennial Rye Grass (Var. such as Pennfine, Manhattan or similar varieties) 6.0 6 White Clover 10.0 10 Highland Sentgrass 100 100 All seed shag not exceed 1% in weed content. A guaranteed statement of composition from the dealer most be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the seed has been applied, lawn areas shall be lightly raked to mix seed with the soil and rolled with a fight -weight roger to the satisfaction of the Engineer. MULCHING. Within 24 hours of application of fertilizer, lime and seed, the surface shag be mulched with a hay mulch. Mulch shall consist of mowed hay property tree from swamp grass, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shall be acceptable to the Engineer. Spreading by mechanical spreading devices may be used if approved by the Engineer. The application of mulch shall be made in such a manner that lumps and thick spots are avoided. When deemed necessary, mulch shall be anchored by a light coating of brush or tree branches, use of stakes, twine, netting or other methods approved by the Engineer. WATERING AND PRESERVATION OF GRASS COVER. All seeded areas shag be watered and maintained to the satisfaction of the Engineer. Within two weeks after the grass has come up, any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way, shag be reseeded as before. The grass cover shall be inspected again by the Engineer and Contractor during the month of May following completion of the work. Any areas where grass seed has not germinated property or where the surface has been washed or damaged in any way shall be topsoiled and re -seeded as before. 03300 WORK INCLUDED. Work of this section includes the furnishing and placing of plain or reinforced concrete and reinforcing steel for all work indicated on the Contract Drawings, required by these Specifications or hereinafter specified by the Engineer. MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a list of all materials that he is planning to use along with names of manufacturers and the name of the concrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop drawings, lists or reports to the Engineer. 'Cement: Portland cement Type II shall conform to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shall be obtained from only one source and shall be used exclusively for all concrete to assure a uniform color. Fine Aggregate. Sand for concrete work shall conform to ASTM Specification C33 and shad be composed of dean, hard, durable, uncoated, natural grains, free from sift, loam and day. Coarse Aggregate. Coarse aggregate shall be dean gravel or crushed stone conforming to ASTM Specification C33. Maximum size aggregate for walk, structural slabs, slabs -on -grade, beams and columns shall be 3/4" maximum size aggregate for other sections 6" thick and thinner shall be 12". Largest permissible aggregate. according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS 8 DESIGN OF MIXES: Testing of Concrete The Contractor shall furnish to the Engineer at his own expense, any samples of concrete and/or of the ingredients in the concrete, upon request or as specified below. All tests made at the direction of the Engineer shag be performed at the Contractors expense. Three (3) weeks or more, in advance of the time when the placing of the concrete is expected to begin, the Contractor shall inform the Engineer as to the source of the concrete ingredients. If directed by the Engineer, the Contractor shall deliver samples to such laboratory as the Engineer may designate to permit the making of necessary tests. During the progress of work, field test cylinders shall be made and cured by the Contractor in accordance with ASTM Standard C31 or AASHTO T23 and in the number of four from every pour or part thereof. The four (4) cylinders shall be taken at least at two (2) different times during the pour. The Contractor shall deliver the cylinders promptly to such testing laboratory as the Engineer may so designate. Testing of cylinders in the laboratory shall be done in accordance with ASTM Standard 039 or AASHTO T22. Slump tests shall be made by the Contractor as directed by the Engineer in accordance with ASTM Standard C143 or AASHTO TI 19. Slump shall be between a one (1) inch minimum and four (4) inches maximum. The Contractor will be required to furnish a standard slump cone and rod to be kept on the job at all fines. Slumps shag be taken by the Contractor and witnessed by the Engineer in accordance with 'Standard Method of Slump Test for Consistency of Portland Cement Conaete,' ASTM designated C143 or AASHTO T119. Slump tests shag be made on each batch tested. Au content of air entrained concrete shall also be determined when specimens are taken in accordance with ASTM Specification C231 or AASHTO T 52. Duplicate reports on all tests shag be submitted Promptly to the Engineer with another copy going directly to the Contractor. The Contractor. in conjunction with the Engineer, shall nofify the independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shall submit weekly reports to the Engineer and independent laboratory on total amount of concrete placed during preceding week, also indicating locations. 1/uhen there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to have tests made by an approved independent testing and inspection laboratory. Such testing shag be in accordance with the "Standard Methods of Securing, Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths' (ASTM Designation C42 or AASHTO T24) or Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required. The criteria for acceptability of the concrete under the latter shag be that given therein, and final acceptance shall be required from the Engineer. Concrete failing to meet requirements of the Contract documents will have to be replaced at the Contractors expense. Design mixes wig be prepared for each type of concrete and an independent testing fadity acceptable to the Engineer will be utilized to prepare and report proposed design mixes. Mixes wig be proportioned by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrete required. The Contractor will ensure that the requirements of ACI 211.1 are complied with and reports of rnix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance With normally accepted standards. AN materials used shall be so proportioned as to produce a we"raded mixture or high density and maximum workability with as specified 284ay compressive strength of 4,000 psi. Minimum cement content shag be 564 lbs. per cubic yard Wth a maximum water -cement ratio of 0.48. Air content shag be 6% (21 percent). Class 8 concrete shall be structural concrete with a minimum 28- day compressive strength at 3,500 psi, MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shall conform to requirements of standards as fisted under'General", this Specification, and to stipulations of this section. Before placing concrete, all debris, water, snow, ice, are to be removed from the space to be occupied by concrete. Do not place concrete on frozen ground. Concrete shag be thoroughly compacted during placing operation and shag be thoroughly worked into comers and angles of forms and around reinforcement by use of spades. Vibrators shag be used to compact all concrete, but not until concrete is in final place. Extreme care shall be exercised to ensure that concrete will be carefully and thoroughly worked into position around all watemtops so that waterslop will end up being perpendicular to joint surface through which N extends. Vibrators shag not be used to move concrete. Concrete shall be cured as follows: Horizontal surfaces shag have curing and sealing compound applied. Holding forms in place wig constitute curing. If permitted by the Engineer to strip forms sooner than as specified, concrete shall be immediately cured for balance of period as directed. It shag be the Contractor's responsibility to protect fresh concrete from freezing. Details of covering, insulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shag be subject to his approval. Use of admixtures, addition of extra cement, heating of materials, subgrade preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined in Recommended Practice for Cold Weather Concreting ACI 306. it minimum temperatures as specified in Table 1.4.1 of this reference are not maintained, formwork and shoring for structural concrete shall not be stripped unfit the Contractor can satisfy the Engineer that concrete has attained 65% of the required 28 day strength. The Contractor shag record temperature daily as outlined in Proposed Recommended Practice for Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shag not be allowed to exceed 850F, conforming to ACI 305. RECEIVED D AUG 0 4 2010 City of So. Burlington PIZZAGALLI PROPERTIES, LLC P.O. BOX 2009 I MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT TECHNICAL SPECIFICATIONS Donald L. Hamlin Canso t&W Fngmeers, Inc. fie Pied SMef 6sxr lurrchen. Y M 16 03401 PRECAST CONCRETE MANHOLES The Contractor shag construct reinforced concrete manholes and drop manholes to the dimensions and at the locations shown on the Contract Drawings. All precast reinforced concrete manhole sections shall conform to the latest version of the ASTM Specifications C478 or AASHTO M199. The footings may be either with cast -In -place, with Class 8 concrete, or pre -cast and shall conform to the dimensions indicated on the plans. Shelves shall be constructed with Class B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shag be as shown on the plans and details and shag be constructed of hard burned brick and mortar or, for straight runs. segments of pipe cut in half longitudinally. Inverts shall have the exact shape of the sewer to which they are connected and any change in size or direction shall be gradual and even. All construction of sewer manholes must be carried out to ensure watertight work. Any leaks in manholes shall be completely repaired to the satisfaction of the Engineer or the entire structure shag be removed and rebuilt. All manholes shag be provided with cast-iron manholes frames and covers as specified under Section 05550. AN manholes are to be provided with copolymer polypropylene steps with grade 60 steel reinforcement. These steps will have a minimum pullout strength of 1.500 lbs. Precast risers and base for manholes shag conform to ASTM Specification C478 or AASHTO M199. The pipe opening in the precast manhole riser shall have a castJn-place flexible gasket or an equivalent system for pipe installation, as approved by the Engineer. Joints between manhole risers shall be soft Butyl joint sealer (rope torn). The manhole cover frames shall be set to final grade only after the base course paving has been completed. Manholes shag be constructed to grade with precast concrete riser rings. All manhole lift holes shag be grouted inside and out with expandable grout. All invert brickwork for precast concrete manholes shall meet the requirements of Section 04211. 03402 PRECAST CONCRETE CATCH BASINS WORK INCLUDED: Shag include all work necessary to supply and place concrete catch basins as shown on the Contract Drawings. This is to include excavation, backfill and all other required operations to property install the catch basins. Catch basins shag be constructed of reinforced concrete and shall be provided with cast iron frames and grates as indicated on the Contract Drawings and as specified in Section 05550. Precast risers and base sections shall conform to ASTM C913, latest edition. Frames shag be brought to grade with precast concrete riser rings and shall be set in a full bed of mortar. Joints between pipes and catch basin base sections shall be sealed with boots for pipes 36" in diameter or smaller and with cement mortar for pipes larger than 36" in diameter, smoothed on the inside and bug up with a heavy bead of excess mortar on the outside. The grating frames shall be ant to final grade only after the base course paving has been completed. 04"0 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on block or brick masonry units under this contract. All masonry units shall be laid in mortar as described in this section, unless specified otherwise. MATERIALS: Mortar used in masonry construction shall be highly plastic with high water retentivity and shall consist of, by volume, 1 part Portland Cement, 12 part to 1/4 part hydrated lime putty and 2-1/4 to 3 times the sum of the volumes of cement and lime putty for sand. Mixture may be adjusted slightly for workability. Cement. Shall be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type II, and to be of a color approved by the Engineer. Ume. Shall be a double hydrated, high calcium lime, conforming to the latest revision of the ASTM Specification 0207SS, Type S. Lime putty shall be a stiff mixture of time and water. 114211 BRICK MASONARY FOR MANHOLES CATCH BASINS 8 SIMILAR UNDERGROUND STRUCTURES WORK INCLUDED. The Contractor shall provide and install brick masonry where indicated on the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Each brick shag be wetted and completely bedded in mortar at its bottom, sides and ends in one operation, care being taken to fill every joint. Brickwork shag be well bonded and joints shall be as close as practicable. No brick masonry shag be laid in water nor shag any water be allowed to rise on or around any brick masonry unfit it has set at least 24 hours. No masonry shall be laid in freezing weather. The brick used to construct manhole inverts shall be good, sound, hard and uniformly burned, regular and uniform in shape and size. Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO M191 latest version and shall be Grade SS. Brick masonry shall be laid in Portland cement mortar composed of one part Portland cement and two parts of sand, measured by volume, to which not more than 10 pounds of lime shag be added for each bag of cement. The cement shag be as specified in Section 03300. Water for mortar shaft be clean and only an amount sufficient to produce a workable mortar shall be used. Mortar shag be used within one hour from the time the cement was added to the mix. The sand for mortar for beck masonry shall be uniformly graded, clean, sharp and contain no grains larger than will pass a 118 inch mesh screen. 05550 MISCELLANEOUS METALS FOR MANHOLES AND CATCH BASINS WORK INCLUDED, The Contractor shall install manhole frames and covers as outlined and at locations indicated on the plans or as directed by the Engineer. MANHOLE FRAMES AND COVERS. Manhole frames and covers shall conform to standards as designated on the Contract Drawings. Frames and covers shall be of tough, gray, cast iron. Casting shag be true pattern and free from Nava. Bearing surfaces of manhole frames and covers against each other shall be machined to give continuous contact throughout their entire circumference. All iron castings shag be thoroughly cleaned and then coated with hot tar before being delivered. Frames and covers shall be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings. Manhole cover shall be marked "Sewer" or "Storm -Sewer or "Water" as required. The Contractor shaft provide water -proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES: Catch basin grates shall be as designated on the Contract Drawings_ CLEANOUT FRAMES AND COVERS Cleanout frames and covers shall be of lough, gray, cast iron. Casting shall be true to pattern and free from flaws. The bearing surface of cleanout frames and covers against each other shall be machined to give continuous contact throughout their circumference. All iron castings shall be thoroughly cleaned and then coated with hot coal tar before being delivered. 07200 INSULATION WORK INCLUDED: The Contractor shall be responsible for furnishing and installing all insulation of the types, thickness and in the locations as shown on the Contract Drawings or as required by the Engineer. RIGID INSULATION. Rigid panels of expanded polystyrene insulation shall be furnished and installed. in the thickness and in the locations as shown on the Contract Drawings. Care should be taken during all phases of handling to ensure that panels are isolated from sources of fire or high heat since polystyrene is a highly flammable material. 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shall provide and maintain, throughout the project, acceptable warning, direction, and detour signs at all closures, intersections, and along the construction and detour routes, directing the traffic control around the closed portions of the highway so that the temporary detour route or routes shall be indicated clearly throughout its or their entire length. All barricades, warning signs, lights, temporary signals and other protective devices most conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S. Government Printing Office. In the event that the Contractor neglects to satisfactorily install and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to have such installations made and the cost thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shall be established on a semi -permanent basis and shall be reflectorized, installed, and arranged as approved by the Engineer. 15100 VALVES AND VALVE BOXES WORK INCLUDED Work of this section pertains to the valves and valve boxes to be utilized on all new or reconstructed waterlines, at the locations shown on the Contract Drawings or as directed by the Engineer. VALVES. Valves 3" to 12" in diameter shall be resilient -seated gate valves meeting all applicable requirements of AWWA C509, as manufactured by the Clow Corporation or an approved equal. The resilient wedge shall be pemhanently bonded to meet ASTM D429 testing for rubber metal bond. Valves greater than 12" in diameter shall be double disc gate valves meeting all applicable requirements of AWWA C500, as manufactured by Clow Corporation or an approved equal. All valves shall have non -rising stems and open left. All valves shall have mechanical joints in accordance with AWWA C110. A two inch, AWWA operating nut shag be provided on all valves. A T-handled wrench extending a minimum of 24" and a maximum of 48" above the ground shall be supplied to the Owner to open all valves. The minimum working pressure shall be 200 psi. The Contractor shag provide manufacturer's certification of satisfactory hydrostatic testing of 400 psi with shutoff test of 200 psi. There shall be zero (0) leakage (bubble tight) at the 200 psi test. Valves to be used in wet tap process and the installer, must be approved by the Engineer prior to installation. VALVE BOXES: Valve boxes are to be installed on all buried valves. The boxes shall be cast iron with a minimum 5-7/4" diameter and long enough to extend from the valve to finished grade. The boxes shall enclose the operating nut and the stuffing box of the valve. Valve boxes shall not transfer bads into the valve. Covers shall be close fitting and dirt fight with the top of the cover flush with the top of the box nm. Covers shall be marked 'water' with an arrow indicating the direction of the opening. Valve boxes shall be manufactured by the Mueller Co., or an approved equal. TAPPING SLEEVES AND TAPPING VALVES All materials used when tapping a water transmission or distribution pipelines shall be as specified below (these specifications meet the current Champlain Water District requirements): A. Tapping Sleeves Al. For use on existing asbestos cement, gray cast iron or ductile iron pipe. Al 1 Tapping sleeves shall be of the spit sleeve design constructed with two solid half -sleeves bolted together. Sleeves shag be constructed of cast iron or ductile iron, shall have a working pressure of at least 150 psi, and shag have mechanical joint ends with end and side gasket seals. AI.2 All iron body tapping sleeves shall be provided with a 3/4" NPT test plug, of other provisions most be made for air testing the valve and sleeve at maximum working pressure, prior to tapping. A1.3 All bolts and nuts for mechanical joints of tapping sleeves shall be of high - strength cast iron or high -strength, low -alloy steel conforming to ANSI/AWWA Cl 11/A21.11-90. At A All bolts and nuts for flanged joints of tapping sleeves shall be of high - strength, low -carbon steel conforming to ANSI/AWWA C710/A21.10-87, Appendix A. At All bolts and nuts shall be sound, clean, and coated with a rust -resistant lubricant, their surfaces shall be free of objectionable protrusions that would interfere with their fit in the made-up mechanical or flanged joint. AI A All bolts and nuts used with all pipe sleeves shall, upon final tightening and testing, be brush coated heavily with bitumastic cold -applied material to thoroughly cover all exposed surfaces of the bolts and nuts. B. Tapping Valves Bl. Tapping valves shall conform to ANSI/AWWA C509-87 Standard for Resilient -Seated Gate Valves for Water and Sewage System, except as modified herein. Valves shag open counterclockwise and shall have a minimum working pressure of 150 psi. Intel flanges shag be Class 125 conforming to ANSI Specification B16.1 or ANSI/AWWA C110/A21.10, and outlet connection shall be Standardized Mechanical Joint unless specified otherwise on the Contract Drawings for the type of pipe required for the branch or lateral gpefine. 81.1 Tapping valves 14" diameter and larger shall be installed with their stems horizontal, shall be equipped with rollers, tracks and scrapers, and shall be provided with bypass valves unless otherwise specified. B1.2 Buried tapping valves shall be provided with a two inch square wrench nut and shall be installed with a cast iron valve box as required to allow positive access to the valve operating nut at all fires. In installations where the depth from grade to top of valve operating nut is greater than 6-0", a valve stem riser shall be provided and installed such that the depth from valve stem riser nut to grade is from 4'-0" to 6'-0" (minimum length of valve stem riser is 2'-0"). Valve stem riser shall be of high strength steel and of welded construction. 15109 HYDRANTS The Contractor shall install fire hydrants of the number and at the locations as shown on the Contract Drawings. The hydrants shall be provided with an auxiliary valve of the size indicated on the Contract Drawings and as specified in this section under Valves. Hydrants shag be Mueller Super Centurion 250, Figure A423, Kennedy K-81D, or Waterous Pacer. Hydrants shall be left opening and shall have (2) 2-12" and (1) 412" National Standard hose connections. Waterous Pacer hydrants shag be ordered with a 'Boston" operating nut, installed before placing the waledine in service. Main Valve Opening. 5-1M inches Nozzle Arrangement. Two- 2-12" Hose Nozzles with National Standard Thread (NST), one approved hydrant flag. One- 4-12' Pumper Nozzle with National Standard Thread (NST). NOTE: Within the CFD #1, MBWC, and CT water systems, a four -inch (41 Stoa Connection on the pump nozzle shall be required in place of the 4-12" NST nozzle. Inlet Connection: 6 inch Mechanical Joint, -Mega-Lug'm or equivalent retaining gland, and concrete thrust block. Operating Nut Standard 1-12" Pentagon Direction of Opening- Counterclockwise Depth of Bury Six-foot cover. The hydrant shall have at least 15 inches and no more than 21 inches between the bottom of the pumper cap and the ground. The hydrant shag be non -draining or have the drains permanently plugged. Color shall be Red enamel. Hydrants shall be compression type closing with the pressure. Hose and pumper nozzles shall be 1/4 turn type secured by stainless steel or corrosion resistant pins or screws. Pressure seals behind nozzle flanges shall be 0" rings. A breakable coupling retained in place by stainless steel or corrosion resistant pins shall make the union between the upper and lower stems. The two-piece traffic flange shall be held in place by nuts and bolts. The upper barrel shall be able to rotate 360 degrees with removing any bolts. Approved hydrant flags shall be required and placed on each hydrant at the time of installation. Wherever a traffic hazard appears to exist, curbing and/or bollards shall protect the hydrant except within municipal right-of-ways. Fire hydrants shall comply with the current edition of AIMNA C502. Hydrant assemblies shall consist of an anchor tee or Swivel Joint Hydrant Tee, a six inch (6") mechanical joint gate valve conforming to Sebbon 15100, the appropriate length of six inch (6) Ductile Iron Cement Uned, Class 52 pipe secured to the gate valve with an approved retainer gland, all necessary anchor couplings and approved retaining glands, the fire hydrant and appropriate thrust block. RECEIVED AUG 0 4 2010 City of So. Burlington t i V \\ •\ r\ \ \ '\ '1i \ �`.�`,,`__\ -_ _��\ `\`, ) '\\`� `11 PLANT LIST ' 1 I I \ \ , \ `� \ ,� ++ + �'� •�, �\ �� ��, �_�,�� \, �`� \ } 1 Ij KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS '♦ TREES: 11 , \ t \� .�� I r , \ \ •, \ , \ \ ``\ \ \ \ 1• .`_^ , \ \ r\`,, I )11 AG Amdanchbtgrandfbra'Autumn BrWlanoc Sorviocborry 3 2,2.5' Cal B&B. FUN ` MOUNTAIN VIEW BUSINESS PARK LOT& AC Antolanchlorcanadonsis Shadbbw SoNlocborry, 6 w B&B. Full. MuAFStont 'croon Ht AS Aoar sacchaN nt Mountain' Grow Mountain Sugar Mapb 2 2.5.3' Cal B&B. 6' Branching ,'Min.) PC Pyruscaloryana'Chantbbof ChantbborPoar 5 2.5.3' Cal. BBB, 8' Branching Ht LMM.) South Burlington, Vennortt 17 I 1 \ 1 1 \ 1 1 \ •, \1111\l _ PRO Plou pungons'Glauan' Colorado Blac SpNac 2 6 T B&B. Full ",) t '�, 1'4\\• ^'� PPb Pb oa Colorado Blau SPNx 3 58' B&B. Full r/'�' \ ) \ \ \ \ , \ , \ \ 1 .-- `•\•� pungcns'Glauca PNa Pinus Ngra Austran Pine 3 6-T BSB. FuA ��• PNb Pinus N ra Austrian PMo 3 58' BBB. FuA ( ''\ \ �\ } ` \, •\ X r�•/Y'\`.1; \\ PS PNnus sa rgcnUl'Cdu mnark' CoWmnarSargcnt Chary 16 2.5-3' Cal. B&B. Full `` •\ l '\ `\ `\ / •-___ -- ^� ^� \ \ \ , 1 \ �_ \ t �\,\ ,\\\ `;�_�--" _ / - - � QP Quorcus palustis Pin Oak 12 2.5.3' Cal. BBB, 6' Branching Ht. (Min.) •\ SR Sydnga retbulatn 'Ivory SWIvorySlk Ja panosc Troc Lilac 9 2.5-3'Cal. BBB. Full - \ SHRUBS: SB Spiraoaxburnaita'Anthony Watorof AnthonyWatcrorSpkoa 84 3Gal. C.G.. Plant 36"o.e. \ \ I (/ �\ I11 :. \ I 1 / `- TO Thula oorJdcntalls Dark Amorkkan Arborvitae 52 5 o TallB8B. Full. Plant 64' O.G. ` \\ / \ \, \ \ \• /,, �1, l \- \ \ \ ,,.'.} "-�` \ \ \ `-� ` , ' WF Wdgch ibdda'Shhing Scnsatbn' Wdgola 34 3 Gal. C.G.. Pla nt 36'o.c. ,\ `�\ \ `.\ `.•\ , \ r t .\ , r / - .. \,'� •. ` \ PERENNIALS: � ,/1- \\, • ``, `� -` :IIRI IN,*-0N VI3,4A w. \ - ,� � Y \ - HH Homorocalls (Mlxod Va rbtbsand Colors) Oaylfy Mixod Va rbtbs 420 1 Gal C.G. Plant 18"o.c \\ '` �\ 1 \ !`�, �\ J• \/ ��� `, �•\ \• \ - \ HS Hcmro ocalis'Stolla Gold Stella D'oro Dayw 420 1 Gal. C.G. Plant 18'o.c. `-�\`\ '� •` \, `I1 I 1 \ ` NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IFANY %� \ _., DISCREPANCIES ARE FOUND. LANDSCAPE ARCHITECT SHOULD BE NOT]RED IMMEDIATELY. ` I _ 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAIL.XIXX ```\ 3. CONTRACTOR IS I , .`r1'i"' % • � , \ 4. REFER TO DRAWING LA-244 FOR PLANT MATERIAL INSTALLATION DETAILS, ,� `\ �` '\\ _ 1 1 i-• n � t �\ ( I \\ S. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. l ,\ \ 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES. ALL SUBSTITUTES NEED TO BE APPROVED ' ` / I •`� i \ - BY THE LANDSCAPE ARCHITECT IN WRITING PRIORTO ORDERING. Piss��al i \ `\ •, 1 I I i=\' ` ` \ ` i I t / i/r % / / / /'�1 1 \ \ \ \'\j 1 j / 1 / l� /r�--� / 1 1 / Developer r// I / I 1 r/ / / li 1 \ , �• r.l� % / // 1 r r , d07 tl37.1313 \ , �,� • , � , ,� / / aV ' ,` '� � ��� �_�I 1 1 a 'S '�` �• � _ -! Vy � / /-�% I I r � r / / i l 1 f I �I � � • � _� •1 --- ___—"L�_'' "/ /, /ter--:- II ) 1 (1 ,I ` �_..-'-� •J:�//- �,%_ ��- __.�y. 1, \ f J; / / / Jr ill ,l` ` 1 _r��, 7 7 -Ps •, f { 1 J� l I I j f � � r j �. i i �} '1 , j i �} '\ ��1 _ 14zo 11 i / '�C , y `� ,% ;. j _Jr, I, .i• 4 Q- / j j .J �( i I I j � 11 't` �� i I I 1 9-TO I / r /� / d• ,yr y. ( •\;" ��/// /� - �,/� �-jam,-,ram /- It / b88 b8! I i r ( f f ` III I / �/ y f , I I• 1 l %; r� �-r- = f i 4k.5-S / 5-1311 sou: r -m /r f rj r\•_• • 7y: v<w 8-se / / _u:•w ' �•�' -t' r1 / rll / ��� t I f�-- / J 1� `� -V gL� , ` 1 I ./ ass7ps il( /� / / / % / ��� I �� � 1 -• "-' ; l2)TRANSPLANTED � �C a..,. I •ISTR EET TR EES J � _ I r, � i r [[ �J i6-WF _SR /16-WF 3SR. f�,r � ur `V I i l i1iT '`F I!,. S'� �I 'III , // 3- -! IrI r �� I `I \ ( 11 1 J A' " i j(� J` /� /J /� j l �• � �, 1�__ L t; c.a..� 7 ! f l 1 / � /`"� ' r. mil-- -�.t _� I _ - / / � ' l• 1 o _ R Ws, LAN LAWN �� _ - / it 1 OO. OU11I 9� n r r --=—((Y -//� • 'r T R I t-P Na ( 1) r - Jr, / - _ 2INb t 1 1 PLANTING PLAN \` 1�l Y DRIVE v TO NG PLAti• tl'j'� �r �•�_ � i� � ', ' _ _— - - _ - �� /,r-OTED�ON KANI*G _" : - __ NOTES: 1-EXANNE ENTIRE ALL NURSERY TAGS, EE AND REMOVE SURVEYORS TAPE ROPE, STRING, OR E PI 2.EXCAVATE PI PREVENT FUTUREGIRDLING . THE DIAMETER OFT TO q MINIMUM OF TWICE THE ROOTBALL OR CONTAINER. SURROUNDING SOIL SHOULD NOT EXCEED 8l1%COMPACTION, DRAINAGE WILL BE REQUIRED IF COMPACTED SOILS ARE PRESENT 12" X i 1/2• NYLON/COTTON WEAVE TIES WITH 3/4" GROMMETS 1/8' 7 X 7 STEEL CABLE FASTENED W/ (2) ZINC PLATED CABLE CLAMPS COVER GUYS W/3. OF 3/8" p,, SLIP PLASTIC TUBING. TURNBUCKLE, EYE & EYE, ZINC PLATED, 10 6/8" OPEN LENGTH, 3/8" THREAD DIA. INSTALL W/ TURNBUCKLE IN OPEN POSITION. TEMPORARY WATERING BASIN (3) DUCKBILL TYPE ANCHORS BREAK APART EDGE OF EXCAVATION W/ SHOVEL AND BLEND PLANT MIX W/ EXISTING SOIL TO PROVIDE TRANSITION I O UNDISTURBED GRADE UNDISTURBED GRADE: EXCAVATE ONLY TO SPECIFIE PLANTING DEPTH TO ENSURE STABLE BASE PLANT SPACING SLANT CENTER SLANT ROW ,LL EQUAL OR S SHOWN ON _ANTING PLAN 3PAcjNG L• ROW NUMBER pE PLANTS/a pr 3' at St.xg 4'aG C.04 41.52 3T at 31.3P C.bT ]0'oG all 24. at 418 an NOTE I. QUANTITY GE 9NRUgg AND SPAO NO AS NOTED IN s P,MN MIX ,IG 2C�ITNE DEFT TING P ITS FXu,,,,NNMAsNG IS REOLINFD. AS NOTED IN DIE SFEODN•A,,GNS FINISH GRADE MULCH, AS SPECIFIED 3HRUB ROOT13ALL *NTINUOUS PLANTING PIT ILLED WITH PLANTING MIX S SPECIFIED UB GRADE CSHRUB PLANTING SCALE: 1/2,,, TOP OF ROOTSALL, ROOT FLARE SHOULD 8E EVIDENT. IF ROOT FLARE IS NOT EVIDENT THEN SCRAPE OFF THE TOP LAYER OF SOIL BUILD UP ON Tpp OF ROOTBALL. CUT AND REMOVE ALL WIRE COMPLETEL Y FROM AROUND ROOTSALL AND PEEL BURLAP AWAY FROM UPPER 113 OF ROOTBALL PRIOR TO BACKFILLING PLANT MIX REFER TO SPECIFICATIONS GRAVEL 4" PERFORATED PIPE WHERE APPLICABLE. PERFORATIONS LAID DOWN UNDER DRAIN. P-evefIMG.dwg 180 7 180' NOTES: I.EXAMINE ENTIRE TREE AND REMOVE ALL NURSERY TAGS, ROPE, STRING, OR SURVEYORS TAPE TO PREVENT FUTURE GIRDLING. 2. EXCAVATE TREE PIT TO A MINIMUM OF TWICE THE DIAMETER OF THE ROOTBALL OR CONTAINER. SURROUNDING SOIL SHOULD NOT EXCEED 80%COMPACTION DRAINAGE WILL BE REQUIRED IF COMPACTED SOILS ARE PRESENT NYLON STRAP WITH 3/4" GROMMETS, REFER TO SPECIFICATIONS FASTEN WIRE BELOW POINT OF MAJOR BRANCHING OR TO MAJOR OUTSIDE TRUNK. 2 i" HARDWOOD STAKES. ALIGN STAKES PARALLEL W/ ROAD OR PARALLEL W/DIREC/ WALKS TOOJ OF PREVAILING WIND, REFER TO TREE STAKING DETAIL BREAK APART EDGE OF EXCAVATION W/ SHOVEL AND BLEND PLANT MIX W/ EXISTING SOIL TO PROVIDE TRANSITION TO UNDISTURBED GRADE UNDISTURBED GRADE ----- EXCAVATE ONLY TO SPECIFIED PLANTING DEPTH TO ENSURE STABLE BASE ALIGN STAKES PARALLEL W/ ROAD OR WALKS EDGE OF WALK OR CURB A. TREE STAKING ALONG ROAD OR WALKS DIRECTION OF PREVAILING WIND ALIGN STAKES PARALLEL W/ DIRECTION OF PREVAILING WIND. ALL STAKES TO BE CONSISTENT. B. TREE STAKING IN OPEN SPACES O 12T 12d O 12U O 3' CALIPER TREES OR LARGER" ALIGN 2 STAKES PARALLEL W/ ROAD OR WALKS EDGE OF WALK OR CURB C. TREE GUYING D TREE STAKING LAYOUT NO SCALE P-Slake.dwg — TOP OF ROOTBALL, ROOT FLARE SHOULD BE EVIDENT AT OR SLIGHTLY ABOVE FINISHED GRADE. IF ROOT FLARE IS NOT EVIDENT, THEN SCRAPE OFF THE TOP LAYER OF SOIL BUILT UP ON TOP OF THE ROOTBALL. 2" WELL COMPOSTED BARK MULCH ' CUTAND REMOVE ALL WIRE COMPLETELY FROM AROUND ROOTBALL AND PEEL BURLAP AWAY FROM UPPER 1/3 OF ROOTBALL PRIOR TO BACKFILLING PLANT MIX REFER TO SPECIFICATIONS FINISH GRADE P•decidlree.dwg LAWN REFER TO SPECIFICATIONS FOR SEEDING OR SODDING INFORMATION 6' TOPSOIL j 1 i 1E I I =1 I _TIT— I REFER TO SPECIFICATIONS III III�III III II SUBGRADE° V-LA WN SCALE 1 1 P-lawn.dwg SPACING "D" ROW'A" 36" O.C. 31 30" O.C. 26.00' 24' O.C. 20,78" 18" O.C. 15.50' 1r O.C. 10.44" Notes: I. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX PER THE DEPTH AS NOTED IN THE SPECIFICATIONS IS REQUIRED. PLANT SPACING Z'J�� PLANT CENTER SEE PLANTING PLAN FCR E AND QUANTITIES i' V ` / E D SEE PLANTING LIST FOR PLANT SPACING y SET AT ORIGINAL PLANTING DEPTH g FINISH GRADE AUG 0 MULCH AS SPECIFIED 2 LY CONTINUOUS PLANTINreft WITH PLANTING MIX AS lrewlAf SO. Budington SUB GRADE PERENNIAL PLANTING �J SCALE 1/2 1 0 P-perennial.dwg MOUNTAIN VIEW BUSINESS PARK LOT South Burlington, Vermc BU RI INGrnN V11xLL 0"' .EL. 801.861.0098 FAX: 802. 865.2440 WWW SFGAP.r0M pC pizzagelli Developer A s4 m a5,esjoy oNxA VT 804,8b1.1315 SNOT Nardi Sca1B' AS NOTED Dse: 05.28.10 Dma By: MA Checkw By: MKW Title PLANTING DETAILS ShAAI N—b,.. S 80-16381, — — • PROJECT STATISTICS SKI TerM uKl ] u M M,aNED M•mD � Dln a.nn Ioo.o Ima DWLOMG COVERAGE O.i)6 DA l0.0 O.OW OA 00.0 PAMIIG . f]EM COVERAGE ]ae %.] 0.]M D.T DIDDWX COVERAGE OAM Ii O.Om OA MIDC (GENE. PADDY ITC.) O.M 0.� 0.000 0.0 T-- COVERAGE ].' ei eo.0 O.]M 3.1 w.0 ]R•NG DIDTRRT. N) - INDIIDTRUL .OPEN DPACF PROVIOED.T ]inDPKED 1101liti 1. CONTQIM blprN d TMD PLM MC DARED d M DNi1TK lLEVATIOx fOKL WTw / ODfMNID rROM M 9001 Ap.W, r.IDT06RARK OOIE: I01t M CENTTENO[M COIMTT IICTI••OUTM PA ORGANTATNM AND Fl4D DOMT PDMOIRICD DY DPMLD L. 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ALL NATDE LMF MiD RMTm NORK TO D[ rERrgrDn M A[[Q10AICC WTN M J i T7T7F7 E`C E I V AUG Q � 2010 City of So. Budin ton ev CUEM PIZZAGALLI PROPERTIES, LLC P.O. BOX 2009 PROH7 mLE SOUTH BURLINGTON, VERMONT 05407 _ l MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT onnw,Nc,me PARKING ISLANDS PLAN PIZZAGALLI PROPERTIES, LLC MOUNTAIN VIEW FF CE PARK LOT & SITE DEVELOPMENT DONALD L. HAM LIN CONSULTING EN(r I NEERS, INC. 136 Pearl Street, Essex Juvtetiovi Vermovit 05-452- LEGEND a [onmx..ro— . cNT�X •..,N ¢ vowed va.e � XYgt4R O re[evNaN[ vp.l M MTE v'�'K �, u9Mr $ nourrowNO weu O srrvoarva[ saw[a cuwaur NSX XeY xwnwi Oxs vu.vE jAf erwe eP91 x..nawa[.n[rea "mil COxrrtNgtt rn[[ v lrpl i ul 9ok {..,7 ortrwws mee n r� sacs av woods +R "-`sv°'F wrruNos coxmua axe p mucNert noNvnexr vvovsmT UN[ • raox nv[ wvxo —w— wwrea uN[ C srnveY STNeroN su+rr,wv s[w[a ux[ O sewu ♦uNNor.e --v— sronn se.ea axe p owrxM[ nwXou —0— xn'rvau c[s uu[ m rtri/Moue nwNXorl —T�— vNYenPwrxo �u[vxoN[ p [r.[rnucer. n[xrwu —a— uuo[arnaixo er.eerwr.,v. • was sTov —rn'— uNoenenouvo cxeu.[�ewsrox S!-IF_FT INDEX i OVERALL SITE PLAN 2-5 SITE PLAN b ACCESS DRIVE PROFILE 7 SEWER PROFILE s WATER PROFILES q LIGHTING PLAN TO SITE & EROSION CONTROL DETAILS it WATER & SEWER DETAILS 12 STORM DRAINAGE DETAILS 13-17 TECHNICAL SPECIFICATIONS REGEIVI rnty of so Rudington PRELIMINARY SEPTEM t3ER, 201-1. 09/16/2011 / o - I\\ 1�\\ LNEwro ii \ si•/ • \ \ HEw C. / I ..olss PVC \ \ I \. \ t ` s 1 I/ •>.. 1 / / f I• / p' I �' W + wmvYP i/FT �'� � I a•a \\ ` \ Nro,11•NDPE �/ I I I / / 1^ / $ ----'-- - - MEw mNcnE>E / \ \ ` s ai•s nVir � � / � / I I I / / / 1 1 I L J Z-�`"'d'' \\\ `\ •ax�y NDPE / \ 1 TTT J i / // I 11 � \ vvlT \ \ f �l,�� �m� s v c \ \ \ \ \ s•Da>so`.r/rr - � 1 / / � coN / I,1, avnu FT/FT \ \\ ` NEW DM` 3 / \\/ / / _ A•H` / I / // n'' 1 /' //' � CUB I I K \ qx ,1, y, cuael. ` \\\ \ 11 c /' ' coece NP�vrhENr��, I / / / / // /a•zao / / / >, / / ! 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Az aia m M :Ai�w�GAm iac (�<. M. ANE nr mxTMLss 1-1/2' NNWw a-R• wMw N TIUY IneLE vo,T-LF-wA» FO9TNG 9TUNN,RWS CPYCREE ACH i AT d:» - ' Effi11NG SyiA]E - .•g TeP14A A C'r NqE 9TAHOARO Pa0Gic1 TEST. AcaMl�w to AS>ti o6Ya uiin(waEMaC NANKIN N' OKTLP TYPICAL PAVEMENT MATCHING DETAIL NTS 1 /4• RAOIU /Y RADIUS Y 3,5hc P4 C.I ASS A I. CURBING SHALL BE CONSTRUCTED IN tD' SECTIONS MTH 1/B' JOINTS BETAIDEN SECTIONS. 2. EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 30' MM 1/4• THICK PREFORMED EXPANSOM JCANT FILLER MATERIAL CONFORMING TO AASHTO DESIGNATION M-1533. 3. CURB REVEAL AT DRWWAYS SHALL BE 1-1/2- MAX. 4. CURB REVEAL AT ALL HANDICAP ACCESSES SHALL BE A MAXIMUM OF 1/4-. 5. ALL RADII LESS THAN 200' SHALL BE FORMED USING REMBLE FORMS 6. ALL BACKFILL SHALL BE THgiWGHLY COMPACTED IN 6' LIFTS TO A DENSITY OF 95f OF THE MAXIMUM DRY DETNSTY USING THE STANDARD PRDCTOR TEST, ACCOANNG TD ASTLI D696. J CURB FD..'AGENT TO SIDEWALK SHALL BE SEPARATED WTH 4 MIL POLYETHYLENE. TYPICAL CONCRETE CURB NTS 2e'a aX`„ Iraw9wEn'ws"TDE rtB Lunn ENTRAna io TE crosmucTm AT LOCAnwS r w BLAHS. WUHED sroxE axE ro N: r THE LNm.A,tE SRALL BE HAw T.MNm IN IXESSNc NM ADDMNA TCNE u6r tE HOOPED TO A PTZ, MAIN A N T. EHaiRwNF ROAD NI rslDYdi 4lEID. MOPPm, ON YAs1RD ONTO welt aoAos w911E REYoIm INNE WARLY. ALL SmILRNT SHNL BfANON AEGCTSAA� THE � -HHIOI pERNNL .1 - ... X1LLLwA1�E11CdIM5[.RM OK SEIXYFNi PNOR 10 [MTNNC[ IM10 A NIBIIL aBAGWAY. TYPICAL STABILIZED CONSTRUCTION ENTRANCE NR 4THICK E])BW 9 D� R aaaw ONI9N 'AM 1110afLID mlxs A ZovDAS1/REH CRA- (VAOT.4 11a4.W M,) tlT1Ea: 1/ rsPI1frD1,AFD J T FT DR INNLgK CASs 11 EmANYaN JOINTS EMRY ]a FEET. FAY P rt CDVACCG ro P]R OF MF llI BAY MISTY USIMG T,E SSTANOAIO NTOCTCI, 1f6T. AGGOIWNG TO A9M Oe% SEE STRLOMRA —HS FHA EITDA. SOLWAIK WNRE<l10H TO NA . AT DNMAYE Yawora AKX__w.r, CwCREE 90EwAE( .2 E 1, MKK (f nNd Aga59 —S) - THE I.sA1E1 SLNBASE MAL aE Na .- TYPICAL CONCRETE SIDEWALK Prt_EE,nErtD oxOA METAL w b. smna •A• ❑ ❑ � TOP VIEW OF JOINING EEN(� SECTIONS 4' TOPSdL-fERDUZE UME, SEED, k MUIC H 2' TYPE III BIIUNINW CONCRETE MIN .. t'. MIN. MIRAFl 500% FEDT ' F FARRI MINIMUM 2e OVERLAP 12' RANT MIXED (RtAWL (VAOT SPEC In04.05 RNE -wNEr— n A g TIw LEIL' wa rw ¢'EC'tnws ar RERIx u wxv 4c� SIDE NEW R EnI GAA'HAVEaE A aRo,ED EDIA 1. 9LT FFN4a41 LATE Axl a6p1AT EA �w.EKA1 SENN CAFNOM Mn BII MMw a4 xWPS rTpN .1 A- ? A-0MAU 9 —T SMLL rt AIMOLED YNE R IT READIES A DEPTH OF r ORG EATER. DMAOED PwnWe OF PEHDnO AS REEDEB. TYPICAL TEMPORARY EROSION CONTROL FENCE xIS r--BE�R� a � �.E�-,-�r�---irk-¢•.ay suE ELEVATION y IeaYB'�E, r o� ro � A, RLFEA r TOAr AACNa tl07E& a a _ a A -A a•J AC 1I INEIX oararo41P11Dt-BE IHMCRD AFTER EACH NYvi MODUCK ENHT. AN A RA WABECRD RINAEJKAI¢Y. DSPu® Tm 40uflNT SnwlO E POOLED FaOY —ND Mf DAu AS NEEDED M YAxi OPAxAR TMWGH ME I—C. A., r°"`�sar"'a'� (Trot Fw1 YDM DETECTABLE WARNING PLACEMENT o TA9LE wM"AM° 1. � � N.-"s1°R�Aa a,uMTnla c°ETEET� ate' TEc INc TABLE wAPo, SEQTl0N A -A E A. aw MANDTION MU, MAHYnw v EY L A JJ wa LIMB B PI AN SECTION B-B NNA'Au. eA¢ wufsn j� �Aa �sEAA.: a Norz pl ar ofTEG _ WAAMNO N01E9 1.) GETfGTAIKE Wvwrr¢ sArAO YATCA.1 .- K - Ow. s AOIACFxI TO ALL oETEnAISE wAMMNos SHAY HAVE A wow F..sN. ij ML C _BA ar THE oEmrralc wMe.,a wIN1 PlmMof A ESUAL cwMAST ro ME xumwx F IAI BAR.- -- -ALL rt AU— w A s ORD N THE PRmDANANT pREcnd 6 rtttsmm/uN IaANL EfTa A FUIW RMlus, N.qx ME t]]OE OF MOEIFLTAIttL EAwRM ') AAA RNIAALUCLL T01a M alA m°.1 YANK. ... T FE.Mac e,l mN swFAa. APN_ l".Ao oZ 6KwINB9, A AAXwuu B' D.as' vEnncA CHr N D£VAMN IS AuoMo. ra wrANrrs In ELEVATnxR enwml aaa' Ano atr. A BEAa WM A NAwMA t:a sanE YALmR. Aar N OLVATw DIEAIOt THAT 0.atl uUAT % TRCAEAM D AS A RP WM AN Ue.Tn SLOPE INSTALLATION 7-s• (xm-1x.5m) al ® •r-a• N9cn-IEacnl 9ENa- e'ITem) Li 3J' (Tan) rti nM�ln R�°t0R o Lu an.M.W «.w Aati. W�I1O ya ra Y..anl+. aJ (—) �xR s+w..ln. . N.in eWt..• Ya MNIyK� ABNH, wswNL.�rAMMi,B-AN�a A GR�(Eopp�7CEEN N N� .....naaN• 1. PAD IIE SEN. BEFBAE INS`_ BLANKER. M Am., ANv NECESSMY APPLICATKIM OF LYCI FEATIM A. AND SEED NOTE: WNEN IJSNO CIDUL, EED 00 NDE SEED PRERAEED MIFA CELLOS-wYn)ED 4USr BE INSTALLED vUH, PAPER SIDE GOWN. a wMNAPTP,gilw.TIEI 2 (50 E� µEW+NET GTTHE E oNTA,C)Aw 15LOPc P�ORROA,EartTlic )mCNC�I, NOR TNc B AN COMP NK EM /Sr � NIG � it SE[O NTO c�OMM IACI® 9dBlrtMo r�ttoNRYAINNI�G tE' (]ocm) jPIE�STAIBES � AP RO.M.EE µi' (3BBRY) ~ AGAO�SS T,C DIOM a THE BINMIN�®Er WRN A Ror a } IIOl1 ME BEAIKFT9 (A) TOWN OR (B.) HORRONTALLY ACROSS TIC SLOPE BLANKETS — EMADEE ARH APPRMAMTE S IE AGNNSr THE SOL S1 AGE. ALL BLANKETS PEST Y SECURELY FASTENED ro SOl SURrAIZ H,' PIALNIG SMAES TEES IN APPROPRIATE TH w1E LOCATIONS AS SNOMI IN THE SEARLE PATTERN CUTE. MEN USKG OPTIONAL TOT SYSTEM . ST /STAKES SHOULD BE PEACEO THAWUN EACH OF THE COLORED DOTS CgNESPONUNO ro THE APPROPRIATE STAPLE PATERw. ♦, THE EDGES OF PMALLEL •ANIIETS NEST BE STARLET, MTX I,,,HAU ATELY I'-S' Sewl-1 a.xm OVEIEW OEPETNONG INSTALLED ON TOR) TTo MM T"'CRE"HE O1ED S[AY NST & OAEG M THE RRENOEISLY INSTALLED B NET (BEANNET BEING S. cONSECUBVE BLANKETS SPUEED DOWN ME SLOPE MUST BE PLACED END DJER ENO (SHINERS STYLE) YNIH IN APPROOEIATE ]• (T�cml ,ACRW. STAPES 1HROlO11 OVEREAPPED TEA ARPRmtIwTELr 12' (a .) APNET ACROSS ENT; 6LwKE OM. NL HSOa LOOSE W MONS. THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN e' (I—) MAY E NECEssur, TO oaBPE13v %MAC THE EIANKETS. CHANNEL INSTALLATION 1' w�i ura � w�°Ier�UpNOHB� :�Le®w"rNriR' �..i'i EBw.nN�°PYr wN"Diai°BwN�: •Y-s• laan-n.sNn) ® -a' Ixn-tz.tan; ar I H .II + �eo RIAN TNAr 1 M ra w°�i�w%sa,GwLMniwnwnoL _ rl.°�r i+riNFTNn A,Rgi'1�-p'Slp Larctm�i i.'�iEeL�iNaaL .IN° L{ (pnl wn AwB� M RIRN I ML Era*. ,' (L].n) • • • a..n sutw a Ns v� rYiuli .w�I:P.�i. wAw+ .a '-to• (axsn7 OO" (O.a ) w rwm n.ar nw n tl. LN1�awigEveRnNMm� aMxalo.a TB KE .r.lw.n .rru wmN. aw w n 4�I'm,�u, llar^) of dllrp, ni rt01FK1• (�B!EI NAAI. Is A eM�[ E iµl�+•�•T I: AR {�ie.nl Bb �' (CIF.+7q.BF�ile�ilw.�..LwioAsi.*>T�%iw�� • • aJ b.u,I) E �naw.r:Li"oSwawrrmaiiw.eMn�i °r.g o`N .MTw�n"'�° • • • • NTREN�rwRN.L'pNpNN�Mr"�:.�E�B .E'"`I..,��.`:aR.rya°p°.w:n>Y�°ANF;WB:�w�pyR'°°�a�pJ tea"` N A r (NW 04 . r <IB.n) RIa tpu�NIaR41 .ID CPRSTNi TIEKx TIP PMl1ET (a^'I Awrl all TTM — Sa TO. F t 4Nn OOr aAw1 Naa AA wrpaM ,wwyn rPd, al tN WOLOw aura MN O.EB.v� RL m�NVNIyOpM1Mw � .,rt,�Myylr C alb � � �EFa.Rr t A9a11K WIf. pN TH NuA 1� - ••Pa4An V' A GREEN CHANNEL ESMEM)IS RI ANKET DETAIL RECEIVEt NIS OCT 2 5 2011 — -o. Burlington ,r MN eTONr sM°u'ic�urt /e' - ]/,• DwvEA naxE RNA 9 TWwi . Y WT ,-t/1' ro r S_ HAS KEN AR RAtIID PA 1 AWN Ta EKr1aT TIFINNw�rt9JLN15p W�OMAT a�TNL T ONCEFARM THE OR GNiNOA, BATT OB NNHIN a, NPA9 A— 3 ADENu OP afPLAgYMSMrt AS IffQSLNY TO SIT WBPEA OIAN�A(ST10F SEORONT P00. TYPICAL CATCH BASIN INLET PROTECTION PRELIMINARY HIS 09/16/2011 m p Ox YT d � WT. COItG. PAN T Y Yx. MYOOLED '. - 1101M !• —1 MAYlL� MYGOWC' RETNNmH"aAIO! KD EQUAL (.A—YInNO) _ . •.+ YM rLL YATEWAL mNArnM RFoueoeNTa GR vALK ,u• -NT .: (srAxoAm nweroR LEnNo) lna a h A w N cwxmr a wgwR Nv O_ wOA`� a +3] e IEuA: .1. a YNEN YAseW ODatt nENG wTw YNx aEYUW w WAKim wn Arna N LY Lm EEocN ;i��`'{ :f•((�•:Sr::Y , j• j::./::Cf�kTi• •§ •. y �j / Anal E RCOWEO A9 FErI sP[pICALWN! J/f MUSSED w ; Bf0aN0 OMO rN 0 ___ _ _ _ __ _ P� a !x oucTEE Ba wE To a �xsraam WY9tI�IIONEIE N�INmOi Jq"19` I TO 1 ......... __ A a• raN. RD RNnKa xARRAL ENKLaE TYPICAL WATER �ERViGE CONNECTION DETAIL tARRALAENKL •J3 YATENAL -' tw wARIUNF Nrs n'AAL cr>x�rz nNexlT WaDL ALL n11N49 ARE 10 HAK salt LE ENM �LAWWnALem mE � LsaWMAnQU srM � _ALaINOS M pAR vALK TMExaEs .— YEEi — lTNONOS PWM TO AN, PFR9011.0 EN— A TREnw, L A NWNM OF- E x AiMM1 91Aw DE NSTALLID WaTETrn NNW. 00- CAN NOT BE TNNEo. PFN svca EN! > Nw NATERLNE W ALL x NO t MAN MEE (J) BNASS YEOOfS INSTAJ AT • .-,I NwT.--NE .— NO — MAN TWO (x) . wmDEs NSTALLID AT 1-1 a LEMNEAL nwr EESMNnn WM Twsr-on xlm sxNE Bz mAA M aMA M uvRorm EBJAL aYv RNa a WE wmuNt aAu BE vaRMntx acABm TYPICAL TRENCH DETAIL DUCTILE IRON WATERLINE xn mm MAD IMaAnO ul DErzCTIIaL LNmtataNn E. rArf a APPRLNm EQUA4 tExTFRm anER nE NPf. Ent •• - e• Wao. ENLSL MNL • F VAIm A_ IVARD YA:ll % p; IY airs LOA ax ,Tcv mO Pv NmAsp]rIlUOti.JaeMErzc tic RPE-� ' —snm ITME TYPICAL TRENCH DETAIL PVC GRAVITY SEWER -Wc' KTAlER J/+ vtusxFD SrdE DEMINO•J .xrpI ON AR L EQUAL YN. Tx MNY TYPICAL END OF UNE PIPE ANCHOR mna axf LENCM a r.f aKA sE.EN io Y WARN ip YMIBN sERN nM IMT � � WPAnn asiNa wa EnSI � i� aE �� Ewe W� ONN ME AL ArmA v"ESµ 7. LEFT E.G�A,Eo YA,oe x goN b• °ESA a s M9N0 ocean a as mi srNorim P°fMRocrai Esr. IN DExstt AwaaNc TO A.T. I.. A. Asn oew r J • A Y . b• [xrwO[O PanTWU[ caw nxEqu (u, nM1x, usE T]ro urEnf, EAp1 w IOK NwAIIM WGE G CNIED ion N ME RN15 RAMN M -Awxo PM �xaunM. � �COII E ®ONO n) Y ABOK Pub C ABEF T $AND ....... .......................r... .... ... YW,D TYPICAL TRENCH DETAIL. FORCE TEST. MAIN SM b PK YAW jAA —NC—N- WEOENu.xaa PLAN SECTION -A --A e°iBr'LUEAnw suu°B[ oac �M"r'�NBION1pNOT IEmE a0lnLfxnoxs E.PFIeEw CQURNLS. ARE AC®iNIE TYPICAL SEWER SERVICE DETAIL ENO CAi WM r-1/Y — VALK PARA I F INSTALLATION fRl1cyNK WATER - SEWER SEPARATION NOTES grEM �NL- Z�uD�At LEA. EE[r xmxQ.rN1Y —Axr ENEmB OI PROPOiD PARR YNx. rANCE sxNL BE AE'A9.MF0 fo¢ Or OLC i0 iID¢ M Ongx UNUNAL Cq`anMs, ro wmTTNN TEN rOOT HMO TAL 4 AnON BFTxF➢L AT WATG ult4 iEE wrEl1 EXE YAr !E: a �iAA1C iRpW a 01 M1 IMlruRBN EMM s. N ME 9EMb1 Mxa� Klm a Ai THE— M4'PN n"d gWANT iu wPEs NOTE ixf IONOMq�u NAARR K mA+EW`�NNSIY AM PIIF9FF "iESTE➢"1E1 b PS IM EO NNOrEs PWM rn eACNIYM. 10 WNAOE YIALL WE AuOAEn 1M MTi rzlT. SEYFAS aO�xO wARA YANs 9xALL BE lNO —Al g *A- IAN WM AT LEAST LB NOES- _A.. Bflxmi nE lOO a nE L . AWK ME YATTm�Y�1Mn J ENECR04LM SxMI E—A— ME TMr OME n�YL TLfNom 6 4NQ 6�aNTEIED I60KWM BEIO MC w�IIAK JaErs A9 IN AS POSsa£ IwJ WATOL Jaxla x) THE xxEn PPE IAISr BE L:LNSRUCIFO TO ..N YNx 9iNOAms ETW A YNWUY ¢`�K m P¢T ErMFA ®F OF ME aossNc M A TOTAL OF MIFF — IDtlME WEGEN]L `A—; aEATFA J TIE sFtnal CONTIYItTEn . WAiEA YAaL STNDAD Yusi DE WMNE TESTED W I—m PS rat rs YMx1rC3 W NWT LE" M ROM idF4nm DE 0 ME FOOT TH"B0E 4M[R 10 fWEK"�0•ALAa TO MS N )Y�E wrm YNt OO— a A 4 ADEQUATE SRNC1aE.r, WPPORT s RE P ED M TYPICAL WATER -SEWER SEPARATION REQUIREMENTS WL PIE Ban AxD xurs To RmAN A wKTW. WM wAmF m AwETar caLaETc rwu AaaeNc ro n•r. BA:a M IQnNO F OP m0 PSl Aro DEARNO FAPAOtt a YAND M mW le3/—dOUA-ARE i00i. THRUST BLOCK END AREA SO. FT. BEARING AREA xrs i� IAWE PM vALK eai OTpE YALNm 'WA101' Tx0 VALK MEG-OM.' RETAwE11 O M IPPROKD FWAL AnM �x msT LExcm. NO RNross `J�C'WIIFD STa1[ e¢aem TL WxC SIEEK WO v4T6 ON CWJ TRAN.—EN YAMLS ARE TO .- O.AY0.I11 wlm aSMCi 'lTMDYO WF6EANM FOR TAOPNO WFENS AE•l TAPPNO vALKS DAIm xOKYeER LW2 ALL OTHER TAR'NO SEEKS NO vALNS AM TO NEST APPBarBAR asaaEmav smEW srccncAroxs. 2'LE ttPs PIAxl BC K%aYED BY PRE-MRroKn neb ONLY. 1YL nliNR THAT ARE TO wK CatOETE PaAaD A—. Mm ARE TO K WLAwm WM • rl P4YEMJTLI[ PROR rn CONWER PurnENr. A WEN _.. CW nYx._..... OWE , pES _ !HALL AP" > r SEEK BEND MOENED By ME C'MWARMeE [YrogO NO OB wTslE OIAYETm Or RE— YEAS "ON ro ME TAIVrxO >NALL �� uO I�OiA—"—" TYPICAL TAPPING SLEEVE AND VALVE DETAIL "" ITARY SEWER MANHOLE DETAIL ( n �cs>� xaT wAOF �,�RfARAwA. «ANa Tim I ,.. �N e W x®LaR NeDQJ LMRusr K J/•• CIIUJNlI S ANCNaL Ca Pi AK. M sPRA RrtE x• MIX M •EEG w0" NET... aNDI tit mmnos Ne TO xAK 'EEC-Wa RnxxEn awros. 1 PPoOI TO POMNO TH—T BIOCNa ALL nTREw ARE TO eE WtAFY2U W m . > :v.T _E. NTMANr n,w Wuu DE nroTWm rM Au AN - TYPICAL HYDRANT & GATE VALVE DETAIL xrs PK mR b vc roc GST NL>E RrE >Wx bE /%�rP°u wLONc �Rnco ° rM TYPICAL CLEAN OUT DETAIL sra EACN SRt SOF _ j • \\�. TND Pq EACH LENOTx NAOEN PPE OR APPAOKo EQUAL) WERE D pPE wni r0 AnmxN sPAa uAr FEUAw aT"'I"NA°zss"'10sTE¢ aNRxc eANos N0 Gana Pk AM nxn SNNL K OF .—OOr CaLSNUCNM CAOABE a WMETNaxO N-ao Leann 2 S1FEL RPE SMALL xAK A 9PEtlED YNYW YElO I—OT. (WIYI) OF AT 1£Asr bA00 09. MAT]tt WYIa RPE INttKLLD IN CAJAq ROE SNALL SE CdTA-LM —A— ,IT PARK � /1% ImaNmE APPROKO fw.Y. JONn 9X.Y1 B[ M 1RD JONIS WISOf 01 Mf GYIW RPL OElORPTa: CNRIEN "I (.AW0 nPE CONTENn TO BE HwaID ..El11C SEWAa VC MAN1Y lEMER rWIE aAYLR11 !AY le' NE MATERIAL RVC S7EEE lPEO c"M AND 01EN[ m00/nJ ww >B,aco Au —NE= MC p JOELT ABIDE ` MM QUT WAIOmOxT iEJDm NUKE JAM a BpK Anxo W afTAUATM ALE BOM paS n DIR uxa. TYPGEPOY RUB®I Rr. maw EWApE ro Tav a DAWxo B•-o' WFE TYPICAL GAGING AND CARRIER PIPE DETAIL RECEIVED Nn OCT 2 a 20B1 City of So. Burlington PRELIMINARY 09/16/2011 —A / NEWI I I / / / / l \I \\ \\\ \ ♦ \ \ \ \ \l fl Sa• INy. ourssaDDl / \ f I I PMHs DvaLwAu=JTcgD I I I I / D I--H � 1 I ii J \ I 1o.°e :� Ih I I I I 1 1 I Is ]n.{ I , I I I / / I� f: I wt I f i I I I / I `rL _. �_-sroEilo@uEFFt.., _a___. I\ //s•• / //I (\ �l it �I, II /^ ,I I I —r \ J I\ T WARNING. 1 I FnfnLLY TOM rh 5E5 MAY 5C PRESENT ,_ NUN— J-PIPING SYSTFM5 'HF CON'RACTOR SHAH NOTIFY "DIG5AFF' AT 20 I O 20 40 EO -55b-344-�233 PWOR r0 ANY E%CAVA'ION AT LOCATIONS WHICH NAY MIN THE IMMEDIATE VICINITY OF UNDERGROUND UTIUTIFS, l / \ 1 I\ \ YTWRURE STRURURE I—\ NAME NE 814 s=p. is •Fv°FrE', 1\I /11 I II Ce 13 we INv our .' cs \✓ I \ MNV I NEW DMA s � OUT•sE4DD I I \ DMM E NV our . sw.sD oFT,IT DMHa I I /, I / i I I I r V TOPSOIL - FERTLIZE, 4u. (N:h f III / MIN. AquAT,c eENCH I I fill 1mDTH VAwfs / I /•.l I. Il Mw(H:V) / , , / / / CHANNEL TON BLANKET, AMERI-NICAN GREEN C E4 A PPRO✓ED EgUAL sl / Nx P EFPRorD cook QNrfI1FD qYa Mf Rrf. een eeux � yy...��qE ffiLtt fxGV.rzD wipK � p ffiECi [%GYAIm NARPoM MM srmts xo uRQR Mr - . cfrAm x w wrs ro r w aAxETP. wnAtt x sryQ esR P M Lfn m A Sx}tt P VA [5 ' FIT w10CM10°I aF M NAsxw arc QNRn r�. TOT. RammwD n Am Doe DSINfr M[ ST,YQNO MDc1P . Tfsr, AcmmelD ro Am Dees .y i0 �' r . a• olnuDFD vacs Hurt roc suunP. s< Txo LRmrs, ELw I-I/r ePrAL rasE «vuTIP mxx rm X. srAcmco. wTAu �IiL� P� GRF«NL wgCVP <VLLm TP x M PIAr. 1Nx DrAQ ] /J y� eREAS UCul10 fP wfuLNNIN. X, '^' �DNaor.1eMRP r�rE'�D ro r rose Rl`6 wRSYTP IM[ P Sal Dx rst w B y. m IT — TYPICAL TRENCH DETAIL HDPE AND SnR S PVC STORM SEWER Nn -ES. PL. x exD urn 'r—T FICPf 8— M� I STOK VRL 3rC< ]'10AQ QDTfx,�lC rLebc TYPICAL STONE PAD DETAIL wls HIGH WATER ELEV.=s6,00 OVERf14W ELEV.•sE,.SD F'—"nOrH VAWESH M NORMAL WATER ELEV. sEa00 MtN. CHAIJNEL PROTECTION BLANKET, NORTH ANERICAN GREEN CiuEN OR APPROVED Equu ELEV.=sseOO • (MINIMUM) CLAY MATERIAL, COMPARED IN A• LIFTS \ TO A DENSIry OF ,.et OF MA%IMUN DRY . eCTON eLANKRT, W gREEN C31SEN R AIS \�--USING THE STANDARD PROCT00. TEST, PER ASTN D-- LAY MATERW. NAY 9E OMITTED IF CONTRACTOR PROVIDES APPROPRIATE SOIL TESTS DEMONSIRATN4 THAT E%KTiN4 DUAL SOILS ARE SURARLE FD0. USE POND BASE. AS NEER IN WRJnN4- CONRRMED BY THE DESIGN ENGINEER A % I W ' // 111 / //� / TYPICAL POND CROSS SECTION I{ III \ I II II I II — I 11� I — I I r V 1 1 I I Ily I 1 11j� IIII , II I I\ I Ils I � 1 C1i0 111,1 k IIIIII�:I A-.A'�._ J IIIIIII'.1 II I III I I ;II III I 1 \ 3y DIAnER HOLE 1. i• PVC `DRILLED IN END CAP PD POND #1 ORIFICE DETAIL POND OUTLET DETAIL (DMH 3) SECTION A -A POND OVERFLOW DETAIL (CS 14 & CS 15) SECTION 8-8 Nrs aRsw rREn[ rD murz G K 1EeWl wS6 ]U-] mf F P r Awnovf�fqueL . M!I PrF I xorz. eAaRRL ro E I Mrll101pe.r wrN:Tm x wrsro•QxznP I �6_M Rrxw Pr I wa M nwow mt rzsr. efTNm ., I PAOCixPDxc To Arn Dees I PPE cPxcttws sx.0 K ePTm Ero MTPRWT. I D^ I CAST loxraaD cgxPcrz I Za' I uiP e, sx a ArPlmsm I I falAt tVmD rs a no�,E). s•----------� wasnxrm mL P MPmlaAr oPREttm PA.EL TYPICAL CATCH BASIN DETAIL PRELIMINARY 09/16/2011 l�ll�eE t MP uq P.C-SIe P r Nxwosm two. NAlwm •sraRr , Ix91 PAQ CDxmCrz IRSER PoMc wrz: eAONAL ro � Mowlair CpPeDrzO x ewrs TD A DMen 0 Q M NAbAM DRV' OfNen UlND M[ lfellDNO A�allo To sE�x1N00wsAa s eoorzD Mc wrzRMNT. I a• I I I I ].• I fau l I I e•----------J PmsTPem aDL P MPaNxL. cDRVAc,m mesa TYPICAL STORM MANHOLE DETAIL xn WENT PIZZAGALLI PROPERTIES, LLC P.O. BOX 2009 SOUTH BURLINGTON, VERMONT 05407 PRUCT RRE MOUNTAIN ViEW OFFICE PARK LOT 6 SiTE DEVELOPMENT MAM IG TIU STORM DRAINAGE DETAILS wP DLHCE PSYFNI 12 onald L Handin m JPK bass an Consfidting FitJPK Engineers, Me. D,.q • JPK/EOL I /.M fYGIe 01010 Seed mix for lawn areas shell be Urban Mix as described in section 02820, Seed mix for the ditches and stormwater ponds shall be Swale Mix as described in section 0284. Seed mix for slopes steeper than 4:1 (H:V) shall be Conservation Mix as described in section 02820, SHOP DRAWINGS: The contractor shall submit shop drowing's to the Engineer for approval for the following items'. Seed mix, erosion control matting, mortar mix, bituminous concrete mixes, cement concrete mixes, precast concrete user rings, precast concrete structures, catch basin frames and grates, manhole frames and covers, pumps, pump controls, light poles, fixtures and bases, all pipe, valves and valve boxes, and geotextile fabric. The contractor shall also submit gradation curves for send, plant mixed gravel, and donee graded crushed stone, PERMITS: The contractor shall insure that all permits and licenses have been obtained and all required fees hew been paid prior to the commencement of work. Soils: The contractor shall submit proctor test maufls for native materials and subbase materials to be used. The contractor shall be responsible for providing compaction test rosuks. Compaction tests shall be performed at a rate of 1 per 50' of pipe in trench per lift, and 1 per 2,500 sqft. of fill area per lift. 01011 GENERAL PROJECT MANAGEMENT WORK INCLUDED: This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards which must be utilized by the Contractor. MANAGEMENT OF PROJECT SITE. The Contractor shall ensure that at the end of each working day, the job she shall be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shall be removed fmm the job site es work progresses. The Cordroctor shell be responsible for protecting all existing structures and work completed under this Project at his own expense. The Contractor shall take all precautions and institute such procedures as are necessary to protect both life and property. All work, which, during its progress or before the final acceptance of the work as established by the Engineers Certificate of Completion, may hove become damaged from any muse, shall be removed and replaced at the Contractors expense, for both labor and materiels. Care shall be exercised on the part of the Contractor to ensure that property damage does not occur on privets property and that as little damage as possible is done within construction easements. Protection will be afforded cultivated trees and shrubbery, fences and walls, and similar features where adjacent to the construction. The Contractor is responsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction. The Contractor shall be held responsible for all damages reaulting from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED: The Engineer shall provide the Contractor with control points. Such control shell be set one time only. Thereafter, the Contractor shell be responsible for protecting control points from damage and dislocation. Should additional work be required by the Engineer to reestablish control points, he shall be reimbursed by the Contractor. Bench marks will be provided by the Engineer. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment clauses of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and mck excavation, unless otherwise provided for, the method of urement of quantities will consist of cross sections measured in the fold at intervals determined by the Engineer and computations of volume by the method of average end areas. In the was of quantities paid for on an area basis, unims otherwise provided for, the Brea to be paid for shall be within established pay limits, calculated using field measurements along final grace line. For the computation of areas the "Planimeter" shall be considered an acceptable instrument of precision. PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, sewers, drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead line, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer until the excavation Is beckflled and the existing facilities are made secure. Injury to any such facilities caused by or resulting from the Contractors operations, shall be repaired at the Contractors expense within a time period that will not place an unreasonable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require, pipes or other underground structure. encountered in excavating or trenching shell be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES: In case k shall become necessary, in the opinion of the Engineer, to move or reconstruct any water mein, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract, reconstrudon of the utilities shell be at the Contractors expense. In no was shell the Contractor after any water main, electric conduit, telephone conduit or any underground cables, conduits or structures, without written permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever sewers and water mains cross, construction shall be done in amordenca with the "Sewer -Water Separation Details for Crossings" shown in the Appendix or on the plans. Where sewers and water mains will be parallel to each other, there shall be a minimum separation distance of ten (10) feet, measured edge to edge of pipe. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on ons side of the sewer and at an elevation w the bottom of the water main is at least 18 inches above the top of the sewer. WORK OUTSIDE RIGHTS -OF -WAY AND EASEMENTS: The Contractor shall not, without written consent from the owner, enter or occupy with men, tools, materials or equipment, any land outside the rightsof-way or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES: Before starling the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the various steps he intends to take. Within 15 days after the date of starting work, the Contractor shall prepare and submit to the Engineer; (a) a written schedule fixing the dates at which additional drawings, if any, will be required and; (b) a written schedule fixing the respective dates for the start and completion of various parts of the work. Each such schedule shall be subject to review and change from time to time during the progress of the work. Included with this schedule shell be a breakdown of monthly estimated construction costs and materials on -site. WORK TO CONFORM. During its progress and on its completion, all work shall corrform truly to the lines, levels and grades indicated on the drawings or given by the Engineer and shall be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no mite shall any work In excess of the requirements of the drawings and specifications be paid for unless ordered In writing by the Engineer. PERMITS. It shell be the Contractors responsibility to obtain all federal, state, regional or local permits necessary for the construction of the project. The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. COMPACTION: At the preconstruction conference, the Contractor shall be required to submit, in writing, to the Engineer, for approvel, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to hove specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project. Pieces of equipment such as vibrating plate compactors, tampers, mmmem, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber tired rollers, steel wheeled rollers and the like shall be considered suitable equipment for compaction. Such pieces of equipment as backhoe buckets, bulldozers and the like shall not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE: The Contractor shall be responsible for ensuring that there is a Supervisor under his direct employ on the job site at all times that construction Is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contractor, SITE RESTORATION: Preconstruction photographs shall betaken by the owner or his representative of all areas to be affected by this contract. These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconstmction condition. All previously vegetated areas which haw been disturbed as a result of this construction shell be graded, topsoiled, seeded and mulched as per Section 02820 prior to October 1. 01030 Before the Contractor removes soil or mck to create an open space in the earth greater then one foot in depth by means of any powered or mechanized equipment within an underground utility easement or in the eme of a public dght-of-way in which an underground utility may be located, the Contractor shall notify "Digaafe" by calling their toll-froe number 1-888-344-7233. Dgssfe will then notify all Wilily companies having underground utilities in that area w that they can mark the location of these facilities. The utility companies should mark their lima within forty eight hours from the time Digmfe was notified (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification. Emergency excawtions am exempt from this requirement. Effective January 1, 1988, the mandatory notification of Digsafe in the above mentioned situations became Vermont State Lew. A fine of $1,000 may be levied for failure to telephone Digests before an excavation is made. 01080 MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this contract shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Society National Electrical Code Netionel Plumbing Code All Applicable State and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specification in effect at the date of receipt of bids shall take precedence over those listed below. ASTM American Society for Testing and Materials ASA American Standards Association AWWA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute AISC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ABBE American Society of Sanitary Engineers AGC American General Contractoe of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Society of Professional Engineers NEW WA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association SCPI Structural Clay Products Institute UL Underwriters' Laboratories WPCF Water Pollution Control Federation 01500 WORK INCLUDED: Included in this section pertains to the Contractors responsibility of providing temporary facilities The Contractor shall be responsible for and shall bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not limited to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary facilities, safety and first aid facilities. The Contractor shall make all arrangements for temporary facilities well in advent of need w as to not delay construction. All temporary facilities shall be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01580 SPECIAL CONTROLS WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and maintain during the length of the Contract. DUST CONTROL: The Contractor shell be responsible at his own expense for ensuring that the dust crowded as a result of construction activities does not create a nuisance or a safety hazard. Where and when deemed necessary the Contractor will be required to wet sections otthe construction area with water or apply calcium chloride or sweep the roadway with a power broom as dust control measures. Dust control measures shall be provided atoll times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shell furnish all materials and equipment and shall do all incidental work to keep the excavation entirely clear of water while pipelines, ponds, structures and their foundations are being bulk. The Contractor shall be responsible for choosing the method for control of water and shall assume all responsibility for the adequacy of the methods chosen. No construction shall be undertaken if, in the opinion blithe Engineer, adequate control of water is not assured. WATERTIGHTNESS: It is the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids are watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shall be subject to correction or replacement bythe Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise :wry reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other harmful waste shall not be discharged into or alongside these waters or into natural or man-made channels leading thereto. Applicable statues and regulations of the Vermont State Agency of Environmental Engineering relating to the prevention and abatement of pollution shell be complied with. 01569 WORK INCLUDED: Work Included in this section pertains to the Contractors responsibility to protect the pudic and workmen. The public shall be protected by the Contractor from any and all hazards connected with the work. Open trenches, materials or other equipment within the working limits are to be guarded by the use of adequate barricades, arrow fence or flagmen. All barricades left in position overnight are to be properly lighted. The Contractor shall be held responsible for the safety of all workman and the general public and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contraclorto project persons or property from hazard of open trenches, materials or equipment at any time of the day or right within the working area. All work shall be in conformance with OSHA regulations, Title 19, Parts 1926,651 and applicable VOSHA regulations. 01570 WORK INCLUDED. This section include. the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic pot" or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall, as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations are such that they will In any manner interfere with the movement or safety of the traveling public. The Contractor shall erect warning signs in advance of any place on the project where operations may interfere with the use of the road by talfic and at all intermediate points where the project crosws or coincides with an existing road. Such warning signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration. The cost of traffic police services occasioned by the Contract shall be paid for by the Contractor. The coat of uniformed traffic police will not be paid separately but shall be included in the prices stated in the several items of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer. The Contractor shall notify the Engineer, local police and fire departments as well as municipal officials at least 72 hours in advance of any intent to close streets. The Contractor shall work with the local government to establish a suitable alternate route, and shall at his own expense, provide and maintain suitably marked and well lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility or liability under this contract. 01575 WORK WITHIN STATE HIGHWAY RIGHT-OF-WAY WORK INCLUDED: Included in this section are the requirements that the Contractor must meet while working within the State highway nghtof-way. GENERAL: The Contractor shall insure that Highway Permits haw been obtained prior to the commencement of any construction within a public highway dghtof-way. Permits for work within a State highway rghtof-way shall be obtained from the Utilities Engineer, Vermont Agency of Transportation, Montpelier, Vermont. A preconatmchon meeting will be held prior to the Contractor beginning work. The Agency of Transportation's District Transportation Administrator and/or Utilities Engineer, the Construction Manager, the Contractors superintendent, and the Engineer assigned to the project will be present at this meeting. Upon completion of the work, a final inspection will be held, with the same Parties present as at the preconstru Lion meeting. The Contractor will be required to restore the highway right-of-way to as good a condition w it wes priorto doing the work, and to the sagafaction of the Agency of Transportation's DlstdctTmnsponalion Administrator, Ten (10) days written notice shall be given to the District Transportation Administrator before any work is done within a State Highway right-of-way . A copy of such notice shall be furnished to the Engineer. Inspection by the Agency of Transportation shall be permitted as construction progresses. The Contractors work shell be performed in such a manner that the roadway, appurtenances and highway traffic will be safeguarded. The Contractor shall suspend all work within the State Highway right-of-way owing the period from November 151h to April 15th, unless otherwise permitted by the Agency of Transportation. Prior to suspension of work, the Contractor shell hold a conference with the Engineer, District Transportation Administrator and the Owner. Any work required as a result of this conference shall be accomplished prior to November 15th, unless otherwise permitted by the Agency of Transportation. All bituminous paved travel ways, shoulders and parking areas disturbed under this Contract shell be restored prior to suspension of work. Growl surfaces in travel ways and parking areas shall be restored to a condition equal to that which existed prior to start of construction. All bituminous paved and gravel surfaced trawl ways and parking areas shall be maintained by the Contractor throughout the suspension of work period. Traffic shall be protected at all times by suitable barricades, warning and advance warning signs, as required to protect the public during the construction period. All construction operations will be conducted so as to muse a minimum of interference with traffic. At least one-way traffic shall be maintained at all limes. Two-way traffic shall be maintained at all times when construction operations are not in progress. Uniformed officers shall be provided for the control of traffic when two -cosy traffic cannot be maintained and at such other times as may be required by the District Transportation Administrator for the protection of the public. APPROVAL: Before any construction operations are started, the Contractor shall submit to the Engineer in triplicate, a detailed written description of the equipment and methods he proposes to use and acceptable sketches showing details of the proposed operation. If a sub -contractor is to be used for the work, the name and address of the sub -contractor shell be indicated in the written description. No work shell proceed until the Contractors plane and schedules hew been approved in wining by the Owner, the Engineer and the District Transportation Administrator. JACKING, DRILLING AND TUNNELING: The Contractor shall construct the casing pipe under the highway as indicated on the Drawings in such a manner that there shall be no interruption to traffic or disturbance of the medway. Jacking, drilling or tunneling operations shall be confined to areas outside the trawled portion of the highway, as indicated on Vermont Agency of Transportation Standard Drawing D-20. Jacking, drilling or tunneling operations, including installation of the casing and carver pipe, shall be carried out in accordance with the approved plans, specifications and working drawings. When excavating from within the jacking or drilling pipe, the Contractor shall use extreme care to avoid the loss of material from outside the limits of the pipe in its final position. Excavation shell be carried ahead of the casing pipe only to that extent possible without the leas of material When sheet piling is used to form the highway side of the boring pit, the piling shall be cut off 2 feet below grade and the remaining length left undisturbed following completion of construction operations. No material shall be placed on the paved portion of the highway at any time unless authorized by the District Transportation Administrator. Open cot excavation for highway crossings is not the option of the Contractor, and may be utilized only where attempted jacking, drilling or tunneling methods fail or otherwise prove impractical. Where such methods fall or prove to be impractical, the Contractor, with the written approval of the Engineer, shell obtain an appropriate modification of the Highway Permit from the District Transportation Administrator prior to the utilization of open cut methods. Prior to approval of each Instance, evidence will be required that no practical alternative to open cutting exists. EXCAVATION, BACKFILL AND SURFACE RESTORATION: Maximum dimensions of excavation within the highway rghtof-way shall conform in general to details shown on Vermont Agency of Transportation Standard Drawing D-20. When excavating through portlend cement concrete pavements, existing reinforcing shall be cut In the center of trench and carefully bent out of the way of excavation operations. Immediately following installation of the rasing and/or pipe, the trench shell be beckfilled with approved material in 6" layers to the subgrede line. Each layer shell be compacted to not lase than 95% of the maximum dry density as it is placed. Sub -base of gravel or crushed rock shall beplaced on the properly compacted subgrode in 6" compacted layers and shell be a minimum depth of 18' or as directed by the Engineer. Each layer shall be thoroughly and solidly compacted. At least a temporary pavement shall be provided within 36 hours of the completion of backfilling and prior to weekend shutdown at all locations where an open cut has been made through a roadway subject to vehicular traffic. The temporary pavement shall consist of at least one inch of thoroughly compacted bituminous concrete. Temporary pavements shall be property maintained and shell be replaced with permanent pavement prior to completion of the project or suspension of work for the winter season. 02100 GRUBBING, AND STRIPPING OF TOPSOIL WORK INCLUDED: The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the limits of the property or easements indicated in the drawings. CLEARING AND GRUBBING. The Contractor shell do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineer. Disposal shell comply with local ordinances. All areas cleared shall be left clean and presentable. Except within actual lines of trenches, manholes, madways or sidewalks to be built, where trees must be removed, no live trees with trunks over four (4) inches in diameter shall be removed unless otherwise required or approved by the Engineer. Clearing shell be done in such a manner that present growth will merge with the construction limits to give a natural appearance. The Contractor shall remove ell stumps and roots within permanent nghtsof-way. STRIPPING TOPSOIL: In general, where construction is not in roadways, it is carried across private and public rights -of -way, presently covered with topsoil. After trenching and pipe laying operation or construction of structures is completed, excess material shall be removed and area graded, provided with topsoil and seeded as specified in Section 02820. Ground surface shall be left in a condition equal to that which existed before construction. 02212 WORK INCLUDED: Embankments shall be constructed, as shown on the Contract Drawings, by the Contractor with either approved surplus excavated material or with approved material obtained elsewhere. SURFACE PREPARATION: When the embankment to be constructed is less then 5 feel in depth above the existing grade, the area within the construction limits shall be prepared by clearing all trees, down timber, brush, bushes and shrubs The area shall be grubbed to remove all stumps, roots, duff, grew turf, debris or other objectionable material. When the embankments are 5 feet and over, all stumps shall be cut off as close to the ground as practicable, but not to exceed 6 inches above the existing ground as measured at the base of the stump. The area shall not be grubbed, but all objectionable material shall be removed. All material resulting from clearing and grubbing shall be satisfactorily disposed of In a manner approved by the Engineer and in compliance with local ordinance. When embankments am to be made on a hillside, the slope of the original ground on which the embankments are to be constructed shall be stepped and properly drained as thefill is constructed in accordance with the plans or as directed by the Engineer so that adverse movement of the slopes does not occur. MATERIALS CONTROL: The excavated mck, ledge, boulders and stone, except where required in the conatrudan of other items or otherwise directed, shall be used in the construction of embankments to the extent of the project requirements and, generally, shall be placed so as to form the base of an embankment. Frozen material shall not be used in the construction of embankments, nor shall the embankments or successive layers of the embankments be placed upon frozen material. Placement of material other then rock shall stop when the sustained air temperature, below 320F, prohibits the obtaining of the required compaction. If the material is otherwise acceptable, it shell be stockpiled and reserved for future use when its condition Is acceptable to the Engineer for use in embankments. EMBANKMENTS OVER UNSTABLE SOILS: When embankment is to be constructed acmm swamp, muck or areas of unstable soils, the unsuitable material shall be excavated to reach sidle of adequate bearing capacity and the embankment begun. Alternative methods such as use of a fitter fabric in place of excavation and beckfill may be utilized only after approval of some by the Engineer. Material from excavation on the project shell be used to the extent available and when not available shall be obtained from other sources when authorized in writing by the Engineer METHOD OF CONSTRUCTION: Material being placed in embankments shall be placed In horizontal layers of uniform thickness across the full width of the embankment; except when it is impractical to construct full width of the embankment, partial width layers may be authorized by the Engineer. Stumps, trees, rubbish and other unsuitable material shall not be placed in embankments, except as designated on the plena or as ordered by the Engineer. The layers shall begin at the deepest pad of the fill. Embankments shell be placed and compacted as in Section 02265 of these Specifications using 8 inch Ift to obtain 95% maximum dry density by the ASASHTO T99 (Standard Proctor) or the ASTM D698 teal. Field density testing shall be done in conformance with the Send Cone Method, ASTM D1556 or the Nuclear Method described by ASTM D292 or AASHTO T238. Effective spreading equipment shall be used on each layer to obtain uniform thickness prior to compaction. Each layer shell be kept crowned to shed water to the outside edge of embankment and continuous leveling and manipulating will be required to assure uniform density. The entire area of each layer shell be uniformly compacted to at least the required minimum density by Cement concrete pavements shall be replaced with concrete having a minimum thickness equal to the thickness of the existing pavement, but in no case lase then 8" thick. The top surface shall be shaped to smoothly match adjoining Pavement. An overlap (structural tie) shall be maintained between existing and new reber or wire mesh. Reinforcing shall be placed with a minimum concrete cover of 2". Concrete shall be thoroughly compacted, struck off to the desired grade and cured for sewn (7) days with moistened sisal paper or burlap covering before being subjected to traffic. Bituminous pavements shall be replaced with 3' of bituminous plant mixed concrete or the thickness of the existing bituminous pavement, whichever is less, in accordance with Vermont Agency of Transportation Standard Drawing D-20. Sidewalk and curbs shall be replaced in kind or in accordance with details shown on the plans. Existing granite curbs maybe selvaged and reset. In areas presently gross covered, turf shall be re-established in accordance with Section 651, Vermont Agency of Transportation Standard Specifications for Highway and Bridge Construction, to the sells of the District Transportation Administrator. The Contractor shall be responsible for the turfend grade of the ground surface for one year following the completion of the work. or as specified by the District Transportation Administrator. PRELIMINARY OW IO12W 1 R L U E I V E V OCT 2 r^ 2011 V City of So. Budingtc use of compaction equipment consisting of rollers, compactors or a combination thereof. Earth moving and other equipment not specifically manufactured for compaction purposes will not be mnsidemd as compaction equipment. All fill materiel shall be compacted at a moisture content deerrnirad by the Engineerto be suitable for obtaining the required density. In no can shell the moisture content in each layer under construction be more than 3 percent above the optimum moisture content and shall be leas than that quantity that will cause the embankment to become unstable during compaction. Spongmess, shoving or other displacement under heavy equipment shall be considered prime facie evidence for an engineering determination of lack of stability under this requirement and further placement of materiel in the area affected shall be stopped or retarded to allow the material to stabilim, When the moisture content of the material in the layer under construction is less then the amount necessary to obtain satisfactory compaction by mechanical compaction methods, water shall be added by pressure distributors or other approved equipment; water may also be added in excavation or borrow pits. The water shall be uniformly and thoroughly incorporated into the soil by disc, harrowing, blading or by other approved methods. This manipulation may be omitted for sands and gravel. When the moisture content of the material m in excess of 3 percent above the optimum moisture content, dry material shall be thoroughly incorporated into the wet material or the wet material shall be aerated by disking, harrowing, blading, rotary mixing or by other approved methods; or compaction of the layer of wet material shell be deterred until the layer has dried to the required moisture content by evaporation. PIPELINES IN EMBANKMENTS: Pipelines and structures placed in embankments or fills shall conform to these specifications with respect to excavation, bedding, laying and backfilling. Excavation for pipelines to be laid in embankments shall be made after the embankment has been completed to a height of 3 feet above the crown of the pipe. The pipe shall be laid, properly bedded and backfilled to the top of the trench excavation. Construction of the embankment shell then continue according to this section. Embankment material adjacent to pipelines shall meet the requirements for beckfill. No payment for substitute backfill will be authorized for backfill trenches excavated in embankments. COVER: Embankments shall be tapsoiled and seeded in accordance with Section 02820 of these specifications unless specified otherwise on the plans. In embankment arena where erosion control plantings are to be made, the area shall be graded or berried to provide cross -drainage and topsoiled prior to the planting. 02213 WORK INCLUDED: The following section describes the work to be done by the Contractor in making parking or mad excavations. GENERAL: Prior to the beginning of excavation, grading and embankment operations in any area, all necessary clearing and grubbing in that area shall have been completed. SLOPES: All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left in a neat and trim condition. Excavation shall be made in reasonably close conformity with the lines, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION: During the construction, the roadways and parking shell be maintained so that they will be drained at as times. Where traffic la maintained, care shell be exercised to keep the portion open to traffic in a satisfactory condition. REMOVAL OF MATERIAL: All suitable material removed from excavation shall be used In the formation of embankments as indicated on the plans or as directed by the Engineer. The extra or waste material excavated during construction of the roadways and parking will be used to the extent possible to uniformly flatten slopes, or be deposited in Such places within the rightof-way as may be indicated on the plans or as directed by the Owner or Engineer. None of the extra or waste material will be removed from the project site, unless permitted by the Owner or Engineer. Any materiel not used In the rightof-way or to flatten slopes shall be used to fill gullies or other low areas within the project lends as directed by the Owner or Engineer. All of the aces that are filled with this extra or waste material shall be graded to drain, topsoiled, seeded and mulched in accordance with the landscaping specifications. The Contractor shall be responsible for the stability of all constructed embankments end shall replace at his own expanse any portions which have become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL: Unless authorized by the Engineer, borrow material shall not be placed until all suitable material has been excaveled and placed in the embankments, except when Sand Borrow or Granular Borrow is called for on the plans or when Granular Borrow is required by the Engineer for use under embankments or used with material from roadway excavations in making embankments. ryyyj WORK INCLUDED. The Contractor shell excavate to normal depth in earth for structures and trenches, backfill such excavations and grade and topwil as necessary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations shell be of sufficient width and depth at all points to allow all pipes to be laid, joints to be formed and structures and appurtenant construction to be build in the most thorough and workmanlike manner and to allow for sheeting and shoring, pumping and draining and for removing and replacing unsuitable material. Trenches and excavations shall be at least twelve inches wider then the outside dimensions of the structure they are to contain; trenches must not be unnecessarily wide so as to materially increase load on the pipe resuting from backfll. Bottoms of trenches and other excavations shall be carried to lines and shapes satisfactory a the Engineer. Bottoms of trenches for pipe shall be carried to a depth six inches greater then grade of pipeline, refilled a grade and bedded in the specified bedding method as detailed on the Contract Drawings. No tunneling will be permitted in plea of open trench mnstroction unless specifically authorized by the Engineer or required as specified under Section 01575, Work Within State Highway Right of -Way. Excavations adjacent to existing underground structures shell be done by hand so that foundations of structures shall not be disturbed. Wherever boulders or ledge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shall be removed to a depth of six inches below grade and space occupied by them shall be refilled to grade with the specified bedding material. Trenches shall be opened at such times and to such extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, from and any other surface material affected by the work shall be carefully taken up and kept separate from the other excavated material. If suitable, excavated material shall be used for embankments, beckfill and fill. Side slopes of excavations shall be less than the angle of repose of material excavated and shall be flat enough to prevent slides or cave-ins. Any excavation required as a result of slides or cave-ins shall be done by the Contractor at his own expense. Placement of bedding material shall not be done until the ground has been thoroughly dewatered and the Contractor is ready to install pipe or to construct foundations of vadow structures. LENGTH OF TRENCH ALLOWED TO BE OPEN: Length of trench allowed to be open shall be determined by the Engineer. The total running length of all work in each section shall be kept as short as Is practical. Only that length of trench which can be protected by means of barricades, fences, and the like shall be allowed to remain open overnight. Unless specifically permitted by the Engineer, all trench excavations shall be badddled prior to work shut -down for each weekend. MISCELLANEOUS EARTH EXCAVATION: Wherever required by the Engineer, the Contractor shall do earth excavation and backfilling in addition to the excavation and backflling needed to construct the work required by the Contract Documents. Miscallansow earth excavation and backfilling may be required by the Engineer for test pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this item. Temporary or permanent relocation of streams shall not be considered under miscellaneous earth excavation. EARTH EXCAVATION BELOW GRADE: Wherever, in the opinion of the Engineer, material at or below grade line of pipe or structure plus depth of bedding material is unsuitable for foundations, it shall either be excavated to such additional depths as directed by the Engineer and than refilled with crushed stone, well compacted, or the Engineer may direct that a fitter fabric as defined in Section 02545 be utilized in lieu of deeper excavation. If filter fabric is utilized, it shell be installed and the excavation then brought to grade line for pipe trenches as shown on the Contract Drawings, UNAUTHORIZED EXCAVATION: If the bottom of any excavation has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shall be brought to grade at the Contractors expense by refilling with well compacted bedding material. EARTH EXCAVATION: Earth excavation includes all materials not classified as rock excavation and includes, but is not limited to curbs, sidewalks, pavement, peat, clay, .IN, send, muck, grew], hardpan, loose shale, loose stone in masses, and boulders measuring leas than one cubic yard in volume. 02265 WORK INCLUDED: Work of this section pertains to the backfill requirements and definitions of materials utilized in backfill operations which the Contractor must comply with GENERAL: Each structure or portion of pipeline shall be inspected and approved for bedding and backfll before it is covered. Approval for bedding and backfill will not constitute final acceptance of the structure or pipeline. Any pipeline found to be out of line, deformed or damaged shall be —laid or replaced without additional compensation. No backfilling will be allowed around manholes or other masonry structures until concrete or mawnry has set sufficiently, as determined by the Engineer. All excess fill shall he removed from the mnstmction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal site and obtaining any necessary permits associated with transportation to or dispose) at the site. No excess fill may be stockpiled at the construction site. PIPE BEDDING: Pipe bedding shall be that materiel in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force mein, it shall extend from the bottom of the trench, 6" below the invert of the pipe, to a point W above the crown of the pipe and shall consist of crushed sane, send or granular pipe bedding as detailed in the Contract Drawings. For ductile iron gravity sewer, water main or force main and for reinforced concrete or asphalt mated corrugated metal storm drain, the bedding shall extend from the bottom of the trench, 6" below the invertof the pipe, to the spring line of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. The pipe bedding shall be compacted to the minimum density specified on the plane in order to provide uniform support around the pipe, Specific information relative to the pipe bedding to be utilized on this project shall be found on the Contract Drawings end under the sections covering specific types of pipe materiels. Sections 02520, 02555, 02556, and 02560 as appropriate. PIPE BACKFILL: Pipe beckfill for this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrede as shown on the Contract Drawings for pipes under made and shall be selected compectable wit material from the excavation, Materials used for backfill shall be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excaveled material is unsuitable for backfll, the Contractor shall dispose of the material end substitute approved Sand, gravel or other material in the amounts and proportions specified by the Engineer. Frozen material shall not be placed in backfills and backfills shell not be placed on frozen material. No stones in excess of 3" diameter shall be placed within 2 feet of the pipe, larger stones may be used in the beckfill provided care is taken that stones do not become nested and that all voids between stones are completely filed with fine materials. The elm and quantities of stone used In backfill will be subject to approval by the Engineer. No backfill shall be dropped from a height of more than 3 feet from the top of the pipe The beckfill shell consist of two separate cones. The first zone shall extend from the top of the bedding material to a height of 24" above the crown of the pipe. Select excavated material with stones m larger than 3" diameter shall be placed in 6" lifts and compacted to a density of 95% of the maximum dry density using the Standard Proctor Testaccording to ASTM D698 or AASHTO T99 (latest version). The materials shall be pieced carefully w as not to disturb the pipe or cauw it to break or misalign. The "mind mine shall extend from the top of the first zone to within 4" of finished grade or to road subgrade. Material in this zone shall be seed excavated material, placed In 6" lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). Suitable cohesive soil can be heckfilled in this zone and compacted using impact type equipment, pneumatic tampers, engine or self-propelled, sheepsfoot mllem on wide trenches or other suitable equipment, providing the 95% compaction requirement Is met. In mhesionless wits, vibratory plates in confined areas and vibratory rollers in unconfined areas can be utilized, providing the speed degree of compaction is met. Granular cohesionless material may, in some caws and upon approval of the Engineer, be compacted using water jetting or immersion type vibrators with flooding and pooling. The entire tmmh width shall be uniformly compacted and brought to grade. The remaining 4" of trench between the top of the backfill and the final surface, on areas to be seeded or sodded, shall be backfilled with topwil, compacted and finished in accordance with Section 02820, Final Grading, Topsoiling and Seeding of these Specifications. If the area is to be paved, the upper zone must be constructed in accordance with Sections 02649 and 02650 or 02651, FIELD DENSITY TESTING: Unless specified elsewhere, the Contractor shall provide field density tests to verify that the compaction requirements of this section have been met. Material having a gradation with more than 30% retained on the 3/4" sieve will generally be considered too merle for satisfactory density testing and therefore shall be replaced with finer material and recompected before retesting. Additional field tests necessary, because of failure of the first test to comply with stated density requirements, shall be provided by the Contractor at no additional wet to the Owner. TM field density determination will be made in accordance with Standard Method of Testing for Density of Soil In -Place by the Sand Corm Method, ASTM D1556 (AASHTO T191) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238. MATERIAL SPECIFICATIONS: This section pert ins to the specifications which the Contractor must comply with regarding the quality and type of material to be utilized for fill, backfill and embankment operations. GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plans or within these specifications, it shall mean a well graded material free from debris, slumps, branches, vegetation, pavement and similar objectionable material. It shall meet the gradation requirements for granular backfill defined as follows. Percentage by Weight Square Mesh Slaves Sieve Desianatlon Pawing Total Sample Sand Portion 3' 100% --- 2-1/2' 90%-100% --- No.4 50%-100% 100% No. 100 --- 0%- 18% No. 200 --- 0% -8% GRAVEL BORROW. Where reference ls made to this material either on the plans or within the specifications, it shall mean a material reasonably free from sift, loam, clay or organic matter containing no more than B% by weight passing the #200 sieve. It shall be undomlly graded and the largest stone shell not exceed 6" in any dimension. SAND: Sand shall consist of dean, hard durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of sift, loam, clay, organic matter or other harmful substances. It shall meet the gradation requirements for sand defined as follows: Sieve Oe n,t,n Percentage by Weight Pens na Total Sample 1/7 100% No.4 90%-100% No. 10 60%-90% No. 40 20%-40% No. 200 0% - 12% CRUSHED STONE. Crushed sane or screened gravel, uniformly graded from 3/4' to 1/4' and of satisfactory quality shall be furnished to replace unsuitable material excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer. It shall be clean, had, durable and free from dust, loam, clay or organic matter and shall be well compacted in place. STONE FILL. The Contractor shall line specified drainage ditches following excavation with stone fill in reasonably dose conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone fill may also be used in the stabilimtion of embankment, and shall be placed in one mums thickness as shown on the Plans in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing the underlying roots noI The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sima of atone. Rearrangement of the sane fill by hand labor or mechanical equipment may be required to obtain the specified results. When stone fill and filter blanket are to be placed as pert of an embankment, the protective materials shall be placed concurrently with the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and fitter blanket a to be placed under water, methods shall be used that will minimize segregation and insure that the required thickness of protective materiel will be obtained Stone for stone fill shall be approved hard blasted rock. The stone shall be angular In shape and shall not have a smallest dimension less then 1/3 of its longest dimension. The stone fill shall be reasonably well graded from the smallest to the maximum size stone specked w as to forth a compact mass when in place. a) Type 1 The longest dimension of the stone shell very from 1 inch to 12 inches and at least 50 percent of the volume of the store in place shall have a least dimension of 4 inches. b) Type 2. The longest dimension of the stone shall very from 2 inches to 36 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 12 inches. c) Type 3. The longest dimension of the stone shall very from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 16 inches. d) Type 4: The longest dimension of the stone shall vary from 3 inches to 60 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 20 inches. RIPRAP: The Contractor shall furnish and place riprep in reasonably close conformity to the dimensions, elevations and at the locations indicated on the plans in accordance with these specifications or as ordered by the Engineer. The slopes to be protected shell be graded and shaped to the lines indicated on the plans or as directed by the Engineer and lf in a fill area, shall be compacted as per In . section. All slopes shall be maintained and protected to the neat lines indicated on the plans prior to the placing of riprep Slone for riprep shall be approved, rough, unhewn quarry stone, as nearly rectangular in section as practical. The stones shall be hard, sound, resistant to the action of water end weathering and suitable in awry respect for the purpose intended. The individual stones shall hove a depth equal to the thickness of the mum of nprap. The riprep, complete in place, shall consist of stones that have a minimum volume of 8 cubic feel, unless otherwise noted. The voids between the stones shall be chinked with smaller stones to produce a relatively smooth and uniform surface. Rip rap shall generally be placed from an elevation 1' below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02520 STORM1 DRAIN " `r�RTS a d RELATED CONSTRUCTION WORK INCLUDED: Work in this section pertains to the installation of all storm drain pipe lines, manholes, catch basins, culverts and appurtenances. Work shell be as shown and noted on the Contract Drawings or as directed by the Engineer TYPES OF PIPE: The type of pipe which may be used for storm drain lines is Smooth Interior and Annular Exterior Corrugated High Density Polyethylene Pipe (HDPE) or an approved equal. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. SMOOTH INTERIOR AND ANNULAR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE: This specification describes 4- to 60-inch (100 to 1600 mm) Smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe with a Sift Tight and Leak Resistant Joint for use in nonpressure gravity flow drainage applications. AASHTO M252: Standard Specification for Corrugated Polyethylene Pipe, 4" to 10"(100 to 250mm), Type S. • AASHTO M294: Standard Specification for Corrugated Polyethylene Pipe, 12" to 48" (300 to 1200 mm), Type S. • AASHTO MP7-97. Standard Specification for Corrugated Polyethylene Pipe, 54" to 60" (1350 and 1500 mm), Type S. • ASTM 02321. Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. • ASTM D3350: Standard Specification for Polyethylene Plastic Pipe and Fittings Materiels. • ASTM F477. Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. Pipe and filing material shall be high -density polyethylene meeting ASTM 03350 minimum call classification 3244200 for 4- through 10-inch diameters or 335420C for 12-through 60-inch diameters. • Pipe manufactured for this specification shell comply with the requirements fortest methods, dimensions, and markings found in AASHTO M252, AASHTO M294 and/ or AASHTO MP7-97. The prescribed sizes of pipe are nominal inside diameters. Pips sizes shell be no less than 99%of nominal inside diameter and have a minimum of 20.0 feel laying length. For a. to 10-Inch (100 to 250 mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO M252, Type S. For 12- to 48- inch (300 to 1200mm) diameters. the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO M294.97, Type S. • For 54- to 60- inch (1350 to 150omm) diameters, the pips supplied shall he smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO MP7-97, Type S. Manning's "n" value for use in design shall not be less than 0.010. FITTINGS. Fittings shall conform to AASHTO M252, M294 or MP7.97. Fabricated finings shell be welded on the interior and exterior at all junctions. JOINTS: Pipe shall be joined with bell -and -spigot joints meeting AASHTO M252, M294 or MP7-97. Joints shall provide sift tight and leek resistant join. Pipe joints shell Incorporate a gasket meeting the requirements of ASTM F477 to form sift tight and leek resistant connection. Joints shall exceed the soil tight joint performance criteria of AASHTO Standard Specifications for Highway Bridges, Division II, Section 26, • Gaskets shall be installed by the pipe manufacturer and covered with a removable wrap to ensure the gasket is free from debris. • A joint lubricant supplied by the manufacturer shall be used on the gasket and bell during assembly. Smooth Interior and Annular Exterior Corrugated HDPE Pipe shall be Sure-Lok F477 as manufactured by Hanwr, Inc. or a preopproved equal. All aftemale products must be submitted to the Engineer two weeks before bid date for Contractor approval. Installation • Installation shell be in accordance with ASTM D2321 with the exception that minimum cover in trafficked areas shell be one foot (0.3 m) for 4' - 48" pipe and 18"(0.5 m) for 54" and 60" pipe. • Backfill the pipe with material meeting the requirements of ASTM 02321 Clem I, II or III subject to the approval of the Engineer. Bacd'ill shall be placed in six to twelve inch lifts compacted to a minimum 95% standard proctor or as designated by the Engineer. • Trench width should be wide enough to place and compact beckfill around the entire pipe. The trench width shall be outside diamearn24" for pipe sizes 12' to 30' and outside diematar+•38" for pipe sins 36" to 60". LAYING PIPE: Storm drains and culverts shall be constructed on a trench bottom prepared and bedded as shown on the Contract Drawings. Each pipe shall be checked just prior to laying to ensure that it is clear of all dirt and debris and shall be led true to line end grade as indicated on the Contract Drawings. All joints shall be tight and inverts shall be continuous. When pipe is to be laid within the Stale Highway Right -of - Way it shall also be installed in accordance with requirements of Section 601 of the Vermont Highway Department Specffications. Cara shall be exercised when unloading pipe from delivery trucks and moving pipe to its final position. When damaged pipe is rejected by the Engineer, new pipe Shall be furnished by the Contractor at the Contractors expense. Where existing pipe is to be retained or re-laid and it becomes damaged due to the fault of the Contractor, it shall be replaced with new pipe at the Contractors expense. PIPE BEDDING: Pipe bedding shall be as specified in Section 02265 of these Specifications, Reinforced concrete and asphalt mated corrugated metal pipe shall be bedded from the trench bottom, 6" below the Invert of the pipe, to the spring line of the pipe with send or granular pipe bedding as detailed in the Contract Drawings. Plastic pipe shall be bedded from the trench bottom, 6" balm the invert of the pipe, a 6" above the crown of the pipe with send or granular pipe bedding as detailed in the Contract Drawings, Beckfill above the pipe bedding shall be suitable excavated material free of stones larger then 3" and shall be placed according to Section 02265 of thew specifications. MANHOLES, CATCH BASINS AND OTHER APPURTENANCES. Where indicated on the plans, the Contractor shall furnish and install manholes which meet the requirements of Section 03401 of these Specifications. The Contractor shall also furnish and install catch basins, where indicated on the plans, which meet the requirements of Seddon 03402 of these Specffications. All manhole or catch basin steps, covers, grates and other miscellaneous meal shell be furnished and installed in amordanm with Section 05550 of these Specificationat. be of concrete construction, as shown on the Contract Drawings. If constructed of concrete, all concrete utdimd shall meet the requirements for Class B concrete as per Section 03300 of these Specifications. 02530 DEWATERING WORK INCLUDED: The work includes ell work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water The Contractor shall at his expense remove by pumping, draining, bailing or otherwise, any water which may accumulate or be found in trenches and other excavation. made under this contract, and shall tern ell pump wells, sumps, dams, fumes, or other works necessary to keep trenches and other excavations entirely clear of water while pipe lima and Structures and their foundations are being built. Newly made masonry shall be protected from damage resulting from dewetedng work, by use of canvas, tar paper, or by such other sufficient methods as may be approved by the Engineer. The Contractor shell at all times, have sufficient pumping machinery so that structures will be built in the dry. Excavation and trenches shall be dewatered where necessary by use of stone drains, pipe underdmins, or by use of well points. Pipe used for underdmins shall be of ample aim to dewater trench for proper drainage during construction work. Pipe shall be corrugated metal, HDPE, or PVC, es hereinafter specified . Areas to he excavated and trenches shell he excavated to such additional depth as required to lay underdmin in a bed of clean gravel or broken atone. If a well point system is used for dewaenng excavation, well points shall be spaced and driven to a depth to thoroughly dewater the construction area. All dewatering, regardless of method, shall be accomplished so that adequate bearing capacity of the soil is reached to allow stable support of pipe lines, structures, and foundations. Removal of visual running water in the trench without provision of stable trench bottom support for piping or structures does not constitute adequate dewat ring. The Contractor shall fumlah, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no Structures to be built under this Contract shall move. The Contractor shall construct noise abatement structures amund all pumps or machinery that must run after working hours. These structures most provide adequate sound absorption to prevent disturbance of the public. Water from trenches and excavations shall be disposed of in such a manner as will not cause injury to public health nor to public or private property, nor to work completed or in progress, nor to surface of highways, nor cause any interference with use of same by the public. No sifty, brackish or turbid water from trenches and excavations shall be allowed to discharge directly to a stream or natural drainage mums leading to a stream. The turbid water can be discharged onto the ground providing the subsequent runoff does not create a turbid situation in the stream. Where ground application creates or is likely to create turbid stream conditiom, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site restored to its original condition. 02540 WORK INCLUDED: The Contractor shall carry out his operations in such a manner to give adequate protection to water courses and minimim surface erosion. Within 7 calendar days after Notice to Proceed on the Project, the Contractor shall submit to the Engineer for acceptance, the Contractors proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to emsion, ss indicated by the Engineer, or within existing drainage channels until the methods of erosion control, to be employed on the pmject, have been approved by the Engineer. The Engineer has the authority to lima the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate erosion control measures to prevent comeminstion of adjacent streams or other water mums and areas of water impoundment. Thew measures shall include but not be limited to, stone check dams, hey bares for mulch and matting. As the exmwfion proceeds, cut slopes shall be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cut slopes and embankments to the elements shell be as short as practical. Seeding, mulching, installation of erosion control shrubbery or other designed treatment should be initiated promptly and mnmrrently with the other work. The Contractor will be required � incorporate all permanent emsion control Net— Into the Project at the earliest practical time as outlined in his accepted schedula.d HEADWALLS: The Contractor shall construct pipe headwalls at the locations shown and in reasonably claw conformity with the lines, grades and dimensions shown on the �/ Contract Drawings or as ordered by the Engineer. Headwalls siYIMII�,�R I specifically designed asphalt mated, corrugated galvanized metal ends "I� I IOW1612O11 OCT 2 5 2011 City of So. Burlington If and when conditions develop that will suspend construction operations for any appreciable length of time, the excavation and embankment areas shall be shaped in such a manner that the runof of water may be intercepted and diverted to points where least erosion shell result. Slope drains shell be installed as soon as possible to assist in carrying this runoff. If these preventative measures should fail and an appreciable amount of materiel begins to erode into a river, stream or impoundment, the Contractor shall act immediately to correct and prevent further erosion Erosion control measures shall be continued until the permanent dminage facilities have been constructed and until gross on seeded slopes or specially installed shrubbery is established sufficiently to be an effective deterrent against erosion. Unless otherwise approved in writing, mechanized equipment shall not be operated in live stmams except as may be required to construct changes in channel and permanent or temporary structures. Rivers, streams and impoundments shell, as soon as construction will allow, be cleared of all false work, piling and debris caused by the construction operations. The Contractor shall perform all of the storm water and erosion control specifications and details shown on the Contract Drawings including installation, maintenance and removal oftemporery dams and inlet protection. 02555 DUCTILE IRON WATERLINES AND RELATED CONST WORK INCLUDED: The Contractor shell furnish, install and test all water mains and appurtenances as indicated in the Contract Drawings and Specifications MATERIALS. Pipes for all waterlines shall be ductile iron pipe of the thickness class designated on the plans. The minimum acceptable thickness pipe shall be the thickness Class designated on the plans. All ductile iron pipe shall be centrifugally teat in middle and shall conform to the latest revision of ANSI Standard A21.51, (AWWA C151) and ANSI Standard A21.11 (AWWA C111), Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe Fittings and ANSI Standard A21,10 (AWWA C110) Gray -Iron and Ductile Iran Fittings 3 inch through 48 Inch of Water and Other Liquids. All ductile iron pipe shall be cement lined and shall conform to ANSI Standard A21.4 (AWWA C104), Cement -Mortar Lining for Ductile Iron Pipe and Gray Iron Pipe and Fittings for Water. All pipe joints, shall be the pushon type, except for joints at fittings and valves which shell be mechanical joint, unless noted otherwise on the plans. All fittings shall have body thtoknese and radii of curvature conforming to ANSI Standard A21.10 and push - on joints shall conform to Sections 11-2 through 11.5 and 11-7 through 11-8 of ANSI A21A 1. The electrical conductivity of the pipeline and attached services shall be maintained at all joints through the use of three brass wedges at each joint or with conduction straps, The electrical conductivity of the pipeline across all couplings, valves, and fittings shall be maintained through the use of conduction straps. No couplings shall be made at any point on the pipeline or attached services without incorporating provisions to maintain electrical conductivity. Mechanical joint, ductile iron pipe shell be the thickness Class designated on the plans, and shall be installed where specified on the plans. Mechanical joint ductile Iron pipe shall conform to the Specifications for ductile Iron pipe, except for fittings which shall be mechanical joint with body thickness and radius of curvature conforming to ANSI A21.10 and mechanical joints which shall be in accord with Sections 11-2 through 11-6 of ANSI A21.11. All pipe and fittings shall be manufactured by U.S. Pipe and Foundry, Co., Clow or an approved equal. INSPECTION AND TESTING OF MATERIALS: All cast Iron pipe and fittings shall be inspected and tested in accordance with the manufacturers specifications and the aforementioned AWWA Specifications. The Contractor shall furnish for approval, certification from pipe manufacturer that all tests hove been performed with satisfactory results. Pipe shall not be installed without the Engineers approval. HANDLING: Pipe, fittings and accessories shall be carefully handled to avoid damage. Prior to the date of acceptance of the project work by the Owner, the Contractor shall replace any pipe or accessory found to be defective at any time, including after it has been installed, at no expense to the Owner. The Contractors attention is called to the fact that the cement lining of the pipe is quite brittle and special core should be taken in handling, All cutting shall be done with a machine having wheel cutters or knives adapted to the purpose except as otherwise approved. All cut ends shall be examined for possible cracks caused by cutting. All pipe showing cracks shall be rejected. If cracks occur in the pipe, the Contractor may, at his expense and with the approval of the Engineer, cut of the cracked portions at a point at least twelve inches from the visible limits of the crack and use the sound portion of the pipe. All pipe and fittings shell be cleared of all foreign matter and debris prior to installation and shall be kept clean until the time of acceptance by the Owner. LAYING PIPE. Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. Each pipe shall be laid true to line and grade and so laid as to form a tight joint with next adjoining pipe. All installation of pipe shall be dome In accordance with AWWA Standard C600. At all times when pipe laying is rot actually in progress, the open ends of the pipe shell be closed by temporary watertight plugs or by other approved means. If water is in the branch when work is resumed, the plug shall not be removed until all danger of water entering the pipe has passed. There shall be a minimum of six feet of cover on all pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at joints shall be within the limits specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported so that no stmin will be imposed on the equipment. (If the equipment manufacturers specifications indicate that pipe loads are not to be transferred, the Contractor shall submit certification of compliance). Thrust blocks or property installed tie rods shall be installed on all plug., lees, and bends deflecting 11.1140 or mom. Cam shall be taken to ensure that concrete will not come in contact with flanges, joints or bolts. The required area of thrust blocks am indicated on the Contract Drawings or shall be as approved by the Engineer. In instances where the use of different types of pipes requires joining, the Contractor shall furnish and install all necessary adapters. All trenching safety standards shell be in conformance with any applicable State and Federal guidelines. No walking on or working over pipes after they am laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted until pipes am backflled as specified to a depth of 12 inches. PIPE BEDDING AND BACKFILL: Pipe bedding and beckfill for all wetedines shall be as indicated in Section 02265. Pipeline shell be laid on a prepared bed of 6" of send or gravel and adjusted for proper alignment and grade. Sand or gravel, as indicated on the Contract Drawings, shall then be placed and compacted to the springline of the pipe (centerline). Backfll with excavated material containing stones re, larger then 3' shall then be placed and compacted in 6" lifts to 24" over the pipe crown. Where sub- surface, "in -place" conditions warrant reduced bedding or compactive effort, the Engineer shall make a field determination as to whether the bedding requirements can be reduced. All projects shall use the standard outlined in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall accrue to the Owner. FIELD TESTING: Except as otherwise directed, all pipe lines shall be tested. Pipe lime laid In excavation or bedded in concrete and any exposed piping shall be tested prior to field painting The Contractor shall furnish all gauges, testing plugs, ceps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valved section or a maximum of one thousand feet of pipe shall be tested. All water required for testing shall be potable. All testing shall be conducted in the presence of the Engineer. The Contractor shall make the necessary provisions to tap the pipe at the high point to release all air and shell plug same after completing the test. Hydrants or blowofta located at high points may be used for air release in lieu of taps if approved by the Engineer. The pressure and leakage tests shall be performed as a combined test which shall be for a duration of two hours at 150% of normal operating pressure or 200 psi, whichever is more, in the line at the lowest elevation. Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe to maintain the leakage test pressure after the pipe has been filled and the air has been expelled. No installation will be accepted if the leakage is greater than that determined by the formula: L = SO (P)^.5 148,000 Where L is allowable leakage in gallons per hour, S is the length of pipe being tested, D Is the nominal diameter of the pipe in Inches, and P is the average test pressure in pounds per square inch gauge. Should any section of pipe fail either the pressure or leakage tests the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or joints at no expense to the Owner. If for any reason, the Engineer should after the foregoing procedures, the Contractor shall remeln responsible for the tightness of the line within the above requirements. DISINFECTION: Chlorination of the water mein shall be conducted only after the main has been satisfactorily tested and flushed and a clean stmam is obtained as determined by the Engineer. The Contractor shall furnish all labor, equipment, materials and tools necessary to disinfect the pipe and appurtenancea in accordance with AWWA Standard for Disinfecting Water Mains C651 latest revision. The continuous feed method shall be performed under the supervision of the Engineer. The disinfection process shell be deemed acceptable only after samples of water from the flushed, disinfected main show no evidence of bacteriological contamination based on Health Department testing or testing by another approved lab. VALVES: All valves for waterlines shall meet the requirements of Section 15100. HYDRANTS. All hydrants shall meet the requirements of Section 15109. PIPE INSULATION: In areas where there is insufficient cover (i.eleas than five and one half feet) due to sewer pipes, etc. as indicated on the Contract Drawings, all pipe, fittings, etc. shall be Iraulaled. The insulation shall be of extruded polystyrene and haw is minimum thickness of 2 inches and shall be installed in strict compliance with the manufacturers directions. The insulation shall be Styrefoam SM. and shall meet the compressive strength requirements of ASTM D1621-73 and shall be as manufactured by Dow Chemical Company, Midland, Michigan. RECONNECTION OF SERVICES: All services to the existing water main shall be reconnected to the new main with pipe of equal sine, and shall be provided with a corporation stop or valve as applicable. 02556 FORCEMAIN AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shall furnish, install and test all water mains and appurtenances as indicated In the Contract Drawings and Specifications. MATERIALS: Pipe and couplings for all forcemains shell be PVC of the pressure Class 160. All pipe shall meet the requirements of ASTM D2241 or AASHTO M258 section 8.1.2 "Poly Vinyl Chloride (PVC) Plastic Pipe (SDR-PR)" the Uni-Bell Standard UNI-B-2 -72, and AWWA Standard C900. The pipe shall be manufactured from Class 12454-A or 12452 compounds, with a hydro -static design and basis rating of 4,000 psi at 73.4"F and shall conform to ASTM D1784 compound specifications. All pipe shall be manufactured with outside diametersequal to those of ductile inch pipe. All pipe and couplings shall be the push -on type using elastomene gaskets except for joints at fittings and valves which shell be mechanical joints. Joints shall meet the performance requirements specified in ASTM D3139. INSPECTION AND TESTING OF MATERIALS: All PVC pipe and fittings shall be Inspected and tested in accordance with the manufacturers specifications and the aforementioned AWWA Specifications. The Contractor shall furnish for approval, certification from pipe manufacturer that all tests hove been performed with satisfactory results. Pipe shall not be installed without the Engineers approval. HANDLING: The Contractor shall be responsible for all material furnished by him and shall replace at his own expense all such material found damaged or defective in manufacture. This shall include the furnishing of all material and labor required for the replacement of installed material discovered priorto the final acceptance of work. The Contractor shall be responsible for the safe storage of material until it has been incorporated in the completed project. All pipe and fittings shall be cleared of all foreign matter and debris prior to installation and shall be kept clean until the time of acceptance by the Owner. LAYING PIPE: Pipe shall be laid upon a trench bottom and bad prepared as indicated on the Contract Drawings and as specified in this section. Each pipe shall be laid true to line antl grade and so laid as to form a tight joint with next adjoining pipe. All installation of pipe shall be done in accordance with UNI-B-3.77. At all times when pipe laying is rot actually in progress, the open ends of the pipe shell be dosed by temporarywatertight plugs or by other approved means. If water is in the trench when work is resumed, the plug shall rot be removed until all danger of water entering the pipe hes passed There shall be a minimum of five feet -six inches of cover on all pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown an the Contract Drawings. Any deflection at joints shall be within the limits specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported so that no stmin will be imposed on the equipment. (If the equipment manufacturers specifications indicate that pipe loads am not to be transferred, the Contractor shall submit certification of compliance), Thrust blocks shall be installed on all plugs, tees, and bends deflecting 11.1/4` or more. Care shall be taken to ensure that concrete will not come in contact with flanges, joints or bolts. The required area of thrust blocks am indicated on the Contract Drawings or shall be as approved by the Engineer. In instances where the use of different types of pipe requires joining, the Contractor shall furnish and install all necessary adapters. All trenching safety standards shall be in conformance with any applicable State and Federal guidelines. PIPE BEDDING AND BACKFILL: Pipe bedding and backfill for all forcemains shall be as Indicated in Section 02265. Pipeline shall be laid on a prepared bed of 6" of send or granular pipe bedding and adjusted for proper alignment and grade. Sand or granular pipe bedding, as indicated on the Contract Drawings, shall then be placed or compacted to 6" above the crown of the pipe. Backfll with excavated material containing stones no larger than 3" shall then be placed and compacted in 6" lifts to 24" over the pipe crown. Where subsurface, in -place conditions warrant reduced bedding or compactive effort, the Engineer shall make a field determination as to whether the bedding requirements can be reduced, All projects shall use the standard outline in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall accure to the Owner. FIELD TESTING: Except as otherwise directed, all pipelines shall be tested. Pipelines laid in excavation or bedded in concrete shall be tested prior to backflling orthe placing of concrete and any exposed piping shall be tested prior to field painting. The Contractor shall furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valves section or a maximum of one thousand feet of pipe shall be tested. All water required for testing shall be potable, All testing shell be conducted in the presence of the Engineer. The pressure and leakage tests shall be performed as a combined test which shall be for a duration of two hours at 150% of highest working prossure in the section being tested. Test pressures shall no be less than 50 psi at the highest point In the test section, shall not exceed pipe or thrust restraint design pressures, shall not very by more than 5 psi, and shell not exceed twice the rated pressure of the valves when the pressure boundary of the test section includes closed gets valves. Each valved section of pipe shall be filled with water slowly and the specified test pressure, based on the elevation of the lowest point of the line or section under test end connected to test gauge, shall be applied by means of a pump connected to the pipe. Before applying the specified test pressure, air shall be expelled completely from the pipe and valves. All exposed pipe, fittings, valves, and joints shall be examined carefully during the test. Any damaged or defective pipe, fittings, or valves, that are discovered following the pressure test shall be repaired or replaced with sound material and the test shall be repeated. Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the specified test pressure after the air in the pipeline has bean expelled and the pipe has been filled. No pipe installation will be accepted if the leakage is greater than that determined by the following formula: L = (NIfD) x (P)-.5 7,400 Where L is the allowable leakage in gallons per hour, N is the number of joints in the length of pipeline tested, D is the nominal diameter of the pipe In inches, and P is the average test pressure during the leakage teat in pounds per square inch gage. Should any section of pipe fail the leakage test, the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or joints at no expense to the Owner. If for any reason, the Engineer should after the foregoing procedures, the Contractor shall remain responsible for the tightness of the line within the above requirements. VALVES: All valves for forcemams shall most the requirements of Section 15100. PIPE INSULATION: In areas where there Is insufficient cover (Le, less than five and one half feet) the pipe shall be insulated. The insulation shell be of extruded polystyrene and haw a minimum thickness of 2 inches and shall be installed in strict compliance with the manufacturers directions, The insulation shell be Styrofoam SM, and shall meet the compressive strength requirements of ASTM D1621 and shall be as manufactured by Dow Chemical Company, Midland, Michigan, 02560 cFwPR PIPE r Inlr=c eND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shall furnish and install all pipes, fittings and other materials necessary for the installation of gravity sewers, force mains, and all appurtenant construction related thereto including chimneys, service connections, thrust blocks and other related items as indicated on the Contract Drawings and as specified herein. The work shall also include testing and placing the system into satisfactory operation. TYPES OF PIPE: Types of pipe which shall be used for the various parts of work am ea follows: a) Gravity Sewers shall be PVC solid wall pipe meeting ASTM Specifications 03034 or F679, or restrained joint PVC pipe meeting AWWA C900, or an approved equal. PVC SEWER PIPE: PVC sewer pipe shall conform in all respects to the latest revision of ASTM Specification D3034, or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR 35, Well thickness of all PVC pipe shall meet ASTM Specifications for SDR 35 pipe. All pipe and fittings shell be cleady marked as follows: Manufacturers Name and Trademark. Nominal Pipe Sins Material Designation 12454C PVC Legend "Type PSM SDR 35 PVC Sewer Pipe" or "PS 41 PVC Sewer Pipe" Designation ASTM D3034 or F679 Joints shell be push- type using elastomeric gaskets, and shall conform to ASTM D3212. The gaskets shall be factory installed The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings; field fabricated, saddle type connections will not be considered acceptable. RESTRAINED JOINT PVC SEWER PIPE: Restrained joint PVC sewer pipe shall be C900/RJ PVC restrained joint pipe from Certainteed Corporation or an approved equal. Pipe shall conform In all respects to the latest revision of AWWA Specification C900, Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. through 12 In. The restrained joint pipe system shall also most all short and long term pressure teat requirements of AWWA C900. Pipe, couplings, and locking splines shall be completely non-metallic. Pipe end couplings shall be made from unplasticized PVC compounds having a minimum cell classification of 12454, as defined in ASTM D1784, The compound shall qualify for a Hydrostatic Design Basis (HOB) of 4000 psi for water at 73.4°F, in accordance with the requirements of ASTM D2837. Nominal outside diameters and wall thicknesses of restmined joint pipe shall conform to the requirements of AWWA C900. Pipe and couplings shall be legibly and permanently marked in ink with the following minimum information: Pipe Nominal pipe size PVC Dimension ratio AWWA/UL pressure class AWWA C900-07 Manufacturers name or trademark and production record code Couplings Nominal size PVC AWWA/UL pressure class AWWA C900-07 Manufacturers name or trademark Joints shall be joined using non-metallic couplings to forth an integral system for maximum reliability and interchangeability. High -strength, flexible thermoplestic splines shall be inserted into mating, precision machined grooves in the pipe and coupling to provide full 3600 restraint with evenly distributed loading. Couplings shall be designed for use at or above the pressure close of the pipe with which they are utilized, and shall incorporate twin elastomeric sealing gaskets meeting the requirements of ASTM F477. Joints shall be designed to meet the zero leakage test requirement. of ASTM 03139. Pipe and couplings shall be homogeneous throughout and free from voids, cracks, Inclusions and other defects, and shell be as uniform as commercially practicable in color, density and other physical characteristics. Every pipe and machined coupling shall pass the AWWA 0900 hydrostatic proof test requirements of 2 times the pressure class for 5 seconds. Until such time as ILL standards are harmonized with AWWA, UL requirements shall be used which am 4 times the ILL pressure class for 5 seconds (4.150=600 psi, 4"200=800 psi). Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings; fold fabricated, saddle type connections will not be considered acceptable. Any pipe or fitting having a crack, or other defect, or which has received a severe blow shall be marked rejected and removed at once from the work site. All field cuts are to be made at 90° to the pipe centerline. The contractor shall bevel the cut and to the same angle as the factory bevel, remove all interior bur., measure and place a homing mark on the pipe before assembling. The pipe installed under this specification shall be installed so that the initial deflection, measured as described below, shall be less than 5%. Deflection tests shall be performed on all flexible pipe after the final backfill has been in plots for at least 30 dayshe deflection test shall be run using a rigid bell or mandrel . T having a diameter equal to 95% of the inside diameter of the pipe. No mechanical pulling devices shall be used during the deflection testa. All pipe rot meeting the deflection test shall be re -excavated and replaced at the Contractors expense. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. The Contractor will submit certification that the materials of construction have been sampled, tested, Inspected and meet all the requirements including wall thickness in accordance with ASTM D3034 or ASTM F679 or AWWA C900, as applicable, for all pipe and fittings to be induced in the project work. All pipe shall be installed in strict accordance with manufacturers installation instructions. PVC pipe shall not be installed when the temperature drops below 32'F or goes above 100"F. During cold weather, the flexibility and impact resistance of PVC pipe is reduced. Extra cam is required when handling PVC pipe during cold weather. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. All pipe shall be carefully cleaned just before laying. Each pipe shall be laid true to line and grade so laid as to forth a tight joint with next adjoining pipe and to bring inverts continuous. Where the plans require service connections, Y-branches with 6 inch spurs shall be installed in the sewer main. Flexible pipe gaskets are required as per this section. No walking on or working over pipes after they am laid except as may be necessary in making joints, in placing cradles and in tamping backfll material will be permitted until pipes am backfilled as specified to a depth of 12 inches. During construction all openings to pipe lines shall be protected from entrance of earth or other material. Open ends of branches and pipes when completed shall be sealed with stoppers or by equally effective methods. Where new pipes am to join existing ones, the Contractor shall do such work as Is necessary to make connections. FROST PROTECTION FOR SHALLOW SEWERS: Sewers with less than 5-1/2 feet of cover over the crown or where indicated on the plans shell be protected against freezing by installation of 2" thick Styrofoam SM insulating sheets with a width of 3 feet or twice the pipe diameter, which ever is greater. The sheets shall be placed 6" above the crown of the sewer after compaction of the 6" lift immediately above the crown has been made. Cam shall be exercised by the Contractor during backfill and compaction ver the styrofoam sheets to prevent damage to the sheets. Styrofoam SM sheets shall meet the compressive strength requirements of ASTM D1621 and shell be as manufactured by Dow Chemical Company, Midland Michigan, LEAKAGE TESTS AND ALLOWANCES FOR GRAVITY SEWERS: The tow pressure air test will be used to simulate infiltration or exfiltratlon rates into or out of all gravity severe. under test conditions. The test shall be performed on pipe between adjacent manholes after backfrling has been completed and compacted. All oyes, tees, laterals, or end of side sewer stubs shall be plugged with flexible -joint caps, or acceptable alternate, securely fastened to withstand the intemal test pressure. Such plugs or ceps shell be readily removable, and their removal shall provide a joint suitable for making a flexible -jointed lateral connection or extension. Prior to testing for acceptance, the pipe should be cleaned by passing through the pipe, a full gauge squeegee. It shall be the responsibility of the Contractor to have the pipe clean. Immediately following the pipe cleaning, the pipe installation shall he tested with low- pressure air. Air shall be slowly supplied to the plugged pipe section until the internalair pressure reaches 4.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe. At least two minutes shall be allowed forlemperalure stabilizetlon before proceeding further. The pipe line shall be considered acceptable, when tested at an average pressure of 3.0 pounds per square inch greater then the average back pressure of any ground water that may submerge the pipe, if: (1) the total rate of air loss from any section tested in its entirely between manhole and cleanout structures does not exceed 2.0 cubic feel per minute, or (2) the section under test does not lose air at a rate greater then 0.0030 cubicfeet per minute per square foot of internal pipe surface. The requirements of this specification shall be considered satisfied if the time required in seconds for the pressure to decrease from 3.5 to 2.5 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe is not less than that computed according to ASTM C828. is for Various Flog Sizes Nominal From Sim Time ft Nominal Pros SIM Time Irvin.1100 It 3' Imin./100 0.2 21" 3.0 4" 0.3 24" 3,6 6' 0.7 27' 4.2 8' 1.2 30" 4.8 10" 1.5 33" 5.4 12" 1.8 36' 6.0 16" 2.1 39' 6.6 18" 2.4 42' 7.3 If the pipe installation fails to meet these requirements, the Contractor shall determine at his own expense, the source or sources of leakage, and shall repair (it the extent and type of repairs proposed by the Contractor appear reasonable to the Engineer) or replace all defective materiels or workmanship. The completed pipe installation shall meet the requirements of this test before being considered acceptable. Since this test does not determine the tightness of manholes, they shall be tested separately The extillration leakage allowance out of manholes shall be no greeter then 1 gallon per day per vertical foot to depth. The manhole shall be filled with water to a point 1 foot above the highest joint between manhole sections, In amas of high ground water, there shall be no visible leakage due to Infiltration. Vacuum testing of manholes shall also be considered acceptable using the following guidelines: The test shall be done after assembly of the manhole. The manhole to pipe connection shall be flexible . A 60 inchllb. torque wrench shall be used to tighten the external clamps. All lift holes shall be plugged with a non -shrink mortar, as approved by the Engineer. The seal between manhole sections shall be approved, preformed flexible mastic per ASTM C923. The completed manhole shall not be backfmlled prior to testing. Manholes which hove been backfilled shall be excavated to expose the entire exterior prior to vacuum testing or the manhole shall be tested for leakage by means of a hydrostatic test. Interior piping and plugs shall be adequately braced to prevent movement. A vacuum of to" of Hg shall be drawn within the manhole. The manhole shall pass the test f the vacuum remains between 10" Hg and 9" Hg for at least two minutes. Whom applicable, all existing sanitary sewers shall be kept operational until new work has been tested and approved by this Engineer. At such time existing sewers and sewer services shall be connected to the new sewers. CLEANING OF PIPELINES AND APPURTENANCES: Upon completion of construction, all dirt and other foreign material shell be removed from pipe lines and their appurtenant construction. No materials shall be left in the pipe lines to impede normal flow through them. SEWER SERVICE CONNECTIONS: Whom required on the plans, sewer service connections shall be constructed of 6 inch pipe unless otherwise noted on the plans, of the type material specified underthis section. The pipe shall be laid and its pints made as required for sewer construction in this specifications. Open ends of pipe shall be property sealed to prevent damage and intrusion of foreign matter where hookup to the a _ REC L. iv L:e; iei Acceptance of the sewer shall depend upon the satisfactory performaniOf♦ UM/NARY OW1612011 OCT 2 5 2011 Cite/ Of So. Burin,,, building sewer is not coincident with sewer main construction. Additionally, the Contractor will provide a stable temporary marker approved by the Engineer, such as a 2" x 4" or 1.1/2" PVC pipe, from the sewer service invert up to and protruding no more then 1"above finished grade and seated securely into the ground, forease in relocating the and of sewer service connection for hooking up the building sewer. In the case of reconnection of existing services, such reconnections will be made only after the new sewer main has been completed, tested and accepted. 02620 This work shell consist of the construction or resetting of curb and the construction of gutters or combinations of curb and gutters in accordance with these specifications and in reasonably close confoinity with the lines, grades and dimensions shown on the plans or as ordered by the Engireer. Excavation shall be made to the required depth and the base material upon which the curb Is to be set shall be compected to a finn, even surface. All soft and unsuitable material shall be removed and replaced with suitable material which shall be thoroughly compacted. Curbs shall be constructed of 3,500 psi. concrete, all work shall conform to Section 03300, Cast-1,Plaw Concrete. Approved forms shall be of metal, straight or curved as required, free from warp and of such construction that there will be no interference to the inspection of grade or alignment. All forms shall extend for the entire depth of the curb and shell be braced and secured sufficiently so that no deflection from alignment or grade will occur during the placing of the concrete. All curb to be installed on a radius of two hundred feet or less shall be formed and cast so that the face of curb is constructed We to the radius indicated on the Contract Drawings unless otherwise approved by the Engineer. Curbing to be installed on a radius greater than two hundred feet may be formed and cast in straight sections having a length often feet unless otherwise specified by the Engineer Compaction of concrete placed In the forme shall be by spading or other approved methods. Forms shall be left in place for 24 hours or until the concrete has set sufficiently so that they can be removed without injury to the curbing. Upon removal of the forms, the exposed curbing face shall be given a rubbed finish. Curbing shall be constructed in sections having a uniform length of ten feet, unless otherwise ordered. Sections shall be eepareted by open joints 1/8 inch wide except at expansion joints. Expansion joints shell be formed using a preformed expansion joint filler having a thickness of 114 inch. They shall be constructed at 20 foot intervals or as directed by the Engineer. When the curb is constructed adjacent to or on concrete pavement, expansion joints shall be located opposite or at expansion joints on the pavement. Immediately upon completion of the rubbing, the curbing shall be moistened and kept moist for 7 days or the curbing shell be cured by using a liquid membrane -forming compound. The method and details of curing shall be subject to the approval of the Engineer. Afterthe concrete has set sufficiently, the spaces in from and beck of the curb shall be filled to the required elevation with layers of not more then 6 Inches of the same material as the bedding and thoroughly compacted. Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound non -yellowing, slip resistant, gloss. The compound shall be applied per manufacturers specifications. 02630 WORK INCLUDED: The Contractor shall be responsible or construction or repair of all new or existing Portland Cement concrete, bituminous concrete or gravel walks as shown on the Contract Drawings or as directed by the Engineer. PORTLAND CEMENT CONCRETE WALKS MATERIALS: Greve] for walk base shall be the thickness es shown on the Contract Drawings and shall conform to the following gradation: Grading Slake Designaton P-tage by Weight Pass nit Square Mesh Sieves FINE 2" 100% 1-1/2" 90%-100% No.4 30%-50% No. 100 0%-12% No. 200 0%-6% The percent of wear of the crushed gravel shell be not mom then 40 when tested in accordance with AASHTO T96 or ASTM C131. At least 30 percent, by weight, of the material coarser than the No. 4 sieve shell hove at least one frectumd teco. Concrete shall be 3,500 psi strength. CONSTRUCTION. Excavation shall be made to the required depth and width to allow placing of base material and installation and bracing of form work. Base material shell be placed to the depth and section shown on the Contract Drawings. When the layer exceeds 6" in thickness layers of equal depth, not to exceed 8", stall be pieced and compacted individually. Wetting of the grovel may be necosseryto obtain adequate compaction. Forms shall be metal or wood and shall extend the full depth of the concrete. Fortes shell % either straight or curved as required and shall be adequately braced to prevent movement. Concrete shall be placed over the compacted gravel base, shall be thoroughly worked to remove air wids and shall be Floated smooth. After initial set, the edges shall be rounded to a 1/4" radius and the surface shall be broom finished acmes the width of the walk. Expansion joints shall be placed every 20' and adjacent to all appurtenances such as manhole frames or valve boxes. Preformed joint filler, 114" thick, shall be cast in the expansion joints. Every 5' between expansion joints, dummy joints shall be scored with a jointing tool. These grooves shall be 118" wide and 113 the depth of the slab. Where the walk is adjacent to curbing, 4 mil polyethylene shall be placed between the curb and sidewalk. The walk shall be cured by placement of plastic film over the surface or by application of an approved curing compound. During the curing period, barricades may be required to prevent damage. Any damage incurred shell be repaired at the Contractors expense. After the walk has property cured, the spaces on each side of the walk shall be backfilled, compacted and graded. Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound ron-yellowing, slip resistant, gloss. The compound shall be applied per manufacturers specifications. BITUMINOUS CONCRETE WALKS MATERIALS: Gravel base shall be as specified under Portland Cement concrete walks and shell be as shown on the Contract Drawings. Bitumirwus concrete shell be Type IV as shown on the Contract Drawings and as specified In Section 02650 of these specifications. CONSTRUCTION: Excavation and placement of base shall conform to the requirements under Portland Cement concrete walks. Grade control fortes such as 2x4's or other suitable devices shell be used when hand methods are used to place the bituminous concrete. These shall be securely anchored in place along each edge to provide a true grade and constant width. Placement and compaction of walks shall be done according to Section 02650 of these specifications. GRAVEL WALKS MATERIAL: Base gravel shall be as specified under Portland Cement concrete walks and as shown on the Contract Drawings, A 1-1/2' thick surface layer of stone chips and stone dust equal to "Sur -Pack" or No. 2 Peestone, as produced by F.W. Whitcomb Corp., shall be used on the top surface. CONSTRUCTION: Excavation and base placement shall be as specified under Portland Cement concrete walks. After the base grovel has been placed, compacted and graded, the Sur -Pack shall be spread, smoothed and compacted to form a hard, even walking surface. The finished surface condition will be subject to approval by the Engineer 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shall consist of furnishing and placing one or more couress of approved gravel, crushed gravel, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, in accordance with these specifications as shown on the plans or as ordered by the Engineer. CONSTRUCTION: The subbase materiel shall be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrade will not be permitted. A bulldozer may be used In lieu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited. Should segregation occur during the placing of the subbase, the Contractor shall be required to remove and replace tits material or manipulate it until uniform grading is obtained. If material below subgrade becomes intermixed with the subbase, resulting in an unacceptable product, the mixture shall be removed and replaced with new subbase material. The maximum lift thickness for all subbase materials Is 12". Whore the finished depth of the subbase is to be greater than 12", it shall be placed and compacted In two or mom lifts of approximately equal thickness. In the placement of lifts all joints shall be eteggered at least 6 inches. After each lift of subbase material is placed It shall be thoroughly compacted by rolling with an approved power roller weighing not less than 10 tons or by other methods approved by the Engineer. A power grader shell be used to obtain a two and even surface during compaction. All holes or depressions found during the compacting shall be filled with additional subbase material, reworked, and compacted in close conformity to the lines, grades and cross -sections shown on the Contract Drawings, If required, water shall be uniformly applied over the subbase materials during compaction In the amount necessary for proper consolidation. When it is necessary to maintain tre61c over the subbase, one hall of the width shall be constructed at a time. The hat under construction shall hove the subbase material placed and compacted before opening to traffic. Subsequent traffic damage to the material shall be entirely the Contractors responsibility. If the subbase loses its shape, the Contractor shellse loon, mgrede and compact as necessary. The and of each section of a different depth of subbase shall be tapered for a distance of approximately 25 feet. In the event the project shoulders are to remain unpaved, subbase or other designated material shell be placed in the shoulder area after final roadway paving is placed. Gradation Requirements: Sand for subbase shell meet the following requirements Percentage by Weight Save Designation Pass no Tool Semple 1/2' 100% No.4 90%-100% No. 10 60%-90% No. 40 20%-40% No. 200 0% - 8% Dense Graded Crushed Stone subbase shall meet the following gradation requirements: Percentage by Weight Sieve Designation P... ra Total Samole 3-1 /7 100% 3" 90%- 100% 2" 75%- 100% 1" 50%-80% 1/2" 30%-60% No. 4 15% - 40% No. 200 0% - 6% Plant Mixed Gravel for subbase shall meet the following requirements. Percentage by Weight Sieve Designation Pessino Total Semple 2" 100% 1.10 90%- 100% No.4 30%-60% No. 100 0%-12% No. 200 0% - 6% Gravel for Fine Grading" of subbase shall meet the following requirements. Percentage by Weight 3/4" 100% 1/7 95%-100% 3/6" 80%-95% No.4 50%-70% No 30%-50% No. 16 20%-40% No. 30 15%- 35% No. 50 10% - 30% No. 100 5%-20% No.200 2%-10% "#2 Passions, as supplied by Frank W. Whitcomb Construction Corp. or "Shur Pak" Aggregate for plant mixed gravel and dense graded crushed stone shell consist of clean, hard, crushed atone or crushed gravel. The blending of crushed store and crushed gravel may be permitted if, in the opinion of the Engireer, the materials to be blended are equal in quality and are compatible. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is as shown above. The aggregate shall be reasonably free from dirt, deleterious materiel and pieces which ere stmctumlly weak end shall meet the following requirements: 02650 BITUMINOUS CONCRETE PAVEMENT GENERAL: All rood work and paving shall conform to the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction. 02820 FINAL GRADING, TOPSOILING AND SEEDING WORK INCLUDED: The Contractor shall be responsible or final grading, towo]ling, seeding, and establishing a heathy grew within the contract limits or as directed by the Engineer. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. GRADING AND TOPSOILING AND SURFACE PREPARATION: Whore required, areas to be finished with topsoil shall be cleared of all stones, debris and other kinds of rubbish. After areas have been brought to proper subgrade and approved by the Engineer, topsoil shell be spread to a depth of 4", due allowance being made for settlement. Topsoil shall not be hauled over, tramped over or packed in, in any way, and shall be left in a loose and friable condition. All topsoil shall be free from subsoil, gravel, roots and stories. Topsoil shall mosive a uniform application of fertilizer, lime, gross seed, and mulch. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. FERTILIZATION: The fertilizer shall be a standard commercial grade fertilizer and shall conform to the requirements of the State Fertilizer Law and to the Standards of the Association of Official Agricultural Chemists. Dry fertilizer, if used, shall be furnished in new, clean, sealed and property labeled bags not exceeding 100 pounds each. Caked or damaged fertilizer shall not be used. Dry fertilizer shall contain not less than 10 percent nitrogen, 20 Percent phosphate, and 10 percent potash and shall be applied at the rate of 850 pounds per acre. Liquid fertilizer ff used in lieu of dry fertilizer, shall be applied in 1:2:1 ratio with the minimum rate to include 50 pounds of nitrogen, 100 pounds phosphate, and 50 pounds of potash per acre. The limestone shall be a calcitic or dolomitic ground limestone containing not less than 85% of total (calcium or magnesium) carbonates. The limestone shall conform to the requirements of all state and federal regulations and to the Standards of the Association of Official Agricultural Chemists. The limestone shall be furnished in new, clean, sealed and property labeled bags not exceeding 100 pounds each. Caked or damaged limestone shall not be acceptable. The limestone shall be applied at a rate of 1 ton per acre or as directed. Pelletized lime is recommended. SEED MIXES: The specific seed mixes to be utilized on this project are indicated in Section 01010 of these spec'itications. All mixes or this project am available from L.D. Oliver Seed Co., through local distributors. Urban Mix Lbs, Live Seed %by Weiaht oar Acre Name 37.50 45 Creeping Red Fescue (Var. such as Pennlawn) 31.25 37.5 Kentucky Bluegrass (Common) 31.25 37.5 Winter Hardy, Perennial Rye Gress (Var, such as Penrfne, Manhattan or similar varieties) 100 120 Swale Mix Lbs, Live Seed %by Weiaht perAc Nam 47.0 20 Creeping Red Fescue 47.0 20 Tell Fescue 6.0 2 Redtop 100.0 42 Conservation Mix Lb.. Live Seed %by Weiaht ger Acre NAM 35.0 35 Creeping Red Fescue 23.0 23 Kentucky Bluegrass 15.0 15 Annual Rye 110 11 Winter Hardy, Perennial Rye Gress (Var. such as Pennine, Manhattan or similar varieties) 6.0 6 White Clover 10C 10 Highland Bengrass 100 100 All seed shall not exceed 1% in weed content. A guaranteed statement of composition from the dealer must be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the seed has been applied, lawn arose shall be lightly raked to mix seed with the loll and rolled with a light-welght roller to the satisfaction of the Erglneer. MULCHING: Within 24 hours of application of fertilizer, lime and seed, the surface shall be mulched with a hay mulch. Mulch shall consist of mowed hay properly free from swamp grese, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shall be acceptable to the Engineer. Spreading by mechanical spreading devices may be used t approved by the Engineer. The application of mulch shall be made In such a manner that lumps and thick spots are awided. When deemed necessary, mulch shell be anchored by a light coating of brush or tree branches, use of stakes, twine, netting or other methods approved by the Engineer. WATERING AND PRESERVATION OF GRASS COVER: All seeded areas shall be watered and maintained to the satisfaction of the Engineer. Within two weeks after the grew has come up, any areas where gross seed has not germinated propedy or wham the surface has been washed or damaged in any way, shall be re -seeded as before. The grew cover shall be inspected again by the Engineer and Contractor during the month of May following completion of the work. Any areas where grow seed has not germinated property or wham the surface has been washed or damaged in any way shall be topsoiled and re -seeded as before. 03300 WORK INCLUDED: Work of this section includes the furnishing and placing of plain or reinforced concrete and reinforcing steel for all work Indicated on the Contract Drawings, required by these Specifications or hereinafter specified by the Engineer. MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a list of all materials that he is planning to use along with names of manufacturers and the name of the concrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop drawings, lists or reports to the Engineer. "Cement: Portland cement Type II shall conform to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shall be obtained from only one source and shall be used exclusively for ell concrete to assure a uniform color. Fine Aggregate: Sand for concrete work shall conform to ASTM Specification C33 and shall be composed of clean, herd, durable, uncoated, natural grains, free from silt, loam and clay. Coame Aggregate: Coarse aggregate shall be clean gravel or crushed stone conforming to ASTM Specification C33. Maximum size aggregate for wells, structural slabs, slabs -on -grade, beams and columns shell be 3/4" maximum size aggregate for other sections 6" thick and thinner shall be 1/2". Largest permissible aggregate, according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS 8 DESIGN OF MIXES: Testing of Concrete: The Contractor shall furnish to the Engineer at his own expense, any samples of concrete and/or of the ingredients in the concrete, upon request or as specked below. All tests made at the direction of the Engineer shall be performed at the Contractors expense. Three (3) weeks or mom, in advance of the time when the placing of the concrete is expected to begin, the Contractor shall inform the Engineer as to the source of the concrete ingredients. If directed by the Engineer, the Contractor shall deliver samples to such laboratory as the Engineer may designate fo permit the making of necessary tests, the job at all times. Slumps shall be taken by the Contractor and witnessed by the Engineer in accordance with "Standard Method of Slump Test for Consistency of Portland Cement Concrete," ASTM designated C143 or AASHTO T119. Slump tests shall be made on each batch tested. Air content of air entrained concrete shall also be determined when specimens are taken in accordance with ASTM Specification 0231 or AASHTO T 52. Duplicate on all tests the Contractor Thesubmitted promptly to the Engineerwith another copy going directly Y The Contractor, in conjunction with the Engineer, shall nobly the independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shall submit weekly reports to the Engineer and independent laboratory on total amount of concrete placed during preceding week, also indicating locations. When there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to have teats made by an approved independent testing and inspection laboratory. Such testing shall be in accordance with the "Standard Methods of Securing, Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths" (ASTM Designation C42 or AASHTO T24) or Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required. The criteria for acceptability of the concrete under the latter shall be that given therein, and final acceptance shall be required from the Engineer. Concrete failing to meat requirements of the Contract document. will have to be replaced at the Contractors expense. Design mixes will be prepared for each type of concrete and an independent testing facility acceptable to the Engineer will be utilized to prepare and report proposed design mixes, Mixes will be proportioned by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrate required. The Contractor will ensure that the requirements of ACI 211.1 are complied with and reports of mix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance with normally accepted standards. All materials used shall be eta proportioned as to produce a well -graded mixture of high density and maximum workability with as specified 28-day compressive strength of 4,000 psi. Minimum cement content shall be 564 lbs. per cubic yard with a maximum water -cement ratio of 0.48. Air content shell be 6% (31 percent), Class B concrete shall be structural concrete with a minimum 28- day compressive strength at 3,500 psi. MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shall conform to requirements of standards as listed under "General", this Specs lcallon, and to stipulations of this section. Before placing concrete, all debris, water, snow, Ice, are to be removed from the space to be occupied by concrete. Do not place concrete on frozen ground. Concrete shall be thoroughly compacted during placing operation and shall be thoroughly worked into corners and angles of forms and around reirlforooment by use of spades. Vibrators shall be used to compact all concrete, but not until concrete is in final place. Extreme core shall be ezemised to ensure that concrete will be carefully and thoroughly worked into position around all waterstops so that weterstop will end up being perpendicular to joint surface through which it extends. Vibrators shall not be used to move concrete. Concrete shell be cured as follows: Horizontal surfaces shell have curing and sealing compound applied. Holding forms in place will constitute curing. If permitted by the Engineer to step fortes sooner than as specified, concrete shall be immediately cured for balance of period as directed, It shall be the Contractors responsibility to protect fresh concrete from freezing. Details of coveringinsulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shall be subject to his approval. Use of admixtures, addition of extra cement, heating of materials, subgrade Preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined In Recommended Practice for Cold Weather Concreting ACI 306. If minimum temperatures as specified in Table 1.4.1 of this reference am not maintained, formwork and shoring for structural concrete shall not be stripped until the Contractor can satisfy the Engineer that concrete has attained 65% of the required 28 day strength. The Contractor shell record temperature daily as outlined in Proposed Recommended Practice or Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shall not be allowed to exceed 85°F, conforming to ACI 305. During the progress of work field test cylinders shall be made and cured by the Contractor in accordance with ASTM Standard C31 or AASHTO T23 end in the number of four from every pour or pertthereof. The four (4) cylinders shall be taken at least at two (2) different times during the pour. The Contractor shell deliver the cylinders promptly to such testing laboratory as the Engineer may so designate. Testing of cylinders in the laboratory shall be done in accordance with ASTM Standard C39 or AASHTO T22. Slump tests shall be made by the Contractor as directed by the Engineer in accordance with ASTM Standard 0143 or AASHTO T119. Slump shall be between a one (1) inch minimum and four (4) Inches maximum. PRELIMINARY ELI�/I� ARY The Contractor will be required to furnish a standard slump cone and rods k o; ICI I� I OCT 2 5 2011 City of So. Budinc. 03401 PRECAST CONCRETE MANHOLES The Contractor shell construct reinforced concrete manholes and drop manholes to the dimensions and at the locations shown on the Contract Drawings. All precast reinforced concrete manhole sections shall contortm to the latest version of the ASTM Specifimtions C478 or AASHTO M199. The footings may be either with cast -in -place, with Class B concrete, or pre -cast and shall conform to the dimensions indicated on the ple ns. Shelves shall be constructed with Class B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shall be as shown on the plans end details and shell be constructed of hard burned brick and mortar or, for straight runs, segments of pipe cut in half longitudinally. Inverts shall hove the exact shape of the veer to which they ere connected and any change in size or direction shall be gradual end even. All construction of sewer manholes must he carried out to ensure watertight work. Any leeks in manholes shall be completely repaired to the satisfaction of the Engineer or the entire structure shell be removed and rebuilt. All manholes shell be provided with cast-imn manholes frames and covers as specified under Section 055W All manholes are to be provided with copolymer polypropylene step. with grade 60 steel romforrsmem. These steps will hew a minimum pullout strength of 1.500 lbs. Precast risers and base for manholes shall conform to ASTM Specification C478 or AASHTO M1199. The pipe opening in the precast manhole near shall haw a cast -in -plan Flexible gasket or an equivalent system for pipe installation, es approved by the Engineer. Joints between manhole risers shall be soft Butyl Joint sealer (rope form). The manhole cover Games shell be set to final grade only after the base course paving has been completed. Manholes shall be constructed to grade with proast concrete near rings. All manhole lift holes shall be grouted inside and out with expendable grout. All invert brickwork for precast concrete manholes shall meet the requirements of Section 04211. 03402 PRECAST CONCRETE CATCH BASINS WORK INCLUDED: Shall include all work necessary to supply and place concrete catch basins as shown on the Contract Drawings. This is to include excavation, bodrfill and all other required operations to property Install the catch basins. Catch basins shall be constructed of reinforced concrete and shell be provided with cast iron fremea and grates as indicated on the Contract Drawings and as specified in Section 05550. Precast deers and base section$ shell conform to ASTM C913, latest edition, Fremea shall be brought to grade with precast concrete riser rings and shall be set In a full bed of mortar. Joints between pipes and catch basin base sections shall be sealed with boots for pipes 36' in diameter or smaller and with cement mortar for pipes larger than 36" in diameter, smoothed on the inside and bulk up with a heavy bead of excess morteron the outside. The grating fremes shall be set to final grade only after the base nurse paving has been completed. 04110 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on bock or bock masonry units under this contract. All masonry units shell be led in mortar ea described in this section, union specified otherwise. MATERIALS: Mortar used in masonry construction shall be highly plastic with high water retentivity and shall consist of, by volume, 1 pert Portland Cement, 1/2 part 0 114 part hydrated lime putty and 2-1/4 to 3 limes the sum of the volumes of cement and lime putty for sand. Mixture may be adjusted slightly for workability. Cement: Shell be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type II, and to be of a color approved by the Engineer. Lime: Shall be a double hydrated, high calcium lime, conforming to the latest revision of the ASTM Specification C207SS, Type S. Lime putty shall be a stiff mixture of Into and water. 04211 BRICK MASONARY FOR MANHOLES, CATCH BASINS & SIMILAR QNDERGROUND STRUCTURES WORK INCLUDED: The Contractor shall provide and install brick masonry where indicated an the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Each brick shall be waited and completely bedded in mortar at its bottom, sides and ends In one operation, cam being taken to fill awry joint. Brickwork shall be well bonded and pints shell be as close as practicable. No brick masonry shall be laid In water nor shell any water be allowed to rise on or around any brick masonry until it has set at least 24 hours. No masonry shall be laid in freezing weather. The brick used to construct manhole inverts shell be good, sound, hard and uniformly burned, regular and uniform in shape and size. Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO M191 latest version and shall be Grade SS. Brack masonry shall be laid in Portland cement mortar composed of one part Portland msnt san and two parts of d, measured by volume, to which not more than 10 pounds of lime shall be added for each bag of mmerd. The cement shell be as specified in Section 03300. Water for "nor shall be clean and only an :mount sufficient to produce a workable mortar shall be used. Mortar shall be used within one hour from the time the cement was added to the mix The send for morter for brick masonry shell be uniformly graded, clean, sharp and contain no grains larger than will pass a 1/8 inch mesh screen. 05550 WORK INCLUDED: The Contractor shell install manhole frames and covers as outlined and at locations indicated on the plans or as directed by the Engineer. MANHOLE FRAMES AND COVERS: Manhole frames and wwm shall conform to standards as designated on the Contract Drawings, Frames and covers shell be of tough, gray, cast imn. Casting shall be two pattern and free from flaws. Bearing surfaces of manhole frames and covers against each other shell be machined to give continuous contact throughout their entire circumference. All imn castings shall be thoroughly cleared and then mated with hot tar before being delivered. Frames and covers shall be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings. Manhole cover shell be marked "Sewer' or 'Storm -Sewer' or -Water as required. The Contractor shall provide water -proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES. Catch basin grates shell be as designated on the Contract Drawings. CLEANOUT FRAMES AND COVERS. Cleanoul fremea and covers shall be of tough, gray, met imn. Costing shall be true to pattern and free from flews. The bearing surface of cleanout frames and covers against each other shall be machined to give continuous contact throughout their circumference. All imn coatings shall be thoroughly cleaned and then coated with hot coal tar before being delivered. 07200 WORK INCLUDED: The Contractor shall be responsible for furnishing and Installing all insulation of the types, thickness and in the locations as shown on the Contract Drawings or as required bythe Engineer RIGID INSULATION: Rigid panels of expended polystyrene insulation shall be furnished and installed, In the thickness and in the locations as shown on the Contract Drawings. Care should be taken during all phems of handling to ensure that panels are isolated from sources of fire or high heal since polystyrene is a highly flammable material. 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shell provide and maintain, throughout the project, acceptable warning, direction, and detour signs at all closures, intersections, and along the construction and detour mutes, directing the traffic control around the closed portions of the highway so that the temporary detour mute or mutes shall be indicated clearly throughout its or their entire length. All barricades, warning signs, lights, temporary signal. and other protective devices must conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S. Government Printing ORice. In the event that the Contractor neglects to satisfactorily inatall and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to hew such installation made and the cost thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shall be established on a semi-perma ant basis and shall be reflectorized, installed, and arranged as approved by the Engineer. 15100 WORK INCLUDED: Work of this section pertains to the velves and valve boxes to be utilized on all new or reconstructed waterlines, at the locations shown on the Contract Drawings or as directed by the Engineer. VALVES: Valves 3" to 12" in diameter shall be resilient -seated gate valves meting all :ppllable requirements ofAWWA C509, as manufactured by the Clow Corporation or en approved equal. The resilient wedge shall be permanently bonded to meet ASTM D429 testing for mbber metal bond. Valves greater then 17 in diameter shall be double disc gate wives meeting ell applicable requirements of AWWA C500, as manufactured by Clow Corporation or an approved equal. All valves shall hew non -nosing stems and open left. All valves shall hew mechanical joints In accordance with AWWA C110. A two inch, AWWA operating nut shell be provided on ell two A T-handled wrench extending a minimum of 24" and a maximum of 48' above the ground shall be supplied to the Owner to open all valves. The minimum working pressure shall be 200 psi. The Contractor shell provide manufacturers certification of satisfactory hydrostatic testing of 400 psi with shutoff last of 200 psi. There shall be item (0) leakage (bubble tight) at the 200 psi test. Vatwo to be used in wet tap process and the installer, must be approved by the Engineer prior to installation. VALVE BOXES, Valve boxes ere to be installed on all buried valves. The boxes shall be mat Imn with a minimum 5-1/4" diameter and tong enough to extend from the valve to finished grade. The boxes shall enclose the operating nut and the stuffing box of the valve. Valve boxes shall not transfer loads into the valve. Covens shell be close fitting and dirt tight with the top of the cover flush with the top of the box rim. Covers shell be marked "water" with an arrow indicating the direction of the opening. Val" boxes shall be manufactured by the Mueller Co., or an approved equal. TAPPING SLEEVES AND TAPPING VALVES All materials used when tapping a water transmission or distribution pipelines shall be as specified below (these specifications most the current Champlain Water District requirements): A. Tapping Sleeves At. For use on existing asbestos cement, grey cast iron or ductile iron pipe. A1.1 Tapping sleeves shall be of the split sleeve design constructed with two solid half-sleewa bolted together. Sleeves shall be mnstmcted of cast imn or ductile iron, shall hew a working pressure of at least 150 psi, and shall hew mechanical joint ends with end and side gasket seals. A1.2 All iron body tapping sleeves shall be provided with a 3/4" NPT test plug, or other provisions must be made for air testing the valve and sleeve at maximum working pressure, prior to tapping. A1.3 All bolts and nuts for mechanical joints of tapping sleeves shell be of high. strength cast iron or high -strength, low -alloy steel conforming to ANSI/AWWA C111/A21.11-90. At All bolls end nuts for flanged joints of tapping sleeves shall be of high - strength, low -carbon steel conforming to ANSI/AW WA C110/A21.10-87, Appendix A. A1.5 All bolts and nuts shell be sound, clean, and mated with a mst-resistant lubricant; their surfaces shell be free of objectionable protrusions that would interfere with their fit in the made-up mechanical or flanged joint At All bolts and nuts used with all pipe sleeves shall, upon final tightening and !'sting, be brush coaled heavily with bnumastic mid -applied materiel to thoroughly cover all exposed surfaces of the bolls and nuts. B. Tapping Valves Bt Tapping valves shall conform to ANSI/AWWA C509-87 Standard for Resilient -Seated Get. Valves for Water and Sewage Systems, except es modified herein. Valves shell open counterclockwise and shell have a minimum working pressure of 150 psi. Inlet flanges shall be Class 125 conforming to ANSI Specification B16.1 or ANSI/AWWA C110/A21.10, and outlet connection shall be Standardized Mechanical Joint unless specified otherwise on the Contract Drawings for the type of pipe required for the branch or lateral pipeline. B1 1 Tapping valves 14" diameter and larger shall be installed with their stems horizontal, shall be equipped with rollers, tracks and scrapers, and shell be provided with bypass valves unless otherwise specified. B1.2 Buried tapping valves shall be provided with a two inch square wrench nut and shell be installed with a eel iron wive box as required to allow positive amass to the valve operating nut at all tlmse. In installations where the depth from grade to top of valve operating nut is greater than 6'-0', a valve stem near shall be provided and installed such that the depth from valve stem riser nut to grade is from 4-0' to V-0" (minimum length of valve stem risair is 2'-0"). Valve stem Haar shell be of high strength steel and of welded construction. 15109 HYDRANTS The Contractor shall install fire hydrants of the number and at the locations as shown on the Contract Drawings. The hydrants shell be provided with an a-Ill.ry valve of the size indicated on the Contract Drawings and as specified in this section under Verdes. Hydrants shall be Mueller Super Centurion 250, Figure A-423, Kennedy K-81D, or Watemus Pacer. Hydrants shall be left opening and shall hew (2) 2-1r7 and (1) 4-117 National Standard hose connections. Waterous Pacer hydrants shell be ordered with a 'Boston' operating nut, installed before placing the waterline in servia. Main Valve Opening: 5-1/4 inches Nozzle Arrangement: Two- 2-1/7 Haw Nozzles with National Standard Thread (NST), one appmved hydrant flag. Ons- 4-1/2' Pumper Nozzle with National Standard Thread (NST). NOTE. Within the CFD #1, MBWC, and CT water systems, a founinch (4') Stom Connection on the pump nozzle shall be required in plan of the 4-1/7 NST nozzle Inlet Connection: 6 inch Mechanical Joint, 'Mega-Lug'®or equivalent retaining gland, and concrete thrust block. Operating Nut: Standard 1-1/7 Pentagon Direction of Opening: Counterclockwise Depth of Bury: Six-foot cover. The hydrant shall hew at least 15 inches and no more than 21 inches between the bottom of the pumper cap and the ground. The hydrant shall be ron-draining or have the drains permanently plugged. Color shell be Red ensmel. Hydrants shell be compression type closing with the pressure. Hose and pumper nozzles shall be 1/4 turn type secured by stainless steel or corrosion resistant pine or screws. Pressure seals behind nozzle flanges shell be'O' rings. A breakable coupling retained in place by stemless steel or corrosion resistant pins shall make the union between the upper and lower stems. The two-piece traffic Flange shall be held in place by nuts and bolts. The upper barrel shell be able to rotate 360 degrees with removing any bolts. Approved hydrant Flags shell be required and placed on each hydrant at the time of installation. Wherever a traffic hazard appears to exist, curbing and/or bollards shall protect the hydrant except within municipal right-of-ways. Fire hydrants shell complywith the current edition of AWWA C502. Hydrant assemblies shall whist of an anchor tee or Swivel Joint Hydrant Tee, a six inch (6') mechanical joint gate vet" conforming to Section 15100, the appropriate length of six inch (W) Ductile Iron Cement Lined, Class 52 pipe secured to the gate valve with an approved retainer gland, all necessary anchor couplings and approved retaining glands, the fire hydrant and appropriate thrust block. PRELIMINARY 09f 16/2011 RLUL IV law L OCT 2 5 2011 City of So. Burlington 1 I r I /r / I 1 / r , PLANT LIST KEY BOTANICAL NAME COMMON NAME CITY. SIZE REMARKS TREES: AS Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5.3" Cal. B&B, Full AC Amelanchier canadensis Shadblow Serviceberry 6 5-6' 3.5-4" Cal. B&B, Full, Multi -Stern B&S, 6' Branching HL (Min.) AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 3 13 3-3.5" Cal. B&B, 6' Branching HL (Min.) PC Pyrus calleryana'Chanticleel' Chanticleer Pear 2 6-7' B&B, Full PPa Picea pungens'Glauca' Colorado Blue Spruce 3 5-6' B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 6-7' B&B, Full PNa Pinus Nigra Austrian Pine 3 3 5-6' B&B, Full PNb PS Pinus Nigro Austrian Pine Prunus sargentii'Columnaris' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full QP Quercus palustris Pin Oak 10 3.3.5" Cal. B&B, 6 Branching HL (Min.) SR Syringe reticulata'lvory Silk' Ivory Silk Japanese Tree Lilac 7 3.5-4" Cal. B&B, Full SHRUBS: SB Sptrea x bumalda'Anthony Waterer' Anthony Waterer Spires 80 3 Gal. a C.G., Plant 36" o.c. TO Thu)a occldentalis Dark American Arborvitae 55 54TaA B&B, Full, Plant 60" o.c. WF Welgela florlde'Shining Sensation' Welgela 54 3 Gal. C.G., Plant 36" o.c. PERENNIALS: Hemerocallls'Stella Doro' Stella D'oro Dayllly 335 1 Gal. C.G. Plant 18" o.c. HS NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS. 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont lit 1 H II R C N ITRFIT B URLINGTON, VT 05401 TEL: 802.862.009B FAX B02.865. 2c 4D F wW %FnRV nM �/ pizzagalii 21-TO Developer �� y 6 8026 1 1315 07 i 50 ' rral,dm �,e.vra54 2-PC _ 2PC \ ! — — — — — - — — — -- fi -- --� ----- —{ — --— - — - — - — -- • 1 I f - 1 L WN LA ! �— D 20' 40• e0• � 5S8 5-SB 5S _ SSB 6-PS Iw: w M. 6-SB TA C"[a scale: 1' -40' F .R".o m M ."mR I _ _— ______•�^ ^+^ �. I -SR 3-PPb 1 : -0 / 2 II o9.28.11 ^ , \ r tar , ar .: D.- B � _ —_ Check Y MKW I I 1PC' - ede: 5-SB 335-HS I 1, -2-PC I Revbbns: I _ _ 5-SB S-SB- 5-SB 5-S 8{g,,�, yg{ @qa ({l 1. E R 1P 2-AS � I 5S& 5,S nw� - (2) TRANSPLANTED / I l o I`. ED I �.. % -. i Ke — 7.J. GIs �t>.--win�� ,�i�r� .� Z MAIMMIRNNU TO REMAI %` wi► irk :7� .. LOCATION AS 77 7�t n _ n I n Tift PLANTING PLAN i� ME ° LA-1 00 i► �► ,ice ♦� NOTE: EXAMINE ENTIRE TREE AND REMOVE ALL NURSERY TAGS, ROPE, STRING, OR SURVEYORS TAPE TO PREVENT FUTURE GIRDLING. SURROUNDING SOIL SHOULD NOT EXCEED 80% COMPACTION, DRAINAGE WILL BE REQUIRED IF COMPACTED SOILS ARE PRESENT 12" X 1 1/2" NYLON/COTTON WEAVE - TIES WITH 3/4" GROMMETS 1/8" 7 X 7 STEEL CABLE FASTENED — W/ (2) ZINC PLATED CABLE CLAMPS. COVER GUYS W/3' OF V8" DUI. SLIP PLASTIC TUBING. TURNBUCKLE, EYE & EYE, ZINC -- - PLATED, 10 5/8" OPEN LENGTH. 318" THREAD DIA. INSTALL W/ TURNBUCKLE IN OPEN POSITION. TEMPORARY WATERING BASIN (3) DUCKBILL TYPE ANCHORS BREAK APART EDGE OF EXCAVATION W/ SHOVEL AND BLEND PLANT MIX W/ EXISTING SOIL TO PROVIDE TRANSITION TO UNDISTURBED GRADE. UNDISTURBED GRADE: ESCAVATE ONLY TO SPECIFIED PLANTING DEPTH TO ENSURE STABLE BASE EVERGREEN PLANTING A SCALE 1/4- 1,l., - — — - SHRUB PLANTING V SCALE: 1/2"= 1'-0" tv i LAS REO'D SBB Specs. 23 TIMES -- TOP OF ROOTBALL TO BE PLACED AT SAME LEVEL THAT IT WAS GROWN IN NURSERY. SLIGHT ROOT FLARE SHOULD BE EVIDENT. ROOT FLARE SHOULD BE AT OR SLIGHTLY ABOVE FINISHED GRADE. Y 2" WELL COMPOSTED BARK MULCH F CUT AND REMOVE BURLAP FROM ROOTBALL PLANT MIX .3 PARTS NATIVE SOIL "1 PART WELL COMPOSTED COW MANURE .-i - - — FINISH GRADE j PLANT SPACING PLANT CENTER PLANT ROW ALL EQUAL OR AS SHOWN ON PLANTING PLAN NLIMBEROF SPAGNOT, ROW'A' PLANTSIM IT. 5'0.c. ST.E' O.d 9 O.C. 41.52- DDT 26•O.c. 51.2.' D.12 2lY O.c. 2•'O.C. 2..W 2..l6' 0.1. OJ. NOTE: GDANTrtv A8 NOTED IN PLANTING OF SHRUBS SCHEDULE. AND SPACING FINISH GRADE MULCH, AS SPECIFIED SHRUB ROOTBALL PLANTING MIX AS SPECIFIED SUB GRADE p-evertree,dwg NOTE: EXAMINE ENTIRE TREE AND REMOVE ALL NURSERY TAGS. ROPE, STRING, OR SURVEYORS TAPE TO PREVENT FUTURE GIRDLING. SURROUNDING SOIL SHOULD NOT EXCEED 80% COMPACTION, DRAINAGE WILL BE REQUIRED IF COMPACTED SOILS ARE PRESENT NYLON WEBBING FASTEN WIRE BELOW POINT OF ------ MAJOR BRANCHING OR TO MAJOR OUTSIDE TRUNK 2 2" HARDWOOD STAKES. ALIGN STAKES PARALLEL W/ ROAD/ WALKS OR PARALLEL W/ DIRECTION OF PREVAILING WIND. RE DETAIL EIL2.0 ALL STAKES TO BE CONSISTENT. TEMPORARY WATERING BASIN BREAK APART EDGE OF EXCAVATION ---- — W/ SHOVEL AND BLEND PLANT MIX W/ EXISTING SOIL TO PROVIDE TRANSITION TO UNDISTURBED GRADE UNDISTURBED GRADE EXCAVATE ONLY TO SPECIFIED PLANTING DEPTH TO ENSURE STABLE BASE TOP OF ROOTBALL TO BE PLACED AT �— SAME LEVEL THAT IT WAS GROWN IN NURSERTY. SLIGHT ROOT FLARE SHOULD BE EVIDENT. ROOT FLARE SHOULD BE AT OR SLIGHTLY ABOVE FINISHED GRADE. 2" WELL COMPOSTED BARK MULCH --- CUT AND REMOVE BURLAP FROM ROOTBALL --- PLANT MIX .3 PARTS NATIVE SOIL - 1 PART WELL COMPOSTED COW MANURE — FINISH GRADE — FILTER FABRIC — GRAVEL -- 4" PERFORATED PIPE WHERE APPLICABLE. PERFORATIONS LAID DOWN UNDER DRAIN g_TR.EE PLANTING SCALE I/4"=1'-0" Tree PIQntlrg.cIwg 180" ALIGN STAKES PARALLEL WI ROAD OR WALKS 180' EDGE OF WALK OR CURB A. TREE STAKING ALONG ROAD OR WALKS DIRECTION OF PREVAILING WIND ALIGN STAKES PARALLEL W/ DIRECTION OF PREVAILING WIND. ALL STAKES TO BE CONSISTENT. B. TREE STAKING IN OPEN SPACES O 120` 12(f 3" CALIPER TREES ORLARGER - ALIGN 2 STAKES PARALLEL O 120' O W/ ROAD OR WALKS EDGE OF WALK OR CURB C. TREE GUYING TREE STAKING LAYOUT NO SCALE P-90 e RECEIVED OCT 2 5 201' City of So. Budingtor, MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont wq'awz�� Ill( H U P C H S T N F F T B U R LI N G T O N. VT 05A01 TEL 802.862.0098 FAX 802.865.2440 WWW AFO.G COM PC" pizzagalli w r P .. I. , II. Developer 50 Joy Dd e Saint, 8uRrr��yy- VT 05407 802 851 1015 s'e6- ASNOTED Dale: 09.28.11 D.—By: MJL Checked By: MKW R-i'l s. Tide PLANTING DETAILS Sh—Num,' LA-200 P.,..l Numbs,, M26D Fill.: L2.0-PI.AOOg D. I.d..g No Text December 27, 2011 Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive So. Burlington, VT 05403 Re: Preliminary Plat Approval #SD-11-41, 119 Tilley Drive Dear Mr. Bouchard: Enclosed, please find a copy of the Findings of Fact and Decision of the above referenced project approved by the South Burlington Development Review Board on December 20, 2011 (effective 12/21/11). Please note the conditions of approval, including that the final plat review application must be submitted within 12 months of this approval. If you have any questions, please contact me. Sincer , /ayy/m/o/ndl. Belair Administrative Officer Encl. CERTIFIED MAIL- RETURN RECEIPT: 7010 0290 0000 2215 3910 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: December 13, 2011 \drb\staffcomments\SD_11_41_119TilleyDrive_Pizzagalli_pr Application received: October 25, 2011 elim it'EF., PIZZAGALLI — 119 Tilley Drive PRELIMINARY PLAT APPLICATION #SD-11-41 Meetinq Date: June 21. 2011 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. gurlin ton, VT 05403 gagineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 13.53 acres Essex Junction, VT 10 Zoninq District Location Map The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 2 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_11_41_119TilleyDrive_Pizzagalli_prelim Pizzagalli Properties, LLC, hereafter referred to as the applicant, is seeking preliminary plat approval for a planned unit development consisting of a 45,000 sq. ft. medical office building, 119 Tilley Drive. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on October 25, 2011 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 10 Zoning District Required Proposed Min. Lot Size 3 acres 13.53 acre_ s Max. Building Coverage 30% 3.8% Max. Overall Coverage 50% 21.6% Min. Front Setback 50 ft. >50 ft. Min. Side Setback 35 ft. >35 ft. -� Min. Rear Setback 50 ft. >50 ft. SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer has reviewed the plans and provided comments in a letter dated December 5, 2011 (attached). 1. The applicant shall address the comments of the City Engineer per the letter dated December 5, 2011. Where necessary, the plans shall be revised prior to final plat approval. The applicant shall obtain preliminary wastewater allocation prior to final plat approval and final wastewater allocation prior to issuance of a zoning permit. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 3 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_l 1 _41_119TilleyDrive_Pizzagalli_prelim 2. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 3. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via one two -directional curb -cut off of Tilley Drive. This curb cut is approximately 70 feet wide, narrowing quickly to a 30 foot entry drive. This entry drive will also serve as access to the rear portion of the lot at such time as that portion seeks development. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant submitted this analysis as part of an earlier application, approximately 18 months prior. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (letter from RSG Inc). As this is a new application, the Board may require the study again. However, given that the size of the proposal has not changed, and that the conditions in the vicinity have not changed, Staff recommends that the previous study and subsequent technical review be permitted to stand in this application, if the applicant so wishes. The Board discussed this at the sketch plan and declined to require any further studies at that time. The applicant is proposing a 20 foot wide access drive around the front (south side) of the building. The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The plans show areas of wetlands located in the site. There is a fair-sized Class III wetland along the western edge of the property. This was shown on the sketch plan and in several previous iterations of preliminary and final plat applications, and the Board did not make any recommendations to move or otherwise reduce development within that wetland or buffer during any of those hearings. The applicant has also submitted a letter from a wetlands expert (see Gilman and Briggs, attached) dated May 2006 which delineates and evaluates this Class III wetland. The wetland consultant states that the wetlands do not degrade any of the functions and values: they are not capable of CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 4 DEPARTMENT OF PLANNING & ZONING \drb\staffcom ments\SD_11 _41 _119TilleyDrive_Pizzagal li_prel im carrying enough floodwater to make an impact, there is no evidence of erosion or erosive forces, nor do they provide significant habitat for wildlife or fisheries. Staff finds the report to be written as a general assessment of class III wetlands rather than a thorough evaluation of this specific site. Still, as the applicant has also received approval from the US Army Corps of Engineers, and as the Board has had ample opportunity but not ever previously given any guidance or made any requests to the applicant to avoid the impacts, staff does not advocate or support any changes to the plans with respect to this criteria and supports that the Class III impacts be permitted as part of this application. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. Although this proposal is part of a larger lot, the current proposal requests development only to the front (south) of the lot. The proposed development does not directly abut the residential properties but rather is separated by one small lot, and the larger portion of the subject lot to the north of this one. The layout of the building and parking on the overall large site appears satisfactory with respect to this criterion. The landscaping plan shows two earthen berms to the western edge of the property, on directly adjacent to the residential district and a single family home to the northwest, and another along the mid -western boundary. This is a large lot for which development is currently only proposed closest to the road. The greatest opportunity for consideration of the above criteria shall be for portion of this lot to the north of the proposed development which directly abuts the residential properties and the farms/open space to the north. 4. The Board should continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. Again, the greatest opportunities to maximize opportunities for contiguous open space between adjoining properties are to the northern portion of the lot. Staff does not find that the proposed building, closest to the road and at the low point of the land, not most immediately adjacent to the residential district or existing agricultural and open land, jeopardizes the above criteria. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 5 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_11 _41_119TilleyDrive_Pizzagalli_prelim The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has reviewed the plans and provided comments in a letter dated December 15, 2011. He is recommending that one of the fire hydrants be moved or otherwise be outside of a snow storage area. This should be addressed. There are additional standards that must be met with the construction of the building, including sprinkler and alarm systems. 5. The applicant should address the concerns of the South Burlington Fire Chief per the letter dated December 15, 2011. Other specifications including sprinkler systems, alarm systems, and lock boxes must be met to the Fire Chief's satisfaction prior to issuance of a Certificate of Occupancy. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. The plans provide a safe access to the northern portion of the lot via the proposed access drive. It appears that the northern lot would be easily accessed via this drive without any unsafe trespass through the parking lot for the subject building. This is a very critical item of this review. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the plans and provided comments. 6. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. The site shows several areas of pedestrian considerations, including sidewalks around the building, and a paved sidewalk to the street. Based on 45,000 square feet of medical office use, the proposed building will require 225 parking spaces. 225 parking spaces are provided on site. CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcomments\SD_1 141_119TilleyDrive_Pizzagalli_prelim Chapter 14.06 of the South Burlington Land Development Regulations states the following: Parking: (a) Parking shall be located to the rear or sides of buildings. Any side of a building facing a public street shall be considered a front side of a building for the purposes of this subsection. (b) The Development Review Board may approve parking between a public street and one or more buildings if the Board finds that one or more of the following criteria are met. The Board shall approve only the minimum necessary to overcome the conditions below. (i) The parking area is necessary to meet minimum requirements of the Americans with Disabilities Act, (ii) The parking area will serve a single or two-family home; (iii) The lot has unique site conditions such as a utility easement or unstable soils that allow for parking, but not a building, to be located adjacent to the public street, (iv) The lot contains one or more existing buildings that are to be re- used and parking needs cannot be accommodated to the rear and sides of the existing building(s); or, (v) The principal use of the lot is for public recreation. (c) Where more than one building exists or is proposed on a lot, the total width of all parking areas located to the side of building(s) at the building line shall not exceed one half of the width of all buildings) located at the building line. Parking approved pursuant to 14.06(B) (2) (b) shall be exempt from this subsection. (d) For through lots, parking shall be located to the side of the building(s) or to the front of the building adjacent to the public street with the lowest average daily volume of traffic. Where a lot abuts an Interstate or its interchanges, parking shall be located to the side of the buildings) or to the front adjacent to the Interstate. Parking areas adjacent to the Interstate shall be screened with sufficient landscaping to screen the parking from view of the Interstate. The proposed parking is in full compliance with these standards Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is shown on drawing 2 of the plans. Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which does not exceed the 28' height maximum for the district. Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 7 DEPARTMENT OF PLANNING & ZONING \drb\staffcom m ents\SD_11 _41 _119TilleyDrive_Pizzagalli_prelim Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The applicant has submitted architectural renderings. The proposed building appears to look very much like the other office buildings in the area with small changes. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant has submitted architectural details. In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the areas of the lot to the west and north. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). The plans show a proposed dumpster, adequately screened. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. The plans show snow storage areas for the subject property. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 8 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_11_41_119TilleyDrive_Pizzagalli_prelim Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. Based on $3,600,000 in construction costs, the minimum landscaping budget shall be $43,500. The applicant has submitted an itemized landscaping budget of $53,280 in new trees and shrubs. The City Arborist has reviewed the plans. His comments are incorporated into the December 5, 2011 letter from the Director of Public Works. 7. The applicant shall adhere to the comments of the City Arborist. Where necessary, the plans shall be revised prior to final plat submittal. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The site plan shows some proposed landscaping on the interior of the proposed parking area. However, the applicant should submit additional information to ensure that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The applicant has submitted a plan showing the landscaping in the interior of the proposed parking area. The requirements in Section 13.06(B) of the Land Development Regulations are being met as the plans depict a 13.2% interior landscaping achievement. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets which are in full compliance with the Land Development Regulations. Res ectfully submitted, CathyaLa Rose, AICP Copy to: Robert Bouchard, applicant south EE11,91,1011. PUBLIC WORKS MEMO To: Cathyann LaRose From: Justin Rabidoux, Director Date: December 5, 2011 Re: Preliminary Plat Application #SD-11-41 — Pizzagalli Properties, LLC 45,000 sf Office Building, 119 Tilley Drive Public Works staff reviewed plans for the referenced project (plans entitled "Pizzagalli Properties, LLC, Mountain View Office Park Lot 6 Site Development", revised May 2010 and prepared by Donald L. Hamlin Consulting Engineers, Inc.) and has the following comments to offer. 1. Clause 6 in plant list should indicate that species substitutions must be approved by the City of South Burlington's Arborist. 2. Please indicate locations for continuous planting pits on the drawings. 3. The applicant may want to consider a substitute for Austrian Pine as there has been a recent increase in susceptibility to disease problems with Austrians, Red Pine would be a suitable substitute. 4. Sheet LA200 is missing from the plans. 5. Sheet 4 — Who owns SMH 6? No easement is shown after SMH 4, if SMHs 5 and 6 are to be City owned and maintained, there should be a proposed easement. 6. Sheet 5 — What happens to existing SMH on Tilley Drive after FM is abandoned? 7. Sheet 10 — Typical Concrete Sidewalk Detail: New concrete sidewalk shall be 5" thick, 8" through driveways, and placed on 12" of compacted subbase material. 8. Sheet 10 — Typical Handicap Ramp Detail: The Detail shall include truncated domes. 9. Sheet 11 — Typical Casing and Carrier Pipe Detail: "Link -seal" or a "Booted" end treatment rather than a brick and mortar style as called for in the plan is preferred. 10. This project creates —3.0 acres of new impervious area. Therefore, it will need a State stormwater permit from the State of Vermont Agency of Natural Resources (ANR). In addition, construction of this project will disturb greater than 1.0 acres of land, so the project will also need a Construction Stormwater Permit from ANR. Obtaining these permits should be a condition of approval. 11. At final review, the applicant shall submit hydrologic modeling for inclusion in the Potash Brook watershed model maintained by the City. 12. The applicant shall show access drives to the stormwater pond for maintenance purposes. 13. In addition to the "Site & Erosion Control Details" (p. 10) the application should include a copy of the Erosion Prevention and Sediment Control Plan that will be implemented on this site during construction. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com 14. The applicant shall confirm that all new impervious area created by this project will be collected by the drainage system and sent to the pond for treatment. 15. Please note that the South Burlington Water and Sewer Utilities do not participate in Dig Safe; they shall be contacted prior to any excavations. 16. Any work within the Tilley Drive right-of-way requires an Excavation Permit from the Public Works Department. 17. All new and restored pavement within the Tilley Drive right-of-way shall be 4" thick minimum; comprised of 2.5" of Type II base and 1.5" of Type III wearing course minimum. 18. There are three locations where the existing bike path is planned to be removed and replaced. Please provide a bike path specific restoration detail. 19. Upon completion of the construction project, Record Drawings shall be supplied to the Public Works Department in the form of one hard copy and one electronic copy in AutoCAD. Thank you for the opportunity to comment. Please contact our office with any questions. South Burlington Fire Department 575 Dorset Street South Burlington, VT 05403 802-846-4110 December 15, 2011 Mr. Ray Belair City of South Burlington 575 Dorset Street South Burlington, Vermont 05403 Re: Mountain View Office Park, Lot 6, 119 Tilley Drive, UPDATE #2 Dear Ray: I have reviewed the new set of plans (dated 9/16/11) for the project at 119 Tilley Drive. It is obviously quite similar to those already built. I have also recently spoken briefly with Mr. Bob Bouchard of Pizzagalli Properties about this project. Most of these comments are repeats from earlier versions. 1. Compliance with all requirements of Vermont Division of Fire Safety codes and standards. 2. Automatic sprinklers and alarm system as required by Vermont Division of Fire Safety. 3. Fire Department Sprinkler Connection location to be specified by SBFD. 4. Fire Alarm panel and enunciator location to be specified by SBFD. 5. Provide an emergency key box(s), number and location to be specified by SBFD. 6. The plans dated 9/16/11 show two new fire hydrant locations. Two is an acceptable number. On this set of plans the first is to be located on the "front lawn" adjacent to Tilley Drive that appears to be fine. The second hydrant is located on the island in the upper corner of the parking lot. It is co- located with the snow storage area and the lines for snow storage places piled up snow between the building and the hydrant. This is not acceptable. Either relocate the hydrant (preferred) or relocate the snow storage. 7. If an elevator(s) is (are) proposed the elevator car(s) to be sized large enough to accommodate an ambulance stretcher in the flat position. Page -2 8. Provide 24 hour per day off -site (central station) monitoring of all fire alarm and protection systems. 9. Trees, fences and floral outcroppings should be placed so as not to interfere with the deployment of the aerial ladder, hoselines, portable ladders and other firefighting equipment. 10. This set of plans did not show elevations. It is my understanding from Mr. Bouchard that it will very similar to the other nearby structures. At some point it would be nice to see the elevations and likenesses. 11. The new parking lot layout is probably good for the everyday traffic accessing the building. However, the zig-zag nature of the parking lot layout could make it somewhat difficult to quickly access the main entrances in an emergency. The fire hydrant issue needs to be corrected. If there is another way to configure the parking lot it could expedite emergency response. At this point these seem to be the major issues which present themselves. As this project moves forward additional items may surface which could be dealt with as needed by myself or with the assistance of the developer and Vermont Division of Fire Safety. Should you need any further assistance on this project please feel free to contact me. Sincerely, Douglas S. Brent Fire Chief I 71LLEY DRIVE- ? - war /J i JP / I I I �I • I m I� I I 1� I -.I I I � — — — — — — — — — — — — — j a_2 FIZZAGALU PROPERTIES, LLC P.O. BOX 2009 SOUTNBURUNGTON, VERMONT 05407 waar nu ��� j•" MOUNTAIN VIEW OFFICE PARK y LOT 6 SITE DEVELOPMENT PARKING ISLANDS PLAN lbnald L Hamlzn Consv!ling Engineers, /w I Gilman & Briggs Environmental 1 Conti Circle, Suite 5 Barre, Vermont 05641 (802) 479-7480 gbenvironmental@earthl ink.net 2 May 2006 Bob Bouchard Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 0540395 Subject: Tilley Farm wetlands Dear Bob, Enclosed is information regarding the wetlands on the Tilley Farm property where we delineated wetlands last week. As noted earlier, the areas identified and delineated are all Class Three wetlands not protected under the Vermont Wetland Rules. Because of their classification, these wetlands are not subject to state jurisdiction except through the water quality criteria under Act 250. They are under Corps of Engineers jurisdiction, however. At the local level, all wetlands are put in the Conservation and Open Space District, along with a 50-foot buffer zone. My copy of the South Burlington Zoning Regulations is dated 28 January 2002, but I assume the following still applies: §3.503. Encroachment into a CO District which encompasses a wetland is permitted if it will not significantly affect adversely the following attributes: (a) ability to carry or store adequately flood waters; (b) water quality by virtue of erosion or run-off; (c) the use and enjoyment of adjacent properties; (d) wetland functions and values; or (e) wildlife and fisheries habitat. In previous projects in South Burlington, such wetlands as these were shown to have none of these attributes and therefore encroachment was permitted: they are not capable of storing enough flood water to make an impact, there is no evidence of erosion or erosive forces, they do not provide significant habitat for wildlife or fisheries, and if the functions mentioned in "d" mean the 10 functions listed in the Vermont Wetland Rules, then none are performed at a significant level. This leaves "a" which could be claimed by neighbors who might prefer the open space next to their property rather than a development, even though it is not the wetland but the open field that provides the "enjoyment." Sincerely, O Errol C. 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BU(1lfigtOfl / . \ I \ \`� / - `'1 I • I." ram ^,h 1 / , i lull lam'\ r • / '� y\ -,.\ I \ \ ,� —r- - - •::, /'> / l ,^ 1, „1, / / I I \ 1 1 1 -- \\ \\ \ •.,\ _, II \ t \ I T.. .` ! � _']'�' .- - - _ / -• I 1 1 1 I , / III 1 DATEFw P --\\-v- - r - �1J� _ I (�\l 1\} ,,._...._. - �; _-� -' l 1 D I r / IilI j 1 QDT PIZZAGALLIPROPERTIES• LLC ..: IP.O. BOX 2009 // ! ^�1� I �/ I .•y "`,`,�L - _C`'. _ ' -:.� -- _ �--.-b � ! , o � +8 � .^• � 6` � 4 h� / rt * I � T "'�+"`e'ver, , / 1 ` ♦ SOUTH BURL NGTON, VERMONT 05407 PIn / -___�.. - _ — ,"------�.• --',o ' / /" ^/�� 1e'-i-,. t/_ r f I �- i 1 MOUNTAIN VIEW OFFICE PARK 1 f / _ _ _ _ _ _ _ _ _ - - - - _ _ , V , , / 0 1 , I r 1 LOT 6 SITE DEVELOPMENT SITE PLAN _ . LL - x -- ` rn- I 1 1 nald L A �n! •/ � �� TILL\�Y DRIVE ` 1 IaJ — —"T—� M I \ -�- _-_____ __; �_ �„ ' .•'• 0 1 rx_\ \ I I / '�� r/ , r ey �:,:� -' / T �_ - / N� - i - 7' r- t • ' l l / z \ I pLHCE a in m 30 0 30 60 90 r' rL / T \ % \ �, 'r ; \� ;.\ S E \ u JPK .� 9 \ \ ?�— \ \� \ ♦ i M 1 NARY JPK L �n ineers /nc. a� .dobb.. INS all-14, southburlington PLANNING & ZONING Permit Number SD - (office use only) APPLICATION FOR SUBDIVISION PLAT REVIEW XPreliminary ❑ Final PUD Being Requested? XYes ❑ No All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1.OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax #) Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403 Tel # 660-6805 Fax # 660-6868 2. LOCATION OF LAST RECORDED DEED (Book and page #) Book 783, Pages 151-153 3. APPLICANT (Name, mailing address, phone and fax#) Pizzagalli Properties, LLC 50 Joy Drive, South Burlington, VT 05403 Tel # 660-6805 Fax # 660-6868 4. CONTACT PERSON (Name, mailing address, phone and fax #) Robert Bouchard Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403 Tel # 660-6805 Fax # 660-6868 a. Contact email address: Bbouchard(a-_)pizzagalliproperties.com 5. PROJECT STREET ADDRESS: 119 Tilley Drive 6. TAX PARCEL ID # (can be obtained at Assessor's Office) 1718-00047 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com 7. PROJECT DESCRIPTION a. General Project Description (describe what you are proposing): Pizzagalli Properties proposes a two story, 45,000 square foot medical office building on 13.5 acres (Lot 6), with 225 parkhq spaces b. Existing Uses on Property (including description and size of each separate use): No existing uses on site. c. Proposed Uses on property (include description and size of each new use and existing uses to remain): Pizzagalli Properties proposes a two story, 45,000 square foot medical office building with 225 parking spaces on this property. d. Total building square footage on property (proposed buildings and existing buildings to remain): 45,000 square feet proposed. No existing buildings on site. e. Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine): Proposed building height is 28'. TWO floors. f. Number of residential units (if applicable, new units and existing units to remain): N/A g. Number of employees (existing and proposed, note office versus non -office employees): Proposed: 100 staff members, 100 patients. h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): i. List any changes to the subdivision, such as property lines, number of units, lot mergers, etc. None Subdivision Application Form. Rev. 12-2010 c_ - 8. LOT COVERAGE (ALL information MUST be provided here, even if no change is proposed) a. Size of Parcel: 13.5 Acres / 589.410 sq.ft. (acres /sq. ft.) b. Building Coverage: Existing 0 square feet 0 % Proposed 22,520 square feet 3.8 % c. Overall Coverage (building, parking, outside storage, etc): Existing 0 Proposed 127,195 square feet 0 % square feet 21.6 % d. Front Yard Coverage(s) (commercial projects only): Existing 0 square feet 0 % Proposed 8,014 square feet 20.9 % 9. WETLAND INFORMATION a. Are there any wetlands (Class I, II, or III) on the subject property? X Yes ❑ No Class III b. If yes, is the proposed development encroaching into any of these wetlands associated 50' buffers (describe) Yes. Impacts are shown on civil drawings and approved by the U.S. Corps of Engineers. c. If yes, please submit the following with this application: 1. A site specific wetland delineation of the entire property or a written statement that the applicant is relying on the City's wetland map. 2. Response to the criteria outlined in Section 12.02(E) of the Land Development Regulations (applicant is strongly encouraged to have a wetland expert respond to these criteria) See letter from Errol Briggs. 10. AREA DISTURBED DURING CONSTRUCTION: 256,199 SQ. FT. * *Projects disturbing more than one (1) acre of land must follow the City's specifications for erosion control in Article 16 of the Land Development Regulations. Projects disturbing more than one (1) acre require a permit from the Vermont Department of Environmental Conservation. 3 Subdivision Application Form. Rev. 12-2010 11. COST ESTIMATES a. Building (including interior renovations): $ 3,600,000 b. Landscaping: $ 43,500 (Please submit itemized list of landscaping proposed) c. Other site improvements (please list with cost) $500 000 Parkinalot, sub -base, curbing, sidewalks, site utilities including stormwater retention pond, etc. 12. ESTIMATED TRAFFIC a. P.M. Peak hour for entire property (In and out): 42 in, 114 out 13. PEAK HOURS OF OPERATION: $:00 a.m. - 5:00 p.m. 14. PEAK DAYS OF OPERATION: Monday_ -_Friday 15. ESTIMATED PROJECT COMPLETION DATE: _ 9/30/2012 16. OWNERS OF RECORD OF ALL CONTIGUOUS PROPERTIES & MAILING ADDRESSES (this shall be provided on a separate attached sheet and on pre -stamped and pre - addressed envelopes. The city will add the return address). 17. PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (I V x 17"), and one digital (PDF-format, on compact disk) of the plans must be submitted. A subdivision application fee shall be paid to the City at the time of submitting the application. See the City fee schedule for details. Subdivision Application Form. Rev. 12-2010 I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. SIGNATURE OF APPLICANT rd SIGNATURE OF PROPERTY OWNER PRINT NAME Do not write below this line DATE OF SUBMISSION: �v/VS/M I have reviewed this preliminary plat application and find it to be: Lld" Complete ❑ Incomplete The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Subdivision Application Form. Rev. 12-2010 SE GROUP 131 Church Street, Burlington, Vermont 05401 STATEMENT OF PROBABLE COST Project Name Mountain View Business Park - Lot 6 Drawing Referenced: LA-100 - Planting Plan Date Prepare(September 28, 2011 Date of Prices: Fall 2011 Project Status Conceptual Revisions: Sheet 1 of 1 KEY ITEM QUANTITY UNIT UNIT COST SUB TOTAL REMARKS TREES AG Serviceberry 4 EA. $475.00 $1 900.00 2.5-3" Cal. AC Serviceberry 6 EA. $250.00 $1 500.00 5-6' Tall AS Sugar Maple 3 EA. $850.00 $2 550.00 3.5-4" Cal. QP Pin Oak 10 EA. $660.00 $6 600.00 3-3.5" Cal. PPa Colorado Blue Spruce 2 EA. $366.00 $732.00 6-7' PPb Colorado Blue Spruce 3 EA. $252.00 $756.00 5-6' PC Bradford Callery Pear 13 EA. $650.00 $8,450.00 3-3.5" Cal. PNa Austrian Pine 3 EA. $338.00 $1,014.00 6-7' PNb Austrian Pine 3 EA. $240.00 $720.00 5-6' PS Sargent Cherry 16 EA. $450.00 $7 200.00 2.5-3" Cal. SR Japanese Tree Lilac 7 EA. $1,200.00 $8,400.00 3.5-4" Cal. Sub -Total: 1 $39 822.00 SHRUBS SB AnthonyWaterer S irea 80 EA. $30.00 $2 400.00 3 Gal TO Dark American Arborvitae 55 EA. $150.00 $8,250.00 5-6' Tall WF Wei ela 54 EA. $52.00 $2 808.00 3 Gal Sub -Total: $13 458.00 Perennials HS Stella D'oro Daylily 335 EA. $14.00 $4 690.00 1 Gal. Sub -Total: $4,690.00 Total: $57,970.00 7q i erraoerver image uour[esy of the u,3";�- J ragc i ui t Send To Printer Back To TerraServer Change to 11x17 Print Size Show Grid Lines Change to Landscape 0' 'loom 0' 1100yd Image courtesy of the U.S. Geological Survey © 2004 Microsoft Corporation. Terms of Use Privacy Statement http://terraserver.microsoft.com/PrintImage.aspx?T=1 &S=10&Z=18&X=3233&Y=24617&... 5/1/2006 NGT ' �� , �, •• = 1 10 AIRP I1 15 Fl Burling. ., , rr W al _ I' 1 �. •., 1 A -I I \� 0it i it �•I^ �. I On ' r It II 1, ;• .�. Rio �. .\ �lI Z ' PQIY� OI/4Y - H3 �• ` , R oa 7(J I W • � , Will mill" ly H, • �F°_ l• , ; . ,A , oly. otlarry �• �JZZ� I, • 129 j I � i` I 14W 1 POW `SS1 FOI PEM BSI`, �• $ EM Y �EI�I� - - -.1� ` I 0WZ PF I ; o1N R6 �= pp . E W /�Po z l' Please Reply to: P.O. Box 9 Essex Junction Vermont 05453 September 7, 2011 DONALD L. HAMLIN CONSULTING ENGINEERS, INC. ENGINEERS AND LAND SURVEYORS Mr. Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive P.O. Box 2009 South Burlington, Vermont 05407-2009 136 Pearl Street Essex Junction, Vermont OS452 Re: Mountain Office Park —Lot 6 Site Development 119 Tilley Drive Dear Mr. Bouchard: TeL (802) 878-3956 Fax (802) 878-2679 HamlinEngineers@dlhce.net As you requested, we have estimated the water and sewer demand for the proposed 22,500 square foot, 2 story medical office building on Lot 6 of the Mountain View Office Park. In addition, we have estimated the trip generation characteristics for the proposed site development. Water & Sewer Demand The estimated average water demand for this project is 4,050 gallons per day. This is based on 100 employees at 35 gallons per day plus 100 patients at 10 gallons per day and includes a 10% reduction for low flow plumbing fixtures. The estimated average sewer demand for this project is 4,010 gallons per day. This is based on 100 employees at 35 gallons per day plus 100 patients at 10 gallons per day, including a 20% reduction for connection to the municipal treatment plant, and an allowance for infiltration based on 900 feet of gravity sewer piping related to this building project, per Chapter One, Section 1-808(e) of the Environmental Protection Rules. Trip Generation Using the 8th edition of ITE's Trip Generation manual, we have estimated the trip generation characteristics for the proposed site development based on Land Use Code 720, Medical -Dental Office Building. Table 1 below presents a summary of the estimated trip generation characteristics for the proposed 45,000 s.f. office building (22,500 x 2 stories). Table 1 k Estimated Trip Generation Entering Exiting Total Average Daily Trips 813 813 1626 vpd AM Peak Hour 82 22 104 vph PM Peak Hour 42 114 156 vph WATER SUPPLY AND DISTRIBUTION SUBDIVISIONS TRAFFIC STUDIES WASTE WATER COLLECTION AND TREATMENT SKI AREAS PERMITTING ASSISTANCE STREETS AND HIGHWAYS RECREATION AND INDUSTRIAL PLANNING LAND SURVEYING AIRPORTS SOIL BORINGS SOLID WASTE MANAGEMENT Engineering - "The link between what we have and what we need" Page 2 Feel free to call with any questions regarding these matters or if we may be of additional assistance. Respectfully, -- Ka4"e'-' Je r er ner, P.E. V ce resident DONALD L. HAMLIN 119 Tilley Drive Preliminary Review 9-5-2011 Abutting Landowners Ms. Barbara Neff 700 Hinesburg Road South Burlington, VT 05403 Mr. Brian Armstrong 50 Old Farm Road South Burlington, VT 05403 Mr. Doug Dickey 80 Old Farm Road South Burlington, VT 05403 Mr. Dan O'Brien 150 Old Farm Road South Burlington, VT 05403 y The Other Paper • www.otherpapervt, k WANTED LOOKING FOR SINGERS: Want to sing some Holiday songs? Join the Green Moun- tain Chorus as # sings at Tree Lighting cer- emonies, University Mall, and other ven- ues during the holiday season. This men's chorus meets for rehearsals on Tuesdays, 7-9 p.m:, St. Francis School, Winooski. Show it fa G FREE. ar sc ITEMS: Upright ebony -piano and other in assorted furniture including beds, bureaus IT and lamps. 658-4896 (11 / 17) dE ENCYCLOPEDIAS: Complete set. of World T` 887 Book encyclopedias, 1988.862-1(12/01) O C every.Wedrie sty, uporcall879-3105.(11/17) FOR. SALE $F at 12:30 p R' 865-1"1fl9 ` - SBHS ALUMNI: SB High School 501h Cel- CAMERA LENSES: Olympus SLR lenses. Si . ebration honoring SBHS's 50 years (1961- , rat 100mm F2.8. $100; 50mm F1.4. $ 75; 28mm sr 2 is scheduled for June.22 & 23, 2012. All'alumni, faculty; staff and SB Commu- F3.5. $ 75. 865-4491(11/23) PUBLICNOTICE nity members are welcome. Check out the COATS: Winter coat EMS kids "M" (ages 10 PUBLIC HEARING Alumni website for the schedule of events and for ticket information. Go to _ 12), dark blue,. gently used; Winter coat . ' y R SB DEVELOPMENTREVIEW BOARD www sbs look for Alumni under "Community" , LL$ean,womens S lightblue, gentlyused; Winter coat, men's, London Fog "M , regu- 5( The South Burlington Development Review the link. (11 / 17) muni y" l lar brown. Gently yused.864-7750 (12/01) of Board will hold. a public hearing in the South Burlington City. Hall Conference Room, 575 ' VOLUNTEER DELIVERY DRIVERS: Can DINING SET: 11-piece dining room set. SI le Dorset Street, South Burlington, Vermont on You helpaseniornearyougetfood?South. Burlington, VT - CVAAis looking for volun- Solid cherry. Queen Anne..$1,200.862-4200 C. .December 20, 2011 at 7:30 P.M. to.consider the following:. teers to help seniors in the South Burlington P gt community. Two .senior women are look- 1ing DINING ROOM TABLE: Maple. Purchased at Preliminary & final plat application #SD-11-43 for volunteers -to go grocery shopping Sam's Unfinished Furniture. 36 x 60, center F] of Antonio B. Pomerleau, LLC to amend a previ- for them once per week. Ifyou can help one drawer, covered with under.pad and plastic E ously planned unit_ development consisting of a of these women or know someone who tablecloth since purchased. Excellent condi- cE 76,630 sq, ft. shopping center and a hotel. The . could, contact Jen Manosh at 865-0360 ext. tion. $200 or best offer. 656-2524 (12/01) amendment consists of constructing a 2500 sq. 1058orviae-mailatjmanosh@cvaa.org.The ft. addition to the shopping center, 1285 schedule.is flexible; and you can make a FIGURE SKATES: Don Jackson, Celebrity, Williston Road (Price Chopper Plaza). friend and a difference at the same time. ladies, white, approx. size 6.5-7, with new (11/23) Conditional use application #CU-11-05 -of Marzena Smolak for after -the -fact approval of a 770 sq. ft. accessory residential -unit, 10 Woodside Drive. Preliminary plat application #SD-11-41 of Pizzagalli Properties, LLC for a planned unit de- velopment consisting of a 45,000 sq. ft: medical office building, 119 Tilley Drive. Mark Behr, Chairman South Burlington Development Review Board Copies of the applications are available for pub- lic inspection at the South Burlington City Hall. December 1, 2011 pgra e a es. nc u es a e guar s. $95 or best offer. 652-1434 (11 / 17) H FIREPLACE INSERT:. Majestic. LP gas, flue p vented (not direct vent), recently serviced, s( all manuals included, unit has a thermo- p static blower. $500 or best offer, unit is uninstalled. 860-3303 (12/01) 1N n FISH.TANK45gallon vertical fish tankwith N cupboard stand: Comes with cleaning sup- plies, filter, food, etc. $125.310-2876 (12/01) N ti ITEMS:. Four (4) 16-inch aluminum rims ti off ofaFordF150. $150;Tvvo (2)10-inchtable sl saws: $75 each; Shop smith saw (drill press, 4, saw, sander, lathe). Lots of extra pieces. $250; Lots of extra tools also for sale. 864- P 6201(12/01) v d ITEMS: GE electric range, black. Like new. n $250 or best offer; Full size futon, wooden $, line for proposals has passed with no bids submitted. Since funding for this project needs to be spent by the end of January, Planning and Zoning is giving high priority to finding an interested party or reorganizing .the project to accomplish its goals: • With minor corrections, the Planning Commission unanimously approved the min- utes from the meeting of October 12, 2011. CHAMPLAIN WATER DISTRICT Dedicated to Quality Water & Service September 23, 2011 Mr. Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive P.O. Box 2009 South Burlington, VT 05407-2009 RECEIVED SEP 2 6 2011 CitY of So. Burlington 403 Queen City Park Road South Burlington, VT 05403 Phone: (802) 864-7454 Fax: (802) 864-0435 RE: Act 250 Review —Lot 6 Mountain Office Park, 119 Tilley Drive, South Burlington, Vermont Dear Mr. Bouchard: In response to your request for information regarding the Champlain Water District's capability to supply water to the referenced proposed project, we submit the following: 1. Water is supplied to the referenced area via a 24" transmission main. 2. Existing water storage is located south of the Dorset Street and Swift Street intersection, as provided by a 2,100,000 gallon water storage tank. 3. Your water supply requirement for this proposed 45,000 square foot medical office building could be furnished by the Champlain Water District without restricting or encumbering its present users on the CWD supply system. CWD water treatment and transmission capacity is sufficient to supply this increase in system demand. 4. Capability of the local water distribution system and adequacy of local water storage volume must be verified by the local water system official. 5. This letter of availability is valid for a 3-year period commencing on today's date and ending on September 23, 2014. If you have any questions, please do not hesitate to call. Sincerely, CHAMPLAIN WATER DISTRICT OKA, P�- Richard A. Pratt Chief Engineer / Assistant General Manager cc: J. Fay J. Tymecki J. Rabidoux R. Belair CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: June 14, 2011 \drb\staffcomments\SD_11_13_119TiIleyDrive_Pizzagalli_sk Application received: March 28, 2011 etch2 nda #6 PIZZAGALLI — 119 Tilley Drive SKETCH PLAN APPLICATION #SD-11-13 Meetinq Date: June 21. 2011 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoninq District Location Map Please note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcom ments\SD_11 _13_119TilleyDrive_Pizzagall i_sketch2 Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting sketch plan review to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on March 28, 2011 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 1O Zonin District Re uired Proposed �l Min. Lot Size 3 acres �l Max. Buildina Covera e 30% Max. Overall Covera e 50% Min. Front Setback 50 ft. Min. Side Setback 35 ft. �l Min. Rear Setback-1 50 ft. The application submitted by the applicant for the proposed project states that the building is proposed to be 50,000 SF. However, multiplying the dimensions of the building stated on the plan, the building is 45,000 SF. The applicant should clarify this. 1. The applicant should clarify the proposed square footage of the building. NO coverage or dimensional information was provided on the updated sketch plan. Setbacks appear to be met, and though not provided, coverage limitations should easily be met given that the application requests a single building on a relatively large lot. This information should be provided on the plans at the next level of review. 2. The preliminary plat shall include all lot dimensional information including lot size and coverage. SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has not yet reviewed the plans and has stated that they will do so at the preliminary plat level when more details are available. CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD 3 DEPARTMENT OF PLANNING & ZONING \drb\staffcomments\SD_11_13_119TilleyDrive_Pizzagalli_sketch2 3. The City of South Burlington Water Department shall review the plans for the subject project, prior to preliminary plat approval. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer has not yet reviewed the plans and has stated that they will do so at the preliminary plat level when more details are available. 4. The City Engineer shall review the plans prior to preliminary plat approval. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. 5. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 6. The applicant shall include sufficient site grading and erosion control plans as part of the preliminary plat application. 7. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via one two -directional curb -cut off of Tilley Drive. This curb cut is approximately 70 feet wide, narrowing quickly to a 30 foot entry drive. The plans show a dashed line west of this curb cut. It is not clear from these plans whether the applicant is proposing this as an access to the property at this time. During the subdivision of this lot from a larger piece, the applicant submitted a conceptual site plan which estimated how the buildings and related drives and parking areas will be organized. The applicant theorized two curb cuts from Tilley Drive, both aligned with existing curb cuts to the south. The applicant plans that both curb cuts service all three buildings. The Board was concerned that the western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings will create and the connection of Tilley Drive to the interstate via the proposed ramp. A third party consultant, Resource Systems Group (RSG) reviewed the plans and commented on this issue. RSG stated that it would be appropriate for "the City to require one access drive placed as far as possible form the adjacent intersections (both existing and planned) in order to maximize and preserve capacity." At previous reviews of this lot, the Board was clear that they would not support the western access to the larger lots given that the western most curb cut is too close to the Tilley Drive/Hinesburg CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcom ments\SD_11_13_119TilleyDrive_Pizzagalli_sketch2 Road intersection and could not handle the queuing of vehicles that the additional buildings would create and the connection of Tilley Drive to the interstate via the proposed ramp or connection to Community Drive. They stated they may later consider a single access to the smaller western -most lot which is not part of this application. The applicant previously considered previous concerns by both Staff and the Board that Staff finds that the applicant sufficiently addressed these concerns by removing the access. The current plan shows the access in hashed marks, and it is not clear if it is proposed as part of the application. As this is a new application, the Board should discuss this proposed access anew. Staff's concerns regarding the proximity to the intersection remain. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. The applicant is proposing an access drive around the front (south side) of the building). This is acceptable. However, it seems unnecessarily wide at approximately 24 feet. Staff recommends that this be narrowed to 20 feet. 8. The access drive to the south of the building should be narrowed to twenty (20) feet This will be the fourth building. The applicant submitted this analysis as part of an earlier application, approximately 18 months prior. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (letter from RSG Inc). As this is a new application, the Board may require the study again. However, given that the size of the proposal has not changed, and that the conditions in the vicinity have not changed, Staff recommends that the previous study and subsequent technical review be permitted to stand in this application, if the applicant so wishes. 9. The applicant should clarify what access to the property is requested. The Board should discuss the proposal. 10. The Board should discuss the need for any additional trip generation and traffic analysis including turning movement analysis. The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The sketch plan only references areas of wetlands located in the site. They are not identified by class. 11.The plans shall be revised to include all wetlands on site, identified by class, and shall include a 50 foot buffer, also shown on the plans. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcomments\SD_11_13_119TilleyDrive_Pizzagalli_sketch2 Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. It is difficult to fully assess compliance with this criterion at the sketch plan level as only a building and proposed parking is shown on site at this time. The subject lot does not directly abut the residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears satisfactory with respect to this criterion, but Staff reserves further comment until such time as a landscaping and grading plan are available. There may be conflicts with the western access drive which is closest to the abutting properties. However, a sufficient landscaping play may mitigate this effect and it is too early to comment definitively. There is not much open space on this lot. Staff finds this satisfactory as the greatest opportunity for such shall be for the larger, 7.8 acre lot to the north of this property which directly abuts the residential properties and the farms/open space to the north. 12. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has not yet reviewed the plans and has stated that he would prefer to do so at the preliminary plat level, after any changes to layout and parking are made by the Board at the sketch plan level. 13. The South Burlington Fire Chief should review the plans for the proposed subdivision, prior to preliminary plat approval. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. The plans provide a safe access to the northern lot (lot 7) via the proposed access drive. It appears that the northern lot would be easily accessed via this drive without any unsafe trespass through the parking lot for the subject building. This is a very critical item of this review. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcom ments\SD_11 _13_119TilleyDrive_Pizzagalli_sketch2 Staff has already noted that the City Engineer shall review the preliminary plat plans and provide comments prior to approval of the preliminary plat application. 14. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. As stated above in this report, staff has several comments regarding the dotted access to the west, and the access drive to the south of the building. The Board should discuss these. In addition to the issue of access, the site does not appear to offer many pedestrian considerations, including sidewalks around the building, or breakages in the long rows of parking to provide connections for pedestrian movement from the parking area to the building. 15. The plans should be revised to provide more adequate provisions for safe pedestrian movement. Based on 50,000 square feet of general office use, the proposed building will require 175 parking spaces. 225 parking spaces are provided on site. The Board should discuss this request which provides for 50 surplus parking spaces. 16. The Board should discuss the excess parking on site and render guidance as to an appropriate amount. Chapter 14.06 of the South Burlington Land Development Regulations states the following: Parking: (a) Parking shall be located to the rear or sides of buildings. Any side of a building facing a public street shall be considered a front side of a building for the purposes of this subsection. (b) The Development Review Board may approve parking between a public street and one or more buildings if the Board finds that one or more of the following criteria are met. The Board shall approve only the minimum necessary to overcome the conditions below. CITY OF SOUTH BURLINGTON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcom m ents\SD_11 _13_119TilleyDrive_Pizzagal I i_sketch2 (i) The parking area is necessary to meet minimum requirements of the Americans with Disabilities Act; (ii) The parking area will serve a single or two-family home; (iii) The lot has unique site conditions such as a utility easement or unstable soils that allow for parking, but not a building, to be located adjacent to the public street; (iv) The lot contains one or more existing buildings that are to be re- used and parking needs cannot be accommodated to the rear and sides of the existing building(s); or, (v) The principal use of the lot is for public recreation. (c) Where more than one building exists or is proposed on a lot, the total width of all parking areas located to the side of building(s) at the building line shall not exceed one half of the width of all building(s) located at the building line. Parking approved pursuant to 14.06(B)(2)(b) shall be exempt from this subsection. (d) For through lots, parking shall be located to the side of the building(s) or to the front of the building adjacent to the public street with the lowest average daily volume of traffic. Where a lot abuts an Interstate or its interchanges, parking shall be located to the side of the building(s) or to the front adjacent to the Interstate. Parking areas adjacent to the Interstate shall be screened with sufficient landscaping to screen the parking from view of the Interstate. The proposed parking is in full compliance with these standards Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is not shown on the plans. 17. The plans should be revised to depict a bicycle rack, as part of submittal of the preliminary plat plans. Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. 18. The applicant should submit architectural details with the preliminary plat plans. CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcom ments\SD_11 _13_119TilleyDrive_Pizzagalli_sketch2 Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant should submit architectural details with the preliminary plat plans In addition to the above -general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the west and north. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). 19. The plans shall be revised to show any proposed dumpsters or other waste facilities, adequately screened, as part of the site plan application. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. The plans should show snow storage areas for the subject property. 20. The plans shall be revised to depict snow storage areas as part of the preliminary plat plan application. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. 21. The applicant shall submit a landscape plan and budget in compliance with Section 13.06 of the SBLDR as part of the preliminary plat plan application. CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\staffcom ments\SD_11_13_119TilleyDrive_Pizzagalli_sketch2 22. The applicant should submit estimated construction costs with the preliminary plat application, so that the exact minimum landscaping requirement can be determined. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The site plan shows some proposed landscaping on the interior of the proposed parking area. However, they appear to be very minimal and the applicant should submit additional information to ensure that the requirements in Section 13.06(B) of the Land Development Regulations are being met. 23. The applicant should submit additional information, with the preliminary plat application, regarding the landscaping in the interior of the proposed parking area, to ensure that the requirements in Section 13.06(B) of the Land Development Regulations are being met. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. 24. The applicant should submit a lighting point by point plan and lighting cut -sheets with submission of the site plan application. Other 25. The site plan shall adhere to all standards of Section 14.05(D) of the SBLDR. This shall include, but not be limited to, a symbol indicating north, the location of water and sewer lines, the whole of the subject lot, and abutting property owners, as part of the preliminary plat application. 26. The preliminary plat plans shall show all ground mounted HVAC units, generators, and utility cabinets. Staff recommends that the applicant address the numbered items in the "Comments Section" of this document and present them to the Board before proceeding to any further plan review. Respectfully submitted, athy r'n a ose, Associate Planner Copy to: Robert Bouchard, applicant i TILLEY DRIVE .30 O 30 60 90 \� THE CONTNACI SHALL NOTIF! "DIGSAFC' AT 1 -686-344 7233 PRIOR TO ANY EXCAVATION Af LOCATION5 WHICH MAY 5E IN rht IMMEDI- 111CMN OF IINOFRGROUND UTILITIES. WARNING FATALLY TOXIC GASSES MAY 5E PRE5ENT IN UNDERGROUND PIPING SY5TEM5 AND WASTE SYSTEM 5TRUCTURE5. i I I I I / RECEI MAY 18 2011 City of So. Burlington PROPERTIES, LLC HdaNTAI BUSINESS PARK I VE. \ \ MATTRI HEALTHCARE I I TKXINTMN VIEW m—E PARK LOT I, 4.d AC. \ I I I I j . � I aexl Pp1AGALLI PROPERTIES, LLC 009 — — — — — — P.O. BOX SOUTH BURLINGTON, VERMONT 05407 PR0.IECTTTIE VER MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT oRAwu+cmLE — - CONCEPTUAL SITE PLAN Donald L Hamlin J0096. Consulting RI ' I JPK Engineers, Inc. I. r1 SE GROUP 131 Church Street, Burlington, Vermont 05401 STATEMENT OF PROBABLE COST Project Name Mountain View Business Park - Lot 6 Drawing Referenced: LA-100 - Planting Plan Date Prepared: June 2, 2010 Date of Prices: Spring 2010 Project Status: Conceptual Revisions: Sheet 1 of 1 KEY ITEM QUANTITY UNIT UNIT COST SUB TOTAL REMARKS TREES AG Serviceberry 3 EA. $425.00 $1,275.00 2-2.5" Cal. AC Serviceberry 6 EA. $250.00 $1,500.00 5-6' Tall AS Sugar Maple 2 EA. $450.00 $900.00 2.5-3" Cal. QP Pin Oak 12 EA. $450.00 $5,400.00 2.5-3" Cal. PPa Colorado Blue Spruce 2 EA. $366.00 $732.00 6-7' PPb Colorado Blue Spruce 3 EA. $252.00 $756.00 5-6' PC Bradford Callery Pear 5 EA. $450.00 $2,250.00 2.5-3" Cal. PNa Austrian Pine 3 EA. 1 $338.001 $1,014.00 6-7' PNb Austrian Pine 3 EA. 1 $240.00 $720.00 5-6- PS Sargent Cherry 16 EA. $450.00 $7,200.00 2.5-3" Cal. SR Japanese Tree Lilac 9 EA. $450.00 $4,050.00 2.5-3" Cal. Sub -Total: $25,797.00 SHRUBS SB AnthonyWaterer S irea 80 EA. $30.00 $2,400.00 3 Gal TO Dark American Arborvitae 31 EA. 1 $150.00 $4,660.00 5-6' Tall WF Wei ela 34 EA. $52.00 $1,768.00 3 Gal Sub -Total: $8,818.00 PERENNIALS HH Mixed Daylilies 420 EA $14.00 $5,880.00 HS Stella D'oro Daylilies 420 EA $14.00 $5,880.00 Sub -Total: $11,760.00 MISC. Transplant Trees 2 EA 1 $300.00 $600.00 Landsa a Berm 2 EA $1,000.00 $2,000.00 Sub -Total: $2,600.00 Total: $48,975.00 JUN 0 3 2010 City/ of So. Burlington MEMORANDUM TO: South Burlington Development Review Board FROM: Cathyann LaRose, AICP, Associate Planne w RE: Agenda Item #8, SD-11-13, Pizzagalli Properties DATE: April 26, 2011 Pizzagalli Properties, LLC, hereafter referred to as the applicant, is seeking sketch plan review of a planned unit development to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. Director of Planning and Zoning Paul Conner, Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as staff, have reviewed the plans submitted on March 28, 2011 and have the following comments. A project of the same description was approved as a final plat on September 7, 2010 (#SD-10-23 of Pizzagalli Properties LLC). However, the conditions of the approval were not met as the final plat plan was not recorded in the land records within the requisite 180 days, nor was a zoning permit obtained within six (6) months of the approval, pursuant to Section 17.04 of the South Burlington Land Development Regulations (SBLDRs). As such, and as stated in the afore -mentioned Decision, the approval is null and void (relevant sections attached for your reference). As the approval is null and void, the applicant must seek new approval through the procedures outlined in the SBLDRs. The applicant has submitted the same plan that was approved (with conditions) in 2010. However, the Land Development Regulations have changed since the date of application of the previous plan in a manner which has substantial impacts on the allowable site design and parking layout of the property. Specifically, the Planning Commission and City Council approved a change in the requirements relating to the location of parking on a site; the language regulating parking would not permit approval of the site design as currently proposed. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com As this issue is paramount and a change would be fundamental to all other standards, Staff has only addressed the parking layout herein. Chapter 14.06 of the South Burlington Land Development Regulations states the following: Parking: (a) Parking shall be located to the rear or sides of buildings. Any side of a building facing a public street shall be considered a front side of a building for the purposes of this subsection. (b) The Development Review Board may approve parking between a public street and one or more buildings if the Board finds that one or more of the following criteria are met. The Board shall approve only the minimum necessary to overcome the conditions below. (i) The parking area is necessary to meet minimum requirements of the Americans with Disabilities Act; (ii) The parking area will serve a single or two-family home; (iii) The lot has unique site conditions such as a utility easement or unstable soils that allow for parking, but not a building, to be located adjacent to the public street; (iv) The lot contains one or more existing buildings that are to be re- used and parking needs cannot be accommodated to the rear and sides of the existing building(s); or, (v) The principal use of the lot is for public recreation. (c) Where more than one building exists or is proposed on a lot, the total width of all parking areas located to the side of building(s) at the building line shall not exceed one half of the width of all building(s) located at the building line. Parking approved pursuant to 14.06(B) (2) (b) shall be exempt from this subsection. (d) For through lots, parking shall be located to the side of the building(s) or to the front of the building adjacent to the public street with the lowest average daily volume of traffic. Where a lot abuts an Interstate or its interchanges, parking shall be located to the side of the building(s) or to the front adjacent to the Interstate. Parking areas adjacent to the Interstate shall be screened with sufficient landscaping to screen the parking from view of the Interstate. The proposed parking area does not meet the standard listed above. The applicant is proposing to locate approximately half of the parking spaces in front of the building per the definition above. The proposal also does not meet the criteria listed above for a waiver of the required standard. These spaces are not those required to meet the minimum ADA standards, nor will the area serve a single family home or recreation. There is no evidence that any utility easements or unstable soils would not allow for parking to be located to the rear or for the building to be brought to the front. The building is new and not one that is to be re -used. This standard may not be waived by the Development Review Board, pursuant to Section 15.02A of the South Burlington Land Development Regulations. As the plans do not meet the requirements of the regulations, nor are they eligible for waiver from the standards, Staff does not recommend that the applicant proceed any further with the plan as submitted. #SD-10-26 rr DECISION Motion by�j y seconded bylld� 64 to approve Fin I Plat Application SD-10-26 of Pizzagalli Properties, LLC., dubject to the following conditions: 1. All previous approvals and stipulations shall remain in full effect except as amended herein. 2. This project shall be completed as shown on the plat submitted by the applicant and on file in the South Burlington Department of Planning and Zoning. 3. The applicant shall adhere to the comments of the City of South Burlington Water Department per the letter dated December 11, 2009. 4. The applicant shall adhere to the comments of the City Engineer and Department of Public Works per the letter from Justin Rabidoux dated June 8, 2010. 5. The applicant shall obtain final wastewater allocation prior to issuance of a zoning permit. 6. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. 7. The applicant shall adhere to the recommendations of the consultant based on the letter from RSG Inc. dated January 28, 2009. 8. The applicant shall adhere to the comments of the South Burlington Fire Chief per the letter dated June 11, 2010, with the exception of item number 6 which has already been addressed. 9. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. 10. The plat shall be revised to show the changes below and shall require approval of the Administrative Officer. Three (3) copies of the approved revised plans shall be submitted to the Administrative Officer prior to recording. 10a. The final plat plans shall be revised to show all ground mounted HVAC units, generators, and utility cabinets, labeled as such. 10b. The "Parking Islands Plan" shall be revised to eliminate non -green areas in the island calculations. 11. he applicant shall obtain a zoning permit within six (6) months pursuant to Section 17.04 of the Land Development Regulations or this approval is null and void. %/ FIUSERS\Planning & Zoning\Development Review Boa rd\Findings_Decision s\2010\PizzagaIIiproperties_SD_10_26_ffd.doc #SD-10-26 12. For the purpose of calculating road impact fees under the South Burlington Impact Fee Ordinance, the Development Review Board estimates that the new building will generate /3-5 additional vehicle trip ends during the P.M. peak hour. 13. Prior to permit issuance, the applicant shall post a $50,000 landscaping bond. This bond shall remain in full effect for three (3) years to assure that the landscaping has taken root and has a good chance of survival. 14. All new exterior lighting shall consist of downcasting fixtures. Any change to approved lights shall require approval of the Administrative Officer prior to installation. 15. The mylar shall be recorded prior to permit issuance. 16. The applicant shall obtain a Certificate of Occupancy from the Administrative Officer prior to occupancy of the building. 17. Any changes to the final plat plan shall require approval of the South Burlington Development Review Board. 18. he final plat plan (Overall Site Plan) shall be recorded in the land records within 180 days or this approval is null and void. The plan shall be signed by the Board Chair or Clerk prior to recording. Mark Behr ye /nay/abstain/not present Matthew Birmingham -0e /nay/abstain/not present John DinklageIna ay/abstain/not present Roger Farley -y/abstain/not present Eric Knudsen -ay/abstain/not present Gayle Quimby ay/abstain/not present Bill Stuono - yabstain/not present Motion carried by a vote of 6' - I - U Signed this o47 day of 2010, by / Z John Dinklage,' Chair d Please note: You have the right to appeal this decision to the Vermont Environmental Court, pursuant to 24 VSA 4471 and VRECP 5 in writing, within 30 days of the date this decision is issued. The fee is $250.00. If you fail to appeal this decision, your right to challenge this decision at some future time may be lost because you waited too long. You will be bound by the decision, pursuant to 24 VSA 4472 (d) (exclusivity of remedy; finality). 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I I I ti j / l u 1 L / ^ POND Revls,oRs: m \ Fr T \ \ \ \ / / • I' I I ! / II IIII \- I DATE aEV6ax �\\ -. \ .O I I I I Ol/21/10 REVISIONS PER CITY PRELIMINARY APPRDVAL I / III 1 Dv \ \ 1 \ \ R Y: t• A \ � -/ .� I / / I I , DATE aEV15DN \ II \ I \ 1 y � - z _„ 1 _ I _ 1' 1 I I / / 1 I os2rrlo RevlsEo slreurour caaomrosuTlunes II cuEx PIZZAGALLI PROPERTIES, LLC s AC jjj - \ - 7 P.O. BOX2009 t � _P, 1 \ / i �Il�i'\ SOUTH BURLINGTON, VERMONT 05407 /� PROJECT TITLE ----�- `` /r y` - I „ ��me „ a v _� _ 5 - Es t ,g / /I/ ! (�/ i 1 / / MOUNTAIN VIEW OFFICE PARK --e_ �` � i r' ' / I I- I r / � I I �/ / LOT 6 SITE DEVELOPMENT _ SITE PLAN ;..... ..._ I. 1 L.� / ::� s .�,/.:.:�.L ...'tw.- / \ _ L....._ ._.. ...._._I. A >+� yTILLEh DRIVE _ L__. _,Y�eWc %__ /' s-Y OVERALL ♦, _ \ -r` \ ; t LbWd fI¢nlin ..t PK Censuttin 3 Inc. "a."•""""'""„� \...:-....•^.,.••• "'...,e. �+,I +a I i. \ i .r _ ..-1. 1 ..\.... _\_ _.r.. ora L JPK 3o O 3o Go 90II I ,.nepz7 �'n9iftee75, ax.oy x I 44 /re as t srY..r • ,Iu>Rre,R es•A.:./wcr:e,A v.TFd�e 1 r40 1�� 010M." southbur iugton PLANNING & ZONING Permit Number SD- I - (office use only) APPLICATION FOR SUBDIVISION SKETCH PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. For amendments, please provide pertinent information only. 1) OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax#) Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403 Tel # 660-68050 Fax # 660-6868 2) LOCATION OF LAST RECORDED DEED(S) (Book and page #) Book 783, Pages 151-153 3) APPLICANT (Name, mailing address, phone and fax #) Pizzagalli Properties, LLC 50 Jov Drive. South Burlinaton. VT 05403: Tel # 660-6805: Fax # 660-6868 4) APPLICANT'S LEGAL INTEREST IN THE PROPERTY (fee simple, option, etc.) Fee Simple 5) CONTACT PERSON (Name, mailing address, phone and fax #) Robert Bouchard Pizzagalli Properties, LLC, 50 Joy Dr., So. Burlington, VT 05403; Tel# 660-6805; Fax# 5) CONTACT EMAIL ADDRESS Bbouchard(cpizzagalliproperties.com 6) PROJECT STREET ADDRESS: 119 Tilley Drive, South Burlington 7) TAX PARCEL ID # (can be obtained at Assessor's Office) 1718-00047 8) PROJECT DESCRIPTION a) General project description (explain what you want approval for): Commercial office building - 50,000 square feet on two floors 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com C b) Existing Uses on Property (including description and size of each separate use) None c) Proposed Uses on property (include description and size of each new use and existing uses to remain) Commercial office building - 50,000 square feet on two floors d) Total building square footage on property (proposed buildings and existing buildings to remain) 50,000 square feet proposed. No existing buildings presently on site. e) Proposed height of building (if applicable) Proposed height is 28 feet (two floors). 0 Number of residential units (if applicable, new units and existing units to remain) N/A g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable) 9) LOT COVERAGE a) Building: Existing 0 % b) Overall (building, parking, outside storage, etc) Existing 0 % c) Front yard (along each street) Existing 0 Proposed 4.2 % Proposed 22 % Proposed 0 % 10) TYPE OF EXISTING OR PROPOSED ENCUMBRANCES ON PROPERTY (easements, covenants, leases, rights of way, etc.) Water, sewer, electricity, natural gas to serve building 11) PROPOSED EXTENSION, RELOCATION, OR MODIFICATION OF MUNICIPAL FACILITIES (sanitary sewer, water supply, streets, storm drainage, etc.) None Sketch Plan Application Form. Rev. 12-2010 C 12) OWNERS OF RECORD OF ALL CONTIGUOUS PROPERTIES & MAILING ADDRESSES (this shall be provided on a separate attached sheet and on pre -stamped and pre - addressed envelopes. The city will add the return address). 13) ESTIMATED PROJECT COMPLETION DATE 10/01 /12 14) PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies and one reduced copy (I V x 17") of the plans must be submitted. The application fee shall be paid to the City at the time of submitting the application. See the City fee schedule for details. Enclosed. I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowle SIGNATURE OF APPLICANT SIGNATURE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: /Ile / I have reviewed this sketch plan application and find it to be: L Complete - --,\ ; _ ❑ ve O Date The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Sketch Plan Application Form. Rev. 12-2010 12) OWNERS OF RECORD OF ALL CONTIGUOUS PROPERTIES & MAILING ADDRESSES West — Ms. Barbara Neff, 700 Hinesburg Road, South Burlington, VT 05403 West — Mr. Brian Armstrong, 50 Old Farm Road, South Burlington, VT 05403 North — Mr. Doug Dickey, 80 Old Farm Road, South Burlington, VT 05403 North — Mr. Dan O'Brien, 150 Old Farm Road, South Burlington, VT 05403 AGENCY OF NATURAL RESOURCES DEPARTMENT OF ENVIRONMENTAL CONSERVATION WATER QUALITY DIVISION 103 SOUTH MAIN STREET WATERBURY, VERMONT 05671-0408 NOTICE: DRAFT DISCHARGE PERMIT PUBLIC COMMENT PERIOD: March 30, 3011 —April 28, 2011 PERMITTEE INFORMATION PERMITTEE NAME: Pizzagalli Properties, LLC PERMITTEE ADDRESS: 50 Joy Drive P.O. Box 2009 South Burlington, VT 05407-2009 PERMIT NUMBER: 3805-INDS.4 PROJECT ID NUMBER: EJO1-0291 DISCHARGE INFORMATION NATURE: Treated stormwater VOLUME: As necessary RECEIVING WATER: Unnamed tributary to Potash Brook. EXPIRATION DATE: Five years from issuance date of final permit DESCRIPTION: This is a draft discharge permit proposed for issuance to Pizzagalli Properties, LLC for the discharge of stormwater runoff from the development of an office building and associated infrastructure located on Lot 6 of Mountain View Business Park located on Tilley Drive in South Burlington, Vermont to an unnamed tributary of Potash Brook. The means of treatment includes a wet pond. TENTATIVE DETERMINATIONS Tentative determinations regarding effluent limitations and other conditions to be imposed on the pending Vermont permit have been made by the State of Vermont Agency of Natural Resources (VANR). The limitations imposed will assure that the Vermont Water Quality Standards and applicable provisions of the Federal Clean Water Act, PL 92-500, as amended, will be met. -2- FURTHER INFORMATION The complete application, proposed permit, and other information are on file and may be inspected at the VANR, Waterbury Office. Copies, obtained by calling (802) 241-3777, will be made at a cost based upon the current Secretary of State Official Fee Schedule for Copying Public Records from 8:00 a.m. to 4:00 p.m., Monday through Friday. PUBLIC COMMENTS/PUBLIC HEARINGS Written public comments on the proposed permit are invited and must be received on or before the close of business day (7:45 am - 4:30 pm) April 28, 2011, by the Agency of Natural Resources, Department of Environmental Conservation, Water Quality Division, Building 10 North, 103 South Main Street, Waterbury, Vermont 05671-0408 or send via email to Stormwater@state.vt.us. If sending by mail, the permit number should appear next to the VANR address on the envelope and on the first page of any submitted comments. If sending by e-mail, the permit number should appear on the subject line. All comments received by the above date will be considered in formulation of the final determinations. During the notice period, any person may submit a written request to this office for a public hearing to consider the proposed permit. The request must state the interest of the party filing such request and the reasons why a hearing is warranted. A hearing will be held if there is a significant public interest (including the filing of requests or petitions for such hearing) in holding such a hearing. RIGHTS TO APPEAL TO ENVIRONMENTAL COURT At the conclusion of the public notice period and after consideration of additional information received during the public notice period, the VANR will make a final determination to issue or to deny the permit. Pursuant to 10 V.S.A. Chapter 220, any appeal of this decision must be filed with the clerk of the Environmental Court within 30 days of the date of the decision. The appellant must attach to the Notice of Appeal the entry fee of $250.00, payable to the state of Vermont. The Notice of Appeal must specify the parties taking the appeal and the statutory provision under which each parry claims party status; must designate the act or decision appealed from; must name the Environmental Court; and must be signed by the appellant or their attorney. In addition, the appeal must give the address or location and description of the property, project or facility with which the appeal is concerned and the name of the applicant or any permit involved in the appeal. The appellant must also serve a copy of the Notice of Appeal in accordance with Rule 5(b)(4)(B) of the Vermont Rules for Environmental Court Proceedings. For further information, see the Vermont Rules for Environmental Court Proceedings, available on line at www.vennontiudiciar.org. The address for the Environmental Court is 2418 Airport Road, Suite 1, Barre, VT 05641 (Tel. # 802-828-1660). David K. Mears, Commissioner Department of Environmental Conservation �" ; `'\ `\ `, `, `,\'\\ \` � \, \ �, \',\.�` _�..___� , \ ' --�\ 'mil 1 \ �,, `•\ �,�, - , oil 21-TO j/ ;III '\ I - _-----_-_ ------ --- 8/T0- � / II ltm - i i 1-AGI / I 2-� a / I ,1 'h -PC. 4-P Z' 16-WF ik- 111-AS 1 c \ 7L Y DRIVE E I r f _ 1V w FT f TTTV"M, I \ ' ►•SEEN PLANT LIST KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS TREES: AG Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5-3'Cal. B&B, Full AC Amelanchier canadensis Shadblow Serviceberry 6 5.6' B&B, Full, Multi -Stem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.5.4" Cal. B&B, 6' Branching HL (Min.) PC Pyrus calleryana'Chanticleer' Chanticleer Pear 5 3-3.5" Cal. B&B, 6' Branching HL (Mtn.) PPa Picea pungens'Glauca' Colorado Blue Spruce 2 6-7" B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5.6' B&B, Full PNa Pinus Nigra Austrian Pine 3 6-7" B&B, Full PNb Pinus Nigra Austrian Pine 3 5.6' B&B, Full PS Prunus sargenbi'Columnads' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full OP Quercus palustris Pin Oak 12 3-3.5" Cal. B&B, 6' Branching Ht. (Mtn.) SR Syringe reticuiata'lvory Silk' Ivory Silk Japanese Tree Lilac 9 3.5.4" Cal. B&B, Full SHRUBS: SB Spiraea x bumalda'Anthony Waterer Anthony Waterer Splrea 80 3 Gal. C.G., Plant 36" o.c. TO Thuja occldentalls Dark American Arborvitae 52 5-6' Tall B&B, Full, Plant 60" o.c. WF Weigela florida'Shining Sensation' Weigela 34 3 Gal. C.G., Plant 36" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED - - BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. ��`� �/'f�Li I ! rr, ' / I I \ l I r I, -(2) TRANSPLANTED STREET TREES � � ' ME1j11 - --'--�-2-PNa> j 1-PNa 3 2-PNb' .R . 0 MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont j ®131 C H URCH STREET Be RLI NOTo N, IT 05401 TEL 902.862.0098 FM: 802.865.2440 WWW. SEG•D. coM pC pizzagalli p — p• r• 1••, It, Developer W Jay or. South audinyylon, IT 05E07 802.857.1315 0 20 1. Ba North Scale: 1' = 40' Date: 09.07.10 Drawn By: Che,Rd By: MKW Revisions: me PLANTING PLAN �:-'' Sheet Nemeer: LA-100 •�... Project Numher 06260 Fie. PLANT LIST KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS TREES: AG Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5-3" Cal. B&B, Full AC Amelanchler canadensis Shadblow Serviceberry 6 5-6' B&B, Full, Multi -Stem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.5.4" Cal. B&B, 6' Branching HL (Min.) PC Pyrus calleryana'Chanflcleer Chanticleer Pear 5 3-3.5" Cal. B&B, 6' Branching Ht. (Min.) PPa Picea pungens'Glauca' Colorado Blue Spruce 2 6-T B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5-6' B&B, Full PNa Pinus Nigra Austrian Pine 3 6-T B&B, Full PNb Pinus Nigra Austrian Pine 3 5-6 B&B, Full PS Prunus sargenfli'Columnads' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full QP Quercus palustds Pin Oak 12 3-3.5' Cal. B&B, 6' Branching Ht (Mln.) SR Syringe reticulate 'Ivory Silk` Ivory Silk Japanese Tree Lilac 9 3.54' Cal. B&B, Full SHRUBS: SB Spiraea x bumalda'Anthony Waterer Anthony Waterer Splrea 80 3 Gal. C.G., Plant 36" o.c. TO Thuja occidentalls Dark American Arborvitae 52 5-6' Tall B&B, Full, Plant 60" o.c. WF Weigela flodda'Shining Sensation' Weigela 34 3 Gal. C.G., Plant 36" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. - -4- / PS .�.. EXI + TO 2PCr { vy , 1 ® r 1 I I I I y (2)TRANSPLANTED ,STREETTREES g , 1-1--2-PNa 1 PNa 2-PNbl- �1-PNb_ ` i 111, A\\\ \11_j_1 , T: 1 --- -- MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont 131 C H U R C H S T R E E T B U R LI N C TON, VT 05401 TEL: 802.862.005 FAX: 802.865.2440 W W W. SECRP. COM pC pizzagalli pro P arcre�, Ilo Developer 50 Joy Ddw South Burlington, VT 05407 802.651.1315 0 26 so• got Swle: 1•=40' Date: 09.07.10 Drawn By Checked By. MKW Rev.i o TIOe PLANTING PLAN Sheet Number LA-100 Project Number. 06260 FA.: , I 11 v 11 Iv vv . vv v ; �..,� � - •� '� `� �_� .III I� ((I' v v IV �� �V '� V'`v '� ��• "v ''.v vv ( �--� I,'v`�, 1 I't III 1`v PLANT LIST KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS TREES: AG Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5-3" Cal. B&B, Full AC Amelanchier canadensis Shadblow Serviceberry 6 5-6' B&B, Full, Multi -Stem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.5-4" Cal. B&B, 6' Branching Ht. (Min.) PC Pyrus calleryana'Chanticleer' Chanticleer Pear 5 3-3.5" Cal. B&B, 6' Branching Ht. (Min.) PPa Plcea pungens'Glauca' Colorado Blue Spruce 2 6-T B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5-6 B&B, Full PNa Pinus Nigra Austrian Pine 3 6-T B&B, Full PNb Pinus Nigro Austrian Pine s 3 5-6' B&8 , Full PS Prunus sargentii'Columnaris' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full QP Quercus palustris Pin Oak 12 3-3.5" Cal. B&B, 6' Branching Ht. (Min.) SR Syringe reticulate 'Ivory Silk' Ivory Silk Japanese Tree Lilac 9 3.5-4" Cal. B&B, Full SHRUBS: SB Spiraea x bumalda'Anthony Waterer' Anthony Waterer Spires 80 3 Gal. C.G., Plant 36" D.C. TO Thuja occldentalis Dark American Arborvitae 52 5-6' Tall B&B, Full, Plant 60" o.c. WF Weigela florida'Shining Sensation' Weigela 34 3 Gal. C.G., Plant 36" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. 21-TO 7 � t� � � � —• I r� ��ti l r'rr r I i �140� � I I v 2-PC 1 PC PS 1 ' r 9-TO 5-SI3 - r 5S8 SSB �B 2-PS. ® I 5-S 3-Aq ., I � 5-SB I 1 3=P b I !� • 5,SB SS I 3-/A , , 11 C _ 1 I `✓I _ _ _ _.,ter _ _ _ _ - 3;A2^ / "-- 6-SB 6-S �Rvv 3 QP v - --- \ ygg 5-SB� 44PS \ 5-SB .-5-SB -PS I I � i I STTRANSPLANT REET TREES ED i}SR /18-WF� u) III �) _ 1R � _ I LAWN LAW N _ - -2-PNa -P R _ T R Na - t L Y DRIVE -_� - - Nb 2 Nb' _��__lsnriGgREe tt7, _ f , �,�-(2) TRANSPLANT, t I - / .. ,-. ( 7 TO REMAIN w i-, >^ TO NE n10-_AA f6N AS --------, : —xJ t7 —� I - r' TELLO �j"�.�`' NOPLANTINGLAN , I - f ,y r � MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont 131 C H U R C H STREET Bu RLI NGTON, VT 05401 TEL: 802.862.0098 rnx: 802865.2440 www. 5EGRV. com PC. pizzagalli p r o p e r t a te, I t o Developer 50 Joy Ddw South Bur11n®lon, VT 05407 802.651.1315 0 20' 40' 80, NoM Scale: 1" = 40' Date: 09.07.10 Drawn By: Checked By: MKW Revision.: Title, PLANTING PLAN Sheet Number. LA-100 Project Number. 06260 File: \` \ _ i I l A \ v A\ V V'11 II , 1 , J \ PLANT LIST KEY BOTANICAL NAME COMMON NAME CITY. SIZE TREES: AG Amelanchler grandiflora'Autumn Brilliance' Serviceberry 4 2.5-3" Cal. AC Amelanchler canadensis Shadblow Serviceberry 6 5-6' AS Aeer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.5.4" Cal. PC Pyrus calleryana'Chanticleee Chanticleer Pear 5 3-3.5" Cal. PPa Picea pungens'Glauca' Colorado Blue Spruce 2 6-T PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5-6' PNa Pinus Nigra Austrian Pine 3 6-T PNb Pinus Nigra Austrian Pine 3 5.6' PS Prunus sargentii'Columnaris' Columnar Sargent Cherry 16 2.5-3" Cal. QP Quercus palusMs Pin Oak 12 3-3.5" Cal. SR Syringe reticulate 'Ivory Silk' Ivory Silk Japanese Tree Lilac 9 3.5.4" Cal. SHRUBS: SB Spiraea x bumalda'Anthony Waterer Anthony Waterer Spires 80 3 Gal. TO Thuja occidentalis Dark American Arborvitae 52 5-6' Tall WF Weigela florida'Shining Sensation' Weigela 34 3 Gal. REMARKS B&B, Full B&B, Full, Multi -Stem B&B, 6' Branching HL (Min.) B&B, 6' Branching Ht. (Min.) B&B, Full B&B, Full B&B, Full B&B, Full B&B, Full B&B, 6' Branching Ht. (Min.) B&B, Full C.G., Plant 36" o.c. B&B, Full, Plant 60" o.c. C.G., Plant 36' o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. S. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. - , (34 I J �---\- C ,}� 1 TO , 'I 1-AG'' 3-Aq �11 I 2-P1a -- J-- m 3-PryP'b r---- 11 -_ _ II 4-PS I � 16-WF —J�_ --�--r LAWN) T(-LEY DRIVE Y 1 1 I FI TT I . I � � l of \\ 2-PC 4-PS I -PC "q 7 i 5S8 5-SB 5-6B 5- - < - 2-PS{- EXISTING TREE' \ �R TO REMAIN MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont III C M U R C N S T R E I T 8u RLI NGTON, VT 05401 TEL: 80Z862.0098 FM802.865-2440 WWW. SEGR,. COM PC" pizzagallci Developer 50 Joy Drive South Burllnaplon, VT 05407 802.851.1315 '—_ Mydrd•— � �' � II it � � i % I I North i Dole: 09.07.10 {J I Drawn B, y Checked By: MKW Re qi ion (2) TRANSPLANTED 1 L STREET TREES nor I�1 R 11 rli r 6a �1.•. ��< �//i'///fit%/�� � ��. � nT.. (2) TRANSPLAPI TO NEWt0CAT165N PL6L- i JT ,•- t' --+- -+ NOTED -ON PLANfdNG PLAN. LAj�T j \� j \ �C I 1 Title PLANTING PLAN �` Street Number LA-100 P,W Number. 06260 I" File: -- 4 4 9-TO ¢ ' -- Ise fSSB 5-SI I 1-4' 3-Aq I 2-P a" 5-S 5 SB I �4 5SB - 5se ss l 4-PS 5-S8 F5-SB -PI I j 2- / •,� ,� i6•WF r 3-SR /18-WF-, �3--9R LAWN LAW _ T{LLEY DRIVE r-= -EXISTINGTREE' • - _ - -77 TO REMAIN - ITT �1�� 1 PC 11 MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vennant 131 C H U R C H 5 T R E E T BU RIINGTON, VT 05401 TEL' 802.862.00E rnx: 802.865.2440 W W W. SEGRP. COM PC" pizzagalli Developer ' 50 Joy Dd"e Sduth Budingu n, VT 05407 802.651.1315 L r -- _—__---_�::7____-_-____ I None ® i I _ Stele: r = ea i Dew 09.07.10 Drawn By. Checked By: MKW I - - ReNNo- 1� (2)TRANSPLANTED 4' STREETTREES (// (III-11`-I—LI-•r�=-r-JJ-�I`) IIJIII� SIGN 2-PNa > T R PNa 2-PNb' I I Me 1 PNb ' - —_� PLANTING PLAN -'(2) TRANSPLANT TREES TO NEW 1-OCATION AS- sneer Nome. f NOTED ON N PLANTING PLAN. • - ( -'L 1 r _. LA-100 � 06260 N �� j roject �mbcr _�__��_-- P 11\ A Y i. PLANT LIST KEY BOTANICAL NAME COMMON NAME OTY. SIZE REMARKS TREES: AG Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5.3" Cal. B&B, Full AC Amelanchier canadensis Shadbim Serviceberry 6 5-6' B&B, Full, Multi -Stem AS Acer saccharum 'Green Mountain' Green Mountain Sugar Maple 3 3.54" Cal. B&B, 6' Branching HL (Min.) PC Pyrus calleryana'Chanticleer Chanticleer Pear 5 3-3.5" Cal. B&B, 6' Branching HL (Min.) PPa Picea pungens'Glauca' Colorado Blue Spruce 2 6-T B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5.6' B&B, Full PNa Pinus Nlgra Austrian Pine 3 6-7' B&B, Full PNb Pinus Nlgra Austrian Pine 3 5S' B&B, Full PS Prunus sargen6i'Cotumnaris' Columnar Sargent Cherry 16 2.5.3' Cal. B&B, Full QP Quercus palustris Pin Oak 12 3-3.5" Cal. B&B, 6' Branching HL (Min.) SR Syringe reticulata Ivory Silk' Ivory Silk Japanese Tree Lilac 9 3.54" Cal. B&B, Full SHRUBS: SB Spiraea x bumalda'Anthony Waterer' Anthony Waterer Spirea 80 3 Gal. C.G., Plant 36" o.c. TO Thuja occidentalis Dark American Arborvitae 52 5.6' Tall B&B, Full, Plant 60" o.c. WF Weigela florida'Shining Sensation' Weigela 34 3 Gal. C.G., Plant 36" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. - ' �"_� I L._� � ".fir `. •...• A V . ,V / , v V � S r. _ 1 V — , `c t 1-PO. 4-PS - /%r v �Ir 9-TO I ¢ 5•SB 5-SS 5-SB 1-AG'I J 5-SB 3.AC91 i•a� r 1i i I( I f 5-S p 5-SB 5S &S �•. 6-SB / t. i I i - I 5s b /fT 5-s8 i 5-S 4�PS��. \ 5-SB rs-se A� I I \ 1-,- A , 18-WF -3-SR /18- 3-$ I III r I� / /^�•yi r '� 1 ) WF 1-AR PLANT LIST KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS TREES: AG Amelanchier grandiflora'Autumn Brilliance' Servicebeny 4 2.5-3" Cal. B&B, Full AC Amelanchier canadensis Shadblow Servk:eberry 6 5-6' B&B, Full, Multi -Stem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.5.4" Cal. B&B, 6' Branching Ht. (Min.) PC Pyrus calleryana'Chanticleer Chanticleer Pear 5 3-3.5" Cal. B&B, 6' Branching Ht. (Min.) PPa Picea pungens'Glauca' Colorado Blue Spruce 2 6-T B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5.6' B&B, Full PNa Pinus Nigra Austrian Pine 3 6-T B&B, Full PNb Firms Nigra Austrian Pine 3 5.6' B&B, Full PS Prunus sargentil'Columnads' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full QP Quercus palustris Pin Oak 12 3-3.5" Cal. B&B, 6' Branching Ht. (Min.) SR Syringe reticulate 'Ivory Silk' ivory Silk Japanese Tree Lilac 9 3.54" Cal. B&B, Full SHRUBS: SB Spiraea x bumalda'Anthony Waterer Anthony Waterer Spirea 80 3 Gal. C.G., Plant 36" o.c. TO Thuja occidentalis Dark American Arborvitae 52 5-6' Tall B&B, Full, Plant 60" o.c. WF Weigela florida'Shining Sensation' Weigela 34 3 Gal, C.G., Plant 36" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. ■ I IN I �iowl���� . - _ANSP TO NOT -(2) TRANSPLANTED itSTREET TREES iUl lii' JJI II 1� i j I 1 I I j j It I'/ r I li I I •, 1 1 j I -_---`-_ ------•------ ji /1L r r i I � J i / I i1 I i I C- i i I J I 11 I li I i I � I i MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont 131 C H U R C H S T R E E T BURLINGTON, VT 05401 TEL: 802. 862. 0098 FAX 802.865.2440 WWW.5EGRP.COM R pizzagalli pre ParGi a, ila Developer 50 Joy Drive South eurlin", VT 06407 802.651.1316 0 20' 40' 80' Scale: 1=40- Dare. 09.07.10 Drawn By: Checked By: MKW R.A.Ionc -'--j-r - 2- Na I h I nue 2-PNb , - - - PLANTING PLAN 77 Sheet Number. LA-100 PMecl Number. 06260 File: C i■ f 1 21 It _r 7e'TO - r I , PLANT LIST KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS TREES: AG Amelanchier grandiflora'Autumn Brilliance' Serviceberry 4 2.5.3" Cal. B&B, Full AC Amelanchier canadensis Shadblow Serviceberry 6 SS' B&B, Full, Multi -Stem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 3 3.5.4" Cal. B&B, 6' Branching Ht (Min.) PC Pyrus calleryana'Chanticleer' Chanticleer Pear 5 3.3.5" Cal. B&B, 6' Branching Hi. (Min.) PPa Picea pungens'Glauca' Colorado Blue Spruce 2 6-T B&B, Full PPb Pima pungens'Glauca' Colorado Blue Spruce 3 5-6' B&B, Full PNa Pinus Nlgra Austrian Pine 3 6-T B&B, Full PNb Pinus Nlgra Austrian Pine 3 5-6' B&B, Full PS Prunus sargentli'Columnads' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full QP Quercus palustris Pin Oak 12 3-3.5" Cal. B&B, 6' Branching HL (Min.) SR Syringe reticulata Ivory Silk' Ivory Silk Japanese Tree Lilac 9 3.54" Cal. B&B, Full SHRUBS: SB Splraea x bumalda'Anthony Waterer Anthony Waterer Spirea 80 3 Gal. C.G., Plant 36" o.c. TO Thuja occidentalls Dark American Arborvitae 52 5.6' Tall B&B, Full, Plant 60" o.c. WF Weigela florida'Shining Sensation' Weigela 34 3 Gal. C.G., Plant 36" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. S. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. I i 7.7 -Pa, 4-PS 1-PC I _ r / 5-SB 5SB ggg 2-P$5.- 1 SB B 1-AG 1 5-SB - -_ 3Aq (_ 2-P a" t - �,,. I I 5-SB 5_SB 5-S I' r I _ I 5.9B r J �� / U-. (� ->• _-c _'— `� -',... -. __ s-s12-Ps l 5-s6 r-ss6 -Ps 1-A. A - i 1 3-SR /18-WF 3-$R 3-C T crr n i LAWN LAW- - _.. 1 III } I 1 - 4 TILL Y DRIVE EXISTINGT i ��;( Ji 1 "_-� - '� _ <T TOR6MAINR , 77 t 7-7- SIGN L - (2) TRAt, TO NEW NOTEDI I I , r l' --__--- l ---- i 1 / I� / l (2)TRANSPLANTED I STREET TREES IIL IIV 'lllit ) ) 1 � I � I I- Na 1-PNb VG PLj1N.ll -2-PNa 2-PNb' l r 1 11-I MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont 131 C H URCH STREET BURLINGTON. VT 05401 TEE: 802.862.0098 Fnx: 802.865.2440 W W W. SECRR. CoM PC pizzagalli P r o P e r c Developer 50 Joy Drive South eudinglon VT 05407 802.651.1315 0 2040' 80, Scale: 1' = 40' Date 09.07.10 Drawn By: Checked By: MKW TNIe PLANTING PLAN Sheet Number. LA-100 Project Number. 06260 File: (s �ft Interested Persons Record and Service List south urI t xx. -f: R:•d 0 N T Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). r HEARING DATE: qT1. PLEASE PRINT CLEARLY! NAME MAII wr ennpc:cc MM.—% ,— — �•--����•� 13b .,Q- L( r2j rrwJr-u I Ut' IN I LKEST �Le o���'I e�c� I7�{ / veC 4)iI�►5fDt, ZZDW tfi�f lZ� 14 O}e-S� NJ 10 M>n&telA \j�cti,. Lin- 40. , 1. o -4— G4t& r, Yi �'� I,(� ' N jgg no Pgal Interested Persons Record and Service List southburfington _.'f..y M 0 NT Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V. .A. § 4471(c). HEARING DATE: P 1 �, AID 1 PLEASE PRINT CLEARLY! NAME MAILING ADDRESS PROJECT O ,.� ,► 20 Y-ltA4 �a' �( F INTEREST -G � CcV1 Spa � G 0 5 Diz �®� 3 v�� DICE b�. s? o 10-51 je �► /9 � q C' t P&a C'UiGr � D I o- -z 7 d � ��� v7`i46 7 ,F J/� '�+ � CI�oLxt�1/�// ,�✓�L / `eCC/ Te# 7 /co/`. 4 ��-alb- `mac ��� � U /.I u-�- Z7 `71— iZ c- - t, I% r � south PLANNING & ZONING September 24, 2010 Pizzagalli Properties, LLC. 50 Joy Drive South Burlington, VT 05403 Re: 119 Tilley Drive Dear Applicant: Enclosed, please find a copy of the Findings of Fact and Decision of the above referenced project approved by the South Burlington Development Review Board on September 21, 2010 (effective 9/21/2010). Please note the conditions of approval, including that the amended final plat plans must be recorded in the land records (in mylar format) within 180 days (must be submitted to Ray Belair for recording along with an $13 recordinq fee per molar by March 18 20111 or this approval is null and void. If you have any questions, please contact me. Sincerely, Raymond Belair Administrative Officer Encl. CERTIFIED MAIL RETURN RECEIPT: 7010 0290 0000 2215 2753 SD-10—Z6 soutliburlif:nCW .oop 1 PLANNING & ZONING August 24, 2010 Dear Property Owner: Enclosed is a copy of the draft agenda for the September 7, 2010 South Burlington Development Review Board meeting and public hearing. It includes an application for development on or that abuts property you own. The official agenda will be posted on the City's website (www.sburl.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is required in order to preserve your right to appeal a local development approval to the Vermont Environmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of the proceeding." If you would like to know more about the proposed development, you may call this office at 846- 4106, stop by during regular office hours, or attend the scheduled public meeting. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com VOR � RIM southburlington PLANNING & ZONING Permit Numb r SD - APPLICATION FOR SUBDIVISION PLAT ❑ Preliminary R Final PUD Being Requested? % Yes ❑ No All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1. OWNER OF RECORD (Name as shown on deed, mailing address, phone and fax #) Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Tel# (802) 660-6805 Fax# (802) 660-6868 2. LOCATION OF LAST RECORDED DEED (Book and page #) Book 783, Pages 151-153 3. APPLICANT (Name, mailing address, phone and fax#) Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Tel# (802) 660-6805 Fax# (802)660-6868 4. CONTACT PERSON (Name, mailing address, phone and fax #) Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Tel# (802) 660-6805 Fax# (802) 660-6868 a. Contact email address: Bbouchard@pizzagalliproperties. com 5. PROJECT STREET ADDRESS: 119 Tilley Drive 6. TAX PARCEL ID # (can be obtained at Assessor's Office) 1718-00047 Subdivison Plat Application 11. COST ESTIMATES a. Building (including interior renovations): $ __ 4,250,000 b. Landscaping: $ 51,375 Please submit itemized list of landscaping proposed) c. Other site improvements (please list with cost) 12. ESTIMATED TRAFFIC a. Average daily traffic for entire property (in and out): (276 in, 276 out) 552 vpd b. A.M. Peak hour for entire property (in and out): (69 in, 9 out) 78 vph c. P.M. Peak hour for entire property (In and out).- (13 in, 62 out) 75 vph 13. PEAK HOURS OF OPERATION: 8:00 am - 5 :00 pm 14. PEAK DAYS OF OPERATION: Monday - Friday 15. ESTIMATED PROJECT COMPLETION DATE: September 30, 2011 16. PLEASE LIST ABUTTING LANDOWNERS, INCLUDING THOSE ACROSS THE STREET. You may attach on a separate sheet. West - Ms. Barbara Neff, 700 Hinesburg Road, South Burlington, VT 05403 West - Mr. Brian Armstrong, 50 Old Farm Road, South Burlington, VT 05403 North - Mr. Doug Dickey, 80 Old Farm Road, South Burlington, VT 05403 North - Mr. Dan O'Brien, 150 Old Farm Road, South Burlington, VT 05403 4 _ Show and tell. (f Open 24/7/365. SEVENDAYSVT.COM/CLASS IFIEDS» r view and post up toy y Post&browseads 6 photos per ad online. at your convenience, saf- supervisary staff and all for a violet am of this seetion. Ill First offense. Any violation of any provi- sion of subsection fal above shall be deemed a civil offense and shall be punishable by a penalty of a minimum fine of fifty dollars (S50.00) to a maximum fine of five hundred dollars f5500.001The waiver penalty for ourooses of the municipal complaint (civil ticket) shall be fifty dollars fSS50 0011,The co - directors of the Fletcher Library, supervisory staff and all law enforcement officers are authorized to issue a municipal complaint for a violation of this section and the recipient shall not be Rermitted within the library for the balance of the day on which the alleged offense occurred (2) Second offense. The co -directors of the Fletcher Library._ supervisory staff and all law enforcement officers are authorized to issue a municipal complaint for a violation of this sec- tion. In addition, the co - directors of the Fletcher Library, supervisory staff and all law enforcement are authorized to issue an order of no trespass prohibiting the recipient from entering the library for a period of up to 90 days commencing immediately upon said issuance Any violation of any provision of subsection (a) above by an individual who has within the preceding six (6) months violated any provision of subsec- tion (a) above shall be deemed a civil offense anus hall be punishable by a penal of a mini- Pursuant to 24 V.S.A. mum fine of one hun- dred dollars ($100.001 to a maximum fine of five hundred dollars (S500.001,The waiver ep natty for ourooses of the municipal complaint fciviI ticket) second of- fense shall be one hun- dred dollars (� 0.001: payment of which shall also be deemed accep- tance of the no trespass order. Both the fine and the no trespass order may, at the discretion of the prosecuting official, be waived in w"Ve or n Dart upon the suc- cessful completion of a restorative or reparative iustice program through the Community Justice Program. (3) Third and subsequent offense The co -directors of the Fletcher Library, supervisory staff and all law enforcement officers are authorized to issue a municipal complaint fora violation of this section. In addition to the mu- nicipal complaint the co - directors of the Fletcher Library, supervisory staff and all law enforcement are also authorized to issue an order of no trespass prohibiting the recipient from enterine the library for a period of up to one (1) year com- mencingimmediately upon said issuance. Any violation of any provi- sion of subsection (al above by an individual who has on two or more occasions within the preceding twelve (12) months violated any pro- vision of subsection (al above shal I be deemed a civil offense and shall be punishable by a penalty of a minimum fine of one hundred fifty dollars (S150.00) to a maximum fine of five hundred dollars (SSOD 00). The w is ver penalty for purposes of the municipal complaint (civil ticket)third or subseq� ent offense shall be one hundred fifty dollars (S150 00): payment of which shall also be deemed accep- tance of the no trespass order, Both the fine and the no trespass order may at the discretion of the prosecuting official be waived in whole or in part upon the suc- cessful completion of a restorative or reparative i sti program throu i the Community Justice Program. (c) Protection of library property; penal- ties: As written. Material stricken out deleted. " Material underlined added. OPENINGS BURLINGTON CITY COM- MISSIONS/BOARDS On Monday, September 13, 2010, the Burlington City Council will fill vacancies on the follow- ing City Commissions/ Boards: Cemetery Commission Term Expires 6/30/11 One Opening Design Advisory Board Term Expires 6/30/11 One Opening Fence Viewer Term Expires 6/30/11 One Opening Planning Commission Term Expires 6/30/11 One Opening Board of Tax Appeals Term Expires 6/30/12 One Opening Applications are avail- able at the Clerk/Trea- surers Office, Second Floor, City Hall, and must be received in the Clerk/ Treasurers Office by 4:30 p.m., Wednesday, September 8, 2010. Applicants must be nominated by a member of the City Council to be considered for a position; a list of Council members is also available at the Clerk/ Treasurer's Office. Please call the Clerk/Treasure(s Office at 865-7136 for further information. PUBLIC HEARING SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD The South Burlington Development Review Board will hold a public hearing in the South Burlington City Hall Conference Room, 575 Dorset Street, South Burlington, Vermont on September 7, 2010 at 7:30 P.M. to consider the following: 1. Final plat application #SD-10-26 of Pizza - gal li Properties, LLC for a planned unit develop- ment to construct a 50,000 square foot general office building, 119 Tilley Drive. 2. Conditional use ap- plication #CU-10-08 of NFI Vermont, Inc. seek- ing approval to amend a previously approved group home use. The amendment consists of: 1) adding five (5) parking spaces, 2) extending sidewalks, and 3) alter- ing traffic flow,100 Allen Road. John Dinklage, Chairman South Burlington Devel- opment Review Board Copies of the application are available for public inspection at the South Burlington City Hall. August 18, 2010 PUBLIC HEARING NOTICE Burlington Compre- hensive Development Ordinance PROPOSED ZA-11-03 Wetland Conservation Zone §4441 and §4444, notice is hereby given of a public hearing by the Burlington Planning Commission to hear comments on the follow- ing proposed amend- ments to the City of Bur- lington's Comprehensive Development Ordinance. The public hearing will take place on Tuesday, September 14, 2010 be- ginning at 7:00pm in the Conference Room #12, City Hall Ground Floor, Burlington VT. Pursuant to the require- ments of 24 V.S.A. § 4444(b): (1) The purpose of the proposed amendments is to revise the City's zoning regulations to: a) Remove reference to class 1 and 2 wetlands and refer to the up- dated/proposed Natural Resource Protection Overlay District map. (Modify Section 4.5.4 (b)2A): (2) The proposed amend- ments in their entirety affect the City of Burling- ton as a whole. (3)The proposed amendments affect the following sections of the Comprehensive Develop- ment Ordinance: See references in #1 above. The ful I text of the Bur- lington Comprehensive Development Ordinance and the proposed amendments are avail- able for review at the Department of Planning and Zoning, City Hall, 149 Church Street, Burlington Monday through Friday 8:00 a.m. to 4:30 p.m. or on the department's website at www.ci.burlington.vt.us/ planning. PUBLIC NOTICE Vermont Agency of Natural Resources Department of Environ- mental Conservation APPLICATION FOR SOLID WASTE MANAGEMENT FACILITY DRAFT CERTIFICATION Chittenden Solid Waste District (CSWD) Compost Facility 1022 Redmond Road, Williston, Vermont The public is hereby noti- fied that the Vermont Agency of Natural Resources has issued a Draft Certification and Fact Sheet for the Chittenden Solid Waste District (CSWD) Compost Facility located on Redmond Road in Williston, Vermont. This draft is in accordance with 10 V.S.A. Section 6601 et. Seq. and the Vermont Solid Waste Manageme_e,nptt� Rules. The Draft Certification is for. the Purpose of construc- tion and operation of a compost facility. Copies of the application, the draft certification and fact sheet are avail- able for public inspection during normal working hours at the Solid Waste Manage- ment Program office, located at 103 South Main St., Waterbury, Vermont, CSWD Offices in Williston, and the Wil- liston Town Office. The Agency has sched- uled a public meeting for 5:00 pm on Thursday, September 2, 2010 at Chittenden Solid Waste District Offices,1021 Red- mond Road, Williston, Vermont. The Agency will accept written comments on the draft certification and fact sheet until 4:00 PM on September 16, 2010. After the comment period, the Secretary will review and consider the comments received. If the application conforms with the Rules, a final certification will be is- sued. If the application AhE/SEX/FIXED: 3-yeas-old neutered male REASON HERE: He became stressed in his active home BREED: Domestic snorthair KIDS: (8+) SPECIAL CONSIDERATIONS: Special diet SUMMARY: Tizzy is a sensitive guy with a very big heart. He can get overwhelmed'' when th Extra! Extrz There's no limit t ad length online. does not conform to Rules, a denial shall sent to the applican' along with the reasc for the denial. Comments regardin application, draft int certification, and fac sheet should be directed to: Carey Hengstenbeq Vermont Solid Wast Management Progrr 103 South Main Strt Waterbury, Vermont 05671-0404 (802) 241-2653 Carey. hengstenberi state.vt.us STATE OF VERMOlk SUPERIOR COURT Chittenden Unit CIVIL DIVISION Docket No. S03184 Cnc PHH Mortgage Corr tion, Plaintiff V. Zlatan Valjevac, Ajl Valjevac and Occup residing at 67 Kim Lane, Miltor Vermont, Defendants NOTICE OF SALE By virtue and in ex tion of the Power o contained in a cert mortgage given by Mortgage Corporal to Zlatan Valjevac December 7, 2006 recorded in Volum, Page 444 of the La Records of the ToH Milton, of which m gage the undersig the present holder breach of the conc of said mortgage i the purposes of fo ing the same will t at Public Auction P.M. on Septembe 2010, at 67 Kim La Milton, Vermont a singular the prem described in said r gage: ded ftQ01 94 "6101 southburlington PLANNING & ZONING Permit Number SD - APPLICATION FOR SUBDIVISION PLAT REVIEW ❑ Preliminary R Final PUD Being Requested? M Yes ❑ No All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1. OWNER OF RECORD (Name as shown on deed, mailing address, phone and fax #) Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Tel# (802) 660-6805 Fax# (802) 660-6868 2. LOCATION OF LAST RECORDED DEED (Book and page #) Book 783, Pages 151-153 3. APPLICANT (Name, mailing address, phone and fax#) Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Tel# (802) 660-6805 Fax# (802)660-6868 4. CONTACT PERSON (Name, mailing address, phone and fax #) Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Tel# (802) 660-6805 Fax# (802) 660-6868 a. Contact email address: Bbouchard@pizzagalliproperties.com 5. PROJECT STREET ADDRESS: 119 Tilley Drive 6. TAX PARCEL ID # (can be obtained at Assessor's Office) 1718-00047 Subdivison Plat Application 7. PROJECT DESCRIPTION a. General Project Description (describe what you are proposing): Pizzagalli Properties is requesting Final Site Plan Review to construct a two-story, 50,000 sf, commercial office buildingon Lot6of the Mountain View Office Park. Lot 6. 13.53 acres. 245 parking spaces. b. Existing Uses on Property (including description and size of each separate use): No existing uses on site. c. Proposed Uses on property (include description and size of each new use and existing uses to remain): As noted above. d. Total building square footage on property (proposed buildings and existing buildings to remain): Existing - 0. Proposed - 50.000 square feet. e. Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine): Proposed building height 28'. Two floors. No basement, no mezzanine. f. Number of residential units (if applicable, new units and existing units to remain): g. Number of employees & company vehicles (existing and proposed, note office versus non -office employees): unknown at this time. h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): Property is located in the Mountain View Office Park subdivision and is situated in the Industrial and Open Space zoning district. List any changes to the subdivision, such as property lines, number of units, lot mergers, etc. None 2 Subdivison Plat Application 9. LOT COVERAGE (ALL information MUST be provided here, even if no change is proposed) a. Size of Parcel: 13.53 acres/ 589,366 sf (acres /sq. ft.) b. Building Coverage: Existing 0 square feet 0 % Proposed 25,000 square feet 4.2 % c. Overall Coverage (building, parking, outside storage, etc): Existing 0 square feet n % Proposed 129,808 square feet 22 % d. Front Yard Coverage(s) (commercial projects only): Existing 0 square feet 0 % Proposed 8,276 square feet 21.6 % 9. WETLAND INFORMATION a. Are there any wetlands (Class I, Il, or III) on the subject property? xU Yes ❑ No b. If yes, is the proposed development encroaching into any of these wetlands associated 50' buffers (describe) Yes. Proposed development encroaches on .26 acres of Class III wetlands and .81 acres of Class III buffer. c. If yes, please submit the following with this application: 1. A site specific wetland delineation of the entire property or a written statement that the applicant is relying on the City's wetland map. Previously submitted. ✓`� 2. Response to the criteria outlined in Section 12.02(E) of the Land Development Regulations (applicant is strongly encouraged to have a wetland expert respond to these criteria) 10. AREA DISTURBED DURING CONSTRUCTION: 150,000 SQ. FT. * *Projects disturbing more than one (1) acre of land must follow the City's specifications for erosion control in Article 16 of the Land Development Regulations. Projects disturbing more than one (1) acre require a permit from the Vermont Department of Environmental Conservation. 3 Subdivison Plat Application 11. COST ESTIMATES a. Building (including interior renovations): $ 4 ,25o_ooc b. Landscaping: $ 51,375 Please submit itemized list of landscaping proposed) c. Other site improvements (please list with cost) 12. ESTIMATED TRAFFIC a. Average daily traffic for entire property (in and out): (276 in, 276 out) 552 vpd b. A.M. Peak hour for entire property (in and out): (69 in, 9 out) 78 vph c. P.M. Peak hour for entire property (In and out): (13 in, 62 out) 75 vph 13. PEAK HOURS OF OPERATION: 8:00 am - 5:00 pm 14. PEAK DAYS OF OPERATION: Monday - Friday 15. ESTIMATED PROJECT COMPLETION DATE: September 30, 2011 16. PLEASE LIST ABUTTING LANDOWNERS, INCLUDING THOSE ACROSS THE STREET. You may attach on a separate sheet. West - Ms. Barbara Neff, 700 Hinesburg Road, South Burlington, VT 05403 West - Mr. Brian Armstrong, 50 Old Farm Road, South Burlington, VT 05403 North - Mr. Doug Dickey, 80 Old Farm Road, South Burlington, VT 05403 North - Mr. Dan O'Brien, 150 Old Farm Road, South Burlington, VT 05403 4 Subdivison Plat Application 17. PLANS AND FEE Plat plans shall be submitted which shows the information listed on Exhibit A attached. Five (5) regular size copies and one reduced copy (11" x 17") of the plans must be submitted. A subdivision application fee shall be paid to the City at the time of submitting the application (see Exhibit A). I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. SIGNATURE OF APPLICANT SIGNATURE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: CAMP I have reviewed this preliminary plat application and find it to be: Complete ❑ Incomplete r of Manning & Zoning or Designee PRINT NAME SE GROUP 131 Church Street, Burlington, Vermont 05401 STATEMENT OF PROBABLE COST Project Name Mountain View Business Park - Lot 6 Drawing Referenced: LA-100 - Planting Plan Date Prepared: July 29, 2010 Date of Prices: Spring 2010 Project Status: Conceptual Revisions: Sheet 1 of 1 KEY ITEM QUANTITY UNIT UNIT COST SUB TOTAL REMARKS TREES AG Serviceberry 3 EA. $425.00 $1,275.00 2-2.5" Cal. AC Serviceber 6 EA. $250.00 $1,500.00 5-6'Tall AS ISugar Maple 21 EA. $450.00 $900.00 2.5-3" Cal. QP Pin Oak 12 EA. $450.00 $5,400.00 2.5-3" Cal. PPa Colorado Blue Spruce 2 EA. $366.00 $732.00 6-7' PPb Colorado Blue Spruce 3 EA. $252.00 $756.00 5-6' PC Bradford Callery Pear 5 EA. $450.00 $2,250.00 2.5-3" Cal. PNa JAustrian Pine 31 EA. $338.00 $1,014.00 6-7' PNb Austrian Pine 3 EA. 1 $240.001 $720.00 5-6' PS Sargent Cherry 16 EA. 1 $450.00 $7,200.00 2.5-3" Cal. SR Japanese Tree Lilac 9 EA. 1 $450.00 $4,050.00 2.5-3" Cal. Sub -Total: $25,797.00 SHRUBS SB lAnthony Waterer S irea 80 EA. $30.00 $2,400.00 3 Gal TO Dark American Arborvitae 47 EA. $150.00 $7,050.00 5-6' Tall WF Wei ela 34 EA. $52.00 $1,768.00 3 Gal Sub -Total: $11,218.00 PERENNIALS HH Mixed Da lilies 420 EA $14.00 $5,880.00 HS Stella D'oro Da lilies 420 EA $14.00 $5,880.00 Sub -Total: $11,760.00 MISC. ITransplant Trees 2 EA $300.00 $600.00 Landsa a Berm 2 EA $1,000.00 $2,000.00 Sub -Total: $2,600.00 Total: $61,375.00 RECEI E ` AUG 0 4 2010 RECEIVED AUG 0 4 2010 City of So. Burlington C 0 RECEIVED AUG 042010 City of So. Burlington p.. No Text No Text CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: September 1, 2010 \drb\sub\pizzaga11i\fina1_119Tilley.doc Application received: August 4, 2010 PIZZAGALLI - 119 Tilley Drive PRELIMINARY PLAT APPLICATION #SD-10-26 enda #6 Meetinq Date: September 7. 2010 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoninq District Location Map Please note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizza-----\final 119Tillev2 doc Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting final plat approval for a planned unit development to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. The Development Review Board reviewed a sketch plan application for the lot on March 17, 2009 wherein Staff recommended additional sketch plan reviews to address major issues prior to proceeding to the preliminary plat application. The applicant chose to proceed to preliminary plat. Furthermore, the subject lot is part of a 3-lot subdivision approved in 2008 (#SD-08-48) and is subject to the conditions imposed pursuant to that decision. A revised subdivision plat was approved on March 16, 2010 to combine two (2) of the three (3) lots into one larger lot to be known as Lot #7. The subject building is proposed for Lot #7. The Development Review Board heard the preliminary plat on December 15, 2009 and continued the hearing so that the applicant could address the issues of primary access to the lots, as well as the parking to the front of the building and whether parking could be constructed over the CWD water transmission line (meeting minutes attached). The applicant submitted a revised set of plans and the application was again heard on February 2, 2010 and continued so that the applicant could address adjustments to the subdivision plan for which this lot is subject, prior to a decision on this application. The plan was again heard on March 16, 2010 and continued so that the applicant could address the Board's recommendation that 11 spaces be removed from the front of the building. The plans were revised to do this and continued again until April 6, 2010 wherein the Board discussed the changes. Subsequent continuances were approved so that the applicant could complete the more detailed engineering work after the Board gave a general approval; the Board approved the preliminary plat proposal on June 23, 2010. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on August 4, 2010 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements Zoning istrict Required Pro osed ize 7Max. 3 acres 13.5 acres in Cover- e 30% 4.2% all Coverage 50% 22 % �l Max. Front Yard Coverage 30% 21.6 Min. Front Setback 50 ft. >50 ft �l Min. Side Setback 35 ft. >35 ft Min. Rear Setback 50 ft. >50 ft Max. Building Height 35 ft. 28 ft. zoning compliance CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\final 119Tilley2 doc SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has reviewed earlier plans and provided comments in a letter dated December 11, 2009. The South Burlington Director of Public Works has reviewed the newest plans and finds that the previous comments from the Water Department should remain in effect. 1. The applicant shall adhere to the comments of the City of South Burlington Water Department per the letter dated December 11, 2009. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer/Director of Public Works has reviewed the plans and provided comments in a letter dated June 8, 201. This letter also incorporates comments from the city stormwater Superintendent and city arborist. 2. The applicant shall address the questions and concerns of the City Engineer and Department of Public Works per the letter from Justin Rabidoux dated June 8, 2010. The applicant shall obtain final wastewater allocation prior to issuance of a zoning permit. 3. The applicant shall obtain final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 4. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via a 25 foot wide curb cut from Tilley Drive, aligned with an existing curb cut to the south. The applicant proposes that this curb cut would service both of the larger lots of the 2-lot subdivision to which this lot belongs. CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagalli\final 119Tilley2 doc The applicant has carefully considered previous concerns by both Staff and the Board that the western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings would create and the connection of Tilley Drive to the interstate via the proposed ramp or connection to Community Drive. Staff finds that the applicant has sufficiently addressed these concerns with the current plans. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant has submitted this analysis. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (letter from RSG Inc). 5. The applicant shall adhere to the recommendations of the consultant based on the letter from RSG Inc. dated January 28, 2009. The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The plans depict a large area of wetlands located at the western property line, a small wetland near the northwest property line, and a much smaller wetland near the southeast property line. The plans include the 50 foot buffer around the largest area, impacted by the most amount of pavement. The applicant states that there is proposal to encroach on .26 acres of Class III wetland, and .81 acres of Class III wetland buffer. The Board has not previously expressed any concern about this impact in prior approvals. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. It is difficult to fully assess compliance with this criterion as the subject lot does not directly abut the residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears to be in partial compliance with respect to this criterion, as it sits roughly centered on the lot. Staff will further assess this criterion at the time if or when development is proposed for the rear portion of the lot to the northern portion of this property which directly abuts the residential properties and the farms/open space to the north. CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\r)izzagalli\final 119Tilley2 doc 6. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief reviewed the plans and provided comments in a letter dated June 11, 2010 (attached). He was previously concerned about the number and location of the fire hydrants. This has been addressed in the plans. As of the date of this staff notes, the Fire Chief has not provided updated comments. 7. The applicant shall adhere to the comments of the South Burlington Fire Chief per the letter dated June 11, 2010, with the exception of item number 6 which has already been addressed. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. Staff has addressed this issue above Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the final plat plans and provided comments. 8. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\Qizzagalli\final 119Tille Staff finds that the proposed site layout adequately provides for a safe and desirable transition from structure to structure, site to site, site to structure. There are several sidewalks and walkways throughout the site, as well as a connection to an existing recreation path along Tilley Drive. Based on 50,000 square feet of general office use, the proposed building will require 175 parking spaces. 246 parking spaces are proposed on site. Although the applicant has not proposed medical office use, staff has evaluated those calculations (at full medical office use) as being a minimum of 250 parking spaces. Given the predominant use of medical office in the surrounding park, this may be an appropriate level of parking that would require the applicant to come back to the DRB for a parking space waiver of four (4) spaces or 1.6% if 100% of the building were used for medical office use. Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is shown on the plans. Parking shall be located to the rear or sides of buildings to the greatest extent practicable. Some of the proposed parking on site does not comply with this criterion. There is an entire row and a half of parking along Tilley Drive, between the building and the road. Staff has been opposed to this parking and advised that it be relocated to comply with this criterion. Although some parking has been permitted to the fronts of other buildings in the development, the reasoning behind that decision was to mitigate the sea of parking that would be viewed from another important public right of way- Interstate 89. There are no apparent site constraints that would not make this practicable. The Board has previously discussed the proposed parking layout and has voiced general agreeability with allowing parking to the front of the building, as shown in the proposed plan. As such, staff does not recommend any changes to the plans. Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The buildings in the surrounding subdivision are all very cohesive and complementary, without being carbon copies. Staff believes that they are all attractive buildings which meet this criterion. CITY OF SOUTH BURLINGTON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\oizzagalli\final 119Tillev2 doc Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the rear. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). The plans show a screened dumpster to the western portion of the lot. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. Show snow storage areas are shown for the subject property. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. The applicant has submitted a landscape plan and budget as part of the final plat plan application. Based on estimated building costs of $4,250,000, the minimum required landscaping should be $50,000. The applicant is proposing $37,015 in acceptable landscaping (defined by the SBLDR as trees and shrubs). Therefore, the plans fall $12,985 short. The landscaping plan shall be revised to be in compliance prior to final plat approval. 9. The landscaping plan shall be revised to meet the minimum landscaping budget prior to final plat approval. CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\final 119Tillev2 doc The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The applicant has submitted a plan to attempt to show that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The landscaping islands must be entirely internal to the parking area and meet the 10% minimum. However, several areas of the plan which are being counted as internal, landscaped greenspace are not such at all. They are either sidewalks, pavement areas, or even a concrete chiller pad. This requirement is not being met based on the plan submitted. 10. The landscaping plan shall be submitted to include a minimum of 10% of the internal parking area as landscaped islands in accordance with Section 13.06B of the LDRs. The City Arborist has reviewed the plans and provided comments as part of the memo from the Director of Public Works. 11. The applicant shall adhere to the comments of the South Burlington City Arborist. Any new plans shall also be revised by the City Arborist. LIGHTING Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets with submission of the site plan application. They meet the lighting requirements of the SBLDR. OTHER The applicant is proposing to locate a chiller pad with fence in the wetland on the western edge of the property. The Board previously discussed this and asked the applicant to move it out of the wetlands. The applicant has left the chiller in the wetland, but moved it to an area previously noted as acceptable by the board for pavement. The Board should discuss whether this is sufficient. Furthermore, the proposed chiller is not screened with adequate fencing and landscaping on all four sides, as recommended by the LDR's. The Board should discuss whether this is sufficient. 12. The final plat plans shall show all ground mounted HVAC units, generators, and utility cabinets, labeled as such. Adequate landscaping shall be provided around these units. 13. The Board should consider the placement of a chiller unit in the wetland. RECOMMENDATION Staff recommends that the Development Review Board continue Final Plat application #SD-10-26 CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\r)izzagalli\final 119Tilley2 doc subject to the applicant addressing the major plan issues such as adequate landscaping, planting islands, and utility/HVAC screening. Respectfully submitted, Cathyan ' aRose, AICP, Associate Planner Copy to: Robert Bouchard, applicant C \ \ \ 'YE ON,RAC1pR SnalL vOLP+'DIGSAP" Ar ,. \ \ \ \ "\ \ \ �` � � _'♦ \ II I I l \ Y 'I , I _ .3AA T232 Px,or *C /• - A-T Oo 'ATAII Tor c a. »• s �a ee .. se;r , / , I 1 ,, / / / PROJECT STATISTICS e ! \ _ \ \ _ \ \ \ ♦ A'lon5 wn C- es,- et w r E MNP_DIA•E In• UnDER.9RO..Np ^IP 1 s Evs l 1 I "------�1° A oU ew n oe uaoERowunD ur L rles. 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Bu�ington.:.- / �\ , I • \. / -- - / RerNeRNc i i # # I # i ,IIIII L�- 1 \ ••i__ - -c- - 1 - l 1 / I / , I Imo' III lij!'li 1 'IIIII ram\ / 1 ♦ \` I \ 1 S '� �,J \ / / e I I I I I / , I lijil ,II I1��.\ oarE PONOREVIslarrsa REWsall aY \ I \ \\ '� I _ _ / / , I / I O)•ItNE REVISIONS PERClTY PRELIMINARY APPROVAL JPR \1 I \ \ _ II \ I \ ; I s• \ _ r 1 _ I I I I REVISED aNE(AYpUr. GRADING 6UlaITIEG NE Y _ 1 \ - \ _ _ l \ / \ \ 1 • , . ' / _ \ I / , I I 1 ay A?narE ES'30'IOREWSpN \ T \ - - _ I \r _ / / 1 I I I c PIZZAGALLI PROPERTIES, LLC /l. 1 P.O. BOX2009 SOUTH BURLINGTON, VERMONT 05407 Ilk—�__ - - - - / , T ! -' ' / ems` ��•'° - 1 !' / / / caatcr llRE I e / / ! MOUNTAIN VIEW OFFICE PARK I � / / _ _� �Y�yy - '�'. _ _ ... -- - - - - - - -� � _ - _ #` / / d c'�) +i / / I aq .T a+/ / � ._ �► DEVELOPMENT / I ' LOT 6 SITE D WAWW TITLE ,.u_._y _.c-'° .._. i OVERALLSITEPLAN „ Y ��TILLEh J I , _ ,,DRIVE 1 - \ : \ ! I _.\.. / \ I «. 4 / Gbnald L Hamlin ^- n T-- _ _._ 1 � � „ _ `,_ � tiY \ __ �- _ _\.: _.. � _ _ I; , ' I ', . .�. t \�, I Consulfin irI c, 30 60 90 -T - - _ ! -`\\ \` '!6 / . } \ I I'..i o- Jwc ,• T r : I.. r engineers, Inc. a N \ � \ I C South Burlington Fire Department o 575 Dorset Street South Burlington, VT 05403 O 802-846-4110 June 11, 2010 Mr. Ray Belair City of South Burlington 575 Dorset Street South Burlington, Vermont 05403 Re: UPDATE - Mountain View Office Park, Lot 6, 119 Tilley Drive Dear Ray: This letter is an update to my letter dated December 15, 2009. I have spoken with Bob Bouchard several times and really the only thing which has changed in my write-up is the fire hydrant requirements for 119 Tilley Drive. Changes have also been made to the parking and access points. 1. Compliance with all requirements of Vermont Division of Fire Safety codes and standards. 2. Automatic sprinklers and alarm system as required by Vermont Division of Fire Safety. 3. Fire Department Sprinkler Connection location to be specified by SBFD. 4. Fire Alarm panel and enunciator location to be specified by SBFD. 5. Provide an emergency key box(s), number and location to be specified by SBFD. 6. In reviewing the plan dated May 20, 2010, only one fire hydrant is shown. After doing some measuring I am somewhat concerned about the layout and the position of the only hydrant. I recommend that a second hydrant be installed and located in the bottom left corner of the plan (by the words snow storage area). This would place a hydrant on both opposite corners. It would be on the same side of the road as the water line, roughly 50 feet. 7. If an elevator(s) is (are) proposed the elevator car(s) to be sized large enough to accommodate an ambulance stretcher in the flat position. Page - 2 8. Provide 24 hour per day off -site (central station) monitoring of all fire alarm and protection systems. 9. Prior to final approval I need to review plans with elevations and rough floor plans which show the locations of the corridor fire doors and stairwells. 10. Trees, fences and floral outcroppings should be placed so as not to interfere with the deployment of the aerial ladder, hoselines, portable ladders and other firefighting equipment. 11. I am OK with the parking and driveway as presented on the plans dated: May 5, 2010. At this point these seem to be the major issues which present themselves. As this project moves forward additional items may surface which could be dealt with as needed by myself or with the assistance of the developer and Vermont Division of Fire Safety. Should you need any further assistance on this project please feel free to contact me. (:::i ely, Douglas S. Brent Fire Chief RIS Gl N C. TRANSPORTATION To: Ray Belair, Administrator Officer City of South Burlington 575 Dorset Street South BurZiefffiflTce 0540 From: Joe Sega Subject: Mountain ark -lLot6je Development Date: 28 January 2010 This memorandum presents my comments on the traffic analysis described in the November 19, 2009 memorandum prepared by Donald L. Hamlin Consulting Engineers, Inc. (DLHCE) to Mr. Robert Bouchard of Pizzagalli Properties, LLG The proposed project consists of a 50,000 square foot office building on Tilley Drive in South Burlington. The study focuses on the intersection of VI' 116 with Tilley Drive. 1. Traffic count adjustments. DLHCE conducted a twelve hour turning movement count at the intersection of VT 116 with Tilley Drive in September of 2009. The raw count data were adjusted to reflect design hour volumes (DHV) for the AM and PM peak hours. In my opinion, the adjustment factors used by DLHCE are higher than necessary. However, the adjustments provide a conservative and reasonable estimate of the design hour volumes at the study. intersection. In generation. AM and PM peak hour trip generation was estimated for an existing unoccupied office building on Lot 3 (which was added to the no -bad traffic volumes) and for the proposed 50,000 square foot office building on Lot 6. The trip generation estimate prepared by DLHCE was calculated using the average rates published bythe Institute of Transportation Engineers in Trip Generation, 81h Edition for a general office building (Land Use Code 710). Both the ITE Trip Generation Handbook and the South Burlington Lund Development Regulation r (Appendix B-2} recommend basing the trip generation estimate on the regression formula, rather than the average rate, when certain conditions are satisfied. The conditions for using the regression formula are satisfied for this situation. As shown in Table 1, the regression approach suggests a larger number of vehicle trips. Table 1: Comparison of Trip Generation Estimate Methodologies for General Office Building AM Peak Hour PM Peak Hour Based on ITE Based on ITE Building Based on ITE Regression Based on ITE Regression Lot Size Average Rate Formula Average Rate Formula Lot 3 29,688 sf 46 71 45 112 Lot 6 150,000 sf 1 78 108 75 135 Totalsl 124 1 179 1 120 1 247 In my opinion, the regression formulas may overstate the amount of traffic generated for smaller buildings. For example, the formula for the PM peak hour is: Vehicle Trips=1.12(Building Size) + 78.81. This formula will always result in at least 79 vehicle trips, regardless of the size of the building. 60 Lake Street, Unit 1E • Burlington, Vermont 05401 TEL 802 _383.0118_ ! FAX 802_.383:0122_ • www: rsginc.com Mountain View Office Park — Lot 6 Site Development Traffic Study Review I suggest verifying trip generation rates based on the ground count conducted at the VT 116/Tilley Drive intersection and the current square footage of occupied space. This calculation (which is simple to perform) will produce AM and PM peak hour trip generation rates that are specific to the location. If the actual trip generation rates are less than the ITE average trip generation rates, no additional analyses are necessary. If the actual rates are higher than the ITE average rates, the traffic analysis should be revised based on the actual rates. Traffic Signal Warrant Analysis. It is not clear what traffic volumes (year and scenario) were used to evaluate the 8-hour and 4-hour traffic signal warrants. There is a table in the Appendix that presents volume estimates for major and minor streets by hour, but it was not labeled. Safety The memorandum concludes that the project will not cause unsafe conditions, but does not include a discussion or assessment of safety. The safety assessment should include a review of VTrans crash data along VT 116 near Tilley Drive. It should also verify that there is adequate stopping and corner sight distance at the proposed driveway on Tilley -Drive and at the intersection of Tilley Drive with VT 116. Please contact meat 802-383-0118 x310 or jsegaleCa-rsginc.com with any questions. 28 January 2010 Page 2 of 2 SE CROUP 131 Church Street, Burlington, Vermont 05401 STATE"41EN T OF PROBABLE COST Project Name Mountain View Business Park - Lot 6 Drawing Referenced: LA-100 - Planting Plan Date Prepared September 7, 2010 Date of Prices: Spring 2010 Project Status: Conceptual Revisions: Sheet 1 of 1 KEY ITEM QUANTITY UNIT UNIT COST SUB TOTAL REMARKS TREES AG Serviceberry 4 EA. $475.00 $1 900.00 2.5-Y Cal. AC Serviceberry 6 EA. $250.00 $1 500.00 5-6' Tall AS Sugar Maple 3 EA. $850.00 $2 550.00 3.5-4" Cal. QP Pin Oak 12 EA. $660.00 $7 920.00 3-3.5" Cal. PPa Colorado Blue Spruce 2 EA. $366.00 $732.00 6-7' PPb Colorado Blue Spruce 3 EA. $252.00 $756.00 5-6' PC Bradford Callery Pear 51 EA. $650.00 $3 250.00 3-3.5" Cal. PNa Austrian Pine 3 EA. $338.00 $1 014.00 6-7' PNb Austrian Pine 3 EA. $240.00 $720.00 5-6' PS Sargent Cherry 16 EA. $450.00 $7 200.00 2.5-3" Cal. SR Japanese Tree Lilac 9 EA. $1 200.00 $10 800.00 3.5-4" Cal. Sub -Total: $38 342.00 SHRUBS SB AnthonyWaterer S irea 80 EA. $30.00 $2 400.00 3 Gal TO Dark American Arborvitae 52 EA. $150.00 $7 800.00 5-6' Tall WF Wei ela 34 EA. $52.00 $1 768.00 3 Gal Sub -Total: $11968.00 Total: $50,310.00 SE GROUP 131 Church Street, Burlington, Vermont 05401 STATEMENT OF PROBABLE COST Project Name Mountain View Business Park - Lot 6 Drawing Referenced: LA-100 - Planting Plan Date Prepared September 7, 2010 Date of Prices: Spring 2010 Project Status: Conceptual Revisions: Sheet 1 of 1 KEY ITEM QUANTITY UNIT UNIT COST SUB TOTAL REMARKS TREES AG Serviceberry 4 EA. $475.00 $1 900.00 2.5-3" Cal. AC Serviceberry 6 EA. $250.00 $1 500.00 5-6' Tall AS Su ar Maple 31 EA. $850.00 $2 550.00 3.5-4" Cal. QP Pin Oak 12 EA. $660.00 $7 920.00 3-3.5" Cal. PPa Colorado Blue Spruce 2 EA. $366.00 $732.00 6-7' PPb Colorado Blue Spruce 3 EA. $252.00 $756.00 5-6' PC Bradford Callery Pear 5 1 EA. $650.00 $3 250.00 3-3.5" Cal. PNa Austrian Pine 3 EA. $338.00 $1 014.00 6-7' PNb Austrian Pine 3 EA. $240.00 $720.00 5-6' PS Sargent Cherry 16 EA. $450.00 $7 200.00 2.5-3" Cal. SR Japanese Tree Lilac 9 EA. $1 200.00 $10 800.00 3.5-4" Cal. Sub -Total: $38 342.00 SHRUBS SB AnthonyWaterer S irea 80 EA. $30.00 $2 400.00 3 Gal TO Dark American Arborvitae 52 EA. $150.00 $7 800.00 5-6' Tall WF Wei ela 34 EA. $52.00 $1 768.00 3 Gal Sub -Total: $11968.00 Total: $50,310.00 PLANNING & ZONING June 24, 2010 Douglas Dickey 80 Old Farm Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Sir or Madam: Pursuant to 24 VSA 4464(b)(3), enclosed please find a copy of the Development Review Board decision regarding the above referenced matter. You are being provided a copy of this decision because you appeared or were heard at the hearing. If you have any questions, please feel free to contact this office. Sincerely, ?J�ana Beagley Planning & Zoning Assistant Enc. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com "401 �r south PLANNING & ZONING June 24, 2010 Lora Wilson Brian Armstrong 50 Old Farm Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Sir or Madam: Pursuant to 24 VSA 4464(b)(3), enclosed please find a copy of the Development Review Board decision regarding the above referenced matter. You are being provided a copy of this decision because you appeared or were heard at the hearing. If you have any questions, please feel free to contact this office. Sincerely, ' ?Jana Beagley Planning & Zoning Assistant Enc. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802,846.4101 www.sburi.com r 1*1 4tNE south. urlin tong PLANNING & ZONING June 24, 2010 Bob Bouchard Pizzagalli Properties 50 Joy Drive South Burlington, VT 05403 Re: 119 Tilley Drive Dear Mr. Bouchard Enclosed, please find a copy of the Findings of Fact and Decision of the above referenced project approved by the South Burlington Development Review Board on June 23, 2010 (effective 6/23/2010). Please note the conditions including that you must submit for final plat within 12 months. If you have any questions, please contact me. Sincerely, na Beagley Planning & Zoning Assistant Encl. CERTIFIED MAIL RETURN RECEIPT: 7010 0290 0000 2215 2586 575 Dorset Street South Burlington, VT 05403 tel 802.846,4106 fax 802.846.4101 www.sburi.com PIZZAGALLI PROPERTIES, LLC M0,.U-1VTAIN VIEW OFFICE PARK LOT 64' '7)-'ITE DEVELOP,,U PROJECT SITE AN— ' lc,ntki 1 r a tT " 9 5 . DONALD L. HAMLIN CONSULTING ENGINEERS, 130 Pearl Street, Essex Junction Vermont 05452 JUN 0 3 2010 City of So. Budington LEGEND ¢ COI'HINATNJN POLE ® UTCH BASIN POWER POLE A HYDRANT O TELEPHONE POLE ay GATE VALVE Oe LIGNT y fN1NITCR NG WELL p SUPPORT POLE %� .EWER CLEPNOUT BUSN • NATURAL Gay VALVE 2P'4 BHRue •" HAT—L GA. -TER CONIFEROUS TREE v SIGN {` j pELID0008 TREE 0 fIA1l EO% M EDGE of wooD. +iP fLAG —E ---— EDGE OF WETLANDS CONTWR LINE 0 CONCRETE PROPERTY LINE rlGNunExr ® IRON PIPE —ND —W-- WATER LINE G SURVEY BTATON —. �- SANITARY .EWER 0 SEWER IW610.E --D— ST:- SEWER LINE m DRAINAGE MNHOLE —G-- NATURAL GAS LINE ® TELEPHONE f4PIHIX.E —T— UNDERGROUND TELEPHONE m ELECTRILLL fIANHOLE —E— UNDERGROUND ELECT —AL CVRB gTOp —Crv— UNDERGROUND CABLE TELEVISION SHEET INDEX I OVERALL SITE PLAN 2-5 SITE PLAN 6 WEST ACCESS DRIVE PROFILE 7 SEWER PROFILE 5 WATER PROFILES q LIGHTING PLAN 10 SITE S EROSION CONTROL DETAILS II WATER S SEWER DETAILS 12 STORM DRAINAGE DETAILS 13-17 TECHNICAL SPECIFICATIONS OCTOB.E.R, 2009 REVISED: MAY, 2010 ME CONTRACTOR 5N41NOTIFY'DIG5AFC' - WARNING: 1-665-344-7233 PRIOR TO ANY EXCAVATION FATALLY TOXIC GA55E5 MAY 11E PRESENT / / I r i �N \ / 1 /' PRO IEGT STATISTICS AT LOCATION5 WNICN MAT BE IN THE IMMEDIATE N UNDERGROUND PIPING SYSTEMS WON- Lor slzE ossl aoa \ I I I \ \ Of VNO[RGROUND UTILITIES. 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K ..JC O.x P. e e .. ,-... •.. .. : C C P.x OU:� O ��'_'.'0"^J}-�' . --..-----...__H.x_.._._...-...� c.x •.a o.� nm Da0 cm m Gx Dm ow x - LIGHTING STATISTIC@ PARKING t FW.IU9AYS MN(I•bIH � W.69 fc tWN11MT • OI k AVERAGE � 10 k UNIFOIUITT RATIO . 5A•1 Nt9J PULE MPAITED LIGHT - R D MAC241J-M N I>5 W, METAL HALIDE, 20 MId1111TItIG HEIGHT• WITH 6♦aCLIGHT zJiIELD N NEN PULE MP 4Tm LIGHT - R o MPR<n-w I>5 W, IYTAL HALIDE, 2.1 MOUNTING HEIGIR • �FH Dd.LARD LKHT - RWD NC.IDr+-D W, M[TAL IW.IDE '�` JO WB„ETAL HALIDE, q'Lro1MiING NHEIGHT _D RECEIVED JUN 0 3 2010 City of So. MOTE: NL VO64 61i N RE MAIOIIAIY pry DENSITY u9u�c rtlE arwari0 vxocrol Rsr. ADmIme,I ro As,u oe9W OI2x • O4EO FABI♦C a119 s10xE BFO RM WM2 STABUIIp p1WNLE TO . o—RUClm AT LOGOp,i 9NOYN ON PUNS. aNSlm SrarE SIZE TO R r. 11E p1RM¢ SNNL ESE YNMANm M A CW—O YISdI WILL PnfIExXT RIA(XNI an iLOW 6 MDe.E11T pro Nd1C RLMDNAYS P,AIOpC lOP IREVNc WlN ADIIr,IN.L sTac w,Y x aELAMWD TO ADdPrAav uANTAN THE pTaM¢ noAl. 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ALL BACKFILL S1AL BE THOROIOILY COMPACTED IN B• IFTS TO A DENSITY OF 25% OF THE SEE DETAIL MAXIMUM DRY DENSITY USING TILE STAEOARD PROCTOR TEST. ACCORDING TO ASTIR D698. T. WRB ADJACENT TO SDEWALK SNAIL BE SEPARATED W1 4 MIL P YEDIYLENE. TYPICAL CONCRETE CURB TYPICAL CONCRETE CURB TAPER DETAIL CUTS NIS •' TN Ax SHOM�Od BROOM RMA NETROWFIID — PlANS NO ON /LL NAYPS DI dsm ucu0. • rME F x[W seR.wALxT S - Ile IRn TIOT IzA tLlsa vr+o�acciro..mL) . \ Ia uAK . e MAK. � •`:\�\• /a' RIf]pWm .SIe1T i1aFa lIIEL E CA]T N FXPA,9d, JONrs LYERT SD ,F£r. FA.9= . .ICalrs sILAIL K RA® EVORY s REV. •. I9 TG lic#srrl�w.�w a ron rzn. ro Aiu°SCDae�a WE MAMMw d+, Ip9rr � -r wa M .y Xe aKm sEz 61wDcnaRAL nlNs EDa ,XREnm aoDxAx mrrccnON To IAAdNc Ar pmAx¢ /•• Nv— C—) TYPICAL ON RETE SIDEWALK Nrs PIE-nEn11gWD OR METAL Rnrc IgST 6m,brl,. TGP VI W OFAI,YININ • FENCE a .T(kl� PRE-WunEl® ,vla PmT OwEc-'RORDT,pjl� AnwWErti�OF.nwN SECII0115 K FLNCE M.— r Aer sdL gD1lor, A. EEG,IIN Y ao� RL d �vm�6tAK TYPICAL HANDICAP RAMP DETAIL NR SPAR,G VAPEs s-- B----� za- wz 0.110,T laExldl �� ,r wIIE, a• IdP sGnoN A- I1I,F ,a,Nd, BO1. STONE w A TdIE0 roSNgK IroY. OAe (MEd( S AD BE MPECRD AFlE1t FMH RUMOiT PROOUONG Lbt1. M DMA£ SINL 9E mNEC'IFD eAEDI.SI,LY. psRACID STpl6 SHALL % RERACm i �MNAIm SFDe4NT sHaxD tE ndw1ED ,Ww eae,o ,HE IAu As Nunm ro awNA¢ ,xnoIIIN nc s,dK. SLOPE INSTALLATION a•-r (sW,-,zsWn) s:L ®Es ti•-s• (x.-tuTnX e• O.Wn) u 0.") 1.6 (ain) u (Ian) tl.a�A .eN a tl. Im axs.e NL.. 1w.+0i .em a W. acp eaa.e e.l. _ aI NaRN.Lv♦UU. .wNI lT1ff AMERICAN GREEN I. PREPME SOIL SErME NSTNUNG BIM. NCLUDING ANY NELESSARY MR -- OF UME. M"UZER. ANO SEED. NOTE: WHEN USK C —SEED DO NOT SEED PREPMED AREA CUL-D-SEED MUST BE NSTI WTN PIPER SIDE DONTI. 2. BEON AT THE TOP OF THE ROPE BY MOTORING i,F BLWKEr IN A 6- (15cm) DEEP z 6' (15cm) WOE TRENCH Wp MPROXIMATELY 12- (Mkm) OF BLANKET EKIENDED BEYOND THE UP-5BlL0OPPE F... Of ME TRENCH. MCHOR THE BVNKET — A ROW OF STAPLES/STAKES APPRO%11MTELY 12• (]Ocm) MA(tT IN THE BOTTOM OF pE TRENCH. BICKML MD COMPACT ME TRENCH ATER STMUNG. MPLY S® TO COMPACTED SOIL AND FOLD RENANING 12• (](Xm) PORIK)N OF BUNKET BAD( OVER SEED M0 COMPK SOIL SECURE B ET OVER COMPARED SOL WTH A ROW OF STMIES/STA(ES SWCED MPROZILAMY 12• (]Dun) MAR ACROSS 111E WDM OF THE Bw,KET. ]. ROLL mE —Ers (A) OOWN ON (B.) HOR,ZO TALY ACROSS THE SLDPE. B,mK WRL UNROLL WTH APPRORRATE SIDE AGAINST ME SDL SURFACE. ALL BLMIETS MUST BE SECURELY FASTENED TO LW BY PIACNG STAPIEs AKES IN APPROPRLATE L--S AS WOWH N THE STAP PATTERN GUIDE WHEN USING OPTIONAL DOf SYSTE1d'. SL U:S/STALES SHOULDPLACED BE ACED THROUGH E— OF THE COLORCO 001S CORRESPON— TO 111E MPROPRUIE VWU PATTERN. 4. 1HE EDGES a PAPAllFl BVNKEIS MUSE BE STMLEO WM MPROKNATELY Z•-S• (San -I Z.Scm) ➢VE DEPEXDING ON BLANKET TYPE. ro ENSURE PROPER SEM AIGXNEM. PLACE THE EDGE OF THE OVFAIAPPNK: BVNHEr (—ET BEING NS,AlID ON TOP) EVEN WITH — COLORED SEAR SEITCX ON THE PRCAOU5LY --T NANKET. S. COI cu,,VE BLANKETS SRII£0 DOW, THE SLOPE NUS, BE RACED ENO OVER END (SHINCa S,YTE) WRH M MRRONIMATE ]• ().SCT) d/ERUW. STMIF THROUGH D•ERIMPEO MTA MPROKIMAELY 12- (]Ocm] MIRE ACROSS MMIRE BVNKET WITH. 4 E: MN LOOSE EL CONDITIONS. 1NE USE OE SrM1E OR STME IFlIC1115 GREATEN RW1 6' (15un) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS. CHANNEL INSTALLATION •r-r (san-1zsal,) r-- ® a e�°�`o� r cW� r- I' (I.z]m) Inr':`gs�e1a.aN'/"i i� s� FA"`i"a•aoa.°La•aal+c N�N.rz � p • ® nnc m,s¢.nnc �Y•az's arrm wm A a-.• xam,-Isw NwP. F---Fzo' ( 9m) AIu arwmm Um.l � a 1 ea+] an aN1u n� ewllms a R vR A owNe nas is i•`(�X »: � A .eilx.+n o� . rile..i aMn n �� "'"'°.r.N,""`"TK. ' # ® i]' (I.dn) r�i< m eaoF•m%�Lwwwaaw"�":N.ar<Re9O��"= m Mn .o srwun. IK.sE IIw iTL�oo.� � w •- NUJ a mna ww ,rr < smtl a twNu Ts TTAPIEs PEa sI ro "" •iemJ � :'s-�:w, tNx�xM°10e.•aeu�".ro Fa N«x (s.XX LM PUmdxiN Am.lr . m: C E I V E D 0— T S tOMns q«. w Wo >Fws ae•e ,a,Rn ..a, u. 1nLIM��>./aala.,.m a7�f � o"'°'L•»"'m� _ ream. cv.NSWuc wvx. mn `�--�-�' NORTH IaA t-em- -. AMERICAN GREEN JUN 0 3 2010 CHANNEL PROTECTION BLANKET DETAIL xrs tlnTFc t. NIETR� E�wOIwW.O�i nE�4RHTs CNG n OsoIAeOE ,w I1E a � F"FMM oAn oa WTNN xa Ndms ATEa Im eml.D.r W,AL --A-1-0-- TYPICAL CATCH BASIN INLET PROTECTION Nrs Ctty of So. Burlington vAvm 5 TAP EW ,�,/x� ONlN.YKK T.wNWs axmalE � PAVDIrRTJ � pT. CpIC PA,MIT, R r IwL mNxwEss - w a. ExTFPr w mnwm wnr ro GAOE (x) a/a• Nms wM We wcs - (o¢+pE xuTTn) aurtR wM ASIIALr sENANT W µ vu —ASE _ Au Frnws ARE ro WK vEG-wc RETANEn ...wos AvvRwm EW W. '1,}•:,;"I .cnoN RLwamlTsAwrx Vi1V£ pt MPNP.ID EWK - ./ (sTANoum PROCTOR YEnwo) AIT W nx F r. ,.� •r Dolt OF YAYYW ofNStt wIFR TRWOH SIEEK k —.AT. BY OMEl6 { WC We (mom ":'•! :-.: • E%CAvnT1011 acWrs W A aNas-munmr RWIE wA,ER YAM C a' YN. NwR ' a! ` �� � BBS ? YAAAN OETl9tt wol TIDNxI y' � . IX��VA� NOCWRS N TUVETID rAvS 4 .. - d;:. - : . ,, tY%,;` "'"' '•2'., MmunW c laaurBn As PER snaFlGTRMs a/a• cRuslEo � i eEm.lc P+Agxc NOTMc TMa Pp m+o¢T sr aL.W r Mxx -.:: YN "::�� oKR 4•-T PPE A.IE'O APPROvm YATEwA1/IXVFIOPE LL a g1CiRE NOX PPE ro BE uYXc THE EawEsr PassaE LExcTNs MsrALLID ro . r AwL / TYPICAL WATER SERVICE CONNECTION NR DETAIL N.ss ,. ALL TRExIWE4 aHAu Ym osu srAwARos FRKw To Nlr Fpaae¢ LNIOBNc n Tw]IOL i YNYUY a a• Rm MSAATW sx.0 BE .aTAum YNLREKA YNMU1 mvTR cAY xm BE YNNTAME➢. PFR SPEOFlG110Na 1 NL EgIT NW WAIF1II11E FHALL XAK NO IFSS MAN MRFE (a) BRASS NFDO:S'S INSTNIID AT LAW A r. a. xW WAIEIWIE 9MNL No IEss TIINI TNO (7J pus walOEa MSTAUID AT FAW K► r. a MEW KAMK-Pa7N�`IWSiRNIs YAIII 1w5r-0EF xus 34YL BE ®M R SPIA W .VPROKO B. NL WAIEAIlIE 9HA11 BE PoLYEMttflE FNCASm. TYPICAL TRENCH DETAIL DUCTILE IRON WATERLINE xTs OOm Pu¢YWr pRrr r - a• Bmx FlXwI oRADE. lxECT EKFiVATD YAIWAL C.MPAM N Tr U:15 TO A Fmr a- Bu of nc YAwwY oRr cMIRTY upNc Rsc .v arc ro P:. ' As�iY o'WBB r z aB• EKIw10FD PWTSMWNE EOAY Ype; EALYI t -,/r Mxx, wTi aogTs aAUa:rnEo. wsrAu vxuE cNAm EW w THE vuxa raR AREAS cwxlc N�c ro�AAAec�E' PVC PPE- n'� .. �WU91w SiplE TYPICAL TRENCH DETAIL. PVC GRAVITY SEWER xTs mR aF PY� 4N. pUDRxT - Ax 9M aF M u' wrt __ A A �.w As PER scpFl w PLAN SECTION A -A TE KHLNE WlE a ro aE xsrAUER Mro Ewsnxc aTWTL IriAIECMRIS OR iEYICO mUPl1Mq APE NOT ALYEPTABIEE TYPICAL SEWER SERVICE DETAIL X,: E TNUF! BLOCK ALL FlTIx.S APE ro WK IRMNRBED ma ..',ECAPR � �R µAnEn auos aR CpPgiA— SLOP ,GATE VN.K MM •YLDA RRANER a/a• Wllswlm SIpF BEDON.J 'TAMS W APnIp.Eo MAL TYPICAL END OF LINE PIPE ANCHOR Ns mIRR oNE IDWIN a PPE overt sLWLn SPNEATW 06iNICE NAif1t gsrAxcE BEWER PARALLEL INSTALI ATION CROSSINGS WATER - SEWER SEPARATION NOTES says 91AiaL eEA�i+oroAr ,EAsr Tql FEET NawmIrAWY Fmu Axr MBsnNc W FRaPosn rARR YAx. THE psrAxcE STATE aE YLA.aRBn EOq Fln: ro ear aF nPE WHEu MPRAO,ION, ouE ro EEoz egam6. an omTR uNuwu mrolTWa T. 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BEARING AREA Ms 'Ap RON vALK mz O,fR YARWID •WATER• INc vrLK p Olt IE'PRowD mYAL� �cpPwn M msT uHcm. La�a• �m snwE BERaxc r nW a.00B I �PFM c SEEK Aro VALY6 W L'I.O 1FNBRA59W YNNS ARE T. YEET OIAIPI.W wn1FA pS,RCT •sTANOARD SPFOFlGIRRI FOR ' TAPP,xO SF£N. IM TMPMO VKKS• WTEO IgVFI.BFA tYYi /J1 OThR TIPPMO Sh NO VN.TES NS ro MEET NRROPWATE OIS,pWT(M SYSTEM SPWFlGTgNa 2 TAT TNK 9IML E PD6gRm BY PRE-APPRotID FFB2 WLY. a ALL FITT— MAi APE TO WK CdIOiETE FWpD APELMD iNETI ARE ro YE TPMPFR wM A YL POLTEMTFNE PRION ro CgIIFER nACEYaIr. ♦ wEN rAPPxc CAO TLANSBSSON YAK TP: ItOIC TFD OwIERSHP OE9q¢MNI 91NL IPPIY. 1 . 0 ASiESNS E441T TIAIFMIP3 MUST xE FJPV9ED IM nE ¢I1YOE gN1ElER OF liE PIPE IGSUND PwOR TO TIE T/PP1NC qp�� ,YATMT-T BRIG EROEIIIm BY TE OWIPAOTW. TYPICAL TAPPING SLEEVE AND VALVE DETAIL SANITARY SEWER MANHOLE DETAIL NTs c xmRAwr mNN COMEE L�v�01 PEASTONE TxrMsr xaa - • YM. 6• p CLSx .S F. ' : lw u)'. 1'� F,y i-IROISTRIpD EMM e• W RE9,1dT MRIISi e,ngt G1E VALK a/a. ��• 11�ACK ANOWR pMR'IINo W COOL nECE 'MIN •MEG-41C RRAMFR g1.1105 BD� FlTiRIGS ARE ro HAK •YEG-WC RRAxfR q..VMi i PIBW ro POgBNC mRUSr pA04 ALL RTW6 ARE ro BE WRAPPER wM 3 AA MORN T M 91NL E PROAwD wm ALL NTpIANTa TYPICAL HYDRANT do GATE VALVE DETAIL MR TYPICAL CLEAN OUT DETAIL x,s PA— FAYIE PM1OtM YM. r K F¢T CR CNNFR � CANBR MPE � SEAL srAwuss sTm :Amer TR. PER( A`�tl1:r.BE�`"""A,EAWRn°REt APPROKD EWAL) ANNUM SPKE WY IEYNN ca�omm pA�rraE W�iEwA`L YaRTAn i°usxw oPE Aw AITs SINE BE eF ,r +wRoov coNBTwcnW GPABtE aF WMSENIgN. N-x0 LLTIOIN¢ 2 SRl1 PPE FHALL WK A SPECxm YMYUI T'16D STBTOM (SITS% K AT tFAaT aadM PS. a ALL tlNYtt SEWER PPE INSTHIID M CASMG PPE 9IALL BE gxrAiDK R61RNNro .ca n.MM[nP� w�aF TWWo .I�OMrs�cuTso�E aF r�4'�rwsnNCRPPc rs SINE BE pESgtlPTG1 CAARxA nPE CASMc PPE TFNrS w eE mm—o ptBIEST. SEWAGE PVC p ATY EWER race au+ETER B.as- uATEmAL PVT: sTm' CIFlCATION AND GRADE C /R.I SMYS a5.000 ALL. IWOENEBS 0.50r ¢aT E OI adNT WAIERTpIT E WFLOED HONE AIM. W .F INSTNLATW OPEN WT JAOK ! BdIE ALs BaM Eros aNE LNo: YAspIARY RY: FlMSN ORADE TO lOP a CASMO TYPI ALRII�G QERR, Y C UL JUN032010 City of So. Budinatnn °T I � I .. Z��_,Z' I I \ t I I I urcaNm s oErEcrlwle uNolRamuw Hnwc"c / I 1 \ \. \ eurrr .• - .• aonR F1NOi1 aIx I I I • ``\\ I I If I / I I / / — \ \ \ \ \ \ 1 I I I \ .m smrE°s is �' m� �' - e ; � ir�irls rro�e \ I \\ �m�ilPa�cr�N I e 1 I 1 I I w.r 4 w• NOPE saplll FTIFT / / / \ \ \ \ \ \ \ I j THE sT" ",vorim°ftira°Q1a \ \ \ I \ TEsr. AtAPwale ro Asn peas isTsrJ m� Ici10roC10ws"n IN. I / �� r x• onRUEn PaLKT'nEIE row 1 / / / . / "wPTNI m. D�\—.---4-�0 \ e4Pssl Isoc NRA4T1aN / / ro.wo'c'`o nP1snnPr�61walua _ '. �� TNUL +PNTss:o: aarAlil' wlcuwl uum ron N mE nAxs LI jet, ~' ran .+ric emPN�c r Tm T'e I / / / — I x�-wl.aM'aF .. ro f�.E. NEH OH1 . / / /1 '. '. kNOPE Pt Senn ss he 11 .4 1 I 1 I 1 I 1 I I I /N6C OTa1 / / / / I TYPICAL TRENCH DETAIL, HDPE AND TE =I 1 1 I I / \\1 I SDR 35 PVCSTORMSEWER 1 \ 1. DI t \ F 1 \ \\ 1\\ \♦ / , / I • NoI1IETA, I SWcture NarTr SlrvcWrs Dafdb m e Rm - �ex,cs b INV OUT - lTO.TO RRI - lfe.00 OnN ! WIN - 4 m INV OV ' T -YA.50 RIn • S4>.M 01'M 4 11• W IN • SSe.00 w• wOUT-ft.. Rln-S Cf'NI s w' INV - S6T,00 " E4• 1Nv avr - lsc.eD vw1Es. ZkES.N RTN eAtE Plf Io sccnoN / r rT>E I srorE Inln I.oy I VAOT SPEC lroAOe Ir IVPE 1 iRNE NLL Aar TPOC (IDI.00 P:OTIXTIE FAlMC ONE PAD DETAIL NTS • �SQ1 i - ME, 51 D, rwA.DiU?' QVERFt[w T1EV.-lLT.10 4.1 MK bra+ r TER nev..lcTm m ewvfMT VMBEiC A TIG BENUI MIN. / 30240 1 / I / ..`� I i I \ \ NORMAL IMTER ELEV.-eNAO / / / 6 5"a / / / 1 1 ' \ I .1 (H,v) !4 (H.V / S7E.50 / / / / I / I / ' / / I / / fNN. MN. !.I M.VJJ !.I (H.v / I I 1 ( ! / I 1 '� I / / / I 1 /% / Ci1A111Ti PPOTKTRTI Bl.Niclr, IIQtTeI AnERK!" GREBI Q2seN MIN. MIN, C1NNld PROTPGTION SUMCCi, AMFRKIIN GREEN CYleBN I I I 1 � , / '.. I / I I /// cri APPRWED FaAI BR APPRWED E4]UAL I I I , .lse.ou A6"N 1r a�F Sea w iNx11-il�wm walwTM uFrs I USING THE STNIDARD I —TM TEST, PER ASTI{ Dim. L I I I I fl ( / / I / awrlEl PROTECTIQ/ BV,raCE'T, AIIERK.W GREeeI C12GBI1 ���-------- LAT MATERIAL MY GE OMITTED IF CQCTRAGTA PPOADES APPROPRIATE SOIL TESTS D0>QISTRATNG TINT —TNG */ , _ m APPROVm eauAl SQL! ARE SUITAELE F USE AS I —I BASF, AS TYPICAL POND CROSS SECTION _ I vv i II ii i1 � If I I I I III I I E @I E I II t I \ I I I I I I. I I I f 4-. 1 IIII II " _.. 11 PAID arrlEr nPEn �Eni "P 1 ° POND OUTLET DETAIL (DI'•iN 3) POND ul ORIFICE DETAIL _ 1 I III SECTION A -A I 1 I I I I1111 s w,ll I II I If 1 I I uae�N nNENwF TT— F Prto « .in - I41rI NDrE: Au eAPau ro E I I T - !z To I I RiacTOR TiIETIm ,M1O ro ,PILL ass I I c evoRo No .AroTnan. I - I s I I elEeer wllroll® rolaE-E 1 z - I c.TPI sAal a IaPIroISD I I mule (ww PR caNPEa) e' L_---------J Polsn4wm mL a monan4EY wlv4clED mAVLl TYPICAL CATCH BASIN DETAIL crtcrt"�wvllonn Eau. •SIP"• .ralsx AIDE I I xOR: ALL s.Psal ro a I �^ I RpgOASIY (PPAQFD N II � i esx ai rNroE Aiuw w on: (/11//_` oolsTY vale ,Ic nwoao rRonol RST, NElllm A Y�' Aecanonle ro rslN owa A c noorta..ua Imllwr is• I I EIrtTAsr wINTSt® oaIPEIE I z I a w eAlN a wrw.TD I EOJIL (400o Ps wIaETE7. e'----------J VNSSe4RD aR PI TIPwUPEY CPRAeI[D tl1AVF1 TYPICAL STORM NMANHOL_E DETAIL - RECEIVED JUN032010 City of So. Burlington N—,A„ R-,efO- --b PRMTE s GRATE M APPRwm EauAl Nm'" R-zsro- �, APPROJED EOIIAL r- `• 17 HPDE PIPE I�Nv'..w°f"s.00 �L:QN�T1Q1 °ODT19 z4 WAR LNG:-\.>...—_...�._—_..-a,.�T \ \� \I Q'e44 FATALLY TOXIC GASSES MAY BC PRC5CNT `•T'"' --�_ RH e IN UNDCRGROUND PIPING SYSTEMS -- --- AND WASTC 5Y5TEM 5TRUCTURE5. �— f "T TMC NOTIfY'DIGSAF[• AT 20 o 20 40 Go POND OVERFLOW DETAIL (DI114 4 4 DMH 5) CONTRACTOR CRMA 5M1gLI BE SECTION B-B OBB 344-]233 TO ANY EXCAVATION NT3 AT LOCATIONS , Y IN THE IMMEDIATE UN MAY VICINITY Of UNDERGROUND UTILITIES. ��" OY1NI0 �—REVISED SITE LAYOUT GRAPNG,e UTILITIES JR( CLIENT PIZZAGALLI PROPERTIES, LLC P.O. BOX 2009 SOUTH BURLINGTON, VERMONT 05407 PROJECT TITLE MOUNTAIN VIEW OFFICE PARK µ PEE LOT 6 SITE DEVELOPMENT GRAING TITLE PRELIMINARY eDO v STORM DRAINAGE DETAILS INV.-See.Eo $u`Ry DLNOE $* ,•, Lamlirz Iknaldi�aj� JPK ;� COPK�, OTixn �ngrs IncJP OLWe aet 11 1 01010 SUMMARY OF WORK AND SPECIAL CONSTRUCTION NOTES Seed mix for lawn areas shall be Urban Mix as described in section 02820. Seed mix th for e ditches and stormwater ponds shall be Swale Mix as described in section 02820. Seed mix for slopes steeper than 4:1 (H:V) shall be Conservation Mix as described in section 02820. SHOP DRAWINGS: The contractor shall submit shop drawing's to the Engineer for approval for the following items: Seed mix, erosion control matting, mortar mix, bituminous concrete mixes, cement concrete mixes, precast concrete riser rings, precast concrete structures, catch basin frames and grates, manhole frames and covers, pumps, pump controls, light poles, fixtures and bases, all pipe, valves and valve boxes, and geotextile fabrics. The contractor shall also submit gradation curves for sand, plant mixed gravel, and dense graded crushed stone. PERMITS: The contractor shall insure that all permits and licenses have been obtained and all required fees have been paid prior to the commencement of work. Soils: The contractor shall submit proctor test results for native materials and subbase materials to be used. The contractor shall be responsible for providing compaction test results. Compaction tests shall be performed at a rate of 1 per 50' of pipe in trench per lift, and 1 per 2.500 sq. ft. of fill area per lift. 01011 GENERAL PROJECT MANAGEMENT WORK INCLUDED: This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards which must be utilized by the Contractor. MANAGEMENT OF PROJECT SITE: The Contractor shall ensure that at the end of each working day, the job site shall be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shall be removed from the job site as work progresses. The Contractor shall be responsible for protecting all existing structures and work completed under this Project at his own expense. The Contractor shall take all precautions and institute such procedures as are necessary to protect both life and properly. All work, which, during its progress or before the final acceptance of the work as established by the Engineers Certificate of Completion, may have become damaged from any cause, shall be removed and replaced at the Contractors expense, for both labor and materials. Care shall be exercised on the part of the Contractor to ensure that property damage does not occur on private property and that as little damage as possible Is done within construction easements. Protection AN be afforded cultivated trees and shrubbery, fences and walls, and similar features where adjacent to the construction. The Contractor is responsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction. The Contractor shall be held responsible for all damages resulting from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED: The Engineer shall provide the Contractor with control Points. Such control shall be set one time only. Thereafter, the Contractor shall I responsible for protecting control points from damage and dislocation. Should additional work be required by the Engineer to reestablish control points, he shall be reimbursed by the Contractor. Bench marks will be provided by the Engineer. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment clauses of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and rock excavation, unless otherwise provided for, the method of measurement of quantities will consist of cross sections measured in the field at intervals determined by the Engineer and computations of volume by the method of average end areas. In the case of quantities paid for on an area basis, unless otherwise provided for, the area to be paid for shall be within established pay limits, calculated using field measurements along final grade fine. For the computation of areas the "Planimeter" shall be considered an acceptable instrument of precision. PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, sewers, drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead lines, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer until the excavation is backfilled and the existing facilities are made secure. Injury to any such facilities caused by or resulting from the Contractors operations, shall be repaired at the Contractors expense within a time period that will not place an unreasonable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require, pipes or other underground structures encountered in excavating or trenching shall be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES: In case it shall become necessary, in the opinion of the Engineer, to move or reconstmct any water main, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor. The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract, reconstruction of the utilities shall be at the Contractors expense. In no case shall the Contractor alter any water main, electric conduit, telephone conduit or any underground cables, conduits or structures, without written permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever sewers and water mains cross, construction shall be done in accordance with the "Sewer -Water Separation Details for Crossings" shown in the Appendix or on the plans. Where sewers and water mains will be parallel to each other, there shall be a minimum separation distance of ten (10) feet, measured edge to edge of pipe. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sewer and at an elevation so the bottom of the water main is at least 18 inches above the top of the sewer. WORK OUTSIDE RIGHTS -OF -WAY AND EASEMENTS: The Contractor shall not, without written consent from the owner, enter or occupy with men, tools, materials or equipment, any land outside the rights -of -my or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES: Before starting the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the various steps he intends to take. Within 15 days after the date of starting work, the Contractor shall prepare and submit to the Engineer; (a) a written schedule fixing the dates at which additional drawings, if any, will be required and; (b) a written schedule fixing the respective dates for the start and completion of various parts of the work. Each such schedule shall be subject to review and change from time to time during the progress of the work. Included with this schedule shall be a breakdown of monthly estimated construction costs and materials on -site. WORK TO CONFORM: During its progress and on its completion, all work shall conform truly to the lines, levels and grades indicated on the drawings or given by the Engineer and shall be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no case shall any work in excess of the requirements of the drawings and specifications be paid for unless ordered in writing by the Engineer. PERMITS: It shall be the Contractors responsibility to obtain all federal, state, regional or local permits necessary for the construction of the project, The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. COMPACTION: At the preconstruction conference, the Contractor shall be required to submit, in writing, to the Engineer, for approval, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to have specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project. Pieces of equipment such as vibrating plate compactors, tampers, reminders, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber fired rollers, steel wheeled rollers and the Ike shall be considered suitable equipment for compaction. Such pieces of equipment as backhoe buckets, bulldozers and the like shall not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE: The Contractor shall be responsible for ensuring that there is a Supervisor under his direct employ on the job site at all times that construction is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contractor. SITE RESTORATION: Preconstruction photographs shall be taken by the owner or his representative of all areas to be affected by this contract These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconstruction condition. All previously vegetated areas which have been disturbed as a result of this construction shall be graded, topsoiled, seeded and mulched as per Section 02820 prior to October 1. 01030 UNDERGROUND UTILITY DAMAGE PREVENTION-"DIGSAFE" Before the Contractor removes soil or rock to create an open space in the earth greater than one foot in depth by means of any powered or mechanized equipment within an underground utility easement or in the area of a public rightof-way in which an underground utility may be located, the Contractor shall notify "Digsafe" by calling their toll -free number 1-888-344-7233. Digsafe will then notify all utility companies having underground utifities in that area so that they can mark the location of these facilities. The utility companies should mark their lines within forty eight hours from the time Oigsafe was notified (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification. Emergency excavations are exempt from this requirement. Effective January 1, 1988, the mandatory notification of Digsafe in the above mentioned situations became Vermont State Law. A fine of $1,000 may be levied for failure to telephone Digsafe before an excavation is made. 01080 APPLICABLE CODES MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this contract shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Society National Electrical Code National Plumbing Code All Applicable State and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specificallon in effect at the date of receipt of bids shall take precedence over those listed below. ASTM American Society for Testing and Materials ASA American Standards Association AWWA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transpmutation OtBdals ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute AISC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating. Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ASSE American Society of Sanitary Engineers AGC American General Contractors of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Society of Professional Engineers NEW WA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association SCPI Structural Clay Products Institute UL Underwriters' Laboratories WPCF Water Pollution Control Federation 01500 TEMPORARY FACILITIES WORK INCLUDED: Included in this section pertains to the Contractor's responsibility of providing temporary facilities The Contractor shall be responsible for and shall bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not finited to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary faclfities, safety and first aid facilities. The Contractor shall make all arrangements for temporary facilities well in advance of need so as to not delay construction. All temporary facilities shall be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01560 SPECIAL CONTROLS WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and maintain during the length of the Contract. DUST CONTROL: The Contractor shall be responsible at his own expense for ensuring that the dust created as a result of construction activities does not create is nuisance or a safety hazard. Where and when deemed necessary the Contractor Ali be required to wet sections of the construction area with water or apply calcium chloride or sweep the roadway with a power broom as dust control measures. Dust control measures shall be provided at all times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shag furnish all materials and equipment and shall do all incidental work to keep the excavation entirety clear of water while pipelines, ponds, structures and their foundations are being built. The Contractor shall be responsible for choosing the method for control of water and shall assume all responsibility for the adequacy of the methods chosen. No construction shall be undertaken if, in the opinion of the Engineer, adequate control of water is not assured. WATERTIGHTNESS: It is the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids are watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shalt be subject to correction or replacement by the Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise every reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other handful waste shall not be discharged Into or alongside these waters or into natural or man-made channels leading thereto. Applicable statues and regulations of the Vermont State Agency of Environmental Engineering relating to the prevention and abatement of pollution shall be complied with. 01569 PROTECTION OF THE PUBLIC WORK INCLUDED: Work included in this section pertains to the Contractor's responsibility to protect the public and workmen. The public shall be protected by the Contractor from any and all hazards connected with the work. Open trenches, materials or other equipment within the working fimits are to be guarded by the use of adequate barricades, snow fence or flagmen. All barricades left in position overnight are to be properly lighted. The Contractor shall be held responsible for the safety of all workmen and the general public and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to protect persons or property from hazard of open trenches, materials or equipment at any lime of the day or night within the working area. All work shall be in conformance with OSHA regulations, Tide 19, Parts 1926.651 and applicable VOSHA regulations. 01570 MAINTENANCE AND PROTECTION OF TRAFFIC WORK INCLUDED: This section includes the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic police or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall, as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations are such that they will in any manner interfere with the movement or safety of the traveling public. The Contractor shall erect warning signs in advance of any place on the project where operations may interfere with the use of the road by traffic and at all intermediate points where the project crosses or coincides with an existing road. Such warning signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration. The cost of traffic police services occasioned by the Contract shall be paid for by the Contractor. The cost of uniformed traffic police will not be paid separately but shall be included in the prices stated in the several items of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer. The Contractor shall notify the Engineer, local police and fire departments as well as municipal officials at least 72 hours in advance of any intent to close streets. The Contractor shall work with the local government to establish a suitable alternate route, and shall at his own expense, provide and maintain suitably marked and well lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility or liability under this contract. 01575 WORK WITHIN STATE HIGHWAY RIGHT-OF-WAY WORK INCLUDED: Included in this section are the requirements that the Contractor must meet while working within the State highway right-of-way. GENERAL: The Contractor shall insure that Highway Permits have been obtained prior to the commencement of any construction within a pubic highway right-of-way. Permits for work within a State highway rightof-way shall be obtained from the Utilities Engineer, Vermont Agency of Transportation, Montpelier, Vermont. A preconstruction meeting will be held prior to the Contractor beginning work The Agency of Transportation's District Transportation Administrator and/or Utilities Engineer, the Construction Manager, the Contractor's superintendent, and the Engineer assigned to the project will be present at this meeting. Upon completion of the work, a final inspection will be held, with the same parties present as at the preconstruction meeting. The Contractor will be required to restore the highway right-of-way to as good a condition as it was prior to doing the work, and to the satisfaction of the Agency of Transportation's District Transportation Administrator. Ten (10) days written notice shall be given to the District Transportation Administrator before any work is done within a State Highway right-of-way. A copy of such notice shall be fumished to the Engineer. Inspection by the Agency of Transportation shall be permitted as construction progresses. The Contractors work shall be performed in such a manner that the roadway, appurtenances and highway traffic will be safeguarded. The Contractor shall suspend all work within the State Highway rightof-way during the period from November 15th to April 151h, unless otherwise permitted by the Agency of Transportation. Prior to suspension of work. the Contractor shall hold a conference with the Engineer, District Transportation Administrator and the Owner. Any work required as a result of this conference shall be accomplished prior to November 15th, unless otherwise permtted by the Agency of Transportation. All bituminous paved travel ways, shoulders and parking areas disturbed under this Contract shall be restored prior to suspension of work. Gravel surfaces in travel ways and parking areas shall be restored to a condition equal to that which existed prior to start of construction. All bituminous paved and gravel surfaced travel ways and parking areas shall be maintained by the Contractor throughout the suspension of work period. Traffic shall be protected at ail times by suitable barricades, warning and advance warning signs, as required to protect the public during the construction period. All construction operations will be conducted so as to cause a i inimum of interference with traffic. At least one-way traffic shall be maintained at all times. Two-way traffic shall be maintained at all times when construction operations are not in progress. Uniformed officers shall be provided for the control of traffic when two-way traffic cannot be maintained and at such other times as may be required by the District Transportation Administrator for the protection of the pubic. APPROVAL: Before any construction operations are started, the Contractor shall submit to the Engineer in triplicate, a detailed written description of the equipment and methods he proposes to use and acceptable sketches showing details of the proposed operation. If a subcontractor is to be used for the work, the name and address of the subcontractor shall be indicated in the written description. No work shall proceed until the Contractors plans and schedules have been approved in writing by the Owner, the Engineer and the District Transportation Administrator. JACKING, DRILLING AND TUNNELING: The Contractor shall construct the casing pipe under the highway as indicated on the Drawings in such a manner that there shall be no interruption to traffic or disturbance of the roadway. Jacking, drilling or tunneling operations shall be confined to areas outside the traveled portion of the highway, as indicated on Vermont Agency of Transportation Standard Drawing D-20. Jacking, drilling or tunneling operations, including installation of the casing and carder pipe, shall be carried out in accordance with the approved plans, specifications and working drawings. When excavating from within the jacking or drilling pipe, the Contractor shall use extreme care to avoid the loss of material from outside the limits of the pipe in its final position. Excavation shall be carded ahead of the casing pipe only to that extent possible without the loss of material. When sheet piling Is used to form the highway side of the boring pit, the piling shall be cut off 2 feet below grade and the remaining length left undisturbed following completion of construction operations. No material shall be placed on the paved portion of the highway at any time unless authorized by the District Transportation Administrator. Open cut excavation for highway crossings is not the option of the Contractor, and may be utilized only where attempted jacking, drilling or tunneling methods fail or otherwise prove impractical. Where such methods fail or prove to be impractical, the Contractor, with the written approval of the Engineer, shall obtain an appropriate modification of the Highway Permit from the District Transportation Administrator prior to the utilization of open cut methods. Pdor to approval of each instance, evidence will be required that no practical alternative to open cutting exists. EXCAVATION, BACKFILL AND SURFACE RESTORATION: Maximum dimensions of excavation within the highway right-of-way shall conform in general to details shown on Vermont Agency of Transportation Standard Drawing D-20. When excavating through Portland cement concrete pavements, existing reinforcing shall be cut in the center of trench and carefully bent out of the way of excavation operations. Immediately following installation of the casing and/or pipe, the trench shall be backfilled with approved material in 6" layers to the subgrade line. Each layer shall be compacted to not less than 95% of the maximum dry density as it is placed- Sub -base of gravel or crushed rock shall be placed on the property compacted subgrade in 6" compacted layers and shall be a minimum depth of 18" or as directed by the Engineer. Each layer shall be thoroughly and acridly compacted. At least a temporary pavement shall be provided within 36 hours of the completion of backfilling and prior to weekend shutdown at all locations where an open cut has been made through a roadway subject to vehicular traffic. The temporary pavement shall consist of at least one inch of thoroughly compacted bituminous concrete. Temporary pavements shall be property maintained and shall be replaced with permanent pavement prior to completion of the project or suspension of work for the winter season. Cement concrete pavements shall be replaced with concrete having a minimum thickness equal to the thickness of the existing pavement, but in no case less than 8" thick The top surface shall be shaped to smoothly match adjoining pavement. An overlap (structural tie) shall be maintained between existing and new rebar or Are mesh. Reinforcing shall be placed with a minimum concrete cover of 2". Concrete shall be thoroughly compacted, struck off to the desired grade and cured for seven (7) days with moistened sisal paper or burlap covering before being subjected to traffic. Bituminous pavements shall be replaced with 3" of bituminous plant mixed concrete or the thickness of the existing bituminous pavement, whichever is less, in accordance with Vermont Agency of Transportation Standard Drawing D-20. Sidewalk and curbs shall be replaced in kind or in accordance with details shown on the plans. Existing granite curbs may be salvaged and reset. In areas presently grass covered, turf shall be re-established in accordance with Section 651, Vermont Agency of Transportation Standard Specifications for Highway and Bridge Construction, to the satisfaction of the District Transportation Administrator. The Contractor shall be responsible for the turf and grade of the ground surface for one year following the completion of the work, or as specified by the District Transportation Administrator. 02100 CLEARING GRUBBING AND STRIPPING OF TOPSOIL WORK INCLUDED: The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the Units of the property or easements indicated in the drawings. CLEARING AND GRUBBING: The Contractor shall do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineer. Disposal shag comply with local ordinances. All areas cleared shall be left clean and presentable. Except within actual fines of trenches, manholes, roadways or sidewalks to be built, where trees must be removed, no We trees with trunks over four (4) inches in diameter shall be removed unless otherwise required or approved by the Engineer. Clearing shall be done in such a manner that present growth AN merge with the construction Units to give a natural appearance. The Contractor shall remove all stumps and roots vrithin permanent rights -of -way. STRIPPING TOPSOIL: In general, where construction is not in roadways, it is carded across private and pubic righls-cFway, presently covered with topsoil. After trenching and Pipe laying operation or construction of structures is completed, excess material shag be removed and area graded, provided with topsoil and seeded as specified in Section 02820. Ground surface shall be left in a condition equal to that which existed before construction. 02212 EMBANKMENTS WORK INCLUDED: Embankments shall be constructed, as shown on the Contract Drawings, by the Contractor with either approved surplus excavated material or with approved material obtained elsewhere. SURFACE PREPARATION: When the embankment to be constructed is less than 5 feet in depth above the existing grade, the area within the construction Units shall be prepared by clearing all trees, down timber, brush, bushes and shrubs. The area shall be grubbed to reprove all stumps, roots, duff, grass turf, debris or other objectionable material. When the embankments are 5 feet and over, all stumps shall be cut off as close to the ground as practicable, but not to exceed 6 inches above the existing ground as measured at the base of the stump. The area shall not be grubbed, but all objectionable material shall be reproved. All material resulting from clearing and grubbing shall be satisfactorily disposed of in a manner approved by the Engineer and In compliance with local ordinance. When embankments are to be made on a hillside, the slope of the original ground on which the embankments are to be constructed shall be stepped and properly drained as the fill is constructed in accordance with the plans or as directed by the Engineer so that adverse movement of the slopes does not occur. MATERIALS CONTROL: The excavated rock, ledge, boulders and stone, except where required in the construction of other items or otherwise directed, shall be used in the construction of embankments to the extent of the project requirements and, generally, shall be placed so as to form the base of an embankment. Frozen material shall not be used in the construction of embankments, nor shag the embankments or successive layers of the embankments be placed upon frozen material. Placement of material other than rock shall stop when the sustained air temperature, below 320F, prohibits the obtaining of the required compaction. If the material is otherwise acceptable, it shall be stockpiled and reserved for future use when its condition is acceptable to the Engineer for use in embankments. EMBANKMENTS OVER UNSTABLE SOILS: When embankment is to be constructed across swamp, muck or areas of unstable soils, the unsuitable material shall be excavated to reach soils of adequate bearing capacity and the embankment begun. Alternative methods such as use of a fitter fabric in place of excavation and backfill may be utilized only after approval of same by the Engineer. Material from excavation on the project shall be used to the extent available and when not available shall be obtained from other sources when authorized In writing by the Engineer. METHOD OF CONSTRUCTION: Material being placed In embankments shall be placed in horizontal layers of uniform thickness across the full width of the embankment; except when it is impractical to construct full width of the embankment, partial width layers may be authorized by the Engineer. Stumps, trees, rubbish and other unsuitable material shall not be placed in embankments, except as designated on the plans or as ordered by the Engineer. The layers shall begin at the deepest part of the fill. Embankments shall be placed and compacted as in Section 02265 of these Specifications using 6 inch lifts to obtain 96% maximum dry density by the ASASHTO T99 (Standard Proctor) or the ASTM 069$ test. Field density testing shall be done in conformance with the Sand Cone Method, ASTM D1556 or the Nuclear Method described by ASTM D292 or AASHTO T238. Effective spreading equipment shall be used on each layer to obtain uniform thickness prior to compaction. Each layer shall be kept crowned to shed water to the outside edge of embankment and continuous leveling and manipulating will be required to assure uniform density. The entire area of each layer shall be uniformly compacted to at least the required minimum density by RECEIVE JUN 0 1 2010 City of So. Burlington ) ) E use of compaction equipment consisting of rollers, compactors or a combination thereof. Earth moving and other equipment not specifically manufactured for compaction purposes will not be considered as compaction equipment. All fill malenal shag be compacted at a moisture content determined by the Engineer to be suitable for obtaining the required density. In no case, shall the moisture content in each layer under construction be more than 3 percent above the optimum moisture content and shall be less than that quantity that Will cause the embankment to become unstable during compaction. Sponginess, shoving or other displacement under heavy equipment shag be considered prime facie evidence for an engineering determination of lack of stability under this requirement and further placement of material in the area affected shall be stopped or retarded to allow the material to stabilize. When the moisture content of the maternal in the layer under construction is less than the amount necessary to obtain satisfactory compaction by mechanical compaction methods, water shall be added by pressure distributors or other approved equipment; water may also be added in excavation or borrow pits. The water shall be uniformly and thoroughly incorporated into the soil by disc, harrowing, blading or by other approved methods. This manipulation may be omitted for sands and gravel. When the moisture content of the material is in excess of 3 percent above the optimum moisture content, dry material shag be thoroughly incorporated into the wet material or the wet material shag be aerated by disking. harrowing, blading, rotary mixing or by other approved methods; or compaction of the layer of wet material shall be deferred until the layer has dried to the required moisture content by evaporation. PIPELINES IN EMBANKMENTS: Pipelines and structures placed in embankments or fills shall conform to these specifications with respect to excavation, bedding, laying and backfilling. Excavation for pipelines to be laid in embankments shall be made after the embankment has been completed to a height of 3 feet above the crown of the pipe. The pipe shall be laid, property bedded and backfilled to the top of the trench excavation. Construction of the embankment shall then continue according to this section. Embankment material adjacent to pipelines shall meet the requirements for backfill. No payment for substitute backfill will be authorized for backfill trenches excavated in embankments. COVER: Embankments shall be topsailed and seeded in accordance with Section 02820 of these specifications unless specified otherwise on the plans. In embankment areas where erosion control plantings are to be made, the area shall be graded or banned to Provide cross -drainage and topsoiled prior to the planting. 02213 EXCAVATIONS FOR ROADWAYS AND PARKING WORK INCLUDED: The following section describes the work to be done by the Contractor in making parking or road excavations. GENERAL: Prior to the beginning of excavation, grading and embankment operations in any area, all necessary clearing and grubbing in that area shall have been completed. SLOPES: All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left in a neat and trim condition. Excavation shall be made in reasonably close conformity with the lines, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION: During the construction, the roadways and parking shall be maintained so that they will be drained at all times. Where traffic is maintained, care shag be exercised to keep the portion open to traffic in a satisfactory condition. REMOVAL OF MATERIAL: An suitable material removed from excavation shall be used in the formation of embankments as indicated on the plans or as directed by the Engineer. The extra ar waste material excavated during construction of the roadways and parking will be used to the extent possible to uniformly flatten slopes, or be deposited in such places within the right-of-way as may be indicated on the plans or as directed by the Owner or Engineer. None of the extra or waste material will be removed from the project site, unless permitted by the Owner or Engineer. Any material not used in the right-of-way or to flatten slopes shall be used to fill gullies or Other low areas within the project lands as directed by the Owner or Engineer. All of the areas that are filled with this extra or waste material shall be graded to drain, topsoiled, seeded and mulched in accordance With the landscaping specifications. The Contractor shall be responsible for the stability of all constructed embankments and shall replace at his own expense any portions which have become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL: Unless authorized by the Engineer, borrow material shall not be Placed until all suitable material has been excavated and placed in the embankments, except when Sand Borrow or Granular Borrow is called for on the plans or when Granular Borrow is required by the Engineer for use under embankments or used with material from roadway excavations in making embankments. 02221 PIPELINE TRENCHES AND EXCAVATIONS FOR STRUCTURES WORK INCLUDED: The Contractor shall excavate to normal depth in earth for structures and trenches, backfill such excavations and grade and topsoil as necessary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations shall be of sufficient width and depth at all Points to allow all pipes to be laid, joints to be formed and structures and appurtenant construction to be built in the most thorough and workmanlike manner and to allow for sheeting and shoring, pumping and draining and for removing and replacing unsuitable material. Trenches and excavations shall be at least twelve inches wider than the outside dimensions of the structure they are to contain; trenches must not be unnecessarily wide so as to materially increase bad on the pipe resulting from backfill. Bottoms of trenches and other excavations she be carried to Ones and shapes satisfactory to the Engineer. Bottoms of trenches for pipe shall be carried to a depth six inches greater than grade of pipeline, refilled to grade and bedded in the specified bedding method as detailed on the Contract Drawings. No tunneling will be permitted in place of open bench construction unless specifically authorized by the Engineer or required as apedfied under Section 01575, Work Nhthin Slate Highway Rights_, -Way. Excavations adjacent to existing underground stmdures shall be done by hand ..that foundations of structures shenot be disturbed. Wherever boulders or ledge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shall be removed to a depth of six inches below grade and space occupied by them shall be refilled to grade with the specified bedding material. Trenches shall be opened at such times and to such extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, trees and any other surface material affected by the work shall be carefully taken up and kept separate from the other excavated material. If suitable, excavated material shall be used for embankments, backfill and fill. Side slopes of excavations shall be less than the angle of re Pose of material excavated and shall be flat enough to prevent slides or cave-ins. Any excavation required as a result of slides or cave-ins shall be done by the Contractor at his own expense. Placement of bedding material shall not be done until the ground has been thoroughly dewatered and the Contractor is ready to install pipe or to construct foundations of various structures. LENGTH OF TRENCH ALLOWED TO BE OPEN: Length of trench allowed to be open shall be determined by the Engineer. The total running length of all work in each section shall be kept as short as is practical. Only that length of trench which can be protected by means of barricades, fences, and the like shall be allowed to remain open overnight. Unless specifically permitted by the Engineer, all trench excavations shall be backfilled prior to work shutdown for each weekend. MISCELLANEOUS EARTH EXCAVATION: Wherever required by the Engineer, the Contractor shall do earth excavation and backfilling in addition to the excavation and backfilling needed to construct the work required by the Contract Documents. Miscellaneous earth excavation and backfilling may be required by the Engineer for test pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this item. Temporary or permanent relocation of streams shall not be considered under miscellaneous earth excavation. EARTH EXCAVATION BELOW GRADE: Wherever, in the opinion of the Engineer, material at or below grade fine of pipe or structure plus depth of bedding material is unsuitable for foundations, it shall either be excavated to such additional depths as directed by the Engineer and then refilled with crushed stone, well compacted, or the Engineer may direct that a finer fabric as defined in Section 02545 be utilized in Neu of deeper excavation. If finer fabric is utilized, it shall be Installed and the excavation then brought to grade One for pipe trenches as shown on the Contract Drawings. UNAUTHORIZED EXCAVATION: If the bottom of any excavation has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shall be brought to grade at the Contractor's expense by refilling wdth well compacted bedding material. EARTH EXCAVATION: Earth excavation includes all materials not classified as rock excavation and includes, but is not limited to curbs, sidewalks, pavement, peat, day, sift, sand, muck, gravel, hardpan, loose shale, loose stone in masses, and boulders measuring less than one cubic yard in volume. 02265 BEDDING FOR PIPE AND BACKFILL WORK INCLUDED: Work of this section pertains to the backfill requirements and definitions of materials utilized in backfill operations which the Contractor must comply with. GENERAL: Each structure or portion of pipeline shall be inspected and approved for bedding and backfill before it is covered. Approval for bedding and backfill will not constitute final acceptance of the structure or Pipeline. Any pipeline found to be out of One, deformed or damaged shall be reiaid or replaced without additional compensation. No backlifing will be allowed around manholes or other masonry structures until concrete or masonry has set sufficiently, as determined by the Engineer. All excess fill shall be removed from the construction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal site and obtaining any necessary permits associated with transportation to or disposal at the site. No excess fill may be stockpiled at the construction site. PIPE BEDDING: Pipe bedding shag be that material in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force main, it shall extend from the bottom of the trench, 6" below the invert of the pipe, to a point 6" above the crown of the pipe and shag consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. For ductile Iron gravity sewer, water main or force main and for reinforced concrete or asphalt coated corrugated metal storm drain, the bedding shall extend from the bottom of the trench, 6" below the invert of the pipe, to the spring line of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. The pipe bedding shag be compacted to the minimum density specified on the plans in order to provide uniform support around the pipe. Specific Information relative to the pipe bedding to be utilized on this project shall be found on the Contract Drawings and under the sections covering specific types of pipe materials, Sections 02520, 02555, 02556, and 02560 as appropriate. PIPE BACKFILL: Pipe backfill for this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrade as shown on the Contract Drawings for pipes under roads and shall be selected compactable soil material from the excavation. Materials used for backfill shall be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excavated material is unsuitable for backfill, the Contractor shall dispose of the material and substitute approved sand, gravel or other material in the amounts and proportions specified by the Engineer. Frozen material shall not be placed in backfills and backflls shall not be placed on frozen material. No stones in excess of 3" diameter shall be placed within 2 feet of the pipe. Larger stones may be used in the backfill provided care is taken that stones do not become nested and that all voids between stones are completely filled with fine materials. The size and quantities of stone used in backfill will be subject to approval by the Engineer. No backfill shall be dropped from a height of more than 3 feet from the top of the pipe. The backfill shall consist of two separate zones. The first zone shall extend from the top of the bedding material to a height of 24' above the crown of the pipe. Select excavated material with stones no larger than 3" diameter shall be placed in 6" ills and compacted to a density of 95% of the maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). The materials shag be placed carefully so as not to disturb the pipe or cause it to break or nvsaign. The second zone shall extend from the top of the first zone to within 4" or finished grade or to road subgrade. Material in this zone shall be select excavated material, placed in 6" lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). Suitable cohesive soil can be backfilled in this zone and compacted using impact type equipment, pneumatic tampers, engine or self-propelled, sheeps(oot rollers on wide trenches or other suitable equipment, providing the 95% compaction requirement is met. In cohesionless soils; vibratory plates in confined areas and vibratory rollers in unconfined areas can be utilized, providing the specified degree of compaction is .at. Granular cohesionless material may, in some cases and upon approval of the Engineer, be compacted using water jetting or immersion type vibrators with flooding and pooling. The entire trench width shall be uniformly compacted and brought to grade. The remaining 4' of trench between the top of the backfill and the final surface, on areas to be seeded or sodded, shall be backfilled with topsoil, compacted and finished in accordance with Section 02820, Final Grading, Topsoiling and Seeding of these Specifications. If the area is to be paved, the upper zone must be constructed in accordance with Sections 02649 and 02650 or 02651. FIELD DENSITY TESTING: Unless specified elsewhere, the Contractor shall provide field density tests to verily that the compaction requirements of this section have been met. Material having a gradation with more than 30% retained on the 3/4" sieve will generally be considered too coarse for satisfactory density testing and therefore shall be replaced with finer material and recompacted before retesting. Additional field tests necessary, because of failure of the first test to comply with stated density requirements, shall be provided by the Contractor at no addfional cost to the Owner. The field density determination will be made in accordance with Standard Method of Testing for Density of Soil In -Place by the Sand Cone Method, ASTM D1556 (AASHTO T191) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238. MATERIAL SPECIFICATIONS: This section pertains to the specifications which the Contractor must comply ,Min regarding the quality and type of material to be utilized for fill, backfill and embankment operations. GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plans or within these specifications, it shall mean a well graded material free from debris, stumps, branches, vegetation, pavement and similar objectionable material. It shall meet the gradation requirements for granular backfill defined as follows: Percentage by Weight Square Mesh Sieves Sieve Desianation Passing Total Sample Sand Portion 3" 100% --- 2-1/2' 90%-100% --- No. 4 501/6- 100% 100% No. 100 --- 0%-18% No. 200 --- 0% -8% GRAVEL BORROW: Where reference is made to this material either on the plans or within the specifications, it shall mean a material reasonably free from silt, loam, clay or organic matter containing no more than 8% by weight passing the #200 sieve. It shall be uniformly graded and the largest stone shall not exceed 6" In any dimension. SAND: Sand shall consist of clean, hard durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of sift, loam, clay, organic matter or other harmful substances. It shall meet the gradation requirements for sand defined as follows: Percentage by Weight Sieve Desianation Passino Total Sample 12" 100% No.4 90%-100% No. 10 60%-90% No. 40 20% -40% No. 200 0%-12% CRUSHED STONE: Crushed stone or screened gravel, uniformly graded from 314" to 114" and of satisfactory quality shall be furnished to replace unsuitable material excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer. It shall be clean, hard, durable and free from dust, loam, clay or organic matter and shall be well compacted in place. STONE FILL: The Contractor shall fine specified drainage ditches following excavation with stone fill in reasonably close conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone rill may also be used in the stabilization of embankment, and shall be placed in one course thickness as shown on the Plans in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing the underlying material. The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sizes of stone. Rearrangement of the stone fig by hand labor or mechanical equipment may be required to obtain the specified results. When stone fill and fitter blanket are to be placed as part of an embankment, the protective materials shall be placed concurrently with the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and filter blanket is to be placed under water, methods shall be used that will minimize segregation and insure that the required thickness of protective material will be obtained. Stone for stone fill shall be approved hard blasted rock. The stone shall be angular in shape and shall not have a smallest dimension less than 1/3 of its longest dimension. The stone fill shall be reasonably well graded from the smallest to the maximum size stone specified so as to form a compact mass when In place. a) Type 1: The longest dimension of the stone shall vary from 1 Inch to 12 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 4 inches. b) Type 2: The longest dimension of the stone shall vary from 2 inches to 36 inches and at least 50 percent of the volume of the stone in place shag have a least dimension of 12 inches. c) Type 3: The longest dimension of the stone shag vary from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shag have a least dimension of 16 inches. all Type 4: The longest dimension of the stone shall vary from 3 inches to 60 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 20 inches. RIPRAP: The Contractor shall furnish and place riprap in reasonably close conformity to the dimensions, elevations and at the locations indicated on the plans in accordance with these specifications or as ordered by the Engineer. The slopes to be protected shall be graded and shaped to the lines indicated on the plans or as directed by the Engineer and if in a fill area, shall be compacted as per this section. All slopes shall be maintained and protected to the neat lines indicated on the plans prior to the placing of dprap. Stone for nprap shall be approved, rough, unhewn quarry stone, as nearly rectangular in section as practical. The stones shag be hard, sound, resistant to the action of water and weathering and suitable in every respect for the purpose intended. The individual stones shall have a depth equal to the thickness of the course of riprap. The riprap, complete in place, shall consist of stones that have a minimum volume of 8 cubic feet, unless otherwise noted. The voids between the stones shall be chinked with smaller stones to produce a relatively smooth and uniform surface. Rip rap shall generally be placed from an elevation l' below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02520 STORM DRAIN LINES. CULVERTS. and RELATED CONSTRUCTION WORK INCLUDED: Work in this section pertains to the installation of all storm drain pipe Ones, manholes, catch basins, culverts and appurtenances. Work shall be as shown and noted on the Contract Drawings or as directed by the Engineer. TYPES OF PIPE: The type of pipe which may be used for storm drain Ones is Smooth Interior and Annular Exterior Corrugated High Density Polyethylene Pipe (HOPE) or an approved equal. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. SMOOTH INTERIOR AND ANNULAR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE: This specification describes 4- to 604nch (100 to 1500 mm) Smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe with a Sift Tight and Leak Resistant Joint for use in nonpressure gravity flow drainage applications. AASHTO M252: Standard Specification for Corrugated Polyethylene Pipe, 4" to 10"(100 to 250mm), Type S. ' AASHTO M294: Standard Specification for Corrugated Polyethylene Pipe, 12" to 48" (300 to 1200 non), Type S. AASHTO MP7-97: Standard Specification for Corrugated Polyethylene Pipe, 54" to 60" (1350 and 1500 mm), Type S. ASTM D2321: Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. ASTM D3350: Standard Specification for Polyethylene Plastic Pipe and Fittings Materials. ASTM F477: Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. Pipe and fitting material shall be high -density polyethylene meeting ASTM D3350 minimum cell classification 324420C for 4-through 10inch diameters or 335420C for 12-through 604nch diameters. ' Pipe manufactured for this specification shall comply with the requirements for test methods, dimensions, and markings found in AASHTO M252, AASHTO M294 and/ or AASHTO MP7-97. The prescribed sizes of pipe are nominal Inside diameters. Pipe sizes shall be no less than 99% of norninal inside diameter and have a minimum of 20.0 feet laying length. For 4-to 10inch (100 to 250 mm) diameters, the pipe suppled shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO M252, Type S. For 12- to 4m 8- inch (300 to 1200m) diameters, the pipe supplied shall be smooth Intedor and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO M294-97, Type S. For 54-to 60- inch (1350 to 1500mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO MP7-97, Type S. Manning's "n" value for use in design shall not be less than 0.010. FITTINGS: Fittings shall conform to AASHTO M252, M294 or MP7-97. Fabricated fittings shall be wekded on the interior and exterior at all junctions. JOINTS: Pipe shall be joined with belland-spigot joints meeting AASHTO M252, M294 or MP7-97. Joints shall provide sift tight and leak resistant joint. Pipe joints shall incorporate a gasket meeting the requirements of ASTM F477 to form sift fight and leak resistant connection. Joints shall exceed the soil tight joint performance criteria of AASHTO Standard Specifications for Highway Bridges, Division 11, Section 26. Gaskets shall be installed by the pipe manufacturer and covered with a removable wrap to ensure the gasket is free from debris. A joint lubricant supplied by the manufacturer shag be used on the gasket and bell during assembly. Smooth Interior and Annular Exterior Corrugated HOPE Pipe shall be Sure-Lok F477 as manufactured by Hancor, Inc. or a pre -approved equal. All alternate products must be submitted to the Engineer two weeks before bid date for Contractor approval. Installation Installation shall be in accordance with ASTM D2321 with the exception that minimum cover in trafficked areas shall be one foot (0.3 m) for 4" - 48" pipe and 18"(0.5 m) for 54" and 60" pipe. Backfill the pipe with material meeting the requirements of ASTM D2321 Class 1, II or III subject to the approval of the Engineer. Backfill shall be placed in six to twelve Inch lifts compacted to a minimum 95% standard proctor or as designated by the Engineer. Trench width should be wide enough to place and compact backfill around the entire pipe. The trench width shall be outside diameter+24' for pipe sizes 12" to 30" and outside diameterr36" for pipe sizes 36" to 60". LAYING PIPE: Stone drains and culverts shall be constructed on a trench bottom prepared and bedded as shown on the Contract Drawings. Each pipe shall be checked just prior to laying to ensure that it is clear of all dirt and debris and shall be laid true to One and grade as indicated on the Contract Drawings. AN joints shag be fight and inverts shall be continuous. When pipe is to be laid within the State Highway Right -of - Way it shall also be installed in accordance with requirements of Section 601 of the Vermont Highway Department Specifications. Care shall be exercised when unloading pipe from delivery trucks and moving pipe to its final position. When damaged pipe is rejected by the Engineer, new pipe shall be furnished by the Contractor at the Contractors expense. Where existing pipe is to be retained or re-laid and it becomes damaged due to the faun of the Contractor, it shall be replaced with new pipe at the Contractors expense. PIPE BEDDING: Pipe bedding shall be as specified in Section 02265 of these Specifications. Reinforced concrete and asphalt coated corrugated metal pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to the spring line of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings. Plastic pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to 6" above the crown of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings, Backfill above the pipe bedding shall be suitable excavated material free of stones larger than 3" and shall be placed according to Section 02265 of these specifications. MANHOLES, CATCH BASINS AND OTHER APPURTENANCES: Where indicated on the plans, the Contractor shall furnish and install manholes which meet the requirements of Section 03401 of these Specifications. The Contractor shag also furnish and install catch basins, where indicated on the plans, which meet the requirements of Section 03,402 of these Specifications. All manhole or catch basin steps, covers, grates and other miscellaneous metal shall be furnished and installed in accordance with Section 05550 of these Specifications. HEADWALLS: The Contractor shall construct pipe headwalls at the locations shown and in reasonably close conformity with the Ines, grades and dimensions shown on the Contract Drawings or as ordered by the Engineer. Headwalls shall be either specifically designed asphalt coated, corrugated galvanized metal end sections or shall be of concrete construction, as shown on the Contract Drawings. If constructed of concrete, all concrete utilized shag meet the requirements for Class B concrete as per Section 03300 of these Specifications. 02530 DEWATERING WORK INCLUDED: The work includes all work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water. The Contractor shall at his expense remove by pumping, draining, baiting or otherwise, any water which may accumulate or be found in trenches and other excavations made under this contract, and shall form all pump wells, sumps, dams, flumes, or other works necessary to keep trenches and other excavations entirety dear of water while pipe Ones and structures and their foundafions are being built. Newly made masonry shall be protected from damage resulting from dewttering work, by use of camas, tar paper, or by such other sufficient methods as may be approved by the Engineer. The Contractor shag at all fines, have sufficient pumping machinery so that structures will be built in the dry. Excavation and trenches shag be dewatered where necessary by use of stone drains, pipe underdrains, or by use of well points. Pipe used for underdrains shall be of ample size to dewater trench for proper drainage during construction work Pipe shall be corrugated metal, HOPE, or PVC, as hereinafter specified. Areas to be excavated and trenches shag be excavated to such additional depth as required to lay underdrain in a bed of clean gravel or broken stone. If a well point system is used for dewahering excavation, well points shall be spaced and driven to a depth to thoroughly dewater the construction area. All dewatering, regardless of method, shall be accomplished so that adequate bearing capacity of the soil is reached to allow stable support of pipe lines, structures, and foundations. Removal of visual running water in the trench without provision of stable trench bottom support for piping or structures does not constitute adequate dewahering. The Contractor shag furnish, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no structures to be bulk under this Contract shall move. The Contractor shag construct noise abatement structures around all pumps or machinery that must run after working hours. These structures must provide adequate sound absorption to prevent disturbance of the public. Water from trenches and excavations shall be disposed of in such a manner as will not cause injury to pubic health nor to pubic or private property, nor to work completed or in progress, nor to surface of highways, nor cause any interference with use of same by the pubic. No silty, brackish or turbid water from trenches and excavations shall be allowed to discharge directly to a stream or natural drainage course leading to a stream. The turbid water can be discharged onto the ground providing the subsequent runoff does not create a turbid situation In the stream. Where ground application creates or is likely to create turbid stream conditions, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site restored to its original condition. 02540 EROSION CONTROL WORK INCLUDED: The Contractor shag carry out his operations in such a manner to give adequate protection to water courses and minimize surface erosion. Wdthin 7 calendar days after Notice to Proceed an the Project, the Contractor shag submit to the Engineer for acceptance, the Contractor's proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to erosion, as indicated by the Engineer, or within existing drainage channels until the methods of erosion control, to be employed on the project, have been approved by the Engineer. The Engineer has the authority to fimit the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate erosion control measures to prevent contamination of adjacent streams or other water courses and areas of water impoundment. These measures shall include but not be limited to, stone check dams, hay bales for mulch and matting. As the excavation proceeds, cut slopes shall be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cut slopes and embankments to the elements shall be as short as practical. Seeding, mulching, installation of erosion control shrubbery or other designed treatment should be initiated promptly and concurrently with the other work The Contractor will be required to incorporate all permanent erosion control features into the Project at the earliest practical fime as outlined in his accepted schedule. RECEIVED JUN032010 1 If and when conditions develop that will suspend construction operations for any appreciable length of time, the excavation and embankment areas shall be shaped in such a manner that the runoff of water may be intercepted and diverted to points where least erosion shag result. Slope drains shall be installed as soon as possible to assist in carrying this runoff. If these preventative measures should fail and an appreciable amount of material begins to erode into a river, stream or impoundment, the Contractor shall act immediately to correct and prevent further erosion. Erosion control measures shall be continued until the permanent drainage facilities have been constructed and until grass on seeded slopes or specially installed shrubbery is established sufficiently to be an effective deterrent against erosion. Unless otherwise approved in writing, mechanized equipment shall not be operated in live streams except as may be required to construct changes in channel and permanent or temporary structures. Rivers, streams and impoundments shall, as soon as construction will allow, be cleared of all false work, piling and debris caused by the construction operations. The Contractor shag perform all of the storm water and erosion control specifications and details shown on the Contract Drawings including installation, maintenance and removal of temporary dams and inlet protection. 02555 DUCTILE IRON WATERLINES AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shall furnish, install and test all water mains and appurtenances as indicated in the Contract Drawings and Specifications. MATERIALS: Pipes for all waterlines shall be ductile iron pipe of the thickness class designated on the plans. The minimum acceptable thickness pipe shall be the thickness Class designated on the plans. All ductile iron pipe shall be centrifugally cast in molds and shall conform to the latest revision of ANSI Standard A21.51, (AWWA C 151) and ANSI Standard A21.11 (AWWA C111). Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe Fittings and ANSI Standard A21.10 (AWWA 0110) Gray4ron and Ductile Iron Fittings 3 inch through 48 inch of Water and Other Liquids. All ductile iron pipe shall be cement lined and shag conform to ANSI Standard A21.4 (AMA C104), Cement -Mortar Lining for Ductile Iron Pipe and Gray Iron Pipe and Fittings for Water. All pipe Joints, shall be the push -on type, except for joints at fittings and valves which shall be mechanical joint, unless noted otherwise on the plans. All fittings shall have body thickness and radii of -,.lure conforming to ANSI Standard A21.10 and push - on joints shad conform to Sections 11-2 through 11-5 and 11-7 through 11-8 of ANSI A21.11. The electrical conductivity of the pipeline and attached services shall be maintained at all Joints through the use or three brass wedges at each joint or with conduction straps. The electrical conductivity of the pipeline across all couplings, valves, and fittings shall be maintained through the use of conduction straps. No couplings shall be made at any paint on the pipeline or attached services without incorporating provisions to maintain electrical conductivity. Mechanical joint, ductile iron pipe shad be the thickness Class designated on the plans, and shall be installed where specified on the plans. Mechanical joint ductile iron pipe shall conform to the Specifications for ductile iron pipe, except for fittings which shall be mechanical joint with body thickness and radius of curvature conforming to ANSI A21.10 and mechanical joints which shall be in accord with Sections 11-2 through 11-6 o(ANSI A21.11. All pipe and fittings shag be manufactured by U.S. Pipe and Foundry, Co., Clow or an approved equal. INSPECTION AND TESTING OF MATERIALS: All cast iron pipe and fittings shall be Inspected and tested in accordance with the manufacturers specifications and the aforementioned AWWA Specifications. The Contractor shall furnish for approval, certification from pipe manufacturer that all tests have been performed with satisfactory results. Pipe shall not be installed without the Engineer's approval. HANDLING: Pipe, fittings and accessories shall be carefully handled to avoid damage. Prior to the date of acceptance of the project work by the Owner, the Contractor shall replace any pipe or accessory found to be defective at any time, including after it has been installed, at no expense to the Owner. The Contractor's attention is called to the fact that the cement lining of the pipe is quite brittle and special care should be taken in handling. All cutting shall be done with a machine having wheel cutters or knives adapted to the purpose except as otherwise approved. All cut ends shall be examined for possible cracks caused by cutting. AN pipe showing cracks shall be rejected. If cracks occur in the pipe, the Contractor may, at his expense and with the approval of the Engineer, cut off the cracked portions at a Point at least twelve inches from the visible limits of the crack and use the sound Portion of the pipe. All pipe and fittings shall be cleared of all foreign matter and debris prior to installation and shall be kept clean unfit the time of acceptance by the Owner. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. Each pipe shall be laid true to line and grade and so laid as to form a light joint with next adjoining pipe. All installation of pipe shall be done in accordance with AWWA Standard C600. Al all times when pipe laying is not actually in progress, the open ends of the pipe shad be closed by temporary watertight plugs or by other approved means. If water is in the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe has passed. There shall be a minimum of six feet of cover on all pipes and fittings. The pipe shall be installed In trenches and at the ire and grade shown on the Contract Drawings. Any deflection at joints shad be within the limits specified by the manufacturer. Ad Piping and appurtenances connected to equipment shall be supported so that no strain will be imposed on the equipment. Of the equipment manufacturers specifications indicate that pipe loads are not to be transferred, the Contractor shag submit certification cf compliance). Thrust blocks or properly installed tie rods shall be installed on all plugs, tees, and bends deflecting 11-1/4' or more. Care shag be taken to ensure that concrete will not come in contact with flanges, joints or hofls. The required area of thrust blocks are indicated on the Contract Drawings or shag be as approved by the Engineer. In instances where the use of different types of pipes requires joining, the Contractor shall furnish and install all necessary adapters. All trenching safety standards shall be in conformance with any applicable State and Federal guidelines. No walking on or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted until Pipes are backfilled as specified to a depth of 12 inches. PIPE BEDDING AND BACKFILL: Pipe bedding and backfill for all waterlines shaft be as indicated in Section 02265. Pipeline shag be laid on a prepared bed of 6" of sand or gravel and adjusted for proper alignment and grade. Sand or gravel, as indicated on the Contract Drawings, shall then be placed and compacted to the springline of the pipe (centerline). Backfill with excavated material containing stones no larger than 3" shall then be placed and compacted in 6" Efts to 24" over the pipe crown. Where sub- surface, "in -place" conditions warrant reduced bedding or compactive effort, the Engineer shall make a field determination as to whether the bedding requirements can be reduced. All projects shall use the standard outlined in this section and Section 02265 for pricing and any savings resulting from reduced bedding shag accme to the Owner. FIELD TESTING: Except as otherwise directed, all pipe Ines shall be tested. Pipe Ines laid in excavation or bedded in concrete and any exposed piping shall be tested prior to field painting. The Contractor shall furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valved section or a maximum of one thousand feet of pipe shag be tested. All water required for testing shall be potable. All testing shall be conducted in the presence o(lhe Engineer. The Contractor shall make the necessary provisions to tap the pipe at the high point to release all air and shall plug same after completing the test. Hydrants or blowoffs located at high points may be used (or air release in lieu of taps if approved by the Engineer. The pressure and leakage tests shall be performed as a combined test which shag be for a duration of two hours at 150% of normal operating pressure or 200 psi, whichever is more, in the line at the lowest elevation. Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe to maintain the leakage test pressure after the pipe has been filled and the air has been expelled. No installation WE be accepted if the leakage is greater than that determined by the formula: L = SO (P)^.5 148,000 Where L Is allowable leakage in gallons per hour, S is the length of pipe being tested, D is the nominal diameter of the pipe in inches, and P is the average test pressure in pounds per square inch gauge. Should any section of pipe fail either the pressure or leakage tests the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or pints at no expense to the Owner. If for any reason, the Engineer should after the foregoing procedures, the Contractor shall remain responsible for the tightness of the fine within the above requirements. DISINFECTION: Chlorination of the water main shall be conducted only after the main has been satisfactorily tested and flushed and a dean stream is obtained as determined by the Engineer. The Contractor shag furnish all labor, equipment, materials and took necessary to disinfect the pipe and appurtenances in accordance with AWWA Standard for Disinfecting Water Mains C651 latest revision. The continuous feed method shall be performed under the supervision of the Engineer. The disinfection process shall be deemed acceptable only after samples of water from the flushed, disinfected main show no evidence of bacteriological contamination based on Health Department testing or testing by another approved lab. VALVES: All valves for waterlines shag meet the requirements of Section 15100. HYDRANTS: All hydrants shall meet the requirements of Section 15109. PIPE INSULATION: In areas where there is insufficient cover (i.e. less than five and one half feet) due to sewer pipes, etc. as indicated on the Contract Drawings, all pipe, fittings, etc. shall be insulated. The insulation shall be of extruded polystyrene and have a minimum thickness of 2 inches and shall be installed in shict compliance with the manufacturers directions. The insulation shall be Styrofoam SM, and shall meet the compressive strength requirements of ASTM D1621-73 and shall be as manufactured by Dow Chemical Company, Midland, Michigan. RECONNECTION OF SERVICES: All services to the existing water main shall be reconnected to the new main with pipe of equal size, and shall be provided with a corporation stop or valve as applicable. 02556 FORCEMAIN AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shall furnish, install and test all water mains and appurtenances as indicated in the Contract Drawings and Specifications. MATERIALS: Pipe and couplings for all forcemains shall be PVC of the pressure Class 160. All pipe shall meet the requirements of ASTM D2241 or AASHTO M258 section a l 'Poly Vinyl Chloride (PVC) Plastic Pipe (SDR-PR)" the Uni-Bed Standard UNI-B-2 -72, and AWWA Standard C900. The pipe shaft be manufactured from Class 12454-A or 12454-B compounds, with a hydrostatic design and basis rating of 4,000 psi at 73.4'F and shall confomn to ASTM D1784 compound specifications. All pipe shall be manufactured with outside diameters equal to those of ductile iron pipe. All pipe and couplings shall be the push -on type using elastomend gaskets except for joints at fittings and valves which shaft be mechanical joints. Joints shag meet the performance requirements specified in ASTM D3139. INSPECTION AND TESTING OF MATERIALS: All PVC pipe and fittings shall be inspected and tested in accordance with the manufacturers specifications and the aforementioned AWWA Specifications. The Contractor shall furnish for approval, certification from pipe manufacturer that all tests have been performed with satisfactory results. Pipe shag not be installed without the Engineer's approval. HANDLING: The Contractor shall be responsible for all material furnished by him and shall replace at his own expense all such material found damaged or defective in manufacture. This shall include the furnishing of all material and labor required for the replacement of installed material discovered prior to the final acceptance of work. The Contractor shall be responsible for the safe storage of material until it has been incorporated in the completed project. All pipe and fittings shag be cleared of all foreign matter and debris prior to installation and shall be kept clean until the time of acceptance by the Owner. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings and as specified in this section. Each pipe shag be laid true to line and grade and so laid as to form a tight joint with next adjoining pipe. All installation of pipe shall be done in accordance vlth UNI-B-3-77. At all times when pipe laying is not actually in progress, the open ends of the pipe shall be closed by temporary watertight plugs or by other approved means. If water is in the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe has passed There shall be a minimum of five feet -six inches of cover on all Pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at joints shall be within the Emits specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported so that no strain will be imposed on the equipment. Of the equipment manufacturer's specifications indicate that pipe loads are not to be transferred, the Contractor shall submit certification of compliance). Thrust blocks shag be installed on all plugs, tees, and bends deflecting 11-1/4` or more. Care shall be taken to ensure that concrete will not come in contact with flanges, joints or befts. The required area of thrust blocks are indicated on the Contract Drawings or shall be as approved by the Engineer. In instances where the use of different types of pipe requires joining, the Contractor shall lumish and install all necessary adapters. AN trenching safety standards shag be in conformance with any applicable Stale and Federal guidelines. PIPE BEDDING AND BACKFILL: Pipe bedding and backfill for all forcemains shall be as indicated in Section 02265. Pipeline shall be laid on a prepared bed of 6" of sand or granular pipe bedding and adjusted for proper alignment and grade. Sand or granular pipe bedding, as indicated on the Contract Drawings, shall then be placed or compacted to 6" above the cram of the pipe. Backfill with excavated material containing stones no larger than 3* shall then be placed and compacted in 6' ills to 24" over the pipe crown. Where subsurface, in -place conditions warrant reduced bedding or compactive effort, the Engineer shag make a field determination as to whether the bedding requirements can be reduced. All projects shag use the standard outline in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall secure to the Owner. FIELD TESTING: Except as otherwise directed, all pipelines shag be tested. Pipelines laid in excavation or bedded in concrete shall be tested prior to backfilling or the placing of concrete and any exposed piping shag be tested prior to field Painting. The Contractor shag furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valves section or a maximum of one thousand feet of pipe shag be tested. All water required for testing shall be potable. All testing shall be conducted in the presence of the Engineer. The pressure and leakage tests shall be performed as a combined test which shall be for a duration of two hours at 150% of highest w ddng pressure in the section being tested. Test pressures shall no be less than 50 psi at the highest point in the test section, shall not exceed pipe or thrust restraint design pressures, shall not vary by more than 5 psi, and shall not exceed twice the rated pressure of the valves when the pressure boundary of the test section includes closed gate valves. Each valved section of pipe shag be filled with water slowly and the specified test pressure, based on the elevation of the lowest point of the line or section under test and corrected to test gauge, shag be applied by means of a pump connected to the pipe. Before applying the specified test pressure, air shall be expelled completety from the pipe and valves. All exposed pipe, fitfings, valves, and joints shall be examined carefully during the test. Any damaged or defective pipe, fittings, or valves, that are discovered following the pressure test shall be repaired or replaced with sound material and the test shall be repealed. Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the specified test pressure after the air in the pipeline has been expelled and the pipe has been filled. No pipe installation will be accepted if the leakage is greater than that deterned by the following formula: L = (N)(D) x (P)A.5 7,400 Where L is the allowable leakage in gallons per hour, N is the number of joints in the length of pipeline tested, D is the nominal diameter of the pipe in inches, and P is the average test pressure during the leakage test in pounds per square inch gage. Should any section of pipe fail the leakage test, the Contractor shall do everything necessary to locale and repair or replace the defective pipe, fittings or joints at no expense to the Owner. If for any reason, the Engineer should alter the foregoing procedures, the Contractor shall remain responsible for the tightness of the line within the above requirements. VALVES: All valves for forcemains shall meet the requirements of Section 15100. PIPE INSULATION: In areas where there is insufficient cover (i.e. less than five and one half feet) the pipe shall be insulated. The Insulation shag be of extruded polystyrene and have a minimum thickness of 2 inches and shall be installed in strict compliance with the manufacturers directions. The insulation shall be Styrofoam SM, and shall meet the compressive strength requirements of ASTM Dl621 and shall be as manufactured by Dow Chemical Company, Midland, Michigan. 02560 SEWER PIPE LINES AND RELATED CONSTRUCTION WORK INCLUDED. The Contractor shag furnish and install all pipes, fittings and other materials necessary for the installation of gravity sewers, force mains, and all appurtenant construction related thereto including chimneys, service connections, thrust blocks and other related items as indicated on the Contract Drawings and as specified herein. The work shall also include testing and placing the system into satisfactory operation. TYPES OF PIPE: Types of pipe which shall be used for the various parts of work are as follows: a) Gravity Sewers shag be PVC solid wall pipe meeting ASTM Specifications D3034 or F679, or restrained joint PVC pipe meeting AWWA C900, or an approved equal. PVC SEWER PIPE: PVC sewer pipe shall conform in all respects to the latest revision of ASTM Specification D3034, or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR 35. Wag thickness of all PVC pipe shag meet ASTM Specifications for SDR 35 pipe. All pipe and fittings shall be clearly marked as follows: Manufadumes Name and Trademark. Nominal Pipe Size Material Designation 12454C PVC Legend "Type PSM SDR 35 PVC Sewer Pipe' or "PS 41 PVC Sewer Pipe" Designation ASTM 03034 or F679 Joints shall be pushon type using elaste meric gaskets, and shall conform to ASTM D3212. The gaskets shall be factory installed The pipe shall be furnished in nominal 13 fool lengths. Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fitfings; field fabricated, saddle type connections will not be considered acceptable. RESTRAINED JOINT PVC SEWER PIPE: Restrained joint PVC sewer pipe shall be C9001RJ PVC restrained joint pipe from Certatnteed Corporation or an approved equal. Pipe shall conform in all respects to the latest revision of AWWA Specification C900, Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 41n. through 12 In. The restrained joint pipe system shall also meet all short and long term pressure test requirements of AWWA C900. Pipe, couplings, and locking spines shall be completely nonmetal ic. Pipe and couplings shall be made Rom unplasticized PVC compounds having a minimum cell classification of 12454, as defined In ASTM D1784. The compound shall qualify for a Hydrostatic Design Basis (HDB) of 4000 psi for water at 73.4'F, in accordance with the requirements of ASTM 02837. Nominal outside diameters and wall thicknesses of restrained joint pipe shall conform to the requirements of AWWA C900. Pipe and couplings shall be legibly and permanently marked in ink with the following minimum information: Pipe Nominal pipe size PVC Dimension ratio AWWA/UL pressure class AWWA C900-07 Manufacturers name or trademark and production record code Couplings Nominal size PVC AW WAfUL pressure class AWWA C900-07 Manufacturer's name or trademark Joints shall be joined using non-metallic couplings to form an Integral system for maximum reliability and interchangeability. High -strength, flexible thermoplastic splines shall be inserted into mating, precision machined grooves In the pipe and coupling to provide full 36W restraint with eventy distributed loading. Couplings shall be designed for use at or above the pressure class of the pipe Wth which they are utilized, and shall incorporate twin elaslorneric sealing gaskets meeting the requirements of ASTM F477. Joints shall be designed to meet the zero leakage lest requirements of ASTM D3139. Pipe and couplings shall be homogeneous throughout and free from voids, cracks, Inclusions and other defects, and shall be as uniform as commercially practicable In color, density and other physical characteristics. Every pipe and machined coupling shall pass the AWWA C900 hydrostatic proof test requirements of 2 times the pressure class for 5 seconds. Until such time as UL standards are harmonized with AWWA, UL requirements shag be used which are 4 times the UL pressure class for 5 seconds (4'150-600 psi, 4'200=800 psi). Sufficient numbers of short lengths and fully machined fillings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings; field fabricated, saddle type connections will not be considered acceptable. Any pipe or fitting having a crack, or other defect, or which has received a severe blow shaft be marked rejected and removed at once from the work site. All field cuts are to be made at 90' to the pipe centerine. The contractor shall bevel the cut end to the same angle as the factory bevel, remove all interior buns, measure and place a homing mark on the pipe before assembling. The pipe installed under this specification shag be installed so that the initial deflection, measured as described below, shall be less than 5%. Deflection tests shall be performed on all flexible pipe agar the final backfill has been in place for at least 30 days. The deflection test shall be run using a rigid ball or mandrel having a diameter equal to 95 % of the Inside diameter of the pipe. No mechanical pulling devices shall be used during the deflection tests. All pipe not meeting the deflection test shall be re -excavated and replaced at the Contractor's expense. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. The Contractor will submit certification that the materials of construction have been sampled, tested, inspected and meet all the requirements including wail thickness in accordance with ASTM D3034 or ASTM F679 or AWWA C900, as applicable, for all pipe and fittings to be included in the project work. All pipe shall be installed in strict accordance with manufadurers installation instructions. PVC pipe shag not be installed when the temperature drops below 32'F or goes above 1004F. During celd weather, the flexibility and impact resistance of PVC pipe is reduced. Extra care is required when handing PVC pipe during cold weather. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. All pipe shall be carefully cleaned just before laying. Each pipe shall be laid true to fine and grade so laid as to form a tight joint with next adjoining pipe and to bring inverts continuous. Where the plans require service connections. Y-branches with 6 inch spurs shall be installed in the sewer main. Flexible pipe gaskets are required as Per this section. No walking on or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfii material WE be permitted until pipes are backfilled as specified to a depth of 12 inches. During construction all openings to pipe Ines shall be protected from entrance of earth or other malarial. Open ends of branches and pipes when completed shah be sealed with stoppers or by equally effective methods. Where new pipes are to join existing ones, the Contractor shah do such work as is necessary to make connections. FROST PROTECTION FOR SHALLOW SEWERS: Sewers With less than 5-12 feet of cover over the crown or where indicated on the plans shall be protected against freezing by installation of 2" thick Styrofoam SM insulating sheets vim a width of 3 feet or twice the pipe diameter, which ever is greater. The sheets shall be placed 6" above the crown of the sewer after compaction of the 6' lift immediately above the crown has been made. Care shag be exercised by the Contractor during backfill and compaction over the styrofoam sheets to prevent damage to the sheets. Styrofoam SM sheets shall meet the compressive strength requirements of ASTM D1621 and shall he as manufactured by Dow Chemical Company, Midland Michigan. LEAKAGE TESTS AND ALLOWANCES FOR GRAVITY SEWERS: The low pressure air test will be used to simulate infiltration or exfiRrabon rates into or out of all gravity sewers. Acceptance of the sewer shall depend upon the satisfactory performance of the se under test conditions. The lest shall be performed on pipe between adjacent manholes after barldlfing has been completed and compacted. All wyes, tees, laterals, or end of side sewer stubs shall be plugged with 8exible-joint raps, or acceptable alternate, securely fastened to withstand the internal test pressure. Such plugs or caps shag be readily removable, and their removal shall provide a jret suitable for making a flexible -jointed lateral connection or extension. Prior to testing for acceptance, the pipe should be cleaned by passing through the pipe, a full gauge squeegee. It shall be the responsibility of the Contractor to have the pipe clean. Immediately following the pipe cleaning, the pipe installation shall be tested with tow - pressure air. Air shall be slowly supplied to the plugged pipe section unfit the internal air pressure reaches 4.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further. The pipe fine shag be considered acceptable, when tested at an average pressure of 3.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the Pipe, if. (1) the total rate of air loss from any section tested in its entirety between manhole and cleanout structures does not exceed 2.0 cubic feet Per minute; or (2) the section under test does not lose air at a rate greater than 0.0030 cubic feet per minute per square foot of internal pipe surface. The requirements of this specification shag be considered satisfied if the time required in seconds for the pressure to decrease from 3.5 to 2.5 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe is not less than that computed according to ASTM C628. Minimum Test Time for Various Pipe Sizes Nominal Time Nominal Time Pipe Size min./100 R Pipe Size rnnJ100 it 3' 0.2 21" 3.0 4- 0.3 24' 3.6 6' 0.7 27" 4.2 8" 1.2 30" 4.8 10" 1.5 33" 5.4 12" 1.8 36" 6.0 15' 2.1 39" 6.6 18' 2.4 42' 7.3 If the pipe installation fails to meet these requirements, the Contractor shall detemnine at his own expense, the source or sources of leakage, and shall repair (if the extent and type of repairs proposed by the Contractor appear reasonable to the Engineer) or replace all defective materials or workmanship. The completed pipe installation shall meet the requirements of this test before being considered acceptable. Since this test does not determine the tightness of manholes, they shall be tested separately. The exfiltration leakage allowance out of manholes shall be no greater than 1 gallon per day per vertical foot to depth. The manhole shall be filled with water to a point 1 foot above the highest joint between manhole sections. In areas of high ground water, there shall be no visible leakage due to infiltration. Vacuum testing of manholes shall also be considered acceptable using the following guidelines: The test shall be done after assembly of the manhole. The manhole to pipe connection shall be flexible. A 60 inchlb. torque wrench shag be used to tighten the external damps. AN lift holes shall be plugged with a nonshrink mortar, as approved by the Engineer. The seal between manhole sections shall be approved, preformed flexible mastic per ASTM C923. The completed manhole shall not be backfilled prior to testing. Manholes which have been backfilied shall be excavated to expose the entire exterior prior to vacuum testing or the manhole shall be tested for leakage by means of a hydrostatic test. Interior piping and plugs shall be adequately braced to prevent movement. A vacuum of 10" of Hg shall be drawn within the manhole. The manhole shall pass the lest If the vacuum remains between 10" Hg and 9" Hg for at least two minutes. Where applicable, all existing sanitary sewers shall be kept operational until new work has been tested and approved by this Engineer. Al such time existing sewers and sewer services shall be connected to the new sewers. CLEANING OF PIPELINES AND APPURTENANCES: Upon completion of construction, all dirt and other foreign material shall be removed from pipe lines and their appurtenant construction. No materials shall be left in the pipe Ems to impede normal flow through them. SEWER SERVICE CONNECTIONS: Where required on the plans, sewer service connections shall be constructed of 6 inch pipe unless otherwise noted on the plans, of the type material specified under this section. The pipe shall be laid and its joints made as required for sewer construction in this specifications. Open ends of pipe shall be properly sealed to prevent damage and intrusion of foreign matter where hookup to the RECEI VED JUN 0 3 2010 City of So. Burgin9 ton building sewer is not coincident with sewer main construction. Additionally, the Contractor will provide a stable temporary marker approved by the Engineer, such as a 2" x 4" or 1-1/2" PVC pipe, from the sewer service invert up to and protruding no more than 1" above finished grade and seated securely into the ground, for ease in relocating [he and of sewer service connection for hooking up the building sewer. In the case of reconnection of existing services, such reconnections will be made only after the new sewer main has been completed, tested and accepted. 02620 CAST4N-PLACE CONCRETE CURB This work shall consist of the construction or resetting of curb and the construction of gutters or combinations of curb and gutters in accordance with these specifications and in reasonably close conformity with the lines, grades and dimensions shown on the plans or as ordered by the Engineer. Excavation shall be made to the required depth and the base material upon which the curb is to be set shall be compacted to a firm, even surface. All soft and unsuitable material shall be removed and replaced with suitable material which shall be thoroughly compacted. Curbs shall be constructed of 3,500 psi. concrete, all work shall conform to Section 03300, Cast -In -Place Concrete. Approved forms shall be of metal, straight or curved as required, free from warp and of such construction that there will be no interference to the inspection of grade or afignment. All forms shall extend for the entire depth of the curb and shall be braced and secured sufficiently so that no deftection from alignment or grade will occur during the placing of the concrete. All curb to be Installed on a radius of two hundred feet or less shall be formed and cast so that the face of curb Is constructed true to the radius indicated on the Contract Drawings unless otherwise approved by the Engineer. Curbing to be installed on a radius greater than two hundred feet may be formed and cast in straight sections having a length of ten feet unless otherwise specified by the Engineer. Compaction of concrete placed in the forms shall be by spading or other approved methods. Forms shall be left in place for 24 hours or until the concrete has set sufficiently so that they can be removed without injury to the curbing. Upon removal of the forms, the exposed curbing face shall be given a rubbed finish. Curbing shall be constructed in sections having a uniform length of ten feet, unless otherwise ordered. Sections shall be separated by open joints 1/8 inch wide except at expansion joints. Expansion joints shall be formed using a preformed expansion joint filler having a thickness of 1/4 Inch. They shall be constructed at 20 foot intervals or as directed by the Engineer. When the curb Is constructed adjacent to or on concrete pavement, expansion joints shall be located opposite or at expansion joints on the pavement. Immediately upon completion of the rubbing, the curbing shall be moistened and kept moist for 7 days or the curbing shall be cured by using a liquid membrane -forming compound. The method and details of curing shall be subject to the approval of the Engineer. After the concrete has set sufficiently, the spaces in front and back of the curb shall be filled to the required elevation with layers of not more than 6 inches of the same material as the bedding and thoroughly compacted. Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound non- yellowing, slip resistant, gloss. The compound shall be applied per manufacturer's specifications. 02630 CEMENT CONCRETE BITUMINOUS CONCRETE OR GRAVEL WALKS WORK INCLUDED: The Contractor shall be responsible for construction or repair of all new or existing Portland Cement concrete, bituminous concrete or gravel walks as shown on the Contract Drawings or as directed by the Engineer. PORTLAND CEMENT CONCRETE WALKS MATERIALS: Gravel for walk base shall be the thickness as shown on the Contract Drawings and shall conform to the following gradation: Percentage by Weight Grad'na Sieve Desianation Passino Samm Mesh Sieves FINE 2' 100% 1-12' 90%-100% No.4 30%-60% No. 100 0%- 12% No. 200 0%-6% The percent of wear of the crushed gravel shall be not more than 40 when tested in accordance with AASHTO T96 or ASTM C131. At least 30 percent, by weight, of the material coarser than the No. 4 sieve shall have at least one fractured face. Concrete shall be 3,500 psi strength. CONSTRUCTION: Excavation shall be made to the required depth and width to allow placing of base material and installation and bracing of form work. Base material shall be placed to the depth and section shown on the Contract Drawings. When the layer exceeds 6" in thickness layers of equal depth, not to exceed 6", shall be placed and compacted individually. Wetting of the gravel may be necessary to obtain adequate compaction. Forms shall be metal or wood and shall extend the full depth of the concrete. Forms shall be either straight or curved as required and shall be adequately braced to prevent movement. Concrete shall be placed over the compacted gravel base, shall be thoroughly worked to remove air voids and shall be floated smooth. After initial set, the edges shall be rounded to a 1/4" radius and the surface shall be broom finished across the width of the walk. Expansion joints shall be placed every 20' and adjacent to all appurtenances such as manhole frames or valve boxes. Preformed joint filler, 1/4" thick, shall be cast in the expansion joints. Every 5' between expansion joints, dummy joints shall be scored with a jointing tool. These grooves shall be 1/8" wide and 1/3 the depth of the slab. Where the walk is adjacent to curbing, 4 mil polyethylene shall be placed between the curb and sidewalk The walk shall be cured by placement of plastic film over the surface or by application of an approved curing compound. During the curing period, barricades may be required to prevent damage. Any damage incurred shall be repaired at the Contractors expense. After the walk has property cured, the spaces on each side of the walk shall be backfilled, compacted and graded. Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM G-1315 Type I, Class A acrylic concrete curing and sealing compound non -yellowing, slip resistant, gloss. The compound shall be applied per manufacturer's specifications. BITUMINOUS CONCRETE WALKS MATERIALS: Gravel base shall be as specified under Portland Cement concrete walks and shall be as shown on the Contract Drawings. Bituminous concrete shall be Type IV as shown on the Contract Drawings and as specified in Section 02650 of these specifications. CONSTRUCTION: Excavation and placement of base shall conform to the requirements under Portland Cement concrete walks. Grade control forms such as 2x4's or other suitable devices shall be used when hand methods are used to place the bituminous concrete. These shall he securely anchored in place along each edge to provide a true grade and constant width. Placement and compaction of walks shall be done according to Section 02650 of these specifications. GRAVEL WALKS MATERIAL Base gravel shall be as specified under Portland Cement concrete walks and as shown on the Contract Drawings. A 1-12" thick surface layer of stone chips and stone dust equal to "Sur -Pack" or No. 2 Peastone, as produced by F.W. Whitcomb Corp., shag be used on the top surface. CONSTRUCTION: Excavation and base placement shall be as specified under Portland Cement concrete walks. After the base gravel has been placed, compacted and graded, the Sur -Pack shall be spread, smoothed and compacted to form a hard, even walking surface. The finished surface condition will be subject to approval by the Engineer. 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shall consist of furnishing and placing one or more courses of approved gravel, crushed gravel, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, in accordance with these specifications as shown on the plans or as ordered by the Engineer. CONSTRUCTION: The subbase material shall be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrade will not be permitted. A bulldozer may be used in lieu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited. Should segregation occur during the placing of the subbase, the Contractor shall be required to remove and replace the material or manipulate it until uniform grading is obtained. If material below subgrade becomes intermixed with the subbase, resulting in an unacceptable product, the mixture shall be removed and replaced with new subbase material. The maximum lift thickness for all subbase materials is 12". Where the finished depth of the subbase is to be greater than 12", it shall be placed and compacted in two or more lifts of approximately equal thickness. In the placement of lifts all joints shall be staggered at least 6 inches. After each lift of subbase material is placed it shall be thoroughly compacted by rolling with an approved power roller weighing not less than 10 tons or by other methods approved by the Engineer. A power grader shall be used to obtain a true and even surface during compaction. All holes or depressions found during the compacting shag be filled with additional subbase material, reworked, and compacted in close conlonnity to the fines, grades and crosssections shown on the Contract Drawings. If required, water shall be uniformly applied over the subbase materials during compaction in the amount necessary for proper consolidation. When it is necessary to maintain traffic over the subbase, one half of the width shall be constructed at a time. The hag under construction shall have the subbase material placed and compacted before opening to traffic. Subsequent traffic damage to the material shall be entirely the Contractors responsibility. If the subbase loses its shape, the Contractor shall loosen, regrade and compact as necessary. The end of each section of a different depth of subbase shall be tapered for a distance of approximately 25 feet. in the event the project shoulders are to remain unpaved, subbase or other designated material shall be placed in the shoulder area after final roadway paving is placed. Gradation Requirements: Sand for subbase shall meet the following requirements Sieve Designation 9eroen(age b/ Weight Passino Total Sample 12" 100% No.4 90%-100% No. 10 60%-90% No. 40 20%-40% No. 200 0%-8% Dense Graded Crushed Stone subbase shall meet the following gradation requirements: Percentage by Weight Sieve Designation Passing Total Sample 3-12' 100% 3" 90%-100% 2" 75%-100% 1" 50%-80% 12" 30%-60% No. 4 15% - 40% No. 200 0%-6% Plant Mixed Gravel for subbase shall meet the following requirements: Percentage by Weight Sieve Desianation Passina Total Sample 2" 100% 1-112" 90%-100% No.4 30%-60% No. 100 0%-12% No. 200 0%-6% Gravel for Fine Grading' of subbase shall meet the following requirements: Percentage by Weight Sieve Desianation Passing Total Sample 314" 100% 1/2" 95%-100% 3/8" 80%-95% No.4 50%-70% No.8 30%-50% No, 16 20% -40% No. 30 15% - 35 % No. 50 10 % - 30% No. 100 5%-20% No. 200 2%-10% " #2 Peastone, as supplied by Frank W. Whitcomb Construction Corp. or "Shur Pak" Aggregate for plant mixed gravel and dense graded crushed stone shall consist of clean, hard, crushed stone or crushed gravel. The blending of crushed stone and crushed gravel may be permitted if, in the opinion of the Engineer, the materials to be blended are equal in quality and are compatible. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is as shown above. The aggregate shall be reasonably free from dirt, deleterious material and pieces which are structurally weak and shall meet the following requirements: 02650 BITUMINOUS CONCRETE PAVEMENT GENERAL: All road work and paving shall conform to the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction. 02620 FINAL GRADING, TOPSOILING AND SEEDING WORK INCLUDED: The Contractor shall be responsible for final grading, topsoiling, seeding, and establishing a healthy grass within the contract limits or as directed by the Engineer. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. GRADING AND TOPSOILING AND SURFACE PREPARATION: Where required, areas to be finished with topsoil shall be cleaned of all stones, debris and other kinds of rubbish. After areas have been brought to proper subgrade and approved by the Engineer, topsoil shall be spread to a depth of 4", due allowance being made for settlement. Topsoil shall not be hauled over, tramped over or packed in, in any way, and shall be left in a loose and friable condition. All topsoil shall be free from subsoil, gravel, roots and stones. Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. FERTILIZATION: The fertilizer shall be a standard commercial grade fertilizer and shall conform to the requirements of the State Fertilizer Law and to the Standards of the Association of Official Agricultural Chemists. Dry fertilizer, if used, shall be furnished in new, clean, sealed and property labeled bags not exceeding 100 pounds each. Caked or damaged fertilizer shall not be used. Dry fertilizer shall contain not less than 10 percent nitrogen, 20 percent phosphate, and 10 percent potash and shall be applied at the rate of 850 pounds per acre. Liquid fertilizer if used in lieu of dry fertilizer, shall be applied in 1:2:1 ratio with the minimum rate to include 50 pounds of nitrogen, 100 pounds phosphate, and 50 pounds of potash per acre. The limestone shall be if calcitic or dolonutic ground limestone containing not less than 85 % of total (calcium or magnesium) carbonates. The limestone shag conform to the requirements of all state and federal regulations and to the Standards of the Association of Official Agricultural Chemists. The limestone shall be furnished in new, dean, sealed and property labeled bags not exceeding 100 pounds each. Caked or damaged limestone shall not be acceptable. The limestone shall be applied at a rate of 1 ton per acre or as directed. Pelletized lime is recommended. SEED MIXES: The specific seed mixes to be utilized on this project are indicated in Section 01010 of these specifications. All nixes for this project are available from L.D. Oliver Seed Co., through local distributors. Urban Mix Los. Live Seed % by Weight per Acre Nam 37.50 45 Creeping Red Fescue (Var, such as Pennlawn) 31.25 37.5 Kentucky Bluegrass (Common) 31.25 37.5 Winter Hardy, Perennial Rye Grass (Vat. such as Pennine, Manhattan or similar varieties) 100 120 Swale Mix Lb,. Live Seed % by Weiaht per AcreName 47.0 20 Creeping Red Fescue 47.0 20 Tall Fescue 6.0 2 Redtop 100.0 42 Conservation Mix Los. Live Seed % by Weight oer Acre Name 35.0 35 Creeping Red Fescue 23.0 23 Kentucky Bluegrass 15.0 15 Annual Rye 11.0 11 Winter Hardy, Perennial Rye Grass (Vat. such as Pennfine, Manhattan or similar varieties) 6.0 6 White Clover 10.0 10 Highland Bentgrass 100 100 All seed shall not exceed 1 % in weed content. A guaranteed statement of composition from the dealer must be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the seed has been applied, lawn areas shall be lightly raked to mix seed with the soil and rolled with a light -weight roller to the satisfaction of the Engineer. MULCHING: Within 24 hours of application of fertilizer, time and seed, the surface shall be mulched with a hay mulch. Mulch shall consist of mowed hay properly free from swamp grass, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shall be acceptable to the Engineer. Spreading by mechanical spreading devices may be used if approved by the Engineer. The application of mulch shall be made in such a manner that lumps and thick spots are avoided. When deemed necessary, mulch shall be anchored by a light coaling of brush or tree branches, use of stakes, twine, netting or other methods approved by the Engineer. WATERING AND PRESERVATION OF GRASS COVER: All seeded areas shall be watered and maintained to the satisfaction of the Engineer. Wthin two weeks after the grass has come up, any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way, shall be reseeded as before. The grass cover shall be inspected again by the Engineer and Contractor during the month of May following completion of the work. Any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way shall be topsoiled and reseeded as before. 03300 CAST -IN -PLACE CONCRETE WORK INCLUDED: Work of this section includes the furnishing and placing of plain or reinforced concrete and reinforcing steel for all work indicated on the Contract Drawings, required by these Specifications or hereinafter specified by the Engineer. MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a list of all materials that he is planning to use along with names of manufacturers and the name of the concrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop drawings, lists or reports to the Engineer. 'Cement: Portland cement Type 11 shall conform to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shall be obtained from only one source and shall be used exclusively for all concrete to assure a uniform color. Fine Aggregate: Sand for concrete work shall conform to ASTM Specification C33 and shall be composed of dean, hard, durable, uncoated, natural grains, free from sift, loam and clay. Coarse Aggregate: Coarse aggregate shall be clean gravel or crushed stone confomting to ASTM Specification C33. Maximum size aggregate for walls, structural slabs, slabs -on -grade, beams and columns shall be 314" maximum size aggregate for other sections 6" thick and thinner shall be 12". Largest pernissible aggregate, according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS 8 DESIGN OF MIXES: Testing of Concrete: The Contractor shall furnish to the Engineer at his own expense, any samples of concrete and/or of the ingredients in the concrete, upon request or as specified below. All tests made at the direction of the Engineer shall be performed at the Contractors expense. Three (3) weeks or more, in advance of the time when the placing of the concrete is expected to begin, the Contractor shall inform the Engineer as to the source of the concrete ingredients. If directed by the Engineer, the Contractor shall deliver samples to such laboratory as the Engineer may designate to permit the making of necessary tests. During the progress of work, field test cylinders shag be made and cured by the Contractor in accordance with ASTM Standard C31 or AASHTO T23 and in the number of four from every pour or part thereof. The four (4) cylinders shag be taken at least at two (2) different times during the pour. The Contractor shall deliver the cylinders promptly to such testing laboratory as the Engineer may so designate. Testing of cylinders in the laboratory shall be done in accordance with ASTM Standard C39 or AASHTO T22 Slump tests shall be made by the Contractor as directed by the Engineer in accordance with ASTM Standard C143 or AASHTO TI 19. Slump shall be between a one (1) inch minimum and four (4) inches maximum. The Contractor will be required to furnish a standard slump cone and rod to be kept on the job at all times. Slumps shall be taken by the Contractor and witnessed by the Engineer in accordance with "Standard Method of Slump Test for Consistency of Portland Cement Concrete; ASTM designated C143 or AASHTO T119. Slump tests shag be made on each batch tested. Air content of air entrained concrete shall also be determined when specimens are taken in accordance with ASTM Specification C231 or AASHTO T 52. Duplicate reports on all tests shall be submitted promptly to the Engineer with another copy going directly to the Contractor. The Contractor, in conjunction with the Engineer, shall nogfy the independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shag submit weekly reports to the Engineer and independent laboratory on total amount of concrete placed during preceding week, also indicating locations. When there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to have tests made by an approved independent testing and inspection laboratory. Such testing shall be in accordance with the "Standard Methods of Securing, Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths" (ASTM Designation C42 or AASHTO T24) or Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required. The criteria for acceptability of the concrete under the latter shall be that given therein, and final acceptance shall be required from the Engineer. Concrete failing to meet requirements of the Contract documents will have to be replaced at the Contractors expense. Design mixes will be prepared for each type of concrete and an independent testing facility acceptable to the Engineer will be ufigzed to prepare and report proposed design mixes. Mixes will be proportioned by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrete required. The Contractor will ensure that the requirements of ACI 211.1 are complied with and reports of mix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance with normally accepted standards. AN materials used shag be so proportioned as to produce a well -graded mixture of high density and maximum workability with as specified 28 day compressive strength of 4,000 psi. Minimum cement content shall be 564 lbs. per cubic yard with a maximum water -cement ratio of 0.48. Air content shall be 6% (ii percent). Class B concrete shall be structural concrete with a minimum 28- day compressive strength at 3,500 psi. MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shall conform to requirements of standards as listed under "General", this Specification, and to stipulations of this section. Before placing concrete, all debris, water, snow, ice, are to be removed from the space to be occupied by concrete. Do not place concrete on frozen ground. Concrete shall be thoroughly compacted during placing operation and shall be thoroughly worked into comers and angles of forms and around reinforcement by use of spades. Vibrators shall be used to compact all concrete, but not unfit concrete is in final place. Extreme care shall be exercised to ensure that concrete will be carefully and thoroughly worked into position around all waterstops so that waterstop will end up being perpendicular to joint surface through which it extends. Vibrators shall not be used to move concrete. Concrete shall be cured as follows: Horizontal surfaces shall have curing and sealing compound applied. Holding forms in place will consfitute curing. If permitted by the Engineer to strip forms sooner than as specified, concrete shall be immediately cured for balance of period as directed. It shall be the Contractors responsibility to protect fresh concrete from freezing. Details of covering, insulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shall be subject to his approval. Use of admixtures, addition of extra cement, heating of materials, subgrade preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined in Recommended Practice for Cold Weather Concreting ACI 306. If minimum temperatures as specified in Table 1.4.1 of this reference are not maintained, formwork and shoring for structural concrete shall not be stripped until the Contractor can satisfy the Engineer that concrete has attained 65% of the required 28 day strength. The Contractor shall record temperature daily as outlined in Proposed Recommended Practice for Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shall not be allowed to exceed 85°F, conforming to ACI 305. JUN032010 x 03401 PRECAST CONCRETE MANHOLES The Contractor shall construct reinforced concrete manholes and drop manholes to the dimensions and at the locations shown on the Contract Drawings. All precast reinforced concrete manhole sections shall conform to the latest version of the ASTM Specifications 0478 or AASHTO M199. The footings may be either with cast -in -place, with Class B concrete, or pre -cast and shall conform to the dimensions indicated on the plans. Shelves shall be constructed with Class B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shall be as shown on the plans and details and shall be constructed of hard burned brick and mortar or, for straight runs, segments of pipe cut in half longitudinally. Inverts shall have the exact shape of the sewer to which they are connected and any change in size or direction shall be gradual and even. All construction of sewer manholes must be carried out to ensure watertight work. Any leaks In manholes shall be completely repaired to the satisfaction of the Engineer or the entire structure shall he reproved and rebuilt. All manholes shall be provided with cast-iron manholes frames and covers as specified under Section 05550. All manholes are to be provided with copolymer polypropylene steps with grade 60 steel reinforcement. These steps will have a minimum pull-out strength of 1,500 lbs. Precast risers and base for manholes shall conform to ASTM Specification C478 or AASHTO M199. The pipe opening in the precast manhole riser shall have a castdn-place flexible gasket or an equivalent system for pipe installation, as approved by the Engineer. Joints between manhole risers shall be soft Butyl joint sealer (rope form). The manhole cover frames shall be set to final grade only after the base course paving has been completed. Manholes shall be constructed to grade with Precast concrete riser rings. All manhole lift holes shall be grouted inside and out with expandable grout. All invert brickwork for precast concrete manholes shall meet the requirements of Section 04211. MST CONCRETE r TCH BA INS WORK INCLUDED: Shall include all work necessary to supply and place concrete catch basins as shown on the Contract Drawings. This is to include excavation, backfill and all other required operations to property install the catch basins. Catch basins shall be constructed of reinforced concrete and shall be provided with cast iron frames and grates as Indicated on the Contract Drawings and as specified in Section 05550. Precast risers and base sections shall conform to ASTM C913, latest edition. Frames shall be brought to grade with precast concrete riser rings and shall be set In a full bed of mortar. Joints between pipes and catch basin base sections shall be sealed with boots for pipes 36" in diameter or smaller and with cement mortar for pipes larger than 36" in diameter, smoothed on the inside and built up with a heavy bead of excess mortar on the outside. The grating frames shall be set to final grade only after the base course paving has been completed. 04110 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on block or brick masonry units under this contract. All masonry units shall be laid in mortar as described in this section, unless specified otherwise. MATERIALS: Mortar used in masonry construction shag be highly plastic with high water retentivity and shall consist of, by volume, 1 part Portland Cement, 12 part to 114 Part hydrated lime putty and 2-1/4 to 3 times the sum of the volumes of cement and lime putty for sand. Mixture may be adjusted slightly for workability. Cement: Shall be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type 11, and to be of a color approved by the Engineer. Ume: Shall be a double hydrated, high calcium fime, conforming to the latest revision If the ASTM Specification C207-SS, Type S. Ume putty shall be a stiff mixture of lime and water. 04211 BRICK MAcnx ARY FOR MANHOLES CATCH BASINS & SIMILAR UNDERGROUND STRUCTURES WORK INCLUDED: The Contractor shall provide and install brick masonry where indicated on the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Each brick shall be wetted and completely bedded in mortar at its bottom, sides and ends in one operation, care being taken to fill every joint. Brickwork shall be well bonded and joints shall be as close as practicable. No brick masonry shall be laid in water nor shall any water be allowed to rise on or around any brick masonry until it has set at least 24 hours. No masonry shall be laid in freezing weather. The brick used to construct manhole inverts shall be good, sound, hard and uniformly burned, regular and uniform in shape and size. Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO M191 latest version and shall be Grade SS. Brick masonry shall be laid in Portland cement mortar composed of one part Portland cement and two parts of sand, measured by volume, to which not more than 10 pounds of lime shall be added for each bag of cement. The cement shall be as specified in Section 03300, Water for mortar shall be dean and only an amount sufficient to Produce a workable mortar shall be used. Mortar shall be used within one hour from the fime the cement was added to the mix. The sand for mortar for brick masonry shall be uniformly graded, clean, sharp and contain no grains larger than will pass a 1/8 inch mesh screen. 05550 MISCELLANEOUS METALS FOR MANHOLES AND CATCH BASINS WORK INCLUDED: The Contractor shelf install manhole frames and covers as outlined and at locations indicated on the plans or as directed by the Engineer. MANHOLE FRAMES AND COVERS: Manhole frames and covers shall conform to standards as designated on the Contract Drawings. Frames and covers shall be of tough, gray, cast iron. Casting shall be true pattern and free from flaws. Bearing surfaces of manhole frames and covers against each other shall be machined to give continuous contact throughout their entire circumference. All iron castings shall be thoroughly cleaned and then coated with hot tar before being delivered. Frames and cavers shall be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings. Manhole cover shall be marked "Sewer" or "StormSewer" or "Water' as required. The Contractor shall provide water -proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES: Catch basin grates shag be as designated on the Contract Drawings. CLEANOUT FRAMES AND COVERS: Cleanout frames and covers shall be of tough, gray, cast iron. Casting shall be true to pattern and free from flaws. The bearing surface of deanout frames and covers against each other shelf be machined to give continuous contact throughout their circumference. All iron castings shall be thoroughly cleaned and then coated with hot coal tar before being delivered. 07200 INSULATION WORK INCLUDED: The Contractor shall be responsible for furnishing and installing all insulation of the types, thickness and in the locations as shown on the Contract Drawings or as required by the Engineer. RIGID INSULATION: Rigid panels of expanded polystyrene insulation shall be furnished and installed, in the thickness and in the locations as shown on the Contract Drawings. Care should be taken during all phases of handling to ensure that panels are isolated from sources of fire or high heat since polystyrene is a highly flammable material. 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shall provide and maintain, throughout the project, acceptable warning, direction, and detour signs at all closures, intersections, and along the construction and detour routes, directing the traffic control around the closed portions of the highway so that the temporary detour route or routes shall be indicated clearly throughout its or their entire length. All barricades, warning signs, lights, temporary signals and other protective devices must conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S. Government Printing Office. In the event that the Contractor neglects to satisfactorily install and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to have such installations made and the cast thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shall be established on a sami-permanent basis and shall be refiectorized, installed, and arranged as approved by the Engineer. 15100 VALVES AND VALVE BOXES WORK INCLUDED: Work of this section pertains to the valves and valve boxes to be utilized on all new or reconstructed waterlines, at the locations shown on the Contract Drawings or as directed by the Engineer. VALVES: Valves 3" to 12" in diameter shall be resilient -seated gate valves meeting all applicable requirements of AW WA C509, as manufactured by the Clow Corporation or an approved equal. The resilient wedge shall be permanently bonded to meet ASTM D429 testing for rubber metal bond. Valves greater than 12" in diameter shall be double disc gate valves meeting all applicable requirements of AW WA C500, as manufactured by Clow Corporation or an approved equal. All valves shall have non -rising stems and open left. All valves shall have mechanical Joints in accordance with AWWA C110. A two inch, AWWA operating nut shall be provided on all valves. A T-handled wrench extending a minimum of 24" and a maximum of 48" above the ground shall be supplied to the Owner to open all valves. The minimum working pressure shall be 200 psi. The Contractor shall provide manufacturer's certification of satisfactory hydrostatic testing of 400 psi with shut-off test of 200 psi. There shall be zero (0) leakage (bubble tight) at the 200 psi test. Valves to be used In wet tap process and the installer, must be approved by the Engineer prior to installation. VALVE BOXES: Valve boxes are to be installed on all buried valves. The boxes shall be cast Iron with a minimum 5-1/4" diameter and long enough to extend from the valve to finished grade. The boxes shall enclose the operating nut and the stuffing box of the valve. Valve boxes shall not transfer loads Into the valve. Covers shall be close fitting and dirt tight with the top of the cover flush with the top of the box rim. Covers shall be marked "water" with an arrow Indicating the direction of the opening. Valve boxes shall be manufactured by the Mueller Co., or an approved equal TAPPING SLEEVES AND TAPPING VALVES All materials used when tapping a water transmission or distribution pipelines shall Be as specified below (these specifications meet the current Champlain Water District requirements): A. Tapping Sleeves Al. For use on existing asbestos cement, gray cast iron or ductile iron pipe. A1.1 Tapping sleeves shall be of the split sleeve design constructed with two solid halfaleeves bolted together. Sleeves shall be constructed of cast iron or ductile iron, shall have a working pressure of at least 150 psi, and shall have mechanical joint ends with end and side gasket seals. A1.2 All iron body tapping sleeves shall be provided with a 3/4" NPT test plug, or other provisions must be made for air testing the valve and sleeve at maximum working pressure, prior to lapping. A1.3 All bolts and nuts for mechanical joints of tapping sleeves shall be of high - strength cast iron or high -strength, low -alloy steel conforming to ANSI/AW WA Cl 11/A21.11-90. Al A All bolts and nuts for flanged joints of tapping sleeves shall be of high - strength, low -carbon steel conforming to ANSI/AW WA C110/A21.10-87, Appendix A. A1.5 All bolls and nuts shall be sound, clean, and coated with a rust -resistant lubricant; their surfaces shall be free of objectionable protrusions that would interfere with their fit in the made-up mechanical or flanged joint. A1.6 All bolts and nuts used with all pipe sleeves shall, upon final tightening and testing, be brush coated heavily with bitumasbc cold -applied material to thoroughly cover all exposed surfaces of the bogs and nuts. B. Tapping Valves B7. Tapping valves shall conform to ANSI/AWWA C509-87 Standard for Resifient-Seated Gate Valves for Water and Sewage Systems, except as modified herein. Valves shall open counterclockwise and shall have a minimum working pressure of 150 psi. Inlet flanges shall be Class 125 conforming to ANSI Specification 816.1 or ANSI/AW WA C110/A21.10, and outlet connection shall be Standardized Mechanical Joint unless specified otherwise on the Contract Drawings for the type of pipe required for the branch or lateral pipeline. 81.1 Tapping valves 14" diameter and larger shall be installed with their stems horizontal, shall Be equipped with rollers, tracks and scrapers, and shall be provided with bypass valves unless otherwise specified. 81.2 Buried tapping valves shall be provided with a two inch square wrench nut and shall be installed with a cast iron valve box as required to allow Positive access to the valve operating nut at all times. In installations where the depth from grade to top of valve operating nut is greater than 6'-0", a valve stem riser shall be provided and installed such that the depth from valve stem riser nut to grade is from 4'-0" to 6-0" (minimum length of valve stem riser is 2'-0�. Valve stem riser shall be of high strength steel and of welded construction. 15109 HYDRANTS The Contractor shall install fire hydrants of the number and at the locations as shown on the Contract Drawings. The hydrants shall be provided with an auxiliary valve of the size indicated on the Contract Drawings and as specified in this section under Valves. Hydrants shall be Mueller Super Centurion 250, Figure A-423, Kennedy K-81D, or Waterous Pacer. Hydrants shag be left opening and shall have (2) 2-12' and (1) 4-12" National Standard hose connections. Waterous Pacer hydrants shall be ordered with a "Boston" operating nut, installed before placing the waterline in service. Main Valve Opening: 5-1/4 inches Nozzle Arrangement: Two- 2-12' Hose Nozzles with National Standard Thread (NST), one approved hydrant flag. One- 4-12" Pumper Nozzle with National Standard Thread (NST). NOTE: Within the CFD #1, MBWC, and CT water systems, a four4nch (4") Storz Connection on the pump nozzle shall Be required in place of the 4-12" NST nozzle. Inlet Connection: 6 Inch Mechanical Joint, "Mega-Lug"C or equivalent retaining gland, and concrete thrust block. Operating Nut: Standard 1-12' Pentagon Direction of Opening: Counterclockwise Depth of Bury: Six-foot cover. The hydrant shall have at least 15 inches and no more than 21 Inches between the bottom of the pumper cap and the ground. The hydrant shall be non -draining or have the drains permanently plugged. Color shall be Red enamel. Hydrants shall be compression type closing with the pressure. Hose and pumper nozzles shall Be 1/4 turn type secured by stainless steel or corrosion resistant pins or screws. Pressure seals behind nozzle flanges shall be "O" rings. A breakable coupling retained in place by stainless steel or corrosion resistant pins shall make the union between the upper and lower stems. The two-piece traffic flange shall be held in place by nuts and bogs. The upper barrel shall be able to rotate 360 degrees with removing any bogs. Approved hydrant flags shall be required and placed on each hydrant at the time of installation. Wherever a traffic hazard appears to exist, curbing and/or bollards shall protect the hydrant except within municipal right-of-ways. Fire hydrants shall comply with the current edition of AWWA C502. Hydrant assemblies shall consist of an anchor tee or Swivel Joint Hydrant Tee, a six inch (6") mechanical joint gate valve conforming to Section 15100, the appropriate length of six inch (6") Ductile Iron Cement Lined, Class 52 pipe secured to the gate valve with an approved retainer gland, all necessary anchor couplings and approved retaining glands, the fire hydrant and appropriate thrust block. RECEIVED JUN 0 3 2010 UY of So. Burlington k 21-T V\ ,' JI 10-TO r i 3-ACi I 2-P 3-P�b a r AG mr i I r 1-AS- Tit Y DRIVE + f II r L 16-WF-� s TORErMAIN . -`zL v KEY BOTANICAL NAME COMMON NAME QTY. SIZE REMARKS TREES: AG Amelanchier grandi8ora'Autumn Brlllianoe' Serviceberry 3 2-2.5" Cal. B&B, Full AC Amelanchier canadensis Shadbtmv Serviceberry 6 5-9 B&B, Full, MultiStem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 2 2.5-3" Cal. B&B, 6' Branching HL (Min.) PC Pyrus calleryana'Chanticleer' Chanticleer Pear 5 2.5-3" Cal. B&B, 6' Branching Ht. (Min.) PPa Picea pungens'Glauca' Colorado Blue Spruce 2 6-T B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 3 5.6' B&B, Full PNa Pinus Nigro Austrian Pine 3 6-7' B&B, Full PNb Pinus Nigro Austrian Pine 3 5-6 B&B, Full PS Prunus sargentii'Columnaris' Columnar Sargent Cherry 16 2.5-3"Cal. B&B, Full QP Quercus palustrls Pin Oak 12 2.5.3" Cal. B&B, 6' Branching Ht. (Min.) SR Syringe reticulate 'Ivory Silk' Ivory Silk Japanese Tree Lilac 9 2.5.3" Cal. B&B, Full SHRUBS: SB Splraea x bumalda'Anthony Wateree Anthony Waterer Spirea 80 3 Gal. C.G., Plant 36" oc. TO Thu)a occidentalis Dark American Arborvitae 31 5.6' Tall B&B, Full, Plant 60" o.c. WF Welgela florlda'Shlning Sensation' Welgela 34 3 Gat. C.G., Plant 36" o.c. PERENNIALS: HH Hemerocallls (Mixed Varieties and Colors) Daylily Mixed Varletles 420 1 Gal. C.G. Plant 18" o.c. HS Hemerocallis'Stella Doro Stella D'oro Daylily 420 1 Gal. C.G. Plant 18" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILXIXX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED - BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. / TO -NEW LOCAMN-AS---_.. -- NOTED ON PLANTING PLAN. i((TRA 2) 2)TRANSPLANTED ' I(STREET TREE.5 I 1 -PNa 2Pb N 1 PNb 2-PN>l MOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont 13 C H U R C H STREET 6 U R l I N C 10 N, VT 05401 TEL 802. 862. 0098 F Nx: 802.865.2440 ,v— SEGRR. COM pC pizzagalli Developer 50 Joy Ddv South Burgnpion. Vt Ofi407 002.651.1315 0 20' 40' BY 0 Swte: 1-= W Dal.: OS.2B.10 D.— By: Ch.dcetl By: MKW R.M.n.: '.'RECEIVED I JUN 0 3 2010 11 cny of So. TiA. ^ BUIiIT)�#I�l1 PLANTING PLAN Sheet Number - 7 LA-100 Project Number. 06260 DEVELOPMENT REVIEW BOARD 18 MAY 2010 The South Burlington Development Review Board held a regular meeting on Tuesday, 18 May 2010, at 7:30 p.m., in the Conference Room, City Hall, 575 Dorset St. Members Present: M. Behr, Acting Chair; G. Quimby, R. Farley, B. Stuono Also Present: R. Belair, Administrative Officer; C. LaRose, Associate Planner; M. Young, B. Alvarez, S. Katz, C. Berger, C. Preston, L. Llewellyn 1. Other Business & Announcements: No issues were raised. 2. Minutes of 20 April and 4 May 2010: Ms. Quimby moved to approve the Minutes of 20 April and 4 May 2010 as written. Mr. Farley seconded. Motion passed unanimously. 3. Continued Miscellaneous Application #MS-10-04 of Claudia Berger & Sheldon Katz for approval to expand a non -complying single family dwelling by: 1) enclosing existing front porch, 2) constructing 61x10' covered front porch, 3) converting rear deck to 2-story addition, 4) adding 8'x12.5' screened in rear deck, and 5) adding two shed dormers, 54 Central Avenue: Mr. Belair gave members written statements from the parties involved, including neighbors. Mr. Behr said that the impact of the proposed additions/renovations becomes subjective, and he felt the Board should make a visit to the site to see it first hand. He added that the unique thing about Queen City Park is that it does take into account the impact on neighbors because the development is so dense. Other members agreed. Mr. Belair explained that the site visit would be warned and would be open to the public. No testimony would be taken at the site visit and there would be no ex-parte communication between members. Minutes would indicate that the visit was held, when it began and when it ended. Ms. Quimby then moved to adjourn the hearing on Miscellaneous Application #MS-10- 04 until 6:30 p.m. on 1 June 2010, at 54 Central Avenue. Mr. Farley seconded. Motion passed unanimously. 4. Continued Preliminary Plat Application #SD-09-51 of Pizzagalli Properties, LLC, for a planned unit development to construct a 50,000 sq. ft. office building,119 Tilley Drive: DEVELOPMENT REVIEW BOARD 18 MAY 2010 PAGE 2 Mr. Belair advised that the applicant had asked for a continuance until 15 June. He said staff had no objections to this request. Ms. Quimby moved to continue Preliminary Plat Application #SD-09-51 of Pizzagalli Properties until 15 June 2010. Mr. Farley seconded. Motion passed unanimously. 5. Site Plan Review Application #SP-10-29 of Allen Road Land Company to amend a plan for a 31-unit and 32-unit multi -family dwelling. The amendment consists of after -the -fact approval to revise the grading plan to add a berm along Allen Road,150 and 152 Allen Road: Mr. Llewellyn explained that during excavation, dirt was piled in this location. Instead of taking it off site, Mr. Larkin decided to make it into a berm. Mr. Llewellyn gave members photos of the area. Ms. LaRose said the Public Works Director does not want any fill in the easement. Mr. Llewellyn said the Director is asking for 6 feet with no additional material. Ms. LaRose suggested the applicant meet with the Public Works Director to discuss this and see if he will accept what now exists. Since anything in an easement is usually maintained by the City, it may be possible to get an agreement that the applicant would maintain the berm instead of the city. Ms. Quimby moved to continue Site Plan Application #SP-10-29 of Allen Road Land Company until 1 June 2010. Mr. Farley seconded. Motion passed unanimously. As there was no further business to come before the Board, the meeting was adjourned at 8:05 p.m. r h rs• L, Cle Date e, O �.. b.NT 1 1z2 Interested Persons Record and Service List Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working` days. 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME MAILING ADDRESS �11x 13 V '��? 4-Ut-Je7TO"I �1OJAn USL-4 rv� H I S ��- H a JL_ P"14tctt_ 14Atdtic ,z s ,5a l %1 -R -�>�6i r� d--- PROJECT OF INTEREST ei 3 58t-VjUo6k U -i' iA _2� -7 ( c,,, rj, i%n IPA,! -7 Vr '. k_wm: Interested Persons Record and Service List n south ��- llT „ __ _.__...._. is M 0.12T Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of.notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: "ju11c= IS 2010, PLEASE PRINT CLEARLY! NAME MAILING ADDRESS PROJECT OF INTEREST _r`O rfc c S kln vu ,A- 119 7 ;We"4 1-��.C/jCAM 1-1i1V`y/PU7',� � tfil�l�•.� Jric� I �T %8'G�fieva? 13Yttic I � � �Page 1 of I ': Bob Bouchard [8ob.Bouohard@pizzagaUipropertien.00m] ray ^ubject:RE: 119Tilley Dr. Jea/Ra\x Thank you for the reminder. RzzagaUiProperties Would like torequest acontinuance for Preliminary Site Plan Review of 119 Tilley Drive — Lot 6 until June 15th , 2010 if that is acceptable. This will give ustime to complete the landscaping plans inaddition toall the new civil drawings. Please contact mewith any questions. Sincerely: Bob Bouchard Robert Bouchard PiZZ@gaUiProperties, LLC 5OJoy Drive, P[)Box 2O09 South Burlington, VT05407 T�802.660.6805 F.802.660.6868 NOTICE: Our website can now be viewed at www.p.i.zzagalliproperties.com From: ray[naaiho:rbelair@sbud.con] Sent: Tuesday, May 11, 2010 10:07AM To: Bob Bouchard Subject: 119 Tilley Dr. Hi Bob, Just a reminder to send me a request to continue this application to the June 1 st meeting. Thanks. Ray Belair Administrative Officer City of South Burlington 575Doaxt Street South Burlington, \rT0J403 Ph:802.846.4l06 Fox:802.846.4201 m/mo.a6ur/.cnm 5/11/2010 CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD \drb\sub\pizzaga11i\pre1im_119Tilley.doc DEPARTMENT OF PLANNING & ZONING Report preparation date: June 9, 2010 Application received: November 6, 2009 Plans received: June 3, 2010 PIZZAGALLI - 119 Tilley Drive PRELIMINARYPLAT APPLICATION #SD-09-51 nda #5 Meeting Date: June 15, 2010 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoninq District Location Map Please note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. t CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting preliminary plat approval for a planned unit development to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. The Development Review Board reviewed a sketch plan application for the lot on March 17, 2009 (minutes attached) wherein Staff recommended additional sketch plan reviews to address major issues prior to proceeding to the preliminary plat application. The applicant chose to proceed to preliminary plat. Furthermore, the subject lot is part of a 3-lot subdivision approved in 2008 (#SD-08-48, attached) and is subject to the conditions imposed pursuant to that decision. A revised subdivision plat was approved on March 16, 2010 to combine two (2) of the three (3) lots into one larger lot to be known as Lot #7. The subject building is proposed for Lot #7. The Development Review Board heard the preliminary plat on December 15, 2009 and continued the hearing so that the applicant could address the issues of primary access to the lots, as well as the parking to the front of the building and whether parking could be constructed over the CWD water transmission line (meeting minutes attached). The applicant submitted a revised set of plans (included) and the application was again heard on February 2, 2010 and continued so that the applicant could address adjustments to the subdivision plan for which this lot is subject, prior to a decision on this application. The plan was again heard on March 16, 2010 and continued so that the applicant could address the Board's recommendation that 11 spaces be removed from the front of the building. The plans were revised to do this and continued again until April 6, 2010 wherein the Board discussed the changes. Subsequent continuances were approved so that the applicant could complete the more detailed engineering work after the Board gave a general approval. The plans referenced herein and attached incorporate these details. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on June 3, 2010 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 10 Zoning District Required Proposed Min. Lot Size 3 acres 13.5 acres Max. Building Coverage 30% 4.2 % Max. Overall Coverage 50% 22.1 % Max. Front Yard Coverage— 30% 21.6 % �l Min. Front Setback 50 ft. >50 ft Min. Side Setback 35 ft. >35 ft �l Min. Rear Setback 50 ft. >50 ft Max. Building Height 35 ft. 28 ft. zoning compliance 1 CITY OF SOUTH BURLING TON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizza.qalli\prelim 119Tilley2 doc SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has reviewed earlier plans and provided comments in a letter dated December 11, 2009 (attached). The South Burlington Director of Public Works has reviewed the newest plans and finds that the previous comments from the Water Department should remain in effect. 1. The applicant shall adhere to the comments of the City of South Burlington Water Department per the letter dated December 11, 2009. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer/Director of Public Works has reviewed the plans and provided comments in a letter dated June 8, 2010 (attached from Justin Rabidoux). This letter also incorporates comments from the city stormwater Superintendent and city arborist. 2. The applicant shall address the questions and concerns of the City Engineer and Department of Public Works per the letter from Justin Rabidoux dated June 8, 2010. The applicant shall obtain preliminary wastewater allocation prior to final plat approval and final wastewater allocation prior to issuance of a zoning permit. 3. The applicant shall obtain preliminary wastewater allocation prior to final plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 4. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Access to the subject lot is proposed via a 25 foot wide curb cut from Tilley Drive, aligned with an existing curb cut to the south. The applicant proposes that this curb cut would service both of the larger lots of the 2-lot subdivision to which this lot belongs. The applicant has carefully considered previous concerns by both Staff and the Board that the western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings would create and the connection of Tilley Drive to the interstate via the proposed ramp or connection to Community Drive. Staff finds that the applicant has sufficiently addressed these concerns with the current plans. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant has submitted this analysis. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (attached letter from RSG Inc). 5. The applicant shall adhere to the recommendations of the consultant based on the letter from RSG Inc. dated January 28, 2009 The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The sketch plan references an area of wetlands located at the western access drive, a small wetland near the northwest property line, and a much smaller wetland near the southeast property line. The plans do not include the 50 foot buffer around the largest area, impacted by the access drive. If there are other wetlands on site, the applicant shall provide a full delineation as part of the preliminary plat application. 6. The plans shall be revised to include all wetlands on site; the wetlands shall be identified by class, and shall include a 50 foot buffer, also shown on the plans. The applicant should list the square footage of proposed impact. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. It is difficult to fully assess compliance with this criterion as the subject lot does not directly abut the l CITY OF SOUTH BURLINV ON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears to be in partial compliance with respect to this criterion, as it sits roughly centered on the lot. Staff will further assess this criterion at the time if or when development is proposed for the rear portion of the lot to the northern portion of this property which directly abuts the residential properties and the farms/open space to the north. 7. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has been reviewing the plans but has not yet provided any written comments. Staff hopes to have the comments to the Board prior to the date of the hearing. 8. The South Burlington Fire Chief should review the plans for the proposed subdivision, prior to final plat approval. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. Staff has addressed this issue above Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the preliminary plat plans and provided comments. 9. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: 1 ) CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tillev2 doc The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. Staff finds that the proposed site layout adequately provides for a safe and desirable transition from structure to structure, site to site, site to structure. There are several sidewalks and walkways throughout the site, as well as a connection to an existing recreation path along Tilley Drive. Staff does recommend that the applicant provide for some safe pedestrian passage to the northerly undeveloped area at such time as the northerly area is developed. This could be as simple as a hatched walkway across the rear of the lot, connecting to the walkway which goes around the eastern portion of the building, or could include a sidewalk along the new driveway. Based on 50,000 square feet of general office use, the proposed building will require 175 parking spaces. 246 parking spaces are proposed on site. Although the applicant has not proposed medical office use, staff has evaluated those calculations (at full medical office use) as being a minimum of 250 parking spaces. Given the predominant use of medical office in the surrounding park, this may be an appropriate level of parking. The Board should discuss the parking space waiver of four (4) spaces or 1.6% if 100% of the building were used for medical office use. 10. The Board should discuss the amount of parking on site and render guidance as to an appropriate amount. Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is not shown on the plans. 11. The plans should be revised to depict a bicycle rack as part of the final plat application. Parking shall be located to the rear or sides of buildings to the greatest extent practicable Some of the proposed parking on site does not comply with this criterion. There is an entire row and a half of parking along Tilley Drive, between the building and the road. Staff has been opposed to this parking and advises that it be relocated to comply with this criterion. Although some parking has been permitted to the fronts of other buildings in the development, the reasoning behind that decision was to mitigate the sea of parking that would be viewed from another important public right of way- Interstate 89. There are no apparent site constraints that would not make this practicable. The Board has previously discussed the proposed parking layout and has voiced general agreeability with allowing parking to the front of the building, as shown in the proposed plan. Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. I CITY OF SOUTH BURLING i ON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2.doc Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The applicant previously submitted a rendering of one side of a building. However, the rendering did not match up with the layout of the building as shown on the site plan. Perhaps the applicant's intent is to show the general design and materials of the building. The buildings in the surrounding subdivision are all very cohesive and complementary, without being carbon copies. Staff believes that they are all attractive buildings which meet this criterion. However, the Board previously asked that the applicant provide renderings of all four sides of the building to make a better assessment. The applicant should do this. 12. The applicant should submit architectural details of all sides of the building as part of the submission of the final plat application. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant should submit architectural details. In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the rear. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). 1 ) CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc There appears to be a screened dumpster to the western portion of the lot. A note on the plans could clarify this. Furthermore, although the wetland buffer is not shown on the plans, it would appear that the proposed dumpster lies within a 50 foot buffer of the wetland. 14. The plans shall include a note indicating that the dumpsters are screened on all four sides. 15. The Board should consider the potential proposed placement of the dumpster within the wetland buffer. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. Show snow storage areas are shown for the subject property but give no regard to the proposed landscaping on the property or a potential future access drive to the abutting 1 acre lot. There are trees and shrubs proposed in areas where snow storage areas are proposed. The plans should be revised to include more appropriate areas for snow storage. 16. The plans shall be revised to include appropriate snow storage areas as part of the final plat application. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. The applicant has submitted a landscape plan and budget in compliance with Section 13.06 of the SBLDR as part of the preliminary plat plan application. Based on estimated building costs of $4,000,000, the minimum required landscaping should be $47,500. The applicant previously proposed $57,387 in landscaping (itemization dated October 27, 2009). However, the landscaping plans have since changed. The applicant should submit an updated budget itemization for proposed landscaping. 17. The applicant shall submit an updated and accurate budget itemization for proposed landscaping costs. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The applicant should submit a plan which indicates that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The landscaping islands must be entirely internal to the parking area and meet the 10% minimum. 18. The landscaping plan shall be submitted to include a minimum of 10% of the internal parking area as landscaped islands in accordance with Section 13.06B of the LDRs. The City Arborist has reviewed the plans and provided comments as part of the memo from the Director of Public Works (attached). 19. The applicant shall adhere to the comments of the South Burlington City Arborist. Any new plans shall also be revised by the City Arborist. CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets with submission of the site plan application. They meet the lighting requirements of the SBLDR. The applicant is proposing to locate a chiller pad with fence in the wetland on the western edge of the property. Staff defers comments on this proposal to be reviewed with other proposed wetland impacts. The Board should consider this proposed location. 20. The final plat plans shall show all ground mounted HVAC units, generators, and utility cabinets, labeled as such. Adequate landscaping shall be provided around these units. 21. The Board should consider the placement of a chiller unit in the wetland. Staff recommends that the Development Review Board approve Preliminary Plat application #SD- 09-51 subject to the applicant addressing the numbered conditional items included in this report. Res ctfully submitted, r1l 71/ 117 A/ 04�f '�O� Cathyann L Rose, Associate Planner Copy to: Robert Bouchard, applicant MEMO To: Cathyann LaRose From: Justin Rabidoux, Director Date: June 8, 2010 Re: Preliminary Plat Application #SD-09-51 — Pizzagalli Properties, LLC 50,000 sf Office Building, 119 Tilley Drive Public Works staff reviewed plans for the referenced project (plans entitled "Pizzagalli Properties, LLC, Mountain View Office Park Lot 6 Site Development", revised May 2010 and prepared by Donald L. Hamlin Consulting Engineers, Inc.) and has the following comments to offer. 1. Clause 6 in plant list should indicate that species substitutions must be approved by the City of South Burlington's Arborist. 2. Please indicate locations for continuous planting pits on the drawings. 3. The applicant may want to consider a substitute for Austrian Pine as there has been a recent increase in susceptibility to disease problems with Austrians, Red Pine would be a suitable substitute. 4. Sheet LA200 is missing from the plans. 5. Sheet 4 — Who owns SMH 6? No easement is shown after SMH 4, if SMHs 5 and 6 are to be City owned and maintained, there should be a proposed easement. 6. Sheet 5 — What happens to existing SMH on Tilley Drive after FM is abandoned? 7. Sheet 10 — Typical Concrete Sidewalk Detail: New concrete sidewalk shall be 5" thick, 8" through driveways, and placed on 12" of compacted subbase material. 8. Sheet 10 — Typical Handicap Ramp Detail: The Detail shall include truncated domes. 9. Sheet 11 — Typical Casing and Carrier Pipe Detail: "Link -seal" or a "Booted" end treatment rather than a brick and mortar style as called for in the plan is preferred. 10. This project creates —3.0 acres of new impervious area. Therefore, it will need a State stormwater permit from the State of Vermont Agency of Natural Resources (ANR). In addition, construction of this project will disturb greater than 1.0 acres of land, so the project will also need a Construction Stormwater Permit from ANR. Obtaining these permits should be a condition of approval. 11. At final review, the applicant shall submit hydrologic modeling for inclusion in the Potash Brook watershed model maintained by the City. 12. The applicant shall show access drives to the stormwater pond for maintenance purposes. 13. In addition to the "Site & Erosion Control Details" (p. 10) the application should include a copy of the Erosion Prevention and Sediment Control Plan that will be implemented on this site during construction. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com 14. The applicant shall confirm that all new impervious area created by this project will be collected by the drainage system and sent to the pond for treatment. 15. Please note that the South Burlington Water and Sewer Utilities do not participate in Dig Safe; they shall be contacted prior to any excavations. 16. Any work within the Tilley Drive right-of-way requires an Excavation Permit from the Public Works Department. 17. All new and restored pavement within the Tilley Drive right-of-way shall be 4" thick minimum; comprised of 2.5" of Type II base and 1.5" of Type III wearing course minimum. 18. There are three locations where the existing bike path is planned to be removed and replaced. Please provide a bike path specific restoration detail. 19. Upon completion of the construction project, Record Drawings shall be supplied to the Public Works Department in the form of one hard copy and one electronic copy in AutoCAD. Thank you for the opportunity to comment. Please contact our office with any questions. DEVELOPMENT REVIEW BOARD 4 MAY 2010 PAGE 4 Changes since preliminary plat include: A. light fixture changed to LED fixture B. sidewalk continued to Unit #8 C. on the front road, the terminal to the private street has been changed and a paved walk added. Mr. Burke said there is a question of getting a building permit within 6 months because they will need Act 250 approval. Ms. LaRose said it will be easy to get an extension. Mr. Burke said they are not proposing sprinklers in the single family homes. The Fire Chief said he wouldn't recommend non-sprinklered homes. His stand is that if it's a private road, houses need to have sprinklers, and that is a "line drawn in the sand." Mr. Dinklage suggested approving the application with sprinklers, and if the applicants can convince the Fire Chief, they can always come back to the Board.. Mr. Belair noted that a condition will be added relative to variety in building facades, per p. 10 of the staff comments. The question was raised as to the Board's position on waiving the requirement for 35% translucent windows oriented to the south. Members felt orientation to the street was more important. The approval motion was amended to add the word " easement" after the word "path" in Condition A. Ms. Quimby moved to approve Final Plat Application #SD-10-10 of Wedgewood Development Corp. subject to the stipulations in the draft motion as amended above. Mr. Farley seconded. Motion passed unanimously. 9. Continued Preliminary Plat application #SD-09-51 of Pizzagalli Properties, LLC, for a planned unit development to construct a 50,000 sq. ft. office building, 119 Tilley Drive: Mr. Belair advised that the applicant had asked for a continuance until 18 May. Ms. Quimby moved to continue Preliminary Plat application #SD-09-51 of Pizzagalli Properties until 18 May 2010. Mr. Farley seconded. Motion passed unanimously. 10. Site Plan Review Application #SP-10-28 of City of Burlington/Burlington International Airport to amend a previously approved plan for a two -level addition to the three -level parking garage. The amendment consists of: 1) construction of a temporary public exit at the south end of parking garage; and 2) utilizing airport property on Kirby Road Extension for temporary tree storage and storage of 800 cubic yards of topsoil, 1200 Airport Drive: Cathyann LaRose From: ray Sent: Wednesday, April 21, 2010 3:25 PM To: Cathyann LaRose Subject: FW: 119 Tilley Drive - Preliminary Review #SD-09-51 Please include this in May 4th packet. Ray Belair Administrative Officer City of So. Burlington 802-846-4106 From: Bob Bouchard [mailto: Bob. Bouchard@pizzagalliproperties.com] Sent: Wednesday, April 21, 2010 3:22 PM To: ray Cc: Jeffrey P. Kershner Subject: 119 Tilley Drive - Preliminary Review #SD-09-51 Dear Ray: We are progressing well with the rest of the civil drawings for 119 Tilley Drive, but I do not think we will have them done in time for our hearing with the Development Review Board set for May 4th. I would like to request a continuance to push our hearing date back for another two weeks to the 18th if possible. Please contact me to confirm. Sincerely: Bob Bouchard Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive, PO Box 2009 South Burlington, VT 05407 T.802.660.6805 F.802.660.6868 bbouchard@pizzagailiprQperties.com NOTICE: Our website can now be viewed at www._piz_za aalliproperties._com. 4/29/2010 DEVELOPMENT REVIEW BOARD 6 APRIL 2010 The South Burlington Development Review Board held a regular meeting on Tuesday, 6 April 2010, at 7:30 p.m., in the Conference Room, City Hall, 575 Dorset St. Members Present: J. Dinklage, Chair; M. Behr, G. Quimby, R. Farley, M. Birmingham, B. Stuono Also Present: R. Belair, Administrative Officer; C. LaRose, Associate Planner; P. Conner, Director of Planning & Zoning; D. Young, M. Young, B. Cimonetti, B. McEwing, B.Armstrong, K. Donahue, R. Provost, S. Dopp, G. Farrell, J. Leinwohl,D. Krag, S. Dooley, L. Ravin, J. Fisher, K. Warden, D. Reed, T. Merchant, M. Wamsganz, A. Thomas, A. Pollack, R. Deslauriers, G. Henderson -King, R. Dickinson, M. Scollins, B. Gilbert, D. Seff, M. Skipp, B. Chrish, T. Barritt, B. Bouchard 1. Other Business & Announcements: No issues were raised. 2. Minutes of 2 March and 16 March 2010: Ms. Quimby moved to approve the Minutes of 2 March as written. Mr Farley seconded. Motion passed unanimously. Ms. Quimby moved to approve the Minutes of 16 March as written. Mr.Farjey seconded. Mo400-passed, 5-0 with Ms. Quimby abstaining. 3. Cont' ued Preliminary Plat Application #SD-09-51 of Pizzagalli Properties, C, for a planned unit development to construct a 50,000 sq. ft. office tuildin 9 Tilley Drive: Mr. Bouchard said they had been asked to eliminate 11 parking spaces in front of the building. He presented a new plan showing that. Mr. Dinklage said they Board needs to give the applicant guidance regarding the total number of parking spaces. They would be short if the building were. all medical use, and he could not support a waiver. Other members agreed. They felt there is enough room on the site to address any parking problems. Mr. Stuono said he does not support any parking in front of the building. Other members were OK with what was now shown. Mr. Armstrong asked when berming and landscaping would be in. Mr. Dinklage that is still to be decided as the application will be continued since the applicant has asked only for guidance. Ms. Quimby moved to continue Preliminary Plat Application #SD-09-51 of Pizzagalli .) U DEVELOPMENT REVIEW BOARD 6 APRIL 2010 PAGE 2 Properties, LLC, until 4 May 2010. Mr. Farley seconded. Motion passed unanimously. 4. Continued Final Plat Application #SD-10-03 of Robert L. Provost for a planned unit development on a 0.57 acre parcel developed with a single-family dwelling. The proposal consists of: 1) adding an accessory residential unit to the existing single family dwelling, and 2) adding second single family dwelling, 27 Birch Street: Mr. Provost noted there was an issue regarding occupancy of the unit. He noted it is currently approved as a duplex. He showed the existing permit. He said the front structure will become a single family home with an accessory apartment. Mr. Dinklage said the apartment is limited to one bedroom, and it is shown with 2 bedrooms. He cited the Board's dilemma: the city used to have tight controls over accessory apartment but state law took away that control. However, even state laws were not intended to circumvent the laws to allow for a duplex. He said he would be hard- pressed to approve an "accessory unit" of this sort. He felt it would also set a bad example. Mr. Provost said his alternative is to convert the back to a single family home or to eliminate a bedroom. He indicated he has asked the Planning Commission to consider changes to the regulations. Mr. Stuono asked if this application was a misapplication of PUD standards. Mr. Belair said there is no longer a minimum acreage required for a PUD. Mr. Stuono asked if anyone can put multi structures on a lot if they can meet setback and density requirements and the Board cannot exercise discretion. Mr. Belair said the Board has no way to deny it. Mr. Stuono said he would like a legal interpretation of this. Mr. Belair noted that stipulation #10 requires that the main part of the house be owner occupied. Ms. Quimby moved to approve Final Plat Application #SD-10-03 of Robert L. Provost subject to the stipulations in the draft motion. Mr. Farley seconded. Motion passed 5-1 with Mr. Stuono opposing. 5. Site Plan Application #SP-10-19 of City of Burlington/Burlington International Airport to implement the following improvements: 1) resurface runway 15-33, 2) reconstruct taxiway "H," and 3) improve the intersection of runways 15-33 and 1-19, 1200 Airport Drive: Mr. Leinwohl said they will resurface the main runway. He added that no work will be done outside of the runway complex. No issues were raised. 1 N e . Interested persons Record and Service List sc; uth!) ]- � n ton !'EP MO117 Under the 2004 revisions to chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must bean opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five wor in days. 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME MAILING ADDRESS PROJEC-T OF INTEREST 0vM����� 5-Czz-x C'e-0 AziC�- WN At,. s, Interested Persons Record and Service List southhurfing oll Y F.RM CENT Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME "RIa'L'NG ADDRESS PROJECT OF INTEREST 7� 1!5' b",4 C .5 i3 3 pe5.,V t .'%.a -a --"I I -UU,L 001 cvqY 250 �� 3 e y� Interested Persons Record and Service List southby ESMONT Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of.notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME it/iLii iK]('- Arnrnocec Mr,r. ,r - -- — 1"ww I yr i� 1 Cr[CJ 1 PE A-o a;, Ou h t .e `f3 Pl NI4P-C,f_t g ! . s�- Zoo j4 Ti¢ Z72 - �� Se . (TL, f2Oa;r��ay��n( /ROGLy!L &4 LL-TROGIC" M /�%S� Cs ���- •(^y Interested Persons Record and Service List _. :'EN«1g4T Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S,A. § 4461(b)(3). Upon receipt of,notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: M/� 6. o � PLEASE PRINT CLEARLY! N M E MA11 Mr. arinDt=cc Mr,% % I-- _rr[%JJCI, 501 i Ut- IN 1 LKF=ST VT J7)&9r M&74-'bOc.)S 3 FouZ S/sj,4?.eS y T aJ dit �e:1 �E/l r'' 1 /n� TZ? .� t✓'� IAV tV� TTZA Cit e- EV)N Uv��C Zns AvGvJu+C- s v+ r-'c- 2, A VCr4% RLIN�1"p e�p �I 7��9 "A -TT' �JAAAS -,Pv�j--C, 10 O VC) Y f� !C6 . �. alp" A Interested Persons Record and Service List southku !'F.F MCNT Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of.notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME J cL i P o 6vx •7s^'' �` , � L) , ( LOLL Poct,--- — I DEVELOPMENT REVIEW BOARD 16 MARCH 2O10 The South Burlington Development Review Board held a regular meeting on Tuesday, 16 March 2010, at 7:30 p.m., in the Conference Room, City Hall, 575 Dorset St. Members Present: J. Dinklage, Chair; M. Behr, E. Knudsen, R. Farley, M. Birmingham, B. Stuono Also Present: R. Belair, Administrative Officer; C. LaRose, Associate Planner; B. Bouchard, T. Cutler, B. Nedde, J. Olinger, P. Steinman, L. Bresee, R. DeYoung, M. Young, M. Holly, J. Fellssnfer, B. Armstrong, I. Other Business & Announcements: No issues were raised. 2. Minutes of 16 February 2010: Mr. Behr moved to approve the Minutes of 16 February 2010 as written. Mr. Farley seconded. Motion passed unanimously. 3. Final Plat Application #SD-10-04 of Pizzagalli Properties, LLC, to amend a previously approved three -lot subdivision. The amendment consists of combining lots #6 & #7 into one lot totaling 13.53 acres, 47 Tilley Drive: Mr. Belair said staff had no issues. Mr. Knudsen noted that the lots on the plan are still mislabeled as #6 & #7. The applicant agreed to correct the plat so it is just shown as lot #6, deleting all reference to lot #7. The applicant also agreed to Condition #3. Mr. Behr moved to approve Final Plat Application #SD-10-04 of Pizzagalli Properties, LLC, subject to the stipulations in the draft motion as amended. Mr.' Farley seconded: Motion passed unanimously. 4. Continued Preliminary Plat Application #SD-09-51 of Pizzagalli Properties, LLC, for a planned unit development to construct a 50,000 sq. ft. office building, 119 Tilley Drive: Mr. Bouchard read a note from Jay Nadeau at CWD regarding covering transmission mains. In order for them not to have parking in front, they would have to create an 11-foot grade change from one level of parking to another. To maintain a 5% grade, they would have to move the parking lot back 150 feet. To avoid this, they have shown 20% of the parking up front. The rest is on the side or in back. Mr Dinklage said he wasn't sure topography was a compelling excuse. He felt employees could use parking in the road even with the grade change. Mr. Stuono suggested moving the building forward to make it more pedestrian friendly. Mr. Bouchard said DEVELOMENT REVIEW BOARD 16 MARCH 2O10 PAGE 2 he wasn't sure that could be done engineering wise. Mr. Dinklage also noted the Board doesn't have to grant 257 parking spaces as they are not all required. Mr. Bouchard said that is what they did with the other building. _ Mr. Birmingham and Mr. Farley felt that with the other issues, they could support the proposed plan. Mr. Stuono did not see a legitimate reason not to move the building closer to the road and felt the Board shouldn't overrule staff on this issue. Mr. Behr suggested an L-shaped building. Mr. Dinklage felt the building could be smaller in order to address the site problems. Mr. Bouchard said the building was already approved and they made changes in order to move the access. Now they are in a "bees' nest." It was suggested that they go with less than 100% medical which will require less parking. Mr. Dinklage said he would agree to 11 spaces up front and the rest on the side and rear. He reminded the Board that the applicant owns all the property in that area, and there is plenty of room for parking where it should be. Mr. Birmingham reminded the Board that they just approved a building on Kimball Avenue with all the parking between the building and the road. He said the last thing he wants to see are cars flowing onto Tilley Drive, and that is what's happening now. Mr. Behr said he didn't have an issue with parking in front. He felt this is an office park. He didn't feel the whole lot had to be reconfigured. Mr. Knudsen said he was fine with the 11 spaces turned into green space. If the applicant comes back and says they need them, the spaces will have to go somewhere else. Mr. Stuono said he didn't know why they aren't being strong and upholding the Ordinance. He felt the whole front row of parking should be eliminated. Neighbors said they felt this is a better plan from their point of view. Mr. Belair suggested continuing the application so it can be redrawn and so that everyone will know what they are voting on. Mr. Behr moved to continued Preliminary Plat Application #SD09-51 of Pizzagalli Properties, LLC, until 6 April 2010. Mr. Farley seconded. Motion passed unanimously. - 5. Final Plat Application #SD-10-03 of Homestead Design, Inc., for a planned unit development consisting of: 1) subdividing a 6.3 acre lot developed with a place of worship into two lots of 4.27 acres (lot #1) and 2.03 acres (lot #2) and 2) developing the 2.03 acre lot with 18 dwelling units consisting of three two-family dwellings and four three -unit multi- family dwellings, 899 Dorset Street: CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD \drb\sub\pizzaga11i\pre1im_119Tilley.doc DEPARTMENT OF PLANNING & ZONING Report preparation date: March 8, 2010 Application received: November 6, 2009 PIZZA GALLI — 119 Tilley Drive PRELIMINARY PLAT APPLICATION #SD-09-51 nda #4 Meeting Date: March 16, 2010 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoninq District Location Map Please note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINv rON 2 ) DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting preliminary plat approval for a planned unit development to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. The Development Review Board reviewed a sketch plan application for the lot on March 17, 2009 (minutes attached) wherein Staff recommended additional sketch plan reviews to address major issues prior to proceeding to the preliminary plat application. The applicant chose to proceed to preliminary plat. Furthermore, the subject lot is part of a 3-lot subdivision approved in 2008 (#SD-08-48, attached) and is subject to the conditions imposed pursuant to that decision. The Development Review Board heard the preliminary plat on December 15, 2009 and continued the hearing so that the applicant could address the issues of primary access to the lots, as well as the parking to the front of the building and whether parking could be constructed over the CWD water transmission line (meeting minutes attached). The applicant submitted a revised set of plans (included) and the application was again heard on February 2, 2010 and continued so that the applicant could address adjustments to the subdivision plan for which this lot is subject, prior to a decision on this application. To be clear, the applicant is seeking only guidance on this application from the Board at this time. More details will be submitted for a review at a date determined by a continuation by the Board on this application. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on January 26, 2010 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 10 Zoning District Required Proposed Min. Lot Size 3 acres �l Max. Building Coverage 30% Max. Overall Coverage 50% �l Min. Front Setback 50 ft. �l Min. Side Setback 35 ft. �l Min. Rear Setback 50 ft. zoning compliance *** The applicant wishes at this time to get guidance on the proposal with respect to the general site layout. They will provide all of the dimensional information prior to preliminary plat approval. SUBDIVISION CRITERIA I � CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has reviewed the plans and provided comments in a letter dated December 11, 2009 (attached). 1. The applicant shall adhere to the comments of the City of South Burlington Water Department per the letter dated December 11, 2009. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer has reviewed the plans and has provided a memo dated December 10, 2009 (attached). 2. The applicant shall adhere to the comments of the City Engineer per the memo of December 10, 2009. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. 3. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 4. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via a 25 foot wide curb cut from Tilley Drive, aligned with an existing curb cut to the south. The applicant proposes that this curb cut would service both of the larger lots of the 3-lot subdivision to which this lot belongs. I CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2.doc The applicant has carefully considered previous concerns by both Staff and the Board that the western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings would create and the connection of Tilley Drive to the interstate via the proposed ramp or connection to Community Drive. Staff finds that the applicant has sufficiently addressed these concerns with the current plans. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant has submitted this analysis. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (attached letter from RSG Inc). 5. The applicant shall adhere to the recommendations of the consultant based on the letter from RSG Inc. dated January 28, 2009 The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The sketch plan references an area of wetlands located at the western access drive, a small wetland near the northwest property line, and a much smaller wetland near the southeast property line. The plans do not include the 50 foot buffer around the largest area, impacted by the access drive. If there are other wetlands on site, the applicant shall provide a full delineation as part of the preliminary plat application. 6. The plans shall be revised to include all wetlands on site; the wetlands shall be identified by class, and shall include a 50 foot buffer, also shown on the plans. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. It is difficult to fully assess compliance with this criterion as the subject lot does not directly abut the residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears to be in partial compliance with respect to this criterion, as it sits roughly centered on the lot. The applicant is asking the Board to consider the new access drive and lot layout at this time, and CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2.doc is planning to revise the subdivision layout such that the two larger lots will be combined. Staff will further assess this criterion at that time, but does not anticipate any issues with open space preservation once both lots are combined as it is possible that the greatest opportunity for such shall be for the larger, 7.8 acre lot to the north of this property which directly abuts the residential properties and the farms/open space to the north. 7. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has not yet reviewed the plans and has stated that he would prefer to do so after any changes to layout and parking are made by the Board. 8. The South Burlington Fire Chief should review the plans for the proposed subdivision, prior to final plat approval. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. Staff has addressed this issue above. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the preliminary plat plans and provided comments. 9. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations, any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: 1 ) CITY OF SOUTH BURLINv TON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. Staff finds that the proposed site layout adequately provides for a safe and desirable transition from structure to structure, site to site, site to structure. There are several sidewalks and walkways throughout the site, as well as a connection to an existing recreation path along Tilley Drive. Staff does recommend that the applicant provide for some safe pedestrian passage to the northerly undeveloped area. This could be as simple as a hatched walkway across the rear of the lot, connecting to the walkway which goes around the eastern portion of the building, or could include a sidewalk along the new driveway. Staff would find the former to be sufficient in this case as it would still provide for a complete path to the northerly area without requiring duplication of such infrastructure. Based on 50,000 square feet of general office use, the proposed building will require 175 parking spaces. 257 parking spaces are proposed on site. Although the applicant has not proposed medical office use, staff has evaluated those calculations (at full medical office use) as being a minimum of 250 parking spaces. Given the predominant use of medical office in the surrounding park, this may be an appropriate level of parking. The Board should discuss this matter. 10. The Board should discuss the excess parking on site and render guidance as to an appropriate amount. Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is not shown on the plans. 11. The plans should be revised to depict a bicycle rack as part of the final plat application Parking shall be located to the rear or sides of buildings to the greatest extent practicable Some of the proposed parking on site does not comply with this criterion. There is an entire row and a half of parking along Tilley Drive, between the building and the road. Staff has been opposed to this parking and advises that it be relocated to comply with this criterion. Although some parking has been permitted to the fronts of other buildings in the development, the reasoning behind that decision was to mitigate the sea of parking that would be viewed from another important public right of way- Interstate 89. There are no apparent site constraints that would not make this practicable. The Board should carefully consider this and render guidance to the applicant. 12. The Board should discuss the proposed parking to the front of the building Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. 1 ) CITY OF SOUTH BURLINGTON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The applicant has submitted a rendering of one side of a building. However, the rendering does not match up with the layout of the building as shown on the site plan. Perhaps the applicant's intent is to show the general design and materials of the building. The buildings in the surrounding subdivision are all very cohesive and complementary, without being carbon copies. Staff believes that they are all attractive buildings which meet this criterion. However, the Board previously asked that the applicant provide renderings of all four sides of the building to make a better assessment. The applicant should do this. 13. The applicant should submit architectural details of all sides of the building prior to preliminary plat approval. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant should submit architectural details. In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the rear. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2.doc There appears to be a screened dumpster to the western portion of the lot. A note on the plans could clarify this. 14. The plans shall include a note indicating that the dumpsters are screened on all four sides. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. Show snow storage areas are not shown for the subject property. 15. The plans shall be revised to include snow storage areas as part of the final plat application. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. The applicant has submitted a landscape plan and budget in compliance with Section 13.06 of the SBLDR as part of the preliminary plat plan application. Based on estimated building costs of $4,000,000, the minimum required landscaping should be $47,500. The applicant is proposing $57,387 in landscaping. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The applicant should submit a plan which indicates that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The landscaping islands must be entirely internal to the parking area and meet the 10% minimum. 16. The landscaping plan shall be submitted to include a minimum of 10% of the internal parking area as landscaped islands in accordance with Section 13.06B of the LDRs. The City Arborist has reviewed the plans and provided comments in a memo dated November 30, 2009 (attached). He has only a few minor comments. The revised site plans may or may not result in a new landscaping plan. 17. The applicant shall adhere to the comments of the South Burlington City Arborist. Any new plans shall also be revised by the City Arborist. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets with submission of the site plan application. They meet the lighting � 1 CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2.doc requirements of the SBLDR. 18. The preliminary plat plans shall show all ground mounted HVAC units, generators, and utility cabinets, labeled as such. Adequate landscaping shall be provided around these units. 19. The western access to this property is located on an adjacent lot. If the Board approves these modifications to this lot, the plans shall be revised to include the adjacent lot. The Board should address the major issues of access, circulation, and parking. Should the Board reach a level of satisfaction with these issues, the applicant must then submit a revised preliminary plat plan for consideration by the Board. The Board should not render any decisions on this application until such time as the plans for the subject lot match the approved subdivision. pectfully submitted, athyaof LaRose, Assobate Planner Copy to: Robert Bouchard, applicant DEVELOPMENT REVIEW BOARD 2 FEBRUARY 2010 PAGE 3 Mr. Dinklage suggested the applicant meet with neighbors regarding landscaping and noted that the hoard will be looking at that in detail at final. Mr. Roy noted a typo in the approval motion. There were 64 not 74 parking spaces, and with the removal of the spaces in front, there will be 60. Mr. Belair said the decision is based on the information staff had, and staff hasn't seen a plan with 60 spaces. Members agreed not to change the decision until staff has new plans. Ms. Quimby moved to approve Preliminary Plat application #SD-10-02 of Bullrock Corporation subject to the stipulations in the draft motion. Mr. Farley seconded. Motion passed 6-0, Mr. Knudsen arrived at this point in the meeting. 5. Continued Preliminary Plat Application #SD-09-51 of Pizzagalli Properties, LLC, for a planned unit development to construct a 50,000 sq. ft. office building, 119 Tilley Drive: Mr. Bouchard said they had gone back and rethought the plan. It now shows the primary entrance at the easternmost curb cut. They will be presenting a new 2-lot subdivision. Mr. Bouchard noted that when the drive moved, everything shifted to the west. Eleven parking spaces were displaced which were relocated in front of the building. Ms. LaRose noted that this application was received before there was clarification of parking standards regarding parking in front of the building. Mr. Dinklage asked why the building can't come forward and have more parking in the rear. Mr. Bouchard said the topography in back drops down 10 feet and they would have to build stairs up to the parking. He added he would try to find another location for them. Mr. Belair noted the applicant is proposing parking to meet the medical office standard and is currently proposing general office use, so this parking is a "worst case" scenario. Mr. Bouchard said they will be happy to consider screening the parking. Mr. Stuono said a building surrounded by concrete is contrary to what the city is trying to accomplish. Mr. Bouchard said they are willing to look at it again. Mr. Farley said he was OK with the parking. Mr. Birmingham said he was as well but would like some screening. Other members agreed. Mr. Young asked how storm water will be dealt with. Mr. Dinklage said they are not at that level of review yet, but there is a big storm water pond. Mr. Stuono said he liked the new entrance design. Ms. Wilson said she felt this is a big improvement and appreciated the effort. She was more concerned with parking higher up and closer to their backyard. Mr. Armstrong agreed. He felt DEVELOPMENT REVIEW BOARD 2 FEBRUARY 2010 PAGE 4 there needs to be a balance between where parking is placed and the impact on the neighborhood. Mr. Dickey said he was grateful for the redesign. He noted this is a very large building which is necessitating all the parking. He felt the applicant wasn't maximizing open space. Mr. Belair said the thinking is to continue this into the future to allow for a plan to combine the two lots into one. Ms. Quimby then moved to continue Preliminary plat Application #SD-09-51 until 16 March 2010. Mr. Farley seconded. Motion passed unanimously. 6. Site Plan Application #SP-10-05 of City of Burlington/ Burlington International Airport to revise a previously approved plan to construct two additional parking levels to an existing three level parking garage. The amendment consists of dividing the project into two phases, 1200 Airport Drive: Mr. Leinwohl reviewed the history of the project. He said the Airport will be seeking funding from Burlington voters for the northern part of the garage. He showed the concept of what the phased project would look like. He indicated that the building should function without a problem. Regarding the crosswalks on Airport Drive, Mr. Leinwohl indicated that all 3 would be done as part of Phase I. He showed their location on the plan. The roof will be completed for Phase I as well. Landscaping will exceed what is required for the whole project. They would also pay the full impact fee and the money for the Williston Road improvements. Mr. Farley asked what Phase II might be done. Mr. Leinwohl said they feel about 5 years is reasonable, depending on economics. Mr. Dinklage asked if the proposed Greyhound service to the Airport is likely to negate the need for Phase II. Mr. Leinwohl said he didn't think so. Mr. Stuono noted that Plattsburgh has been making a pitch for Canadian customers and is offering free parking. He was concerned that the "Jersey barriers" don't look "finished" and could possibly remain that way. Mr. Halpern, architect for the project, said that if Phase II doesn't go, they could give it a more finished look. Ms. LaRose noted that when you issue a Certificate of Occupancy you are saying they are in compliance. Mr. Dinklage noted the Airport will be growing, and there will be more opportunities to revisit this. He said he was willing to take that chance. Ms. Quimby moved to approve Site Plan Application #SP-10-05 of City of Burlington /Burlington International Airport subject to the stipulations in the draft motion. Mr. Farley seconded. Motion passed unanimously. RISIGI N C . TRANSPORTATION To: Ray Belair, Administrator Officer City of South Burlington 575 Dorset Street South BurZiefffifiTce 040 From: Joe Sega Subject: Mountain 'ark -Lot 6 e Development Date: 28 January 2010 This memorandum presents my comments on the traffic analysis described in the November 19, 2009 memorandum prepared by Donald L. Hamlin Consulting Engineers, Inc. (DLHCE) to Mr. Robert Bouchard of Pizzagalli Properties, LLG The proposed project consists of a 50,000 square foot office building on Tilley Drive in South Burlington. The study focuses on the intersection of VT 116 with Tilley Drive. 1. Traffic count adjustments. DLHCE conducted a twelve hour turning movement count at the intersection of VI' 116 with Tilley Drive in September of 2009. The raw count data were adjusted to reflect design hour volumes (DHV) for the AM and PM peak hours. In my opinion, the adjustment factors used by DLHCE are higher than necessary. However, the adjustments provide a conservative and reasonable estimate of the design hour volumes at the study intersection. 2. Trip generation. AM and PM peak hour trip generation was estimated for an existing unoccupied office building on Lot 3 (which was added to the no -build traffic volumes) and for the proposed 50,000 square foot office building on Lot 6. The trip generation estimate prepared by DLHCE was calculated using the average rates published by -the Institute of Transportation Engineers in Tnp Generation, 81h Edition for a general office building (Land Use Code 710). Both the ITE Trip Generation Handbook and the South Burlington Land Development Regulations (Appendix B-2) recommend basing the trip generation estimate on the regression formula, rather than the average rate, when certain conditions are satisfied. The conditions for using the regression formula are satisfied for this situation. As shown in Table 1, the regression approach suggests a Luger number of vehicle trips. Table 1: Comparison of Trip Generation Estimate Methodologies for General Office Building AM Peak Hour PM Peak Hour Based on ITE Based on ITE Building Based on ITE Regression Based on ITE Regression Lot Size Average Rate Formula Average Rate Formula Lot 3 29,688 sf 46 71 45 112 F��7 50,000 sf 78 108 75 135 Totalsi 124 1 179 120 247 In my opinion, the regression formulas may overstate the amount of traffic generated for smaller buildings. For example, the formula for the PM peak hour is: Vehicle Trips = 1.12(Building Size) + 78.81. This formula will always result in at least 79 vehicle trips, regardless of the size of the building. 60 Lake Street, Unit 1E . Burlington, Vermont 05401 TEL802_383.0118_! FAX 802_.3.83.0122_1 www:rsg`nc_com Mountain View Office Park — Lot 6 Site Development Traffic Study Review I suggest verifying trip generation rates based on the ground count conducted at the VT 116/Tilley Drive intersection and the current square footage of occupied space. This calculation (which is simple to perform) will produce AM and PM peak hour trip generation rates that are specific to the location. If the actual trip generation rates are less than the ITE average trip generation rates, no add? al analyses are necessary. If the actual rates are higher than the ITE average rates, the traffic analysis should be revised based on the actual rates. Traffic Signal Warrant Analysis It is not clear what traffic volumes (year and scenario) were used to evaluate the 8-hour and 4-hour traffic signal warrants. There is a table in the Appendix that presents volume estimates for major and minor streets by hour, but it was not labeled. Safety. The memorandum concludes that the project will not cause unsafe conditions, but does not include a discussion or assessment of safety. The safety assessment should include a review of VTrans crash data along VT 116 near Tilley Drive. It should also verify that there is adequate stopping and corner sight distance at the proposed driveway on Tilley Drive and at the intersection of Tilley Drive with VT 116. Please contact me at 802-383-0118 x310 or jsegale(a?rsginc.com with any questions. 28 January 2010 Page 2 of 2 .-�.vERMoNr State of Vermont Division of Planning, Outreach & Community Affairs One National Life Drive Montpelier, VT 05633-5001 w%% w. a ot. state.vt. u s Peter Keibel, Coordinator District #4 Environmental Commission I I I West Street Essex Junction, VT 05452 [phone] 802-828-2685 [fax) 802-828-3983 [ttd) 800-253-0191 January 11, 2010 Re: Traffic Impact Study — Mountain View Office Park #4C1153-3 Dear Peter: Agency of Transportation The Vermont Agency of Transportation (VTrans) has reviewed the Traffic Impact Study (TIS) for the Mountain View Office Park (Tilley Drive). The study was prepared by Donald L. Hamlin Consulting Engineers and dated November 19, 2009. We offer the following comments: Project Description. This project is located at the intersection of VT 116 and.Tilley Drive in South Burlington. The study evaluates a land parcel subdivision of commercial building lots. There are a total of eight lots in the parcel. Lots 1 and 4 are fully occupied, an office building on lot 3 is unoccupied, lots 2, 5, 7 and 8 are undeveloped. A two story 50,000 square foot (total) office is proposed for lot 6. , Traffic Impact Study l 2-hour turning movement was conducted at the VT 116 and Tilley Drive intersection on September 9-10, 2009. These volumes were adjusted and used to determine if turn lanes or signals are required. Based on rates provided in the Institute of Transportation Engineers Trip Generation Manual, the currently unoccupied office building on lot 3 would generate 46 AM and 45 PM peak hour trips if occupied. The proposed building on lot 6 is estimated to generate 78 AM and 75 PM peak hour trips. Together, lots 3 and 6 are would generate a total of 124 AM and 120 PM trips. rans Peter Keibel January 11, 2010 Page 2 The estimated Annual Average Daily Traffic (AADT) on VT 116 is 7,800 vehicles per day (vpd) for 2009 and 7,900 vpd for 2014. The 2009 Design Hour Volumes (DHV) for the morning and evening peak hour periods are 680 and 820 vehicles per hour (vph), respectively. For 2014, the Design Hour Volumes (DHV) for the morning and evening peak hour periods are 690 and 830 vehicles per hour (vph), respectively. At the intersection of VT 116 and Tilley Drive, a right turn -lane, a left turn -lane and signal warrant analysis were performed. A right turn -lane on VT 1 l 6 in the northbound direction does not meet the warrant. A left turn -lane on VT 116 southbound is warranted under both the build and no -build scenarios for the years 2009 and 2014. The Manual on Uniform Traffic Control Devices (MUTCD) methodology is used to determine whether any of eight (8) signal warrants are met for a given intersection. Using data from the 2009 12-hour turning movement count, none of the warrants for signals are met. Conclusion Based on our review of the Traffic Impact Study, we conclude that the impact of the additional traffic resulting from the development of the site does not warrant a traffic signal at this location. However a southbound left turn -lane on VT l l6 into Tilley Drive is warranted. J Please feel free to contact. me at (8.02). 828-2685. to discuss. Sincerely, Bernard F. Byrne, Ph. P.E. Y Traffic Research Engineer �J bfb/bem Enclosure cc: Certificate of Service Craig Keller, Utilities and Permits (VTrans) ION I -_----_--_-_--_---- ___ � �~-T' / � ' \ �--- | IF -- ----------------- | A/ ' ---------- � ! � TILLE'r DRIVE _ ION5 WHICH -Y BE IN THE I IN UNDERGROUND PIPING 5YSTEM5 ' -^vu~Lj AT U�AJ ' ��AJ� �� � �°�^v ° 2o�� � '- | Burlington �� �',OfSO. / /^ =="^=°Ln=°=NEgRS,M. 2. __�_ . HAI ^:����"�"==~~~�~=��~~=^~=°=�~�~ - ` .NE / -_ ~ / ` FTTT ----------------- - � / -----l----------��-------�— �^_ \ /\ ---------- __l.\�-�� ' CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: March 30, 2010 \drb\sub\pizzaga11i\pre1im_119Tilley.doc Application received: November 6, 2009 PIZZA GALLI — 119 Tilley Drive PRELIMINARY PLAT APPLICATION #SD-09-51 nda #3 Meeting Date: April 6. 2010 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoning District Location Map Hease note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting preliminary plat approval for a planned unit development to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. The Development Review Board reviewed a sketch plan application for the lot on March 17, 2009 (minutes attached) wherein Staff recommended additional sketch plan reviews to address major issues prior to proceeding to the preliminary plat application. The applicant chose to proceed to preliminary plat. Furthermore, the subject lot is part of a 3-lot subdivision approved in 2008 (#SD-08-48, attached) and is subject to the conditions imposed pursuant to that decision. A revised subdivision plat was approved on March 16, 2010 to combine two (2) of the three (3) lots into one larger lot to be known as Lot #7. The subject building is proposed for Lot #7. The Development Review Board heard the preliminary plat on December 15, 2009 and continued the hearing so that the applicant could address the issues of primary access to the lots, as well as the parking to the front of the building and whether parking could be constructed over the CWD water transmission line (meeting minutes attached). The applicant submitted a revised set of plans (included) and the application was again heard on February 2, 2010 and continued so that the applicant could address adjustments to the subdivision plan for which this lot is subject, prior to a decision on this application. The plan was again heard on March 16, 2010 and continued so that the applicant could address the Board's recommendation that 11 spaces be removed from the front of the building. The plans have been revised to do this. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on January 26, 2010 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 10 Zoning District Required Proposed Min. Lot Size 3 acres Max. Building Coverage 30% �l Max. Overall Coverage 50% Min. Front Setback 50 ft. Min. Side Setback 35 ft. �l Min. Rear Setback 50 ft. zoning compliance *** The applicant wishes at this time to get guidance on the proposal with respect to the general site layout. They will provide all of the dimensional information prior to preliminary plat approval. CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING ldrb\sub\pizzagalli\prelim 119Tilley2 doc SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has reviewed the plans and provided comments in a letter dated December 11, 2009 (attached). 1. The applicant shall adhere to the comments of the City of South Burlington Water Department per the letter dated December 11, 2009. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. City Engineer Bill Szymanski has reviewed the plans and has provided a memo dated December 10, 2009. He will continue to review plans, as well as the Director of Public Works. 2. The City Engineer and Director of Public Works shall continue to review all plans. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. 3. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 4. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via a 25 foot wide curb cut from Tilley Drive, aligned with an existing curb cut to the south. The applicant proposes that this curb cut would service both of the larger lots of the 3-lot subdivision to which this lot belongs. CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\ izza alli\ relim 119Tille 2.doc The applicant has carefully considered previous concerns by both Staff and the Board that the western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings would create and the connection of Tilley Drive to the interstate via the proposed ramp or connection to Community Drive. Staff finds that the applicant has sufficiently addressed these concerns with the current plans. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant has submitted this analysis. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (attached letter from RSG Inc). 5. The applicant shall adhere to the recommendations of the consultant based on the letter from RSG Inc. dated January 28, 2009 The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The sketch plan references an area of wetlands located at the western access drive, a small wetland near the northwest property line, and a much smaller wetland near the southeast property line. The plans do not include the 50 foot buffer around the largest area, impacted by the access drive. If there are other wetlands on site, the applicant shall provide a full delineation as part of the preliminary plat application. 6. The plans shall be revised to include all wetlands on site; the wetlands shall be identified by class, and shall include a 50 foot buffer, also shown on the plans. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.1813 of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. It is difficult to fully assess compliance with this criterion as the subject lot does not directly abut the residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears to be in partial compliance with respect to this criterion, as it sits roughly centered on the lot. The applicant is asking the Board to consider the new access drive and lot layout at this time, and CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc is planning to revise the subdivision layout such that the two larger lots will be combined. Staff will further assess this criterion at that time, but does not anticipate any issues with open space preservation once both lots are combined as it is possible that the greatest opportunity for such shall be for the larger, 7.8 acre lot to the north of this property which directly abuts the residential properties and the farms/open space to the north. 7. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has not yet reviewed the plans and has stated that he would prefer to do so after any changes to layout and parking are made by the Board. 8. The South Burlington Fire Chief should review the plans for the proposed subdivision, prior to final plat approval. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. Staff has addressed this issue above. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the preliminary plat plans and provided comments. 9. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site Plan approval. Section 14.06 establishes the following general review standards for all site plan applications: CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\ izza alli\ relim 119Tille 2.doc The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. Staff finds that the proposed site layout adequately provides for a safe and desirable transition from structure to structure, site to site, site to structure. There are several sidewalks and walkways throughout the site, as well as a connection to an existing recreation path along Tilley Drive. Staff does recommend that the applicant provide for some safe pedestrian passage to the northerly undeveloped area. This could be as simple as a hatched walkway across the rear of the lot, connecting to the walkway which goes around the eastern portion of the building, or could include a sidewalk along the new driveway. Staff would find the former to be sufficient in this case as it would still provide for a complete path to the northerly area without requiring duplication of such infrastructure. Based on 50,000 square feet of general office use, the proposed buidi% will require 175 parking spaces. 246 parking spaces are proposed on site. Although the applicant has not proposed medical office use, staff has evaluated those calculations (at full medical office use) as being a minimum of 250 parking spaces. Given the predominant use of medical office in the surrounding park, this may be an appropriate level of parking. The Board should discuss the parking space waiver of four (4) spaces or 1.6% if 100% of the building were used for medical office use. 10. The Board should discuss the excess parking on site and render guidance as to an appropriate amount. Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is not shown on the plans. 11. The plans should be revised to depict a bicycle rack as part of the final plat application. Parking shall be located to the rear or sides of buildings to the greatest extent practicable. Some of the proposed parking on site does not comply with this criterion. There is an entire row and a half of parking along Tilley Drive, between the building and the road. Staff has been opposed to this parking and advises that it be relocated to comply with this criterion. Although some parking has been permitted to the fronts of other buildings in the development, the reasoning behind that decision was to mitigate the sea of parking that would be viewed from another important public right of way- Interstate 89. There are no apparent site constraints that would not make this practicable. The Board should carefully consider this and render guidance to the applicant. 12. The Board should discuss the proposed parking to the front of the building Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. CITY OF SOUTH BURLINGTON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagalli\prelim 119Tilley2 doc Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The applicant has submitted a rendering of one side of a building. However, the rendering does not match up with the layout of the building as shown on the site plan. Perhaps the applicant's intent is to show the general design and materials of the building. The buildings in the surrounding subdivision are all very cohesive and complementary, without being carbon copies. Staff believes that they are all attractive buildings which meet this criterion. However, the Board previously asked that the applicant provide renderings of all four sides of the building to make a better assessment. The applicant should do this. 13. The applicant should submit architectural details of all sides of the building prior to preliminary plat approval. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant should submit architectural details In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the rear. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagallilprelim 119Tilley2 doc There appears to be a screened dumpster to the western portion of the lot. A note on the plans could clarify this. 14. The plans shall include a note indicating that the dumpsters are screened on all four sides. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. Show snow storage areas are not shown for the subject property. 15. The plans shall be revised to include snow storage areas as part of the final plat application. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. The applicant has submitted a landscape plan and budget in compliance with Section 13.06 of the SBLDR as part of the preliminary plat plan application. Based on estimated building costs of $4,000,000, the minimum required landscaping should be $47,500. The applicant is proposing $57,387 in landscaping. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The applicant should submit a plan which indicates that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The landscaping islands must be entirely internal to the parking area and meet the 10% minimum. 16. The landscaping plan shall be submitted to include a minimum of 10% of the internal parking area as landscaped islands in accordance with Section 13.06B of the LDRs. The City Arborist has reviewed the plans and provided comments in a memo dated November 30, 2009 (attached). He has only a few minor comments. The revised site plans may or may not result in a new landscaping plan. 17. The applicant shall adhere to the comments of the South Burlington City Arborist. Any new plans shall also be revised by the City Arborist. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets with submission of the site plan application. They meet the lighting CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc requirements of the SBLDR. 18. The preliminary plat plans shall show all ground mounted HVAC units, generators, and utility cabinets, labeled as such. Adequate landscaping shall be provided around these units. 19. The western access to this property is located on an adjacent lot. If the Board approves these modifications to this lot, the plans shall be revised to include the adjacent lot. The Board should address the major issues of access, circulation, and parking. Should the Board reach a level of satisfaction with these issues, the applicant must then submit a revised preliminary plat plan for consideration by the Board. To reiterate, the applicant is not asking for a decision at this hearing. Respectfully submitted, Cathyann VaRose, Associate Planner Copy to: Robert Bouchard, applicant RECEIVED MAR 2 4 2010 r r 87 O r S gp•16.38„ r r IU r a� j I I / i 87 7 g'38 N L --may\ — — — — — — — — — — — \ \--- TILLEY DRIVE N —� LJ� 30 O 30 60 i I ------------------- TY ly 2OUND UT IJTI SCDIAT[ I IgNDNWASGTE SYSTEM 5TFUURES. I I 1l I MAR 2 4 2010 I City of So. Budingtor NOTES. I. CONTOUR] DNOWN ON THIS RAN ARE BASED ON THE DIGITAL ELEVATION nooEL DATA OBTAINED FROM THE ]Wl AERIAL PNDYWRAPHY DONE FDR THE CHITTENDEN COUNTY / ETROPD.ITAN BANNING ORGANIZATION AND FIELD SURVEY PWMMED BY D D L. NAMLIN CONSULTING ENGINEERS, INC. PROPER'TroruNTAIN VIEWCOFfKTED [NPARK, T�ILLCT 9E]UBDIVIBICN, TIEASED, ON A PLLEY DRIVE D 0.D ANENTITLED IfARn NDN RDAD, SOUTH BURLINGTON,W�fAF1ONT, DATED O!/OFM] AND LAST REVISED pVIOMS, ` PRCPARFD BY [X.NALD L L N CONSULTNG ENGINEER], INC. / S. EXISTING IGW Sut D[RC F`A ON IITE LOT A ARC BASED ON A RAN ENTITLED \ MOUNTAIN VIEW BUS .S PARK, SITE RAN, DATED OR5, IJ AND LABT REVISED OS/OlIDJ, I / PRCP/UIED BT DONALD L. NAnLIN CM]ULTING ENGINEER], INL. A. EXISTING FEATURE] DEPKTED ONV R I LOT B ARE BASED ON A JN ENTITLED FIg1NTAIN VIEW BUSINESS PARK LOT B SITE DEVELOPTLENT, SITE PLAN, DATED &,n I ' AND LAST REVISED OUI]/OB, PREPARED BY DONALD L. WAMLIN CONSULTING ENGINEERS, I INC. S. TILLEY DINE UTILITY LOCATIONS SWWN DB THIS RAN ARE BASED ONA RAM ENTITLED TILLeT II ]LBDIVISIW, ROADWAY BAN' ]NlET K DATED orfuol AND LAST • RW5ED W/d/6, PREPARED BY DONALD L. W1IMLIN CCHSULTING ENGINEERS, INC. II . . . . . i. WETLANM SWWN ON THIS RAN WERE DELINEATED BY GILMAN t BRKGS ENVIRQJI'1ENTAL ALL WATER LINE AND RELATED WORK TO ERF BE PDS+EO IN ACCORDANCE WITW TONE I I I LA RZZAGALLI PROPERTIES, LLC '11^14 1111 BUSINESS PARK \ I.OT 2, 31.'I . I I \ I I I I I _ I I I MAITRI HGLTHCARE I ngAJTAIN VIEW OFFICE PARK _ I I _ I ' I I I I I II I , I jl I RECEIVE MAR 2 4 2010 I 87 O N S 80'16 38• ' TILLEY DRIVE ��- } DEVELOPMENT REVIEW BOARD 2 FEBRUARY 2010 PAGE 3 Mr. Dinklage suggested the applicant meet with neighbors regarding landscaping and noted that the Board will be looking at that In detail at final Mr. Roy noted a typo in the approval motion. There were 64 not 74 parking spaces, and with the removal of the spaces in front, there will be 60. Mr. Belair said the decision is based on the information staff had, and staff hasn't seen a plan with 60 spaces. Members agreed not to change the decision until staff has new plans. Ms. Quimby moved to approve Preliminary Plat application #SD-10-02 of Bullrock Corporation subject to the stipulations in, the draft motion. Mr. Farley seconded. Motion passed 6-0, Mr. Knudsen arrived at this point in the meeting. Oed tinued Preliminary Plat Application #SD-09-51 of Pizzagalli Properties, LLC, for unit development to construct a 50,000 sq. ft. office building, 119 Tilley Drive: Mr. Bouchard said they had gone back and rethought the plan. It now shows the primary entrance at the easternmost curb cut. They will be presenting a new 2-lot subdivision. Mr. Bouchard noted that when the drive moved, everything shifted to the west. Eleven parking spaces were displaced which were relocated in front of the building. Ms. LaRose noted that this application was received before there was clarification of parking standards regarding parking in front of the building. Mr. Dinklage asked why the building can't come forward and have more parking in the rear. Mr. Bouchard said the topography in back drops down 10 feet and they would have to build stairs up to the parking. He added he would try to find another location for them. Mr. Belair noted the applicant is proposing parking to meet the medical office standard and is currently proposing general office use, so this parking is a "worst case" scenario. Mr. Bouchard said they will be happy to consider screening the parking. Mr. Stuono said a building surrounded by concrete is contrary to what the city is trying to accomplish. Mr. Bouchard said they are willing to look at it again. Mr. Farley said he was OK with the parking. Mr. Birmingham said he was as well but would like some screening. Other members agreed. Mr. Young asked how storm water will be dealt with. Mr. Dinklage said they are not at that level of review yet, but there is a big storm water pond. Mr. Stuono said he liked the new entrance design. Ms. Wilson said she felt this is a big improvement and appreciated the effort. She was more } concerned with parking higher up and closer to their backyard. Mr. Armstrong agreed. He felt DEVELOPMENT REVIEW BOARD 2 FEBRUARY 2010 PAGE 4 there needs to be a balance between where parking is placed and the impact on the neighborhood. Mr. Dickey said he was grateful for the redesign. He noted this is a very large building which is necessitating all the parking. He felt the applicant wasn't maximizing open space. Mr. Belair said the thinking is to continue this into the future to allow for a plan to combine the two lots into one. Ms. Quimby then moved to continue Preliminary plat Application #SD-09-51 until 16 March 2010. Mr. Farley seconded. Motion passed unanimously. 6. Site Plan Application #SP-10-05 of City of Burlington/ Burlington International Airport to revise a previously approved plan to construct two additional parking levels to an existing three level parking garage. The amendment consists of dividing the project into two phases, 1200 Airport Drive: Mr. Leinwohl reviewed the history of the project. He said the Airport will be seeking funding from Burlington voters for the northern part of the garage. He showed the concept of what the phased project would look like. He indicated that the building should function without a problem. Regarding the crosswalks on Airport Drive, Mr. Leinwohl indicated that all 3 would be done as part of Phase I. He showed their location on the plan. The roof will be completed for Phase I as well. Landscaping will exceed what is required for the whole project. They would also pay the full impact fee and the money for the Williston Road improvements. Mr. Farley asked what Phase II might be done. Mr. Leinwohl said they feel about 5 years is reasonable, depending on economics. - Mr. Dinklage asked if the proposed Greyhound service to the Airport is likely to negate the need for Phase II. Mr. Leinwohl said he didn't think so. Mr. Stuono noted that Plattsburgh has been making a pitch for Canadian customers and is offering free parking. He was concerned that the "Jersey barriers" don't look "finished" and could possibly remain that way. Mr. Halpern, architect for the project, said that if Phase II doesn't go, they could give it a more finished look. Ms. LaRose noted that when you issue a Certificate of Occupancy you are saying they are in compliance. Mr. Dinklage noted the Airport will be growing, and there will be more opportunities to revisit this. He said he was willing to take that chance. Ms. Quimby moved to approve Site Plan Application #SP-10-05 of City of Burlington /Burlington International Airport subject to the stipulations in the draft motion. Mr. Farley seconded. Motion passed unanimously. WS Gl N C . RESOURCE SYSTEMS GROUP, INC. Invoice City of South Burlington Planning and Zoning Ray Belair 575 Dorset Street South Burlington, VT 05403 Invoice No: 26011 January 31, 2010 Project 10016 Mounatain View Office Park TIS Review Professional Services from January 1, 2010 to January 31, 2010 Task 001 TIS Review Consultation Hours Amount Segale, Joseph 9.00 1,326.51 Smith, Mark .50 62.13 Totals 9.50 1,388.64 Total Labor 1,388.64 Total This Phase $1,388.64 Total this Task $1,388.64 Total this Invoice $1,388.64 Post -its Fax ote 7671 Date pages► To� 1 n From Co./Dept. Co. Phone # Phone # Fax # Fax # 55 Railroad Row, White River Junction, Vermont 05001 TEL 802.295.4999 " FAX 802.295.1006 " www.rsginc.com 4�;.: e0 * LIM, Interested Persons Record and Service ist Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate - compliance with the applicable criteria. 24 V:S-.A § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every . person or body appearing and having been heard by the DRB. 24 V.s:A. § 4461(b)(3). Upon receipt of notice of an appeal to the..environmentaLcourt, the DRB must supply_a list,of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: . a a (�% PLEASE PRINT CLEARLY! 70 M D Pe- 0 IVIHILINU AUUKIt55 OA fBurk j)-m VI d5V-3 '/COG—_ x, V 1 0-a,t4 ,--- dc4,L 5-G &-JL- S. Jre-wo Roof IlS r-Aq 5gcoe� soL eq1ZA10 lSc.C--f VT �'✓drs � ZS >'7 40 PROJECT OF INTEREST Oak cr'v� VI'11'dJe Ml'(1G)�apl. 64A,aRgy )�) LL G6�rA 5, Q(jC' Iy Pill 62QAWK f -(c Lt. �✓a,�ey ,yam �� J Interested Persons Record and Service List soy:thu. ..tj.,j V ER 0 N1' w..R Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing; there must be an opportunity for each person wishing to achieve interested. person status to demonstrate - compliance with the applicable criteria. 24--V:S:A. § 4461(b). The DRB must keep a -written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision- rendered by the DRB-must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon --receipt of notice -of an appeal to -the environmental court, the DRB.must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). - HEARING DATE: PLEASE PRINT CLEARLY! NAME MAILING ADDRESS PROJECT OF INTEREST /9-) Xd "J Flo Out -� �- Z 2 ®vim, y / lea_ 1110 \ 1 r Do, kos(�,� 37' E, Te f A ( rock/ ` q K 6 (z i �� Ups �� �- � � �eY � ✓ Interested Persons Record and Service List southb . V FN.N.O'Jv Under the 2004 revisions to Chapter 117,'the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing.to achieve interested person status -to demonstrate - compliance with the applicable criteria.=24.V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation -of each person who hassoughtinterested person status. 24 V.S.A. § 4461_(b). A copy of any decision rendered- by the DRB must be mailed to every person or body appearing a-nd having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to -.the: envir_on.mental court, the DR$ must supply a list of interested- _ persons to the appellant in five working days._ 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME MAII IAIr AnnDMCQ nn� .._ .. 17 I yr IIV 1 Cr 1 ' �� �{f a,,� I Tl FRtt-MrW ��N rX� AL-c-x HELP ►./ �I � �E Sr. � TV X/&>ooy2.rl — CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: January 27, 2010 \drb\sub\pizzaga11i\pre1im_119Tilley.doc Application received: November 6, 2009 enda #5 PIZZA GALLI — 119 Tilley Drive PRELIMINARY PLAT APPLICATION #SD-09-51 Meeting Date: February 2, 2010 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoninq District Location Map Please note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting preliminary plat approval for a planned unit development to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. The Development Review Board reviewed a sketch plan application for the lot on March 17, 2009 (minutes attached) wherein Staff recommended additional sketch plan reviews to address major issues prior to proceeding to the preliminary plat application. The applicant chose to proceed to preliminary plat. Furthermore, the subject lot is part of a 3-lot subdivision approved in 2008 (#SD-08-48, attached) and is subject to the conditions imposed pursuant to that decision. The Development Review Board heard the preliminary plat on December 15, 2009 and continued the hearing so that the applicant could address the issues of primary access to the lots, as well as the parking to the front of the building (meeting minutes attached). The applicant has submitted a revised set of plans (included). Depending on the guidance of the Board, the applicant may need to adjust the subdivision plan for which this lot is subject for reconsideration by the Board, prior to a decision on this application. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on January 26, 2010 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 10 Zonin District Required Proposed Min. Lot Size 3 acres Max. Building Covera e 30% Marx. Max. Overall Covera e 50% F g Setback 50 ft. �l Min. Side Setback 35 ft. �l Min. Rear Setback 50 ft. �l zoning compliance *** The applicant wishes at this time to get guidance on the proposal with respect to the general site layout. They will provide all of the dimensional information prior to preliminary plat approval. SUBDIVISION CRITERIA CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tillev2 doc Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has reviewed the plans and provided comments in a letter dated December 11, 2009 (attached). 1. The applicant shall adhere to the comments of the City of South Burlington Water Department per the letter dated December 11, 2009. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer has reviewed the plans and has provided a memo dated December 10, 2009 (attached). 2. The applicant shall adhere to the comments of the City Engineer per the memo of December 10, 2009. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. 3. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 4. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via a 25 foot wide curb cut from Tilley Drive, aligned with an existing curb cut to the south. The applicant proposes that this curb cut would service both of the larger lots of the 3-lot subdivision to which this lot belongs. The applicant has carefully considered previous concerns by both Staff and the Board that the CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING ldrb\sub\Pizzagalli\prelim 119Tilley2 doc western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings would create and the connection of Tilley Drive to the interstate via the proposed ramp or connection to Community Drive. Staff finds that the applicant has sufficiently addressed these concerns with the current plans. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant has submitted this analysis. The Board invoked a technical review of the traffic study and comments were received on January 28, 2010 from the Board's consultant (attached letter from RSG Inc). 5. The applicant shall adhere to the recommendations of the consultant based on the letter from RSG Inc. dated January 28, 2009 The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The sketch plan references an area of wetlands located at the western access drive, a small wetland near the northwest property line, and a much smaller wetland near the southeast property line. The plans do not include the 50 foot buffer around the largest area, impacted by the access drive. If there are other wetlands on site, the applicant shall provide a full delineation as part of the preliminary plat application. 6. The plans shall be revised to include all wetlands on site; the wetlands shall be identified by class, and shall include a 50 foot buffer, also shown on the plans. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. It is difficult to fully assess compliance with this criterion as the subject lot does not directly abut the residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears to be in partial compliance with respect to this criterion, as it sits roughly centered on the lot. The applicant is asking the Board to consider the new access drive and lot layout at this time, and is planning to revise the subdivision layout such that the two larger lots will be combined. Staff will CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tilley2 doc further assess this criterion at that time, but does not anticipate any issues with open space preservation once both lots are combined as it is possible that the greatest opportunity for such shall be for the larger, 7.8 acre lot to the north of this property which directly abuts the residential properties and the farms/open space to the north. 7. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has not yet reviewed the plans and has stated that he would prefer to do so after any changes to layout and parking are made by the Board. 8. The South Burlington Fire Chief should review the plans for the proposed subdivision, prior to final plat approval. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. Staff has addressed this issue above. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the preliminary plat plans and provided comments. 9. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagallilprelim 119Tillev2 doc The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. Staff finds that the proposed site layout adequately provides for a safe and desirable transition from structure to structure, site to site, site to structure. There are several sidewalks and walkways throughout the site, as well as a connection to an existing recreation path along Tilley Drive. Staff does recommend that the applicant provide for some safe pedestrian passage to the northerly undeveloped area. This could be as simple as a hatched walkway across the rear of the lot, connecting to the walkway which goes around the eastern portion of the building, or could include a sidewalk along the new driveway. Staff would find the former to be sufficient in this case as it would still provide for a complete path to the northerly area without requiring duplication of such infrastructure. Based on 50,000 square feet of general office use, the proposed building will require 175 parking spaces. 257 parking spaces are proposed on site. Although the applicant has not proposed medical office use, staff has evaluated those calculations (at full medical office use) as being a minimum of 250 parking spaces. Given the predominant use of medical office in the surrounding park, this may be an appropriate level of parking. The Board should discuss this matter. 10. The Board should discuss the excess parking on site and render guidance as to an appropriate amount. Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is not shown on the plans. 11. The plans should be revised to depict a bicycle rack as part of the final plat application. Parking shall be located to the rear or sides of buildings to the greatest extent practicable. Some of the proposed parking on site does not comply with this criterion. There is an entire row and a half of parking along Tilley Drive, between the building and the road. Staff has been opposed to this parking and advises that it be relocated to comply with this criterion. Although some parking has been permitted to the fronts of other buildings in the development, the reasoning behind that decision was to mitigate the sea of parking that would be viewed from another important public right of way- Interstate 89. There are no apparent site constraints that would not make this practicable. The Board should carefully consider this and render guidance to the applicant. 12. The Board should discuss the proposed parking to the front of the building Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. CITY OF SOUTH BURLINGTON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tillev2 doc Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The applicant has submitted a rendering of one side of a building. However, the rendering does not match up with the layout of the building as shown on the site plan. Perhaps the applicant's intent is to show the general design and materials of the building. The buildings in the surrounding subdivision are all very cohesive and complementary, without being carbon copies. Staff believes that they are all attractive buildings which meet this criterion. However, the Board previously asked that the applicant provide renderings of all four sides of the building to make a better assessment. The applicant should do this. 13. The applicant should submit architectural details of all sides of the building prior to preliminary plat approval. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant should submit architectural details In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the rear. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tillev2 doc There appears to be a screened dumpster to the western portion of the lot. A note on the plans could clarify this. 14. The plans shall include a note indicating that the dumpsters are screened on all four sides. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. Show snow storage areas are not shown for the subject property. 15. The plans shall be revised to include snow storage areas as part of the final plat application Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. The applicant has submitted a landscape plan and budget in compliance with Section 13.06 of the SBLDR as part of the preliminary plat plan application. Based on estimated building costs of $4,000,000, the minimum required landscaping should be $47,500. The applicant is proposing $57,387 in landscaping. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The applicant should submit a plan which indicates that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The landscaping islands must be entirely internal to the parking area and meet the 10% minimum. 16. The landscaping plan shall be submitted to include a minimum of 10% of the internal parking area as landscaped islands in accordance with Section 13.06B of the LDRs. The City Arborist has reviewed the plans and provided comments in a memo dated November 30, 2009 (attached). He has only a few minor comments. The revised site plans may or may not result in a new landscaping plan. 17. The applicant shall adhere to the comments of the South Burlington City Arborist. Any new plans shall also be revised by the City Arborist. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets with submission of the site plan application. They meet the lighting CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drblsub\pizzagalli\prelim 119Tilley doc requirements of the SBLDR. 18. The preliminary plat plans shall show all ground mounted HVAC units, generators, and utility cabinets, labeled as such. Adequate landscaping shall be provided around these units. 19. The western access to this property is located on an adjacent lot. If the Board approves these modifications to this lot, the plans shall be revised to include the adjacent lot. The Board should address the major issues of access, circulation, and parking. Should the Board reach a level of satisfaction with these issues, the applicant must then submit a revised subdivision plan for consideration by the Board. The Board should not render any decisions on this application until such time as the plans for the subject lot match the approved subdivision. Respectfully submitted, Cathya La Rose, Associate Planner Copy to: Robert Bouchard, applicant CERTIFICATE OF SERVICE I, Beth E. McTear, of the Vermont Agency of Transportation hereby certify that on January 11, 2010, I sent a copy of a letter to the District #4 Environmental Commission concerning the applicant, Mountain View Office Park, #4C1153-3, by U.S. Mail, postage prepaid or by email to the following: Pizzagalli Properties, LLC c/o Robert Bouchard 50 Joy Drive So. Burlington, VT 05403 bbouchardgpizza alIiproperties.com Donna Kinville, City Clerk City of South Burlington 575 Dorset Street So. Burlington, VT 05403 dkinville@sburl.com Chittenden Co. Regional Planning Comm. 30 Kimball Avnue, Suite 206 So. Burlington, VT 05403 stilton@ccrpct.org Elizabeth Lord, Land Use Attorney Agency of Natural Resources 103 So. Main Street, Center Bldg. Waterbury, VT 05671-0301 anr.act250@state.vt.us elizabeth.lord@state.vt.us Dated at Montpelier, Vermont this 1 Ith day of January, 2010. . \�C� L cam_ Beth E. McTear Administrative Assistant Agency of Transportation NOTES / \ FOUND 1/Y STEEL PIPE / 2.5�' \ 1. SEE PUN ENTITLED "PLAN SHOVING PROPOSED BOUNDARY LINE REVISIONS CLOY, WRIGHT (UP 0.3'1 N 84R028- E \ k TILIEY FARM OLD FARM ROAD SO. BURLINGTON. VERNONY PREPARED BY WARREN A SEE NO 1 FEB R 1957 AND FILED IN MAP / 1197J LANDS NOW OR FORMERLY OF I O'BRIEN FAMILY.UMSTED PARTNERSrP ��'y-..'wv-.-+^\'Y"r'•('wr.r../•,,..,.,M, ^� �� ` DANIEL J. h SANDRA T. D'HRIEN I VOLUME 420, PACE VOLUME 74, PAGE 419 (LEI .j):', :.�.: `r'� 112791 MAP VOLUME 430, PAGE 75 �Ip75CIDC N0. 425 D/yy'RIC�_ �039 h MAP SLIDE NO. 425 I r.avr y5533 FWNDr.A�LUINNIM PLAgW,�� xBD�IN.eW-ST .�..F BSA.., I I D/STBI �,;.r FOUND 1/2• STEEL PIPE N 84R0'287{''+Yy-( €'Ma'E �'�"` vvr (r-1 -1' I fi �0 rN EPAif'B I D S 4' STEEL PIPE (UP O.Y) ROBENS7IEN, L.S. DATED DUNE 1983, LAST REVISED RUA Y _ V'r-,_ (4 -\ Y n / SEE NOTE 1 VOLUME 252 PAGE 86 OF THE SOUTH BURLINGTON LAND RECORDS. 1 _ ( r / \ 119.7o�r- r 82'11'o'i r ) 1/T(p "Try I 1 I �%a (Up o.0.S'}r... 2. SEE PLAN ENTITLED 'PIZZAGAW PROPERTIES, LLC P. 0. BOX 2009 SOUTH BURLINGTON. _ I / 7 N1 3 i l ) f )� T / I r LI _ I ' AyY�• -f-I '-I�1 I 1"/ �� .,(UP NOTE J, VERMONT OSIO3-2009 BWNDARY PUT SHOWING SUBDI`ASION OF LANDS OF PIZZAGAW 1 f �_�- / --jj-�/ .4'J'�✓`"i^s i!) / l ,�/ qAR��! / I 1 I I y. f I% i < PROPERTIES, LLC HINESBURG ROAD SOUTH BURLINGTON, VERMONT' PREPARED BY DONALD L N ERI CONSULTNC ENGINEERS, INC. DATED JANUARY 21, 2002, REVISED FEBRUARY B. \ �J�/� l / 2002. AND FNID IN MAP SURE NO. 404 OF THE SOUTH BURLINGTON LOUD RECORDS \ tl1I / / FOUND 3/8• STEEL PIN l.r- $( / GDUTIDARY DETAL/ J IVA CON I r ( I l I \ 1 SEE PLAN ENTITLED 'SJBDIWSION PLAN DANIEL J. O'BRIEN k LEO O'BRIEN JR. O'BRIEN \ L / (UP 0.{I � gI I I A / HOME FARM KIMBALL AVENUE AND OD FARM ROAD SOUTH BURLINGTON. VERMONT- PREP ARED BY KREBS h LANSING CONSULTING ENGINEERS, INC, DATED NOVEMBER 1Q 1996. SEE NOTE 1 BOUNDARY DETAIL POOL LAST REVISED JULY 29. 2D03, AND FILED IN MAP SJDE NO. 425 O" THE SOUTH BURLINGTON LAND RECORDS NOT TD WANE \\ (1 4. SEEFARMROLD FARM RD. SO. BUROF SURVEY LINGTON. VF 'PLAN"PREPARED BNG Y WARREN A. ROSEND SUB-DIMSION STIEN, LYS.. \I \\ \\ ( \\1\ I 11 I I 1 I f f�" DOUGLASSDICKEY ......... Iz PKgL \\ 579 OWEL $ `q\ DATED JUNE 1983. REVISED THROUGH MARCH 19B5, AND RECORDED IN MAP VOLUME 197. PAGE 55 OF THE SOUTH BURLINGTON LAND RECORDS VOLUME 667, PAGE - ROY PARCELS' 5. SEE HIGHWAY PLANS ENTITLED 'STATE OF VERMONT DEPARTMENT OF HIGHWAYS INTERSTATE PROX IN THE TOWN OF SOUTH BURLINGTON RELOCATION HINESBURG ROAD' PROJECT NO. MAP VOLUME 252, PAGE 56•`..,._.^" - ,\ j WOOD RAN', FENNCE SHEETS I-89-3(14) PREPARED BY VERMONT DEPARTMENT OF HIGHWAYS.EETS 22 AND 23. FIELD TRAVERSE TO NGS STATIONS P01965 .'� S. THE BASS OF BEARINGS WAS OBTAINED FROM A AND A89665 AND IS REFERENCED TO VERMONT STATE PLANE COORDINATES - NAD83. ("`� IAL <I RffS)DJ�M ]. THE SUBJECT THE INDUSTIVAL-OPIEN SPACE ZONING DISTRICT. SEE ARTICLES 3. 6.04, RAND APPENDS ARE IX CI 2 OF THE CITY OF SOUTH BURLINGTON LAND DEVELOPMENT C N 63 E �� Zp BN SP\IGB, REGULATIONS ADOPTED MAY 12, 2003 WITH AMENDMENTS EFFECTIVE JANUARY 5, 2009. 8. SEE PLAN ENTITLED 'SUBDIVISION PLAT ESTATE OF RUSSLL R. TIUPY PREPARED BY BUTTON :•-J I I I I I I I I I •` I 1 I 1 PROFESSIONAL LARD SURVEYORS P.C. DATED APRIL 1. 2004 AND FILED IN MAP SIDE NO. 450OF I / \ 1\ _ \ I I [ I I 1 \�!-1I J7 I I I I I I ) 1 ) I I I ( I I \ I 1 THE DS 9. THE SUBJJEECT LANDS MAY BE SUBJECTLAND TOSEWAGE OVERFLOW RIGHTS FIRST GRANTED BY ROWN L AND HELEN M. TILEY IN THEIR WARRANTY DEED TO HIRAM F. AND FANNIE R. TILLEY, DATED APRIL 3. 1962 AND RECORDED APRIL 5. 1962 IN VOLUME 51. PAGE 156 OF THE SOUTH BURUNGTON LAND RECORDS PREVIOUS OWNERS OF THE LANDS NOW OF ARMSTRONG R WILSON. y i i-•:--�\�-� �\ I I I 1 I I I I I I I I I I // ) / / I / I / />-) 1 3 8 A I <// -AND V 1 r �`\ z---' \ <S1 C FOUND 3/e'sTE0.) PIN�1\\\ / (SEE NOTE I • . -\ �\ �\ `----,��/ RO / L B. T. ARMSTRONG 6c J. YALSON Note 4 OF ENO\�•�\ VOLUME 462. PAGE 316 ' • $ \ \ / l l IIIII ! III 1 I I I I I I I II l I / l I / / "WRIGHT PARCELS' CITY OF SOUTH BURLINGTON EE MAP VOLUME 252, PAGE 88 a9.9Y B `\\h \ \ \`\ \\ \�-i• �--�/ ! / j / l 1 I I I I I I I 1 I / I) l J f PUBLIC RIGHT OF WAY S 8]78o6 w \ HIGHWAY RECORDS VOLUME 1, PAGE 1 ' FU 1'4R- � \ j •`�,�', Y470D RML�ENC MOWED MTH. \EMTN-• \�/ I I / I 1 / l / l I R' =! ; 4'V O)R ,u\F'PIPE Q(CR;AOi n / / / I / J l l / ,/♦ b\�\\ FOUND 3/8' EE STL PIN /V 2 SEE NOTE I00) •Ck\ / � 1 - } -c;� P.7e•,_ Hoc � I \ \\ I\ I \\ ( I � 1O /// ii / / / � � // / /// • \ Lam�{%{}•_� \ ;� ...T .vrl.Rt \ z I \ \ / / / / / / / / / / / / / / / // / / / / / \ 1 \ \ 1��\ND OW QU CONIFER .• r� )� \ ENCR \ \ ' \ ���B�TE -VEE k -/ \ \ 1\ \ ,Hl,;I _�;_\, _"♦ F-\- \ ;.-�._\ '\yo�.e�. vw��l•Be ��I I I IwMAoIe uN Oq'817UMINOUSCRE 7. ROADWAYS I �l `\ 1Ike m JRJO I 11 �J \ \\ \ \ \\ \ . / ./ J / r / l ! !Jj�- /K \ \C"�•t' =T - J / / / / l l l / I I l l / / I / / / /J } ' \1p \ \ \�_, \� �� -�: ! r..T..�.. /..f.. y.. J..rI..F/. /III 1 I 'F /. �a�i/// `�'`��l'i _✓ I M�'T--�'\Z\'-\� - -----I--i-Y-;�/�l�C/T/1-/{-+� I I �rr�\ \ �T}T1 y- j/I j / LIMMEE �7 rC� F k 1 \ \ GNAMPIaM BATE6 \.nCT (f!OT ) _ \ \ !p FWT WDE RlGll\OF WAY \ .I. F TI WDE U U7Y FfSMRI+ ( I I I 1 I 1 \ I ( \ L SLIDE 10. 450, J - \ �� \ I\yOLUME-fO2: PAGE 106 Ulf � ' I % , i _ / _y _ - \ \ MAP y01. 80 J PAGE 160 I s MI4ef PA� DWEL I /! \y . W . �r.,. \ `\ \ \ // 1 20 Pk . & &� 4w. ` V = / 39.48' V�OLLIME 671 PAGE 34 '" 40 / / CDT D LO'F-ice/ N 11'e3'IB' E (W)fH RIGHTS G{' REL ATION) �70 m,p �,� { .�•r I, �\ \ \\ \\-�ORTON 9F 7✓✓8.t,'r 3 OF-AC1kES-// / / ) 1 / PORI�ON'OF LOT B / / / / I / / ! / /// / J/-✓-T d 1 (ro) r� ixr� PAP1DE H0.D; 1 j I (l 9 FL g GUSCITY �\ D D. t< B. F\ NISF CINY IXF SOU duNG I I 1 1 I 1 T / / -sETB�CK N W �\ 15 Fd0 WOE SEVER EASIAT //`\-80 FOOT WDE gGRT A F / / VOLLOME 71. PA6E 34 `/01_ BNB. P 111 D/ 1j99/P }y27/ ��i .POR. T M. fjY111 / 1115�\ W S .\ (WITH IOITS REL 11 VOL "a 6. 4l���, 52%P. P8./ / / 01 ACRE '' �1- < ( P ` °�°N} - ^ �' AN MAP YqL ("a�.rl l i I3F'�I%\ `\: �\ �- ,eW Aso Foot FRaNTh I // `\Ll .r_`T/T'`Ma•3Y w \ - 1 b \ �_---F-- \_--I�- 2sb.1e' \ ) \ �1 _ ` --- 8-�- -t- 5 I- \L nen9w - Y--r--41 -1-F afM I; gIF? N APPROVED BY RESOLUTION OF THE DEVELOPMENT RENEW BOARD OF THE CITY OF !� SOUTH BURLINGTON, VERMONT ON THE _ DAY OF . 2010 7 SUBJECT TO THE REQUIREMENTS OF SAID CONDITIONS OF SAID RESOLUTION. SIGNED alr THIS- DAY OF . 2010 BY , CHAIRMAN OR CLERK. \---r--FM FM WDENED PUBLIC RIGHT OF WAY VOLUME 699. PAGE 322 1 LANDS OF LANDS OF PIZZAGAW PROPERTIES LLC. ORIGINAL PUBUC NIGHT OF WAY (FORMERLY PIZZAGAW INVESTMENT COMPANY) VOLUME 606, PAGE III I; I I PIZZAGAW PROPERTIES, LLC. PORTION OF VOLUME 215. PAGE Ill (FORMERLY PIZZAGAW INVESTMENT COMPANY) (LOT A) PORTION OF VOLUME 215. PAGE 111 MAP SLOE NO. 404 (LOT B) MAP SLOE NO. 404 LANDS OF PIZZAGAW PROPERTIES, LLC. PORTION OF VOLUME 681, PAGE 736 (LOT 2) MAP SLIDE NO. 445 PORTION OF PARCEL NO. 2 MAP VOL 197. PAGE 65 -w- FOUND 3/4- STEEL PIPE (SEE NOTE 1)i .. _ ..... .. _ .. - s OOYS'oe' w , 1 ! �N VICINITY MAP NITS LEGEND p FOUND VAOT 4' BY 4' CONCRETE MONUMENT PROPOSED 4- BY 4' CONCRETE MONUMENT PROPOSED 3/4' STEEL PIPE Q FOUND STEEL PIN (DIAMETER AND ORIGIN AS NOTED) Q FOUND STEEL PIPE (INSIDE DIAMETER AND ORIGIN AS NOTED) 0 POINT NOT MONILMENTED - - UTILITY PRE VITH OVERHEAD UTLITY LINES t' APPROXIMATE EDGE OF WOODED AREA ---- LAND BOUNDARY LINE --- EASEMENT LINE -W- APPROX. WATER MAIN -o-S- APPROX. SANITARY SEWER LINE WIN MANHOLE -FHA- APpROK SANITARY FORCEMAIN O a WOOD RAIL FENCE -----595 -- EXISTING GROUND CONTOUR LINE -- m ZONING DISTRICT LINE m w + + V CLASS 3 WETLANDS -_ 50' WETLAND BUFFER /,')/)Y77llJr EXISTING BUILDING OcKm,oC =0 STONE FENCE _ - _ - - - - BUILDING SET BACK LINE 632AW S!e'19'S6 EE______-___-_-___-� GRAPHIC SCALE PLANNED 100 FOOT WDE RIGHT OF WAY (I-e9 OFF RAMP) IN IRO' ) 1 IDwh - 60 IN. LANDS OF PIZZAGAW PROPERTIES, LLC. PORTION OF VOLUME 681, PAGE 736 (LOT 1) MAP AIDE NO, 445 PORTION OF PARCEL NO. 2 MAP VOL 197. PAGE 65 J ' i 1 lo.m' I 00'45'Otr W I1 s 87-16'89' E - I - 221.72 - -E 10.O' \S 00*45'08' W VI 00'45 mq& S B' W S Bn659`E --a THIS SURVEY WAS BASED ON RECORD RESEARCH OF PERTINENT 0®S. OT`9 ornaAL RECORDS. AND EVIDENCE NEWVIDiED ON THE PROPERTY. THIS PLAT COMPLIES VAIN 147)zMe}yA. 2009 K. L.S. j611 MICHAEL R M 4OF RIRt A, A, y; MICHAEL.",a MAGOON AaA•4 � AND 11� �` CITY CLERK'S OFFICE So. BURLINGTON. VT. . 2010 RECEIVED FOR RECORD AT O'CLOCK M.. AND RECORDED IN VOL - OF MAPS ON PAGE ATTEST 5. BURLINCT.H. VT. MUNICIPAL CLERK DEVELOPMENT REVIEW BOARD 15 DECEMBER 2009 PAGE 5 The approval motion, Stipulation #10, was amended to add "and/or garage manager's office" and to require adequate signage for the bike rack area. Mr. Behr then moved to approve Site Plan Application #SD-09-63 of Burlington International Airport subject to the stipulations in the draft motion as amended above. Mr. Farley seconded. Motion passed 5-1 with Mr. Stuono opposing. 6. Preliminary Plat Application #SD-09-51 of Pizzagalli Properties, LLC, for a planned unit development to construct a 50,000 sq. ft. office building; 119 Tilley Drive: Mr. Bouchard said this will be a 2-story, 50,000 sq. ft. commercial W-ieeUui-ldinn . Atthis time, it will be general office use. Mr. Dinklage asked why the western roadway is needed. Mr. Bouchard said they discussed this at length with staff. The desire is to have 2 curb cuts. The need to make an accommodation to get fire trucks to the back hydrant. Mr. Dinklage noted that when the Interstate cloverleaf is completed, most of the western curb cut will not be viable. He asked why the applicant doesn't plan for that now. Mr. Bouchard said if they move the drive to the front, everything moves to the west. Mr. Dinklage felt the building could be reconfigured so that the major entrance is somewhere else and parking could be moved. Mr. Behr agreed that the main entrance should be designed for what will be there in the future. Mr. Bouchard said they are willing to abandon that drive when the Interchange goes in, and they are willing to build only 30 feet of the road, but they are not willing to eliminate it now. Ms. LaRose noted that in the subdivision approval, it specifically says this shall not be the primary entrance to the subdivision. Mr. Armstrong said their biggest concern is the main access road. He said the regulations require that impact to a residential development be minimized. He felt this road is too close. Ms. LaRose read from the original subdivision approval that traffic shall be diverted away from the western most access. Mr. Dinklage felt those words are intended as a guide. Mr. Bouchard said they would have to redo the subdivision. He said they would agree to keep the access but not have any curb cuts into the parking lot for lot #6. Members agreed that the western access should not serve lot #6. Mr. Knudsen was concerned that later there will be no alternative but to allow that road to be used for lot #7 until the Interchange is built. Mr. Dinklage said the subdivision did not firm up the location for buildings. He had no problem relocating buildings, accesses, etc. Mr. Bouchard said they will take a closer look at this. DEVELOPMENT REVIEW BOARD 15 DECEMBER 2009 PAGE 6 Mr. Dinklage said the Board will want to invoke technical review of the traffic study Mr. Behr moved to invoke technical review of the traffic study. Mr. Farley seconded. Motion passed unanimously. Mr. Stuono said he would like to see the open space be "usable open space." Mr. Anderson expressed concern that they were told not to discuss the road at the subdivision hearing because it was not a final decision. Now it appears the road was decided on then. The applicant was asked to consider the following: 1. The western curb cut not to serve lot 6 2. The Eastern curb cut to be the main access to lot 6 & 7 3. Reconfiguration of parking so there is less of it in front of the building 4. More open space _. Mr. Behr then moved to continued Preliminary Plat Application #SD-09-51 of Pizzagalli Properties, LLC, until 2 February 2010. Mr. Farley seconded. Motion passed unanimously. 7. Site Plan Application #SP-09-94 of Buckthorn Group, LLC, to construct a 728 sq. ft. accessory residential unit within an existing single family dwelling, 82 Wildflower Drive: Ms. O'Brien said her mother-in-law is buying the house from them and her sister-in-law will live in the basement unit to look after the mother-in-law. Mr. Dinklage reminded the applicant that the house must be owner -occupied. Mr. Behr moved to approve Site Plan Application #SP-09-94 of Buckthorn Group, LLC, subject to the stipulations in the draft motion. Mr. Farley seconded. Motion passed unanimously. 8. Site Plan Application #SP-09-92 of Heritage Flight to add five above- ground tanks, three of the tanks to store aircraft deicing fluid and the other two to store aircraft fuel, 265 Aviation Avenue: Mr. Leinwohl said this is an expansion of a previously approved facility. Mr. Belair said staff has an issue with the use of barbed wire as it is specifically prohibited in the city. There is a stipulation in the draft motion that the Board is not approving the use of barbed wire. Mr. Leinwohl said that barbed wire is required by the PUBLIC HEARING SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD The South Burlington Development Review Board will hold a public hearing in the South Burlington City Hall Conference Room, 575 Dorset Street, South Burlington, Vermont on Tuesday, December 15, 2009 at 7:30 P.M. to consider the following: 1. Preliminary plat application #SD-09-50 of Bullrock Corporation to amend a previously approved planned unit development consisting of five (5) multi -family dwellings for a total of 160 units and a 40 unit congregate housing facility. The amendment consists of constructing a 100 unit assisted living facility, 250 Quarry Hill Road. 2. Preliminary plat application #SD-09-51 of Pizzagalli Properties, LLC for a planned unit development to construct a 50,000 sq. ft. office building, 119 Tilley Drive. - 3. Conditional use application #CU-09-10 of TelJet Longhaul, LLC to add a 36 inch diameter antenna on an eight (8) foot high mast on the roof of the building, 30 Community Drive. John Dinklage, Chairman South Burlington Development Review Board Copies of the applications are available for public inspection at the South Burlington City Hall. November 25, 2009 ¢¢ YYY yF3P' Interested Persons Record and Service List Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested. person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every - - -person or body appearing and having been heard by the DRB. 24 V.S.A: § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). DHEARING DATE: I PLEASE PRINT CLEARLY! NAME MA11 IAIr Annomoo r,r, .-- - , I'I C, 0, S � IT , rM ,C%ro� bow-, ft"dsa <' 251�-St*E��RN 6 P 1� SI{EU3u AcN�� 1:5, ' 1r, 'k— bed, SIT, Interested Persons Record and Service List south hortAi. �o, v"MON, Under the 2004 revisions to Chapter 117, the Development Review Board ('DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V:S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of -each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the.. DRB must be -mailed to every -- person or body appearing and having been heard by the DRB: 24 V.S-.A. § 4461(b)(3). Upon - receipt of notice of an appeal to the environmental court, the DRB: must -supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME MAILING ADDRESS PROJECT OF INTER EST �eDA(+� L_ &P 4`Z oto (czYv1 Z *TAN Ji ; 1 � Poi 133� .mile T se ur �; \-I -� \Jo ART Interested Persons Record and Service List ve WONF Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought -interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must -be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon - receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: 1'2_— l a —63 PLEASE PRINT CLEARLY! NAME MAII Mr. AnnR1=c4Z DDn ICr -r !lC 1AI-rr!7M -'c r t>DU6L'1'>- D I C_k__EV oe v► r__IecM D. ?j i f),_00 /` I OlfzL- Ar'lor� (_6 SS M 7_1J Z7- �-- 46r7- � ��`x 1-4�-c,P �2-r�➢ �w►� iz�+ � Mkt >2-Po � e Interested Persons Record and Service List southhurlinglon V E4 VP N7 Under the 2004 revisions to Chapter 117, the Development Review Bbard (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB-must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A..§ 4.461(b). A copy of any decision renderedbythe DRB must be mailed -to every - person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB--must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: PLEASE PRINT CLEARLY! NAME MAII INC; AnnRFCc oon Mrl-r 1,r7 lhrrr-ri.-e,T e.-c V1 d-e- (/1 :5:Sl ; South Burlington Fire Department 575 Dorset Street South Burlington, VT 05403 802-846-4110 December 15, 2009 Mr. Ray Belair City of South Burlington 575 Dorset Street South Burlington, Vermont 05403 Re: Mountain View Office Park, Lot 6, 119 Tilley Drive Dear Ray: Fit, copy I have reviewed the preliminary plans for the project planned at 119 Tilley Drive. It is obviously quite similar to those already built. I have also spoken briefly with Mr. Bob Bouchard of Pizzagalli Properties about this project. 1. Compliance with all requirements of Vermont Division of Fire Safety codes and standards. 2. Automatic sprinklers and alarm system as required by Vermont Division of Fire Safety. 3. Fire Department Sprinkler Connection location to be specified by SBFD. 4. Fire Alarm panel and enunciator location to be specified by SBFD. 5. Provide an emergency key box(s), number and location to be specified by SBFD. 6. The plans which were provided to me showed two new fire hydrant locations. It was explained to me that this hydrant/water line configuration had already been denied by the Water Department. Mr. Bouchard explained that they would be dropping back to one hydrant due to these recommended changes. 7. If an elevator(s) is (are) proposed the elevator car(s) to be sized large enough to accommodate an ambulance stretcher in the flat position. 8. Provide 24 hour per day off -site (central station) monitoring of all fire alarm and protection systems. Page — 2 9. Prior to final approval I need to review plans with elevations and rough floor plans which show the locations of the corridor fire doors and stairwells. 10. Trees, fences and floral outcroppings should be placed so as not to interfere with the deployment of the aerial ladder, hoselines, portable ladders and other firefighting equipment. 11. Lastly, it is my understanding that there may be some reconfiguration of the parking scheme and entrance and exit driveways. Before I can make a recommendation this needs to be finalized. The fire hydrant issue and the driveway issues need to be finalized before I can make a final recommendation. It will also be important to know just how the back lot will be configured and accessed as these can affect current and future emergency vehicle maneuvering and hydrant placement. At this point these seem to be the major issues which present themselves. As this project moves forward additional items may surface which could be dealt with as needed by myself or with the assistance of the developer and Vermont Division of Fire Safety. Should you need any further assistance on this project please feel free to contact me. Si erely, '9 af ---� Douglas S. Brent Fire Chief Permit Number SD -- CITY OF SOUTH BUP LINGTON APPLICATION FOR PRELIMINARY SUBDIVISION PLAT REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1) OWNER OF RECORD (Name as shown on deed, mailing address, phone and fax #) Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403 Tel # 660-6805, Fax # 660-6868 2) LOCATION OF LAST RECORDED DEED (Book and page #) Book 783, Pages 151_153 3) APPLICANT (Name, mailing address, phone and fax #) Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403, Tel # 660-6805, Fax # 660-6868 4) CONTACT PERSON (Name, mailing address, phone and fax #) Robert Bouchard, Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403, Tel # 660-6806, Fax # 660-6868 Contact email address: Bbouchard@pizzagalliproperties.com 5) PROJECT STREET ADDRESS: 119 Tilley Drive 6) TAX PARCEL ID # (can be obtained at Assess 'It 7) PROJECT DESCRIPTION I a) Existing Uses on Property (including descripti( - - There are no existing uses on site. b) Proposed Uses on property (include description remain) Pizzagalli Properties proposes to build a two-s1 this site. i Lot 6, 119 Tilley Drive. xisting uses to _. _.al office building on c) Total building square footage on property (proposed buildings and existing buildings to remain) Proposed building - 50,000 square feet. No existing buildings are currently on site. I d) Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine) Proposed building height is 28'. Two floors. e) Number of residential units (if applicable, new units and existing units to remain) N/A f) Number of employees & company vehicles (existing and proposed, note office versus non -office employees): Pizzagalli estimates 220 employees. Company vehicles unknown. g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): Property is located in the Mountain View Office Park subdivision on Tilley Drive and is situated in the Industrial and Open Space District. h) List any changes to the subdivision, such as property lines, number of units, lot mergers, etc.: None. 8) LOT COVERAGE a) Building: Existing 0 % Proposed 10.1 b) Overall (building, parking, outside storage, etc) Existing 0 % Proposed 48.8 % c) Front yard (along each street) Existing 0 % Proposed 0 9) COST ESTIMATES a) Building (including interior renovations) b) Landscaping $ 57,387 $ 4,000,000 c) Other site improvements (please list with cost): $500,000 Parking lot, subbase, curbing, etc., site utilities including stormwater retention piping and pond, and site 10) ESTIMATED TRAFFIC a) Average daily traffic for entire property (in and out) (276 in, 276 out) 552 vpd b) A.M. Peak hour for entire property (in and out): (69 in, 9 out) 78 vph c) P.M. Peak hour for entire property (In and out): (13 in, 62 out) 75 vph 2 11) PEAK HOURS OF OPERATION: 8:00 a.m. - 5:00 p.m. 12) PEAK DAYS OF OPERATION:_ Monday - Friday 13) ESTIMATED PROJECT COMPLETION DATE: 9/30/2010 14) PLEASE LIST ABUTTING LANDOWNERS, INCLUDING THOSE ACROSS THE STREET. You may attach a separate sheet. West - Ms. Barbara Neff, 700 Hinesburg Road, South Burlington, VT 05403 West - Mr. Brian Armstrong, 50 Old Farm Road, South Burlington, VT 05403 North - Mr. Doug Dickey, 80 Old Farm Road, South Burlington, VT 05403 North - Mr. Dan O'Brien, 150 Old Farm Road, South Burlington, VT 05403 15) PLANS AND FEE Plat plans shall be submitted which shows the information listed on Exhibit A attached. Five (5) regular size copies and one reduced copy (11" x 17") of the plans must be submitted. A subdivision application fee shall be paid to the City at the time of submitting the application (see Exhibit A). Enclosed I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. IGNATURE OFF APPLICANT SIGNATURE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: i I � I have reviewed this preliminary plat application and find it to be: Ir-0omplete 1/-) ❑ 1 of PlNuAg & Zonini or Designee Da 3 SE GROUP 131 Church Street, Burlington, Vermont 05401 STATEMENT OF PROBABLE COST Project Name Mountain View Business Park - Lot 6 Drawing Referenced: LA-100 - Planting Plan Date Prepared October 27, 2009 Date of Prices: Fall 2009 Project Status: Conceptual Revisions: Sheet 1 of 1 KEY ITEM QUANTITY UNIT UNIT COST SUB TOTAL REMARKS TREES AG Serviceberry 11 EA. $425.00 $4,675.00 2-2.5" Cal. AC Serviceberry 16 EA. $250.00 $4,000.00 5-6' Tall AS Sugar Maple 2 EA. $450.00 $900.00 2.5-3" Cal. AP Pin Oak 17 EA. $450.00 $7.650.00 2.5-3" Cal. PPa Colorado Blue Spruce 4 EA. $366.00 $1,464.00 6-7' PPb Colorado Blue Spruce 6 EA. $252.00 $1,512.00 5-6' PC Bradford Callery Pear 18 EA. $450.00 $8,100.00 2.5-Y Cal. PNa Austrian Pine 5 EA. $338.00 $1,690.00 6-7' PNb Austrian Pine 5 EA. $240.00 $1,200.00 5-6' PS Sargent Cherry 16 EA. $450.00 $7,200.00 2.5-3" Cal. SR Japanese Tree Lilac 6 EA. $450.00 $2,700.00 2.5-Y Cal. Sub -Total: $41,091.00 SHRUBS SB AnthonyWaterer S irea 98 EA. $30.00 $2,940.00 3 Gal WF Wei ela 28 EA. $52.00 $1,456.00 3 Gal Sub -Total: $4,396.00 PERENNIALS HH Mixed Da lilies 600 EA $14.00 $8.400.00 Sub -Total: $8.400.00 MISC. Transplant Trees 5 EA $300.00 $1,500.00 Landsa eBerm 2 EA $1,000.00 $2,000.00 Sub -Total: $3,500.00 Total: $57,387.00 V Z P' improved i. .fm performance You'll see double-digit increases in street side efficiency with the redesigned reflector and repositioned lamp in the AC Series. This compact forward -throw reflector has a main beam of 60'+from vertical (30" from horizontal), providing wide lateral distribution and excellent uniformities. A Backlight Shield accessory (standard on Wall Mount) permits precise cutoff adjustability. E" Three Sizes: 12" square x 5" deep (305 x 127 mm) 16' square x 6.5" deep (406 x 165 mm) V 22" square x 9.25" deep (559 x 235 mm) OLD Candlepower distribution curve of 40OW MH 16" Area Cutoff Light. OLD 30.5 24.4 183 122 61 0. 61 122 163 24.4 30.5 Isofootcandie plot of 40OW MH Area Cutoff Light at 25' (7.6 m) mounting height, W tilt above horizontal, with backlight shield removed. 124' NEW Candlepower distribution curve of 40OW MH 16" Area Cutoff Light. NEW Mf 30.5 24.4 18.3 12.2 6.1 0. 6.1 12.2 18.3 305 24.4 182 122 fit 0. U 1P2 183 24.4 303 Isofootcandle plot of 40OW MH Area Cutoff Light at 25' (7.6 m) mounting height, 0' tilt above horizontal, with backlight shield removed. r I r formation Housing Wattage/ CataloS / Mounting Code Size (sq.) Lamp Number (Insert Code at * in Catalog if) 12' 15OW PSMH MAC*615-M 1=1-112" Close Pole Mount 16" T 32OW PSMH AC*632-M 2 = 6' Extended Pole Mount 22' 75OW PSMH AC*675-M 3 =2' Adjustable Fitter 12' 50W MH MAC*405-D 4 = Yoke Mount 12" 7OW MH MAC*407-D 6 =1/2" Adjustable Fifer 12' 10OW MH MAC_410-D (12' housing only) 12' 175W MH MAC*417-M K = Round Tube Of -Center 16, 175W MH AC`417-M Tenon Mount (16" housing only) 16' 25OW MH AC*425-M (For 2-3/8" or 3' O.D.) 16" T 40OW MH AC_44G-M M = Round Tube Of -Center 22' T 1000W MH AC*499-M Direct Mount (16' housing only) 12' 35W HPS MAC*503-1 (Direct Fifer for 4' sq. pole) 12" 50W HPS MAC*505-D W = Wall Mount 12" 70W HPS MAC*507-M (Backlight Shield is standard) 12" 10OW HPS MAC*510-M 8 = Without Mounting (hardware) 12' 15OWHPS MAC*515-M 16" 25OW HPS AC*525-M NOTE: When using multiple 22' sq, 16" 40OW HPS AC*540-M housings at 90' configuration, a special 12' Other lamp wattages available -consult factory arm is required; see page 150. I Reduced envelope lamp. ED28 for 32OW PSMH and 40OW MH; BT37 for I OOOW MH. Options: (Factory -installed) Change Add After Description Suffix To Suffix 277V Reactor Ballast (Psn1H my) 27 120V Reactor ballast (50-150W HPS 12' housing only) 1 480V ballast (32ow PSMH, 115-in00W MH & 70-4M HPS only) 5 347V ballast (50W HPS only) (Canada only) 6 Quad -volt ballast (50-100W MH only) M Tri-volt ballast (320W PSMH, T 50-1000W MH & 70-40OW HPS only) (Canada only) Single Fuse (277V Reactor,120V, 277V or 347V) 27,1, 2 or 6 F Dual Fuse (208V, 240V or 48OV) 3, 4 or 5 F Quartz Standby (delay -relay type) (includes 100W 0 lamp) (n/a 277V Reactor) 0- Button Photocell (Factory -installed with all mountings other than 2' Adjustable Fitter) NOTE: n/a on 1000W w/120V; all 480V 27,1, 2, 3, 4 or 6 P External Photocell (Factory -installed) (Page 133) For fixtures w/1000W,120V 1 P For fixtures w/480V 5 P Accessories: (Field -Installed) 12" housing 16" housing 22" housing Wire Guard FWG-12 FWG-16 FWG-22 Backlight Shield SBL-12 SBL-16 SBL-22 (standard on AC Series Wall Mount) Button Photocell (Freo-immneainIWw with 2•AdiwWierifr) Catalog# For fixtures w/120V (n/a on 1000W) PC-1 For fixtures w208, 240 or 277V PC-2 For fixtures w/347V PC*6 Mountings ................ .............. ............ ........... Page 116 Catalog Number LoglcNoltage Suffix Key ........................... Page 115 Optical Systems ......................................... .. Pages 105-107 Accessories ...................................................Page 133 Mounting Alternatives ...................................... Pages 150-151 Mounting Brackets ......................................... Pages 152-153 Poles......... ........................................... Pages 154-157 V Z V tJ Lamp Included! E8 Series (shown with Bronze Shroud option) ld Up/Down Cu & Deep Shielded E5 Series E8 Series Up/Down Cutoff Deep Shielded The optics provide controlled uptight Front brightness shielding without and downlight with side cutoff. The E5 sacrificing wide light distribution. The Series optics are also available for E8 works ideally Over entrances. vertical mounting; add suffix "R" to catalog number. NOTE: 50-walt MH with suffix V is supplied with a glass insert to allow operation in the wall -mounted position. Candlepower Distribution Curve of 50W HPS E5 Up/Down Cutoff Light. Candlepower Distribution Curve of 70W HPS E8 Deep Shielded Light. D -In Unit In M-n"H6,M Isofootcandle plot of one 50W HPS E5 Up/Down Cutoff Light at 10' (3.0 m) mounting height (plan view). 26 �MMFA OtIa In Unb UI Mounting Maigl,t Isofootcandle plot of one 70W HPS E8 Deep Shielded Light at 15' (4.6 m) mounting height (plan view). 2.25' 4.2' 6.45' (57 own) (107mm) (164 mm) (216 mm) r I 10.0' �6.0' i-(254 mm) (152mm) For 70W and 1OOW HPS with quad-vatt or td-vatt, and all MH fixtures, the housing depth is 3' (76 mm ,and the overall fixture depth is 7.2' �183 mm). Order InformationPum, Wattage/ Catalog Mounting Description Lamp Type Number Position Up/Down Cutoff 50W MH E5405-DG Wall 35W HPS E5503-1 Any 50W HPS E5505-1 Any Deep Shielded 50W MH E8405-D Wall Downlight only 70W MH E8407-0 Wall Downlight only 35W HPS E8503-1 Any 50W HPS E8505-1 Any 70W HPS E8507-1 Wall Downlight only 100W HPS E8510-1 Wall Downlight only NOTE: Suffix "G" indicates glass insert is supplied. Options: (Factory -Installed) Change Add After Description Suffix To Suffix Single -volt ballast (277V, 208V or 240V) 2, 3 or 4 (35-50W HPS only) Quad -volt ballast (70-100W HPS only) M Quad -volt ballast (50-70W MH) M 34TV ballast (50W HPS only) 6 Tri-volt ballast (50 & 7OW MH only) (Canada only) T Tri-volt ballast (70 & 10OW HPS only) (Canada only) T Photocell (120V, 277V, 208V, 240V or 347V) 1, 2, 3, 4 or 6 P Bronze Color Shroud BS Gold Color Shroud (not available on 10OW HPS) GS High Power Factor ballast H Tamperproof Lens Fasteners J Vertical Mounting (E5 Series only) R NOTE: Not available when both hpf and photocell supplied Polycarbonate Lens V Accessories:(Fleld-installed) Description Catalog Number Surface Mounting Box ESB-7 Pole Mounting Bracket PAS-7 Tamperproof Screwdriver TPS-1 Catalog Number LogicNoltage Suffix Key ............................ Page 11 Bollard Panel ................................................... Page 31 Accessories ....................................................Page 39 E5 Series Mounting Multipliers E8 Series Mounting Multipliers Height Multiplier Height Multiplier 7' (2.1 m) 2.04 8' (2.4 m) 3.52 8' (2.4 m) 1.56 10' (3.0 m) 2.25 9' (2.7 m) 1.23 12' (3.7 m) 1.56 10' (3.0 m) 1.00 15' (4.6 m) 1.00 12' (3.7 m) 0.69 20' (6.1 m) 0.56 15' (4.6 m) 0.44 25' (7.6 m) 0.36 20' (6.1 m) 0.25 The E5 Series photometric data was developed in testing Ruud fixtures with clear, 50W HPS 4,000 lumen medium base lamps. Footcandle readings for other wattages and lamp types may be obtained by multiplying the chart values by the following: Lamp/Wattages Multiplier 50W MH 0.85 35W HPS 0.56 The E Series photometric data in this section was developed in testing Ruud fixtures with clear, 70W HPS 6,400 lumen medium base lamps. Footcandle readings for other wattages and lamp types may be obtained by multiplying the chart values by the following: Lamp/Wattages Multiplier 50W MH 0.53 70W MH 0.86 35W HPS 0.35 50W HPS 0.63 100W HPS 1.48 Lamp Included! Construction Unlike other bollards, this unique design positions the lens on the top of the fixture. The clear lens is sturdy injection - molded acrylic (HC) or polycarbonate (HCD and HCF). It attaches to the housing with an overlapping die-cast aluminum retainer ring. For quick relamping, only four flush -mounted, stainless -steel fasteners need to be removed from the base. Two silicone lens seals prevent moisture from entering the lens. Optional decorative Dome Top or Extended Flat Top styles also are available. The housing is an aluminum extrusion that is standard with our exclusive DelfaGuard® finish, featuring an E-coat epoxy primer with bronze ultra -durable powder topcoat. Consult factory for availability of other finish colors. The housing fastens to a cast -aluminum base with four supplied 1/4-20 flat -head, stainless -steel screws. Within the housing, a formed and channeled heavy -gauge steel frame supports the electrical components and reflector. A double -lip silicone seal at the top of the reflector and a sealed lamp socket prevent insects, dirt and moisture from entering the optical system. Ballast A high -power -factor ballast is standard. The 13-watt fluorescent and 35-watt HPS bollards are standard with a 120-volt ballast and are available with an optional 277-volt ballast. 100W HPS is standard with a quad -volt ballast (120/208/240/277). All other wattages are standard with a dual -volt ballast (120/277V; in Canada, on 50-watt MH and all 70- and 100-watt fixtures, a tri- volt (120/277/347V) ballast is supplied). In the U.S., additional quad -volt (120/208/240/277V) ballast option for 5040-100-watt MH and 70-watt HPS bollard is available. Lamps 13-watt quad -tube compact fluorescent; 50, 70,100W MH; 35, 50, 70 and 10OW HPS. Installation The entire extrusion and lens can be removed from the base as one assembly. The base is secured to a concrete footing using three 3/8' x 6' steel anchor bolts supplied. We suggest installation in a 2' deep x 12' diameter poured base, unless soil type and frost line in your area dictate a deeper base. A 3-inch diameter conduit opening is provided in the base for ease of wiring. Performance The exclusive optical system of the clear lens HC Series produces twice the light output of most competitive products. A 70' main beam provides uniform distribution with low brightness at spacings up to 40 feet. While only 36 inches high, the HC Series achieves a light center slightly less than 3 feet. (Other bollards reed 42 inches of height to accomplish this.) Labels The Round Bollard is UL Listed in the U.S. and Canada for wet locations and enclosure classified IP65 per IEC 529 and IEC 598. Wes Order Wattage/ Catalog Nb,... r Lamp Type Standard r r Catalog Number Dome Top Extended Flat Top Clear lens 50W MH HC405-D HCD405-D HCF405-D 70W MH HC407-D HCD407-D HCF407-D 10OW MH HC410-D HCD410-D HCF410-D 35W HPS HC503-1 HCD503-1 HCF503-1 50W HPS HC505-D HCD505-D HCF505-0 70W HPS HC507-M HCO507-M HCF507-M 10OW HPS HC510-M HCD510-M HCF510-M 13W Fluorescent HC213-1 HCD213-1 HCF213-1 Options: (Factory -Installed) Description 277V ballast (fluorescent only) Change Suffix To 2 Add After Suffix Quad -volt ballast (50-100W MH) M Tri-volt ballast (50-100W MH) (Canada only) T Tri-volt ballast (70 & 10OW HPS only) (Canada only) T 347V ballast (50W HPS only) 6 Single Fuse (120V, 277V or 347V) 1, 2 or 6 F Dual Fuse (208V or 240V) 3 or 4 F Photocell (120V, 277V, 208V, 240V or 347V) 1, 2, 3, 4 or 6 P 180` Shielded Clear Lens A Tamperproof Lens Fasteners J Polycarbonate Lens (HC Series only) V Accessories: Description Louver (Field -installed) Catalog t HCL Tamperproof Screwdriver TPS-1 Catalog Number LogicNoltage Suffix Key ............................ Accessories ....................................................Page Page 11 39 I _ I• 180' Shielded Clear Lens option Dome Top with Clear Lens (HCD) v Louver accessory (HCL) Extended Flat Top with Clear Lens (HCF) 37 C C 0 M Mountain View Office Park - Lot 6 - ng Tlley Drive South Burlington Vermont S 8016'38' i /�--_--_-_ _---_____--_}-- 1 17 R Ill ill NEEMEMEMSE PIZZAGALLI PROPERTIES, LLC P.O. BOX 2009 SOUTH BURLINGTON, VERMONT 05407 MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT PRELIMINARY OVERALL SITE PLAN x Lbnald L Hamlin v ConsBlling lhpnwn, Me.. OR of Voters Term Expires 6/30/13 One Opening ORDINANCE PROPOSED B:00 a.m�to 4:30 p.m.r department's o.bSite recorded in Volume 676. Page ofthe Land of theLand makes this complaint: 1. Plaintiff resident of Plaintiffs intent to commence this action. commence been set for December at8:30 Sumeri ZA-10-01 through ZA. tww. website at www. ci.burlington.vt.u5/ Records South Burlington, of of Essex. County of WHEREFORE, Plaintiff tB. he Chi the Chittenden Superior Court. 175 Main Street. Applications are 10-03 Miscellaneous planning. which mortgage the Chittenden, State of respectfully requests PO Box187, Burlington, NOTICEOFPUBLIC available at the Clerk/ Amendmentsand undersigned lithe pres. Vermont, is the record that the Honorable Vermont05402. HEARING Treasurer's Office, Corrections REQUEST FOR LETTERS ent holder, for breach of ownerofamobile Court enter an order as Second Floor, City Hall. OFINTEREST(RLI) the conditions of said home park known follows: The TOWN of ESSEK and must be received Pursuant to 24 V.S.A. FOR LEASABLE SPACE mortgage and for the as Westbury Park, Jill C. Mongeon, Court received $490.000 from in the Clerk/Treasurer's §4441 and §4444, IN THE MORAN CENTER purposes of foreclosing located in the Town of 1. declaring that the Deputy Clerk the State of Vermont for Office by 4.30 p.m., notice is hereby given AT WATERFRONT PARK the same will be sold at Colchester, Vermont mobile home has been an IMPLEMENTATION Wednesday. December of a public hearing by PROJECT Public Auction at10:00 ahantloned; Oat.: 11/2/09 GRANT underthe 9, 2009. Applicants the Burlington Planning A.M.on December 9, 2.Lisa Terjelianisthe Vermont Community Development Program. A public hearing will must be nominated by a member of the City Council to be consid- Commission to hear comments on the following proposed Burlington. Vermont The City of Burlington 2009. at 3 lby Street. South Burlington, owner of a certain. mobile home, described as a 1987 Titan 880-T, 14 2. approving the sale ofthe mobile home at a public auction to be - be held at the Town ered for a position; a amendments to the is seeking Letters Vermont all and singular the premises described x 70. presently located held within 30 days of of Essex Town Offices list of Council members City of Burlington's oflnterest from in said mortgage: at 323 Waverly Circle the date ofjudgment. at 81 Main Street on December is also available at the Clerk/Treasurer's Office. Comprehensive Development f_profit and non-profit businesses interested TO Wit; at Westbury Park, Colchester VT. pursuanttol0 V.S.A. §6249(h); and g E , rtMonday 14th at 12:00 p.m. to Please call the Clerk/ Ordinance. The public in occupying up to 7,000 obtain the views of Treasurer's Office at hearing will take place s.f. of ground floor space Being all and the same 3. Lisa Terjelian's last 3. granting judgment groups citizens on community 865-7136 for further on Tuesday, December in the Moran Center land and premises known mailing address in favor of Plaintiff and development. to furnish information. 8,2009 beginning at at Waterfront Park conveyed to Steven is 323 Waverly Circle against the mobile information concerning 7:OOpm in Conference redevelopment project. Galente and Shelly M. at Westbury Park„ home for past due and DONTSEEA SUPPORT he range of community PUBLICHEARING Room all, Burlington The project will create Galente by Warranty Colchester VT 05446. unpaid rent through group here that tlevelopment activities SOUTH BURLINGTON City Hall, 149 Church commercial spaces mr Deed of Dennis L.H. the date o(jutlgmen[. meets your needs? your needs? that have been undertaken under this DEVELOPMENTREVIEW BOARD Street in Burlington. VT. completely renovated building, which will be Garon and Sandra L. Garon. dated May 26, 4. Lisa Terjelian leased alot in the Park from together with Plaintiffs court costs. publication Call Vermont program of United Way ro give program and to Pursuan[to the leased to non of[and pr 1999. and recorded Ma y Belt B. Atkins under Y and mailing gcosts. o(Vermont. Within affected citizens the The South Burlington requirements of 24 for -profit businesses. 27. 1999 in Volume455, thetermsofa Lea se and all of Plaintiffs yernwnt. dial 2-1-1 or o pportunrty to examine Development Review V.S.A.§ 4444(b): The fee -based uses will at Page l6-18 ofthe Agreement and counsel fees incurred (tollfree) aft t the use Board will holds public ba Records ofton Ci[y occupied the mobile in connection with this o from2-4636 of from ou[Sitle of esefunds. The hearing in the South (1) the ro publi access to access to of South Burlington. of So as mattermas well Ssfor Vermont.802.652- VCDP Funds received VCOPFundsr havebeenusedtoac- Burlington City Hall Conference Room, 575 proposed end proposetl amendments is to revise the City's an observation deck an observation over -looking the lake. Terms of Sale: 323 Waverly Circle, 323 Waverly Circle, Colchester. Vermont enforcement of the Lease and recovery of 4636,24/7. complish the following Dorset Street South zoning regulations to: public rest rooms. a $10.000.00 to be paid the mobile home lot. IS FOODAPROBLEM activities: Construction Burlin ton, Vermont g community room, and - m cash by purchaser at S. Thelas[known FOR YOU? by Cathedral Square on Tuestlay. December a)ZA-11-01 Parallel Sign public park space that the timeofsale.with resident at the mobile DATED AT Burlington, Doyou eat when youle Corporation of 48 units 15. 2009 at 7:30 PM: to Height Exempuonin Allow includes splash area the balance due at co home was Lisa Terjelian. Vermont this 27 day of not hungry? Do you go of affordable senior consider the following: E-LM - parallel and new skate park. The pa Pm.faffinancin mg. g The mobile home has October, 2009 on rental housingat 22 signs to be place0 deadline for submittingfor the balance afthe been vacant since July nbinges refor no apparent reason? Is apparent Carmichael Street. 1. Preliminary I yDa[ higher than l4feet Letters of Interest purchase to be provided 15,2009.On August S. Steveny Kantor. Esq. your weight affecting application aSO-09-50 but not to exceed the ht is 2:00 PM EST on ( ) at the time of sale. 2D09,Westbury Park Atkins for Betty B. the way you live your informationonthis o(Bullrock Corporation ei heightof the firstfloor. B December 18. 2009. The sale is sub)ec t to notified Lisa Ter elian / Atkins life? Call Overeaters project can be obtained to amend a previously (Modify Table 7.2.1-1 taxes due and owing to remove the mobile Anonymous, 863-2655. from Cathedral Square approved planned unit footnote 2&remove Additional information to the Town of South home or it would be DATED AT Essex JCL, Corporation at 412 development consisting Sections 7.2.5(e)): and. about the project can be Burlington. g presumed abandoned. Vermont thi521st day of GIRL POWER: Farrell South olive (gs found at CEDO'S website The mobilehome October. 2009. Learn about your tuna d Burlington and may for. t.amily dwellings fora total of b)ZAg0-025i[e Triangle ww The mortgagor is remains abandoned on Betty B. Atkins inner power through be viewed during the 160 unitsanda40unit Setbacksin o.cedoburlington- org or at 802-865-7144. entitled to redeem the the lot. meditation, sacred hours of9a.m.and5 p.m..Monday-Friday. congregate housing facility. Theamentlment General Regulations- Adtlaclear site triangle STATE OF VERMONT premises at any time prior to the sale by pay- 6. The following liens VERIFICATION rgy neta y through December 14. consists of constructing setback requirement CHITTENDEN COUNTY, ing the full amount due and encumbrances SE modalities.Conng motlalities. Connect and 200g. a100 unit assisted liv- where a front yard SS. underthe mortgage. appear of record with CHITTENDEN COUNTY attune to empower& 5 in facility, 2500uarry setback is required CHITTENDEN includingthecostsand respxttothemobile SS. enlighten, expand your The location ofthe Hill Road. to increase visibility SUPERIOR COURT expense. of the sale. home: Sense ofawareness. a: meeting is ADA at intersections and DOCKET NO. S1564.08 On this 21 day of network with others accessible. as is the 2. Preliminary plat driveways.(Add Section Chic Othertermstobe a. Delinquent Property October, 2009, Betty yourage,fnd peer > location where project application SSD-09-S1 5.2.5(c)&modify announcetl a[[he taxes [o [he Town of S. Atkins. owner of supportwithin thison- information can be ofP-agalli Properties. Section 6.2.2(m)); and. The Bank of New York sale or inquire at Lobe Colchester, Vermont in Westbury Park being going monthly group. found. Anyone needing LLC for a planned - Mellon Trust Company. & Fortin, 30 Kim ball the amount of$ 577.69 frstduly sworn,made Please bring a notebook ADA accommodationis unitdevelopment to c)ZA-10.03 Conditional National Association, Ave., Ste. 306. South (through November 16, oath thatshe has journal, writing utensil encouraged to contact construct a 50.000 sq. Use and Major Impact (/k/a The Bank of New Burlington, VT 05403. 2009). read the(oregoing and a folding chair. o Tim Ashe of Cathedral ft. office building, 119 Review Exemptions- York Trust Company, 802660-9000. Complaint, and that the Ages 12-18. First Sat ru Square Corporation a[ Tilley Drive. Remove conditional use N.A., as Successor to 7. The last ern- facts contained therein of each month at ry 802-318-0903. from the exemptions JPMorgan Chase Bank The of New York poyer of Lisa Terjelian are true. p.m. at Moonlight Gift ^ 3. Conditional use ap- provision. (Modify N.A. as Trustee for RASC Mellon Trust Company, is unknown. Shoppe. Rt. 7, Milton. c Legislative Body for the plication aCU-09-10 of Section 3.5.3). 2004KS70, National Association efore me, Russell E. To reserve spacecall TOWN OF ESSEX TeIJet Longhaul, LLC to B. Charles Bolton is a Walker Michele, 802-893-9966. ^ add a 36 inch diameter (2) The proposed Plaintiff By: Joshua B. Lobe, Esq. Person disinterested Notary Public moonlightgiftshoppe@ OPENINGS antenna on an eight(8) amendments in their Lobe &Fortin, PLC in the mobile home Printed Name: Russell yahoo.com. BURLINGTONCITY foot high mast on the entirety affect the Steven Galente, 30 Kimball Ave.. Ste. or mobile home park E. Walker COMMISSIONS/ roof of the building, 30 City of Burlington as a CitiFinancial, Inc., 306 who is able to sell the My Commission Expires: CHITTENDEN FAMILIES BOARDS Community Drive. whole. Vermont Department South Burling[on,VT mobile home at a public 2/10/11 TOGETHERMEETING: o of Taxes, 05403 auction. Wednesday, Dec. Z On Monday. December John Dinklage, (3)The proposed Beverly Bourgault. STATE OF VEgMONT 2, 5:30-6:30 p.m. 14,2009, the Burling ton Chairman amendments affect Lexington National STATEOFVERMONT 9. Mobile home lot CHITTENDEN COUNTY, Vermont Family w City Council will fill the following sections Insurance. Murtloch, rentcontinues to - S5. Network Conference vacant ies on the fol low- South Burlington of the Comprehensive Hughes &Twarog CHITTENDEN COUNTY, accrue at the rate of CHITTENDEN Room, 600 Blair Park ing City Commissions/ Development Review Development Attorneys at Law And SS, $425.00 per month SUPERIOR COURT Rd.a240. Williston. Boards: Board Ordinance: See refer- Occupants residing at CHITTENDEN (including$10.00 late Docket No. S1423-09 Focus icon concerns ences in al above. 31by Street, South SUPERIOR COURT fee) -Rent and storage CnC o(families who have Fence Viewer Copies of the applica- Burlington, Vermont. Docket No. 51423-09 fees($ 5.435.00). lease high school youth and c Term Expires 6/30/10 [ions are available for The full text of Chic enforcement and evic- IN RE: ABANDONED adult members who Two Openings public inspection at the the Burlington Defendants lion fees($889.44). antl MOBILE HOME havedevelopmenal '= South Burlington City Comprehensive IN RE: ABANDONED other charges due and OF LISA TERJELIAN disabilities.Cantact: Hall. Development Ordinance NOTICE OF SALE MOBILE HOME OF LISA accruing to the Plaintiff Jan Hancock, 876-5315 g and the proposed TERJELIAN as of 0c[ober 19,2009 ORDERFORHEARING ext. 215, jan.hancock0 November 25.2009 amendments are By virtue and in exceed$ 6.324.44. vtfn.org. r ,1 ► RONO LVE south urlin tom PLANNING & ZONING December 7, 2009 Barbara Neff 700 Hinesburg Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Property Owner: Enclosed is a copy of the draft agenda for the December 15, 2009 South Burlington Development Review Board meeting. The enclosure includes a proposal that abuts property you own. The official agenda will be posted on the City's website (www.sburl.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is r,;q uired in order to preserve your right to appeal a local development approval to the Vermont Luvironmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject o C the proceeding." - I i' you would like to know more about the proposed development, you may call this office at 846- ,I i 06, stop by during regular office hours, or attend the scheduled public meeting. Sincerely, 0-6a i, Beagley I : fining & Zoning Assistant Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com December 7, 2009 Bri : in Armstrong 50 Old Farm Road South Burlington, VT 05403 Re: 119 Tilley Drive De. it Property Owner: Enclosed is a copy of the draft agenda for the December 15, 2009 South Burlington Development Re', iew Board meeting. The enclosure includes a proposal that abuts property you own. The official agenda will be posted on she City's website (www.sburl.com) by the Friday prior to the meeting. Un.ler Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is regllilred in order to preserve your right to appeal a local development approval to the Vermont Entronmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of iie proceeding." If i ou would like to know more about the proposed development, you may call this office at 846- 41 ( ), stop by during regular office hours, or attend the scheduled public meeting. Sincerely, Jai, Beagley P1. fining & Zoning Assistant Fi1 1. 5-5 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com AWA VAN I ington PLANNING & ZONING December 7, 2009 D(, g Dickey 80 )Id Farm Road So Ah Burlington, VT 05403 R(� : 119 Tilley Drive De r Property Owner: E1 :osed is a copy of the draft agenda for the December 15, 2009 South Burlington Development R.. icw Board meeting. T1: -, enclosure includes a proposal that abuts property you own. The official agenda will be posted Oil : le City's website (www.sburl.com) by the Friday prior to the meeting. Ut cr Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is rc, .;red in order to preserve your right to appeal a local development approval to the Vermont E1 .ironmental Court. State law specifies that "Participation in a local regulatory proceeding shall co;.sist of offering, through oral or written testimony, a statement of concern related to the subject o i : ! proceeding." If )ii would like to know more about the proposed development, you may call this office at 846- 4 l stop by during regular office hours, or attend the scheduled public meeting. Si, ccrely, J:,: L, coley Ing & Zoning Assistant 5. Dirset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburf.com December 7, 2009 Dan O'Brien 150 Old Farm Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Property Owner: Enclosed is a copy of the draft agenda for the December 15, 2009 South Burlington Development Review Board meeting. The enclosure includes a proposal that abuts property you own. The official agenda will be posted on the City's website (www.sburl.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is required in order to preserve your right to appeal a local development approval to the Vermont Environmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of the proceeding." If you would like to know more about the proposed development, you may call this office at 846- 4106, stop by during regular office hours, or attend the scheduled public meeting. Sincerely, Jana Beagley Planning & Zoning Assistant Encl. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com e south PLANNING & ZONING MEMORANDUM To: South Burlington City Development Review Board Fr: Bill Szymanski, City Engineer Date: December 10, 2009 Re: Comments — Airport Parking Garage Expansion Project Traffic Impact Study (Stantec Engineering) I have reviewed the above referenced report dated Dec. 10, 2009 and concur with their recommendations. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802,846.4101 www.sburl.com CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING & ZONING DEVELOPMENT REVIEW BOARD Report preparation date: December 9, 2009 \drb\sub\pizzaga11i\pre1im_119Tilley.doc Application received: November 6, 2009 PIZZAGALLI — 119 Tilley Drive PRELIMINARY PLAT APPLICATION #SD-09-51 nda #6 Meetina Date: December 15. 2009 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoninq District Location Map Please note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\oizzagalli\prelim 419Tilley doc Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting preliminary plat approval for a planned unit development to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. The Development Review Board reviewed a sketch plan application for the lot on March 17, 2009 (minutes attached) wherein Staff recommended additional sketch plan reviews to address major issues prior to proceeding to the preliminary plat application. The applicant chose to proceed to preliminary plat. Furthermore, the subject lot is part of a 3-lot subdivision approved in 2008 (#SD-08-48, attached) and is subject to the conditions imposed pursuant to that decision. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on November 6, 2009 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 10 Zoning District I.Required Proposed Min. Lot Size 3 acres 5.73 acres Max. BuildingCoverage 30% 10.1 % Max. Overall Coverage 50% 48.8% Min. Front Setback 50 ft. >90ft. Min. Side Setback 35 ft. >80 ft. Min. Rear Setback 50 ft. >150 ft. zoning compliance SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has reviewed the plans and provided comments in a letter dated December 11, 2009 (attached). 1. The applicant shall adhere to the comments of the City of South Burlington Water Department per the letter dated December 11, 2009. CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\Pizzagalli\prelim 119Tille According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer has reviewed the plans and has provided a memo dated December 10, 2009 (attached). 2. The applicant shall adhere to the comments of the City Engineer per the memo of December 10, 2009. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. 3. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 4. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via two curb -cuts off of Tilley Drive. The western curbcut is 45 feet wide, with a median. The eastern curbcut is 25 feet wide. During the subdivision of this lot from a larger piece, the applicant submitted a conceptual site plan which estimated how the buildings and related drives and parking areas will be organized. The applicant theorized two curb cuts from Tilley Drive, both aligned with existing curb cuts to the south. The applicant proposes that both curb cuts service all three buildings. Both Staff and the Board were concerned that the western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings will create and the connection of Tilley Drive to the interstate via the proposed ramp or connection to Community Drive. A third party consultant, Resource Systems Group (RSG) reviewed the plans and commented on this issue. RSG stated that it would be appropriate for "the City to require one access drive placed as far as possible form the adjacent intersections (both existing and planned) in order to maximize and preserve capacity." The Board discussed this issue and included in the final approval a condition that at such time as the interstate exit is constructed, the access drive located between lots 6 & 8 shall be abandoned in favor of a new access drive to be located as far to the east as possible. This condition is as follows: At such time as Interstate Exit 12B is constructed to Tilley Drive with a north bound CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagalli\prelim 119Tille off ramp, the access drive located between lots 6 & 8 shall be abandoned in favor of a new access drive to be located as far to the east as possible. This stipulation may be revisited by the applicant at the time that exit 12B is constructed. This condition remains in effect, irrespective of this application A discussion of site planning of driveways and access to the additional lots is included below in this report. Staff notes that the western access appears to be across a Class III wetland. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. The applicant has submitted this analysis. Staff recommends that the Board invoke a technical review of the traffic study. As has been customary, and to ensure that any necessary changes are incorporated as early as possible, prior to any preliminary plat approval. 5. The Board invokes a technical review of the trip generation and traffic analysis including turning movement analysis. The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The sketch plan references an area of wetlands located at the western access drive, a small wetland near the northwest property line, and a much smaller wetland near the southeast property line. The plans do not include the 50 foot buffer around the largest area, impacted by the access drive. If there are other wetlands on site, the applicant shall provide a full delineation as part of the preliminary plat application. 6. The plans shall be revised to include all wetlands on site; the wetlands shall be identified by class, and shall include a 50 foot buffer, also shown on the plans. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\prelim 119Tillev doc It is difficult to fully assess compliance with this criterion as the subject lot does not directly abut the residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears to be in partial compliance with respect to this criterion, as it sits roughly centered on the lot. However, there appear to be conflicts with the western access drive which is closest to the abutting properties. As staff has already noted, this access drive has already presented conflicts for both traffic planning purposes and wetland impacts. Given this criterion and third apparent conflict, staff strongly urges the Board to consider its merits on this property. The subject lot has the ability for sufficient access at multiple other points. There is not much open space on this lot. The lot technically meets the coverage requirements at less than 50% impervious coverage (as stated on the plans), but these open areas are limited to a stormwater retention basin, a few landscaped islands, and a small green perimeter around the building. The site does not appear very open nor does it provide any useable contiguous open areas. It is possible that the greatest opportunity for such shall be for the larger, 7.8 acre lot to the north of this property which directly abuts the residential properties and the farms/open space to the north; however, this should still be addressed on a lot by lot basis. 7. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has not yet reviewed the plans and has stated that he would prefer to do so after any changes to layout and parking are made by the Board at the sketch plan level. 8. The South Burlington Fire Chief should review the plans for the proposed subdivision, prior to final plat approval. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. The subject lot is proposed to utilize a shared access from Tilley Drive to the west, as well as a narrower access to the east. Even if the Board were to permit the western -most access drive which staff opposes, there is already a condition which mandates that at such time as the interstate exit is constructed, the access drive located between lots 6 & 8 (the western most access shown on these plans, shall be abandoned in favor of a new access drive to be located as far to the east as possible. Therefore, if the Board permits the western access drive, it is especially important that the site be designed such that access to the rear lot (lot 7) is both feasible and safe via the eastern most access. Staff does not feel that the proposed plan accomplishes this. CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzaaalli\prelim 119Tilley doc Should the western access be closed, the traffic entering the site would be immediately confronted with a large traffic island. It would then have to circulate around that island, and through the site's largest, and presumably most used, parking area. Given the size of the lot to the rear/north, this could include a large number of vehicles that would have to take this path in order to reach the rear lot. The plans should be revised to provide a safe access to the northern lot (lot 7) via the eastern most access drive. This is a very critical item of this review. 9. The plans should be revised to provide a safe access, for vehicles and pedestrians, to the northern lot (lot 7) via the eastern most access drive. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer has reviewed the preliminary plat plans and provided comments. 10. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. As stated above in this report, staff does not find that the site layout adequately provides for safe or desirable transition from structure to structure, site to site, or even site to structure, should the access to the rear lot be needed. In addition to the issue of access to the northern lot, the site does not appear to offer many pedestrian considerations, including sidewalks around the building, or breakages in the long rows of parking to provide connections for pedestrian movement from the parking area to the building. 11. The plans should be revised to provide greater provisions for safe pedestrian movement, especially through the parking area. Based on 50,000 square feet of general office use, the proposed building will require 175 parking spaces. 252 parking spaces are provided on site. Although the applicant has not proposed CITY OF SOUTH BURLINGTON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagal...prelim 119Tilley doc medical office use, staff has evaluated those calculations (at full medical office use) as being a minimum of 250 parking spaces. Given the predominant use of medical office in the surrounding park, this may be an appropriate level of parking. The Board should discuss this matter. 12. The Board should discuss the excess parking on site and render guidance as to an appropriate amount. Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is not shown on the plans. 13. The plans should be revised to depict a bicycle rack Parking shall be located to the rear or sides of buildings to the greatest extent practicable The proposed parking on site does not comply with this criterion. There is an entire row of parking along Tilley Drive, between the building and the road. Staff is strongly opposed to this parking and advises that it be relocated to comply with this criterion. Although some parking has been permitted to the fronts of other buildings in the development, the reasoning behind that decision was to mitigate the sea of parking that would be viewed from another important public right of way- Interstate 89. There are no apparent site constraints that would not make this practicable. The Planning Commission has stated their strong interest in ensuring that this criterion be met, and feels so strongly about this criterion that they are presently in the process of adding additional language to the regulations to emphasize their desire that this be met. The Board should carefully consider this and render guidance to the applicant. 14. The parking shall be to the rear or sides of the building. Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The applicant has submitted a rendering of one side of a building. However, the rendering does not match up with the layout of the building as shown on the site plan. Perhaps the applicant's intent is to show the general design and materials of the building. The buildings in the surrounding subdivision are all very cohesive and complementary, without being carbon copies. Staff believes that they are all attractive buildings which meet this criterion. However, the Board previously asked CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagalli\prelim 119Tilley doc that the applicant provide renderings of all four sides of the building to make a better assessment. The applicant should do this. 15. The applicant should submit architectural details of all sides of the building prior to preliminary plat approval. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant should submit architectural details In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the rear. Again, the site plans shall be revised so that the access is made possible. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). 16. The plans shall be revised to show any proposed dumpsters or other waste facilities, adequately screened, as part of the site plan application. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. Show snow storage areas are shown for the subject property. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagalli\prelim 119Tilley doc professional landscape designer. The applicant has submitted a landscape plan and budget in compliance with Section 13.06 of the SBLDR as part of the preliminary plat plan application. Based on estimated building costs of $4,000,000, the minimum required landscaping should be $47,500. The applicant is proposing $57,387 in landscaping. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The applicant has submitted a plan which indicates that the requirements in Section 13.06(B) of the Land Development Regulations are being met. The landscaping islands are entirely internal to the parking area and meet the 10% minimum. The City Arborist has reviewed the plans and provided comments in a memo dated November 30, 2009 (attached). He has only a few minor comments. 17. The applicant shall adhere to the comments of the South Burlington City Arborist. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. The applicant has submitted a lighting point by point plan and lighting cut -sheets with submission of the site plan application. They meet the lighting requirements of the SBLDR. 18. The preliminary plat plans shall show all ground mounted HVAC units, generators, and utility cabinets, labeled as such. Adequate landscaping shall be provided around these units. 19. The western access to this property is located on an adjacent lot. If the Board approves these modifications to this lot, the plans shall be revised to include the adjacent lot. RECOMMENDATION Staff recommends that the applicant address the numbered items in the "Comments Section" of this document and present them to the Board before proceeding to any further plan review. Respectfully submitted, Cathyann LdRose, Associate Planner Copy to: Robert Bouchard, applicant DEVELOPMENT REVIEW BOARD 17 MARCH 2O09 PAGE 4 Mr. Behr noted there is an upcoming meeting with the City Council and Planning Commission, and suggested this would be a good topic to discuss then. He said he personally would defer to what the departments are asking for. Mr. Burke said they would probably come back with a private road. Mr. Behr questions a little pie -shaped piece of land. Ms. LaRose said staff feels it is city - owned. Mr. Burke showed the line of what the city owns and indicated they have verification of what is their land. He said he would have his surveyor talk with the City Engineer on this. Ms. Shiel, a Clover St. resident, was concerned with snow removal and potential runoff and erosion. She was also concerned with lights at the back of her house and into her bedroom. She also noted the applicant has been digging holes on her property. Mr. Burke said they were recovering monumentation which is allowed by state law. Ms. Townsend asked the applicant to confirm that she would not have to move her plants. Mr. Burke confirmed this. Ms. Bloxham said she just bought her home in September and didn't know about this plan. She was concerned about property values and privacy. Mr. Burke said the woods near her home won't be touched. The decks meet the setback. Mr. Burke confirmed that the buildings will be 2-stories high. Ms. Malek expressed concern with noise and light mitigation. Mr. Burke said there won't be a lot of traffic from 7 homes, and they have centered the road. Mr. Behr noted that all lights have to be shielded so there are no "hot spots." Mr. Burke said there would be no lights along the Malek property, only porch lights on the units. He said he would try to put a few evergreens on the corner to shield car lights. Ms. Quimby moved to continue Preliminary Plat Application #SD-09-07 and Final Plat Applicatio SD-09-08 until 7 April. Mr. Farley seconded. Motion passed unanimously. 7. Sket Plan Application #SD-09-09 of Pizzagalli Properties, LLC, for a anned development to construct a 50,000 sq. ft. general office building,119 Ti rive: Mr. Bouchard said they will have the Fire Chief review the plan prior to preliminary plat. Mr. Bouchard said they are agreeable to the additional sidewalk being requested. DEVELOPMENT REVIEW BOARD 17 MARCH 2O09 PAGE 5 Regarding the western curb cut, Mr. Bouchard said their understanding was that if/when an interchange went in, that curb cut would be eliminated. They were required to put in an alternate driveway to the east. There are 24 parking spaces on the south side of the building which account for 9.5% of the total parking. They are trying to balance parking on the site and would like a little parking in front. If the Board denies this, they will relocate that parking to the north. Ms. LaRose suggested that in this case they may not want to connect parking areas. Board members were OK with a few parking spaces in front at this location. Mr. Belair noted that since this is a PUD, the applicant should come to preliminary plat with a plan showing this building and the lot with the main access drive. Mr. Dickey, a neighbor, said he was grateful for his meeting with Mr. Bouchard. There are still concerns (e.g., lighting), but these can wait till preliminary plan. He noted that some lights in the building do not go off at all during the night. Mr. Bouchard said they would be willing to have a time clock on parking lot lights. They do want sidewalk and entrance lights to stay on for safety. Another neighbor noted that cleaners leave all the lights on in the building, and there are spotlights. Ms. LaRose said there shouldn't be any spotlights. Mr. Dickey said he didn't know why parking lots have to be lit at night. Mr. Belair noted that dumpster pick-up can also be a problem and asked the applicant that this not occur before 7 a.m. Mr. Armstrong felt this would be the time to encourage moving the westernmost curb cut. Mr. Behr asked the applicant why they would plan for it if it may be taken away. Mr. Bouchard said it works best that way and city specs recommend putting a curb cut there. It is also more marketable that way. Mrs. Armstrong said there are major reasons not to have a curb cut there including the wetland and the beautiful green space. Mr. Bouchard said there is an issue with topography and placement of the storm water pond. Neighbors said they didn't want to have a "wall of windows" looking at them. Mr. Bouchard said if/when they come in for lot #7, they may be able to move a building further away. Mr. Knudsen suggested a possible positioning that could help. Mr. Bouchard agreed to look at it. Ms. LaRose suggested another sketch plan before putting too much money into engineering. Mr. Knudsen suggested talking with neighbors about repositioning the building before preliminary plat. Mr. Plumeau questioned the 4t' building triggering a new traffic study. He felt the DRB, Planning Commission and City Council need to push for a thorough study of the Hinesburg Rd. corridor. He felt that this intersection was a "recipe for disaster." Mt View Business Park Lot 6 Landscaping 11/30/09 SE Group LA Species Selection • Sugar Maple requires a well drained soil, since the soils in this area of the city tend to be poorly drained clays a different species is recommended • Pin Oak requires acidic soil, since the soils in this area tend to have a neutral to slightly alkaline soil pH, a different species is recommended unless a documented soil test indicates an acidic soil(pH 6.5 or lower) The 5 trees that are being transplanted from the street have become fairly large(4.5-6 inch caliper). A transplanting/reestablishment plan should be included. On average, trees in this size range will require 4-5 years to fully reestablish CITY OF SOUTH BURLINGTON PUBLIC WORKS 104 LANDFILL ROAD SOUTH BURLINGTON, VT 05403 ,r .(802) 658-7961 X 103 FAX # 802-658-7976 MAILING ADDRESS CRAIG LAMBERT 575DORSET ST. PUBLIC WORKS ARBORIST SO. BURLINGTON,VT 05408 e-mail clambertCsburl.com south PLANNING & ZONING EMORANDUM To: South Burlington City Development Review Board Fr: Bill Szymanski, City Engineer Date: December 10, 2009 Re: Comments — Mountain View Office Park, Lot No. 6 Tilley Drive 1. Driveways off Tilley Drive shall include a depressed concrete curb with a 1 112 inch reveal. 2. Developer shall obtain sewer easements from Homeowners Association prior to construction on their property. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com } December 11, 2009 Hamlin Consulting Engineers, Inc. Mr. Jeffrey Kershner P.O. Box 9 Essex Jct. VT 05453 RE: Tilley Drive- Lot 6 Dear Mr. Kershner: The South Burlington Water Department has reviewed the plans for the above referenced project. Please find my comments below. 1. The attached Application for Water Allocation must be completed and returned to the South Burlington Water Department as soon as possible. As this project continues, the Application for Water Allocation will need final approval from this Department, which will be contingent upon available water storage capabilities within the City. 2. Based upon the final water allocation request, water service fees shall be applied to the project based on the current Rate and Fee Schedule. It must be recognized by all developers that the Rate and Fee Schedule established by the South Burlington City Council may be modified by resolution at an open meeting of the City Council, and therefore subject to change prior to completion of the project. 3. All construction drawings and plans shall have a note saying "All water line and related work to be performed in accordance with the Champlain Water District Specifications and Details for the Installation of Water lines and Appurtenances, henceforth the "CWD Specification." 4. The CWD Specifications are applicable to all new construction and reconstruction of water infrastructure. Variations from the CWD Specifications will not be permitted except as provided within the CWD Specifications. The appropriate CWD Supervisor as defined in the CWD Specifications shall determine the acceptability of any deviation from the those specifications. Private water lines and appurtenances shall be designed to the same standards as public water lines and appurtenances. All water installation work and water distribution material must comply with the "CWD Specifications". Details for this project must be the same as those within the above referenced CWD Specifications. 5. All domestic services and fire sprinkler systems that are connected to the public water system shall be protected with a backflow prevention assembly, and an appropriate thermal expansion system in compliance with the Ordinance For The Control Of Cross Connections Within The Water System Of the City Of South Burlington, henceforth the `Backflow Ordinance." Please contact this department for more information on the installation and proper setting of backflow prevention devices. 6. The above referenced CWD Specifications state that no water lines shall be installed after November 15 or before April 1 without prior approval of the Superintendent. The appropriate CWD Supervisor may restrict work before November 15 and after April 1 during adverse weather conditions. 7. Eight -inch and larger Ductile Iron (DI) water pipe shall have no less than three (3) brass wedges installed at each joint. Bury depth to the new mains shall be six feet (6') to the top of the pipe. DI water pipe shall be Class 52, cement lined, and the pipe shall be poly wrapped. 8. Stainless Steel Tapping sleeves shall be used on Asbestos Cement (AC), Cast Iron (CI), Ductile Iron (DI) and PVC C900 distribution mains. Sleeves shall be Powerseal Model 3490MJ Stainless Steel tap sleeve with mechanical joint outlet, or approved equal. 9. Mechanical joint restraints with twist off nuts shall be EBAA or Sigma, or approved equal. 10. While looping of all water lines is a typical design requirement, the looping of the water lines for this project as shown serves no obvious purpose and can be eliminated from the design. These plans show the east and west 8" water mains being looped together, but both pipes are connected to the existing dead-end water main on Tilley Drive. A loop on the single supply main will serve no redundancy purpose for the project. A better water line plan must be designed that meets with all fire department requirements and provides a means for future water connections in accordance with City and developer plans. Further review of a new water line configuration will be required before the SBWD can approve the water infrastructure plans for this project. 11. Water main extensions shall be continuous to the furthest property line of the project. A dead-end water main shall have a fire hydrant or flushing hydrant installed at the end of the water main, unless approved otherwise by the appropriate CWD Supervisor. 12. All tee intersections shall have a minimum of three (3) gate valves. Cross sections (four-way intersections) shall have a minimum of four (4) gate valves. All gate valves shall be made from a corrosion resistant material, and all valve bolts, studs and nuts shall be made from corrosion resistant materials. 13. The proposed fire hydrant locations may be changed depending on how the modification of the water lines is designed (see #10 above). Hydrant locations must meet with SBFD and SBWD approval as well as comply with the above referenced "CWD Specifications". Fire hydrant assemblies shall consist of an anchor tee or a Swivel Joint Hydrant Tee, a six-inch RW gate valve, the appropriate length of 6" DI pipe secured to the gate valve with the appropriate retaining glands, the fire hydrant, and appropriate thrust block. An approved hydrant flag shall be supplied with each hydrant at the time of installation. Hydrant drains shall be plugged prior to installation. Note: Waterous fire hydrants must be installed with a "Boston Operating Nut." 14. The South Burlington Water Department ordinance states that "All water lines and appurtenances not located in the City right-of-way or public grounds shall be considered private pursuant to the ordinance and others of the City," Therefore, all of the water lines depicted on these plans shall be considered private. 15. Fire flow conditions must be able to meet the requirements stated in the CWD Specifications, as well as meeting any conditions set forth by the South Burlington Fire Department. 16. This project will be connected to the Tilley Drive water main which is a dead end line, and therefore subject to all conditions created during routine and emergency operations of fire hydrants on dead end lines, including but not limited to extreme pressure fluctuations, as well as water quality issues that might develop from low demands on non -looped lines. 17. No parallel underground utility shall be designed or installed within four feet (4') of the water main from either side, or above the water main from the bottom of the main to finish grade. The exceptions of storm sewer and sanitary sewer are only as allowed by the CWD Specifications and the VT Water Supply Rule. No building or structure shall be built above the water line or within the water line easement. Generally storm sewer and sanitary sewer will be designed to be installed with a five-foot (5') separation unless provisions have been included to allow for proper support of either the storm water or sewer structures or water lines in the event of a needed excavation of the water main. No utility shall be placed within five feet of any gate valve or ten feet of any fire hydrant. Generally, trees and shrubs shall not be placed over any water main or service line, nor placed within 20' of any appurtenance, including fire hydrants. 18. Prior to any building construction, the building contractor must contact this Department to discuss City requirements for meter sizing, meter settings, and backflow protection. 19. At least 7 days before the start of actual construction the contractor shall notify the SBWD of his intent to proceed, and shall arrange a meeting to discuss the project if necessary. 20. The SBWD shall be notified in advance to inspect all mechanical joint fittings, main line taps, appurtenances, thrust blocks, water line crossings, and testing prior to occurrence or backfilling. 21. After final flushing and before the new water main is connected to the distribution system, two consecutive sets of acceptable samples, taken at least 24 hours apart, shall be collected from the new main, and submitted to the Vermont Health Department for analysis. All sample reports must be submitted to the SBWD prior to opening any connection to an existing water line. 22. Upon completion of the construction project, "Record Drawings" shall be supplied to the appropriate CWD supervisor in the form of one (1) hard copy and one (1) electronic copy in Auto -CAD Version 2003 Format (.DWG) or newer. All Record Drawings are to include valve ties, and manufacturer make and casting date for all gate valves. Location ties for all curb stops, and water shut offs (WSO's) shall also be provided on the Record Drawings. 23. Further review changes may be required as this project proceeds through the permit process. Future plans must include details and specifications as required in above. If you have any questions or I can be of further assistance, please call me. Sincerely, Jay Nadeau Superintendent CC. Cathyann LaRose Doug Brent Enc. Plan Reviews: Tilley Dr -lot 6 12-09 Berm is staked out Pagel of 2 ray From: Bob Bouchard [Bob.Bouchard@pizzagalliproperties.com] Sent: Wednesday, November 11, 2009 10:29 AM To: ray Subject: 119 Tilley Drive Neighbors Hi Ray: I thought you could just keep this on file. I have met with Ms. Wilson several times about the landscaping berm we are proposing to install on our property as part of the 119 Tilley Drive site and landscaping plan. We have made countless changes. I am happy to keep trying, but thought we could get her concerns documented at the hearing, then when I make the changes, we and the DRB know that I addressed what her concerns were. Because they seem to change a bit. I offered to put up a fence. I don't think they liked that idea. Thanks Ray. Bob Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive, PO Box 2009 South Burlington, VT 05407 T. 802.660.6805 F.802.660.6868 bbouchard@pizzage lliproperti_es.com NOTICE: Our website can now be viewed at www.pizzagall�propertiescom. From: Lora Wilson [mailto:LoraWilson@c2ljack.com] Sent: Tuesday, November 10, 2009 5:54 PM To: Bob Bouchard Subject: RE: Berm is staked out Hi Bob, I am sorry that it has taken me so long to respond to the plan and 2D rendering that you sent. Unfortunately, I have to say that I am not too excited about the plan. The view that you sent appears to be a full summer view in 2020 or so (a guess.) I would also like to see what it will look like the first fall after planting. Also, as I said the last time we spoke, I don't think that the deciduous (?) trees are a good choice. Furthermore, I did suggest cedars over the pines due to the needles and the wind I had also requested a bit more buffering so that our home remains private. And so, if anyone cares what I think, I will say that I think this needs more work. As far as your concerns about the Arborist, I did speak to him and he could see no reason why a plan that incorporates cedars would not be approved. Lastly, I did notice that your plan still shows the road in its original configuration, (or at least close to original.) I may have mis-heard, but I thought that the board asked for a plan that only had a short access to the Southwest corner of the parking lot and the Tilley's driveway. I am not sure what happens next, but I thought you were probably looking for some feedback. I hope that you find this useful. Best regards, Lora Wilson 11 /12/2009 Berm is staked out `� ) Page 2 of 2 ::�OLIM bUrlington, Vermont 05403 802-658-5555 x 2101 (office;, 802-238-0064 (cell; From: Bob Bouchard [mailto:Bob.Bouchard@pizzagalliproperties.com] Sent: Wednesday, July 29, 2009 1:54 PM To: Lora Wilson Subject: Berm is staked out Hi Lora: If you didn't noticed already, the berm has been staked out behind your property. It shows the toe of slope on both sides as well as the top of the berm in the middle. I think it looks perfect. Please let me know what you think as soon as possible. Thank you, Bob Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive, PO Box 2009 South Burlington, VT 05407 :1 ••1 •:1 :1 ••1 •:•: bbouchard(a pizzagallipro erties.com NOTICE: Our website can now be viewed at www.pizzaalliproperties.com. No virus found in this incoming message. Checked by AVG - www.avg.com Version: 8.5.425 / Virus Database: 270.14.57/2492 - Release Date: 11 /10/09 07:38:00 11 /12/2009 y. .. q...�a . W..mav-.•+ t, L yC r 4w zR'# 4 No Text Please Reply to: P.O. Box 9 Essex Junction Vermont 05453 November 19, 2009 DONALD L. HAMLIN CONSULTING ENGINEERS, INC. ENGINEERS AND LAND SURVEYORS Mr. Bernard Byrne, P.E. Vermont Agency of Transportation National Life Building, Drawer 33 Montpelier, Vermont 05633 136 Pearl Street Essex Junction, Vermont 05452 Re: Mountain View Office Park — Lot 6 Site Development Tilley Drive, South Burlington, Vermont Dear Mr. Byrne: Tel. (802) 878-3956 (802)878-5123 Fax (802) 878-2679 We are currently working on the above referenced project for Pizzagalli Properties, LLC to construct a new ±25,000 square foot, two story office building (f50,000 sf total) and related site features on Lot 6 of a recently approved three lot subdivision located along Tilley Drive, off of VT Route 116 in South Burlington. Based on our analysis, we feel that the project generated trips can be absorbed into the adjacent roadway network without having an adverse impact or causing unreasonable congestion or unsafe conditions in this area. However, our analysis did show that a left turn lane is warranted along Route 1 l6 during the morning and afternoon peak hours with the Lot 6 site development project. We have enclosed a copy of the traffic analysis and supporting documentation evaluating the impact of the proposed project on the adjacent roadway network, for your review and comment. We would appreciate a letter from your office regarding our conclusions, specifically the need for a dedicated left turn lane along Route 116. Please feel free to call with any questions or if you would like to discuss these matters further. Res ectfully, Jeffr y Ke shner, P.E. V. e President Enc. Cc: Robert Bouchard, Pizzagalli Properties, LLC WATER SUPPLY AND DISTRIBUTION SUBDIVISIONS TRAFFIC STUDIES WASTE WATER COLLECTION AND TREATMENT SKI LIFTS PERMITTING ASSISTANCE STREETS AND HIGHWAYS RECREATION AND INDUSTRIAL PLANNING LAND SURVEYING AIRPORTS SOIL BORINGS SOLID WASTE MANAGEMENT Engineering - "The link between what we have and what we need" Please Reply to: P.O. Box 9 Essex Junction Vermont 05453 November 19, 2009 7 7 D Mr. Robert Bouchard Pizzagalli Properties, LLC P.O. Box 2009 South Burlington, VT 05407-2009 Re: Mountain View Office Park Lot 6 Site Development Dear Mr. Bouchard: DONALD L. HAMLIN CONSULTING ENGINEERS, INC. ENGINEERS AND LAND SURVEYORS 136 Pearl Street Essex Junction, Vermont 05452 Tel. (802) 878-3956 (802)878-5123 Fax (802) 878-2679 As you requested, we have completed a study of the VT Route 116 and Tilley Drive intersection to assess potential impacts to the intersection and adjacent roadway network as a result of the currently proposed Lot 6 site development project. Presented below is a summary of our work and findings. Background Tilley Drive was constructed to serve two lots in the original Tilley I Subdivision; Lot A and Lot B. Currently both Lot A and Lot B have office buildings constructed and are fully occupied. The Tilley II Subdivision completed several years ago subdivided the ±75 acre parcel of land located adjacent to the Tilley I Subdivision and Interstate 89 into five development lots. Access to this development, referred to as Mountain View Office Park, and each of the five lots is provided via an extension of Tilley Drive, which was completed during the fall of 2005. Construction has been completed on medical office buildings on Lot 1 and Lot 4, which are now fully occupied, and a general office building on Lot 3, which is currently unoccupied. Lot 2 and Lot 5 of the Mountain View Office Park are currently undeveloped, although conceptual designs have been prepared for each of these lots. Pizzagalli Properties, LLC received subdivision approval for the Tilley III Subdivision located north of Tilley Drive and the Mountain View Business Park to create 3 additional commercial building lots, Mountain View Office Park Lot 6, 7, and 8. Access to the three building lots is via Tilley Drive by creating four-way intersections at the existing access drives serving Lot A and Lot B. Currently a ±25,000 sf, two story office building (±50,000 sf total) is proposed for construction on Lot 6. Trip Generation In order to confirm the trip generation from the existing buildings along Tilley Drive (Lot A and B of the Tilley I subdivision and Lot 1 and 4 of the Tilley II subdivision) and trip distribution along Route 116, we performed 12-hour turning movement counts at the intersection of Route 116 and Tilley Drive on September 9-10, 2009. WATER SUPPLY AND DISTRIBUTION SUBDIVISIONS TRAFFIC STUDIES WASTE WATER COLLECTION AND TREATMENT SKI LIFTS PERMITTING ASSISTANCE STREETS AND HIGHWAYS RECREATION AND INDUSTRIAL PLANNING LAND SURVEYING AIRPORTS SOIL BORINGS SOLID WASTE MANAGEMENT Engineering - "The link between what we have and what we need" 0 Page 2 I I C Using the latest edition of ITE's Trip Generation manual, we have estimated the trip generation characteristics for the vacant office building on Lot 3 and the currently proposed project on Lot 6. We have not included the undeveloped lots at this time as they are not currently proposed for development. Updates to this study will be performed as part of the development of each of these lots. Table 1 below presents a summary of the estimated trip generation characteristics. Table 1—Trip Generation AM PM Enter Exit Total Enter Exit Total Tilley II Lot 3 General office — 29,688 sf 41 5 46 8 37 45 Tilley III Lot 6 General office — 50,338 sf 69 9 78 13 621 75 ITrip Assignment The estimated trips generated for the vacant building on Lot 3 and pending project on Lot 6 were distributed onto the adjacent roadway based on the turning movement counts performed in September, 2009. Route 116 Traffic Based on traffic count station D124 maintained by the Vermont Agency of Transportation (VTrans), in conjunction with appropriate growth factors obtained from the VTrans "Grouping Study and Regression Analysis", we determined the Annual Average Daily Traffic (AADT) along this section of Route 116 to be 7,800 vehicles per day in year 2009 and 7,900 vehicles per day in year 2014. Based on these AADT values, the corresponding Design Hour Volumes (DHV) for the morning and evening peak time periods were computed to be 680 and 820 vehicles per hour respectively for year 2009 and 690 and 830 vehicles per hour for the year 2014. Using these DHV values, we calculated appropriate DHV factors to adjust the Iturning movement count volumes to represent DHV volumes for use in the study Development Scenarios Evaluated For our analysis, we have evaluated the development scenarios described below. Each of the development scenarios were analyzed in the current year 2009 and the 5 year projection year 2014. Existing or No Build — This represents the current level of development, including the estimate trip generation from the currently vacant building on Lot 3. Build — In addition to the existing developments, including Lot 3, this scenario assumes the completion of the currently proposed project on Lot 6. It does not include the development of the currently undeveloped lots in the Tilley II subdivision (Lots 2 and 5) or Tilley III subdivision (Lots 7 and 8), as there are no development plans for these lots at this time. 1 IDONALD L. HAMLIN Page 3 iLane Warrant Analyses In order to evaluate, the need for turning lanes along Route 116 at its intersection with Tilley Drive, appropriate lane warrant analyses were performed based on current VTrans guidelines. Presented below is a summary of the lane warrant analyses for each development scenario. Right Turn Lane Warrant Analysis Results Existing or No Build —Warrant not satisfied. Build — Warrant not satisfied. iLeft Turn Lane Warrant Analysis Results Existing or No Build — Warrant satisfied in the morning for year 2009 and 2014. Warrant not satisfied for the evening for year 2009 and 2014 Build — Warrant satisfied in the morning and evening for year 2009 and 2014. ITraffic Signal Warrant Analysis The Manual on Uniform Traffic Control Devices (MUTCD) contains a total of eight traffic signal warrants to evaluate the need for a traffic signal at a particular location. A traffic signal should be considered for installation if one or more of the signal warrants are met. However, the MUTCD states that satisfaction of one or more warrants does not specifically require the installation of a traffic signal. Other factors related to safety and operation of the intersection must also be considered as part of a traffic signal warrant analysis. A traffic signal warrant analysis was performed to determine if a traffic signal is appropriate at the intersection of VT Route 116 and Tilley Drive as a result of the various development scenarios. Presented below is a summary of the signal warrant analyses for each development scenario. Traffic Signal Warrant Analysis Results Existing or No Build — Warrants not satisfied. Build — Warrants not satisfied. Capacity Analysis In order to assess the impact this project will have on the adjacent roadway network and identify the potential need for improvements along Tilley Drive, we performed appropriate capacity analysis computations at the Route 116/Tilley Drive intersection in accordance with the 2000 edition of the Highway Capacity Manual. For our analysis, we utilized Synchro 7 and SimTraffic 7 traffic system modeling software provided by Trafficware. As a result of the turning lane warrant analyses, a left turn lane is currently warranted along VT Route 116 entering Tilley Drive to accommodate the estimate trips generated by the proposed Lot 6 development. However, a traffic signal is not warranted at this intersection. Accordingly, we performed unsignalized capacity analysis computations for the build scenario both with and without the left turn lane on Route 116. Level of Service is a measure of the operational conditions within a traffic stream and the perception by motorists and passengers. Level of service is influenced by a variety of factors, including intersection 0 IDONALD L. HAMLIN 1 Page 4 controls, intersection geometry, traffic levels, and incidents that impede traffic flow. There are six levels of service, characterized by letter designations A through F; A being the best and F being the worst. For unsignalized intersections, the measure of effectiveness used to define each level of service designation is average control delay, measured in seconds per vehicle. Average control delay is defined as the total delay attributed to traffic control measures, such as stop signs or traffic signals, and includes initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay. The table below presents a summary of the level of service criteria for unsignalized intersections. Level Of Service Unsignalized Intersection Delay Range A .................. ........ ......................................................................... <10 .......---...... ._......._................... .......................... _._.. B ............. >10 and 515 C . ..--.........................__.........................._..........._...................--- >15 and <_25 ....................................._...................................... ................. ..._-,........... D >25 and:535 E ...................................._.................. >35 and <50 .1...1-.1............... - ............ F .-__._ >50 Tables 2 and 3 below present the results of the capacity analysis computations for the various development scenarios and improvement alternatives. In addition to the capacity analysis results, Table 4 presents the estimated 95th percentile queue lengths on the Tilley Drive approach. There are 320 feet on Tilley Drive between the edge of VT Route 116 and the first access drive serving Lot A. Therefore, queue lengths less than 320 feet will be acceptable and not spill back to the first access drive on Tilley Drive. Table 2 AM Level of Service / Delay in seconds per vehicle VT 116 / Tilley Drive Eastbound Westbound Northbound Southbound Approach Approach Approach Approach 2009 Existing or No Build B 14.2 A 4.5 Build with no improvements C 16.1 A 5.5 with improvements C 16.1 A 4.2 2014 Existing or No Build B 14.4 A 4.5 Build with no improvements C 16.3 A 5.5 with improvements C 16.3 A 4.2 "with improvements" = Add left turn lane on VT 116 at Tilley Drive DONALD L. HAMLIN j Page 5 Table 3 PM Level of Service / Delay in seconds per vehicle VT 116 / Tilley Drive Eastbound Approach Westbound Approach Northbound Approach Southbound Approach 2009 Existing or No Build C 15.5 A 0.7 Build with no improvements C 18.2 A 1.0 with improvements C 18.2 A 0.7 2014 Existing or No Build C 15.8 A 0.7 Build with no improvements C 18.6 A 1.0 with improvements C 18.6 A 0.7 "with improvements" = Add left turn lane on VT 116 at Tilley Drive Table 4 AM PM Westbound Westbound Estimated 95`h Percentile Queue Length (ft) Approach Approach Left Right Left Right 2009 Existing or No Build 6 44 Build with no improvements 9 72 with improvements 9 72 2014 Existing or No Build 6 46 Build with no improvements 9 75 with improvements 9 75 "with improvements" = Add left turn lane on VT 116 at Tilley Drive VTrans currently has a level of service policy that requires level of service C or better for signalized intersections and level of service D or better for side roads at unsignalized intersection approaches with volumes greater than 100 vehicles per hour for single lane approaches and 150 vehicles per hour for two lane approaches. Based on the results of the capacity analysis shown in Table 2, all approaches of the intersection operate at level of service C or better for the Existing development scenarios, which is acceptable. In addition, estimated queue lengths are well less than the 320 feet available between VT Route 116 and the first access drive along Tilley Drive. DONALD L. HAMLIN Page 6 Under the Build scenarios, all approaches of the intersection operate at level of service C or better during the morning and evening peak hours in 2009 and 2014 without intersection improvements and estimated queue lengths less than 75 feet on Tilley Drive, which is acceptable. With the construction of a left turn lane on 116, all approaches to the intersection operate at level of service C or better with estimated queue fl lengths less than 75 feet, which is acceptable. Conclusions The results of the turning lane warrant analyses show that a left turn lane along Route 116 is currently warranted during the morning peak hour. In addition, a left turn lane is warranted for both morning and evening peak hours with the proposed Lot 6 development. Right turn lane warrants were not satisfied under any development scenario analyzed. The results of the capacity analysis indicate that no improvements will be required to Tilley Drive to accommodate the traffic associated with the Lot 6 development scenarios and the Route 116/Tilley Drive intersection will adequately function as an unsignalized intersection even without the construction of a left turn lane on Route 116. However, with the construction of a left turn lane on Route 116 as warranted for safety concerns, acceptable levels of service at the intersection are maintained under the Lot 6 development scenarios. With the proposed Lot 6 development, a signal is not warranted at the Route 116/Tilley Drive intersection. This study has shown the queues on Tilley Drive will not spill back to the existing access drive serving Lot A under all development scenarios as a result of the proposed Lot 6 development. In summary, with the construction of a left turn lane on Route 116 and based on the analysis of the operational aspects of this intersection, the estimated trips generated by the currently vacant building on Lot 3 and the proposed building on Lot 6 can be absorbed into the adjacent roadway network without having an adverse impact on Route 116 or causing unreasonable congestion or unsafe conditions in this area. If you have any questions or would like to discuss these matters further, please do not hesitate to contact me. Respectfully, Jeff . Klee shner, P.E. V ce President DONALD L. HAMLIN DONALD L. HAMLIN JOB CONSULTING ENGINEERS, INC. SHEET NO. OF 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 CALCULATED BY DATE (802) 878-3956 Fax (802) 878-2679 CHECKED BY DATE SCALE ........... ... ............. ............. ............... ............. . .......... ...... . ............. ............. .... ......... .. . ..... ............. .............. ........... I ......... ... ............. .... ............. 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I .............. ............... .. ...... ... ........... . . .. . ........ . ........... . .... ........ ... . ....... ............. ............ .............. I .... .. ... ....... ........ ............ ..... .... . . ..... . ........... ............. ............. ............. ....... . ... ............ .... . ....... ......... ... ........... .............. ............. .............. .......... .... . ........ ............ ............. ......... .. ........ I ............ ............. .............. ....... ..... . ........ .. r .... . ...... 4 ............. .............. ............ ......... . .. .... ......... .... . ....... ............. ....... . ... ..... DONALD L. HAMLIN CONSULTING ENGINEERS, INC. 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878-3956 Fax (802) 878-2679 JOB SHEET OF CALCULATED BY _ DATE ((/03/oq CHECKED BY SCALE DATE No Text DONALD L. HAM LI N CONSULTING ENGINEERS, INC. 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878-3956 Fax (802) 878-2679 o'/ -s(o SHEET NO. OF oa CALCULATED BY DATE((3� CHECKED BY SCALE DATE VERMONT AGENCY OF TRANSPORTATION PLANNING, OUTREACH AND COMMUNITY AFFAIRS DIVISION Traffic Research Unit BEGINNING REFERENCE: ENDING REFERENCE: ATR STA STATUS 2004 AADT 2006 AADT 2008 AADT TYPE NO. NAME FC TOWN MM NAME NUMBER MM NAME NUMBER VT 114 07 NORTON 9.891 NORTON ST HWY N 9.982 AVERILL TL 580 E 700E 490 E VT' `1`14 07 AVERILL Ohd00 N RT�N TL 0.872 CANAAN TL 58D E 700 `E 490+' VT 114 07 CANAAN 0.000 AVERILL TL 3.516 WALLACE POND El15 A 580 A 700 E 490 A VT 114 07 CANAAN 3.516 WALLACE POND 7.064 VT 141 E125 H 960 A 960 E 840 ,X VT 114 07 CANAAN 7.064 VT 141 8.177 PARK ST/GAGE ST VT 102/VT 253 El 14 A 1600 A 1600 E 1400 A VT 114 07 CANAAN 8.177 PARK ST/GAGE ST VT 102/V7 253 8.358 NEW HAMPSHIRE SL E128 A 96 SUPP 3400 E 3000 E 2700 A VT ROUTE 116 VT 116 06 MIDDLEBURY Oi000 US 7 0.585 VT 125 A132 A 2300 E 1600 E 2000`E VT 116 06 MIDDLEBURY 0.585 VT 125 1.560 CODY CROSSROAD TH-2 3000 E 3000 E 2900 E VT 116 06 MIDDLEBURY" 1.560 CODY CROSSROAD TH-2 4.108 QUARRY RD TH-7 Al31 A 2700 E 2700 E 260C _ VT 116 06 MIDDLEBURY 4.108 QUARRY RD TH-7 6.587 BRISTOL TL A130 A 2600 E 2500 E 240L VT 116 06 BRISTOL 0.000 MIDDLEBURY TL 3.425 MILLS RD TH-2 A129 A 2600 E 2500 E 2400 E VT 116 06 BRISTOL 3.425 MILLS RD TH-2 4.906 HEWITT RD TH-5 A128 H 4500 E 4400 E 3900 A VT 116 06 BRISTOL 4.906 HEWITT RD TH-5 5.485 VT 17 W 4300 E 4400 E 4200f VT 116 06 BRISTOL 5.485 VT 17 W 6.025 BRISTOL VILLAGE LINE AIRPORT DR A127 A 4800 E 6300 A 6000 E VT 116 06 BRISTOL 6.025 BRISTOL VILLAGE LINE AIRPORT DR 6.630 NORTH ST/RIVER ST TH-21TH-3 A1621164 A 6200 E 5500 A 6700 E VT 116 06 BRISTOL 6.63C NORTH ST/RIVER ST TH-21TH-3 6.782 MOUNTAIN ST/BASIN ST TH-339/TH-340 5100 E 4500 E 6100 E VT 116 06 BRISTOL 6.782 MOUNTAIN ST/BASIN ST TH-WITH-340 8.169 LINCOLN RD TH-3 A126 A 5500 A 4900 E 5000 A VT 116 06 BRISTOL 8.169 LINCOLN RD TH-3 9.799 VT 17 E A125 A 3800 A 3600 E 3300 A VT 116 06 BRISTOL 9.799 VT 17 E 12.265 STARKSBORO TL 2800 E _ 2900 'E 2600 El VT 116 06 STARKSBORO 0.000 BRISTOL TL 2.949 BIG HOLLOW RD TH-5 A124 A 2800 A 2900 E 2600 A VT 116 06 STARKSBORO 2.949 BIG HOLLOW RD TH-5 4.102 STATE PRISON HOLLOW RD TH-3 A123 A" 2700 E 2800 E 2500 E VT 116 06 STARKSBORO 4.102 STATE PRISON HOLLOW RD TH-3 6.670 HINESBURG TL A122 A 3600 E 3600 E 3500 E VT 116 06 HINESBURG 0.000 STARKSBORO TL 0.847 HINESBURG HOLLOW RD TH-5 3600 E 3600 E 3500 E VT 116 06 HINESBURG 0.847 HINESBURG HOLLOW RD TH-5 3.108 GILMAN RD/BEECHER HILL RD TH-30/TH-36 D127 H 4600 A 4600 E 3700 A VT 1.16 06 HINESBURG 3.108 GILMAN RD/BEECHER HILL RD TH-30/TH-36 4.410 SILVER ST TH-4 4900 E 6300 E 6500 E VT 116 06 HINESBURG 4.410 SILVER ST TH-4 4.557 CHARLOTTE RD TH-3 9000 E 11500 E 11100 E VT 116 06 HINESBURG 4.557 CHARLOTTE RD TH-3 4.765 MECHANICSVILLE RD TH-2 9900 E 12600 E 12400 E VT 116 06 HINESBURG 4.765 MECHANICSVILLE RD TH-2 5.460 SHELBURNE FALLS RD/CVU RD TH-1lTH-7 12000 E 10500 E 10100 VT 116 06 HINESBURG 5.460 SHELBURNE FALLS RD/CVU RD TH-l/TH-7 7.238 ST GEORGE TL D126/296 H 10100 E 9800 E 920 VT 116 06 ST GEORGE 0.000 HINESBURG TL 0.324 VT 2A 10100 E 9800 E 9200 E VT 116 06 ST GEORGE 0.324 VT 2A 1.015 SHELBURNE TL 6200 E 5800 E 4900 E VT 116 16 SHELBURNE 0.000 ST GEORGE TL 1.178 ST GEORGE TL D125 A 6200 A 5800 E 4900 A VT 116 06 ST GEORGE 1.015 SHELBURNE TL 1.621 SHELBURNE TL 6200 E 5800 E 4900 E VT 116 14 SHELBURNE 1.178 ST GEORGE TL 1.691 WILLISTON TL 6200 E 5800 E 4900 E VT 116 14 WILLISTON 0.000 SHELBURNE TL 0.417 S BURLINGTON TL 6200 E 5800 E 4900 E VT 116 14 S BURLINGTON 0.000 WILLISTON TL 0.245 CHEESE FACTORY RD TH-10 6200 E 5800 E 4900 E VT 116 14 S BURLINGTON 0.245 CHEESE FACTORY RD TH-10 2.786 OLD FARM RD TH-9 D525 8700 E 7000 E 6700 E VT 116 14 S BURLINGTON 2.786 OLD FARM RD TH-9 1267 KENNEDY DR TH-8 D124 H 7900 A 7900 E 7800 A VT 116 14 S BURLINGTON 3.267 KENNEDY DR TH-8 3.732 WRIGHT CT TH-12 D212 H 1 9400E 8900 Et 8500 E Page 59 of 71 VT Route 116 / Tilley Drive, Notes AM Peak Hour 07:30 to 08:30 2009 Peak Hour Data - unadjusted SB Approach NB Approach WB Approach EB Approach VT Route 116 VT Route 116 Tilley Drive NA Left Thru Right Left Thru Right Left Thru Right Left Thru Right Pass Car 165 309 0 0 507 37 7 0 22 0 0 0 Truck 0 16 0 0 18 1 0 0 0 0 0 0 Total 165 325 0 0 525 38 7 0 22 0 0 0 % Trucks 0% 5% 0% 0% 3% 3% 0% 0% 0% 0% 0% 0% September 10 Factor = 0.83 daily -> 0.91 monthly -> 0.91 2009 Peak Hour Data - adjusted Pass Car 137 256 0 0 420 31 6 0 18 0 0 0 Truck 0 13 0 0 15 1 0 0 0 0 0 0 Total 137 269 0 0 435 32 6 0 18 0 0 0 % Trucks 0% 5% 0% 0% 3% 3% 0% 0% 0% 0% 0% 0% 2009 to 2009 Growth Factor = 1.00 2009 Peak Hour Data - adjusted SB Approach NB Approach WB Approach EB Approach VT Route 116 VT Route 116 Tilley Drive NA Left Thru Right Left Thru Right Left Thru Right Left Thru Right Pass Car 137 256 0 0 420 31 6 0 18 0 0 0 Truck 0 13 0 0 15 1 0 0 0 0 0 0 Total 137 269 0 0 435 32 6 0 18 0 0 0 % Trucks 0% 5% 0% 0% 3% 3% 0% 0% 0% 0% 0% 0% VT Route 116 Total 1 1 859 Approach 1 Depart 406 1 453 right thru left ( 1 0 269 137 I 0 435 18 0 Depart 0 0 0 Total 0--------------- NA left 0 Approach 0 thru 0 right 0 N W + E S 0 269 6 1 0 435 32 1 left thru right I Depart 1 Approach 275 1 467 Total 1 742 I vT Route 116 18 right Total 1082 Total 897 Total 897 Approach 0 thru 24 6 left ---- ----- --------- Total 193 Tilley Drive 137 Depart 0 169 32 VT Route 116 / Tilley Drive, Notes PM Peak Hour 16:30 to 17:30 2009 Peak Hour Data - unadjusted SB Approach NB Approach WB Approach EB Approach VT Route 116 VT Route 116 Tilley Drive NA Left Thru Right Pass Car 17 409 Left Thru Right Left Thru Right Left Thru Right 0 Truck 0 2 0 0 451 0 2 2 30 0 151 0 0 0 Total 17 411 0 0 453 0 2 0 0 0 30 0 151 0 0 0 0 0 0 Total 1064 % Trucks 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% September 09 Factor = 0.83 daily -> 0.91 monthly -> 0.91 2009 Peak Hour Data -adjusted Pass Car 14 339 0 0 373 2 25 0 125 0 0 0 Truck 0 2 0 Total 14 341 0 0 2 0 375 0 2 0 0 0 25 0 0 0 0 Total % Trucks 0% 1% 0% 0% 1% 0% 125 0% 0% 0% 0 0% 0 0% 0 0% 882 2009 to 2009 Growth Factor = 1.00 2009 Peak Hour Data - adjusted SB Approach NB Approach WB Approach EB Approach VT Route 116 VT Route 116 Tilley Drive NA Left Thru Right Pass Car 14 339 0 Left Thru Right Left Thru Right Left Thru Right Truck 0 2 0 0 373 0 2 2 25 0 125 0 0 0 Total 14 341 0 0 375 0 2 0 0 0 25 0 125 0 0 0 0 0 0 Total 882 % Trucks 0% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% VT Route 116 Total I 1 855 Approach I Depart 355 1 500 right thru left 1 0 341 14 1 0 375 125 0 Depart 125 right 0 0 Approach 0 thru 150 0 25 left Total 0 NA W N + E _�_�__ __ Total 166 S Tilley Drive left 0 14 Approach 0 thru 0 Depart 0 16 right 0 2 0 341 25 1 0 375 2 1 left thru right Depart 1 Approach 366 1 377 Total 1 743 I VT Route 116 Location VT Route 1161 Tilley Drive Design Year = 2009 Notes Notes Count Date 9/10/2009 06:00 to 12:00 9/9/2009 12:00 to 18:00 Begins Thu, September 10, 2009 6:00 Pass Car Truck 6:15 Pass Car Truck 6:30 Pass Car Truck 6:45 Pass Car Truck 7:00 Pass Car Truck 7:15 Pass Car Truck 7:30 Pass Car Truck 7:45 8:00 8:15 8:30 8:45 9:00 9:15 9:30 9:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck Pass Car Truck SB Approach NB Approach WB Approach EB Approach VT Route 116 VT Route 116 Tilley Drive NA Left Thru Right Left Thru Right Left Thru Right Left Thru Right �3'_. 19' 0 - -_ 0 _..36 _ .' —.0 _..-._ 0� __.0 01 .. Oi ..._.__0' 01 Vi1 1of_0_ 0L 01._ 01 ..... 1A.� ......0 - 1 - -0 0—.-o _ _ 0 _.T. 0 18 0 OF 0 Op _0 4. _ 0 _�. p Q .__- 3 - _0 — 0 --0 fig -60 _.._....._ 0 __. 0 2 0 0 0 L.-AL—Al.s0 .. - ---� --0 ._al_._.._- .._9 '0T .. o -� 0 7 _-- OOJJ---O 01 01 _._.- 01_._.. v411 ...._. 0 0 4 0 �_-�- Z._.-0-.�0_ 10 _0�..._00. _.0 Ef -61 �JL—_,_ __. -- _..� --3 -- 0 -- - -- 1 0 0 4 0l 0-._�—..J - L---O 0-0 5 _42 _ --- 0 ._.-? _-3i - 0 0.- .9� —D .-- 0 ---. 0�-- -- _ -- zs s4�_ ' Do ._ ojzj- - �- -- - _�-_fir--off —,- of 0 — 3J.__ _ a!_-_..__01_-- 31 01 0.,............-48 -._ 0-- -_� ___�g4 -- O U---0� -- p --0 --- p_-- 0 EEO58 0 3 __0 - - - 0 - 66 ----"- _ �L_._ _ _ 3 0 �. q _.... 0 31 _.__..__ 0 _..._.__0 _._.... _._.0. h _._-o--or--0� 0 0 -- _ - I- - 17 _ 39-._._.. T.-- 0 88 3 E C 0 Location VT Route 1161 Tilley Drive Design Year = 2009 Notes Notes Count Date 9110/2009 06:00 to 12:00 9/9/2009 12:00 to 18:00 SB Approach NB Approach WB Approach EB Approach VT Roub 116 VT Route 116 Tilley Drive NA Begins Left Thru kt Right Left Thru Right Left Thru Right Left Thru Right Thu, September 10, 2009 12:00 Pass Car Truck 1F 2-,3�}'}-- 88 0 100 el E �O�I_-__ 3�8�-- -01r-- �Or...0�1 0 0 ��-._off_-._OJ_ L-_..�1._...__1� --3�- -- ....J _..U_�OJ Pass 12:75 Truck T' 51 2� _... 0 _ - 0� ��20�y_..__OJ 12:30 Pass Car ._.. _.._ .- .-. 'F 2323 ._......7.---0o--.- 0-..-��- . _.I _ ?--- ' 0�--- 28. _......... -... _� .....1 M. 0l_--� Truck 1...__.......!!1711._._ .... �!.1.... T+L-..__.._J._...-.__ 12:45 Pass Car Truck _ __ _ 0.1 _ �885T_ 0 `_ 0.'^�L �1 W 0L.-�01- 01 01 O1-0 0 13:00 Pass Car Truck ,28r 72 0 0 49 4 8 0 .,_.28 _ 0_ 0 0 -= -�_-off =off_l (_ ..- ...._�3 .---.0 13:15 Pass Car Truck __-_off 7 ....._ 0 I �_ .. ... -._._0 .._._ 20� 0 . _ .. _�.�._ ._ - 0 _ _� 13:30 Pass Car Truck I 22 .. 42 0 .- 0 56 L _ 07 1 T'l ...._Q 13:45 Pass Car Truck C f 810�_0 O o1 14:00 Pass Car Truck.. ___ Ii- _ _21 88l ..- 0 0 �6B 29 0---01r_ 0 0_. 2 Z.� _0�._ .0�.....L _.._. 14:15 Pass Car Tuck ......... 24 8�8 0 0� 3 21 01 22 0 _ 0 0 Q 0�._..-J-^u!-__..__.�............. 14:30 Pass Car Truck 18 _ 87 __ Pass 14:45 Truck (._� 280 .. .-.-�L._.� �?L. 0� Of_. __- OI - a0� _�0 -- 3-- _ 0 ......Q 15:OD Pass Car Truck — - - - --�_ �_'0 _. .'�3 0 0 _.._ ....._ 0�.. 9� --_... .. ..... --`�-'--�'_.____ 15:15 Pass Car Truck -_._ _.__ .._.....__ .-.___- .... _ __ - - __ _ __.__-�r' ----- L.. ._ .10 ._..__ 79 ._ .... 0.-._`-.o .--•_-72 Y__0�p _ 0 ... ___.0 _- �L _.- _�0 15:30 Pass Car Truck _ _ 10 87 y_ 0 0 108 _ 3 8 0 40T 0 p1 0 0� I_-...__ ��...,.....-.6 _�i.._J..-�I_-_.....�h_._.,. _ 15:45 Pass Car Truck 8�.___ 82 0 0 71 3 _ 7 _ 0� 31.,- 0 0 -___ 0 —0 �1 �i.-. 0 ..-. 8 o r�__ _Qi 1600 Pass Car Truck 13 _--_118 0 OC 88 2_ _ .„ 0 .._ V7.70.0 _._ g01_Z__ f 0i E 1 ... _. _ _ _ _Rl _..-__.O .. _ _ 16:15 Pass Car Truck _ _ _ _. _---_�.---- ' [41- 71 _0��-,_ i1 i= e - �0 0 0 0-......- 1 ---- �i �i..— 21__._..._�+.L__._... �L__!rL_...__.�..-__�L_.- �L.-._ 0 16:30 Puckass Car -__8 __.._-_0......_ 0 133 0 ._._10--_ _ �_ _� ...._ 0 _ (�..=�-� -' -- �._._ 11.__0�-..___.__ �...__ Q __- 0 16:45 Pass Car r- 8 - 10_4 -_- 01i 0 102 ' 0�4�_.. 34 0 0 �0 Truck -'- !...�1.._� _ JO_ _._._OL_.-'--0 - 17:00 Pass Car Truck01, _ _ 2 124 0 0 126 1 10 __ 01--4�21 0 01 �-___91.._.._-0 ._.-.9 L.. .. "r_ 17:15 Pass Car Truck -_-T 109 0 01 0 17:30 Pass Car Truck _t r-�, 103-��0 0 98 _. 1 _� 07_ -__ i L_._..��1--0�. 1 0 -- �L �. ._.._ �1_--J_ - 0 _ . 0 17:45 Pass Car Truck 0 79 0 ~_ 0 _ 48 0 0 - 3� ...._.. _.....-�� .. __._�. w��J 0� -0 _ O _.0(_ l)r 0 01 0 0 I as lllll� a 111111111w !E � � s s Location: VT Route 116, north of Old Farm Road in South Burlington Start Date: August 12, 2008 Tue 19-Aug begin Tue 12-Aug Wed 13-Aug Thu 14-Aug Fri 15-Aug Sat 16-Aug Sun 17-Aug Mon 18-Aug creek avg +;__ A}a cn AIR CR NR SR NR SR NA SB NB 58 NB SB NS SB 1200 am 9 16 15 2513 32; 10! 41 29t 45 16 4411 15 30 15 33 100 �5I 12 7 241 101 17 7( 10 811 251 7i 20� 8i 18� 7 18 200 1_-- 7 3 ill 81 13 11 16 41 13 121 16 41 6i 7 12 300 400 6� _ 4 30 --12 12 � _ 29 8 8 19 j 32 _ 6j 9 13 j 22 - 10� ll 2; 8 17i 30 6 1 J 14( 7�. 8 371 _ _ 31 7 8 151 25 12 5 77 55 500 i 921 72 111 671 %i 671 103' 72 —1801 __ 24( 391 21 14: 901 — 600 204197 2081 201208 204( 197 49;—56--.--38 35j 215. 1961 160 153 700 3811 3911 3571 357 338` 3371 3361 115f 721 246 423 385 298 268 800 _ _3411 ! 386 304 360j 283 363 359 332( 268 269 100 106 77 338 - 3031 293 242 900 330 2591, 303 252' 32-2( 293 330 254 2081141 143� 119 337 2611 282 222 1000 294: 217) 294 �258 3821 2861 338 265; 217 1341 1911 ill 353j _253) 296 218 1100 1200 pm C 370? 250' 363 348 357± _381! 284 377( 313i 424 2851 356 3671 3911 265( 329 262i 185:�220 2021 196 207 154! _183 346( 350 269, 327 242 ,340( 331 297 1300 1400 _ 306 341 326 328 303 298 302i 310 _ 312 363 337; _338 3131 ` 323" 330 320 1771 185( ` 208 230T-- 215 173 144! � 186 ^ 301 342 30_4( 279 278 313 240 283 1500 400�331a 385' 2971 384 3291 4044 322. 190 1721 172 170, 390, 324- 332 278 1600 4801 _ 374 423 3721 491 3551! 432! 3771 180; 2761 1851 1851 lw1; 285( 165( 449 360 3 7� 377 312 363= 321 314 1700 396i 396 356� 3751 .421 374i 3551 - 340; 208{ 4 1800 _ — 219� 288 257 _ 272j 232� 311 256 275 163� 1771 157i 180 128j 263 289 221 256 219i 146 167 1900 165 176 132 190 148' 149 150 164r 127I 141 1481. _ 155 2000 119, 152 121; 190; 1401 180 108 1441 131 107 122; _128 061 581 1571 121 151 971 84 117 2100 92i 133 95 1261 100' 1361 92 125i 881 99 65 2200 48 �82 61• 1021 701 87�_ 65 98 59 96 47 81, 44( 691 56 88 2300 47; 56�— 40 53 36f - 38 68 371 81 23 411 4 51; 38 58 TOTALS 5074 4690 4942 4693 5295 4912 5003 4620 2874 2626 2518 2352 5036 4667 4390 4082 9764 9635 10207 9623 5500 4870 9703 8472 52.0% 48.0% 51.3% 48.7'/e 51.9 % 48.1% 52.0 % 48.0 % 52.3% 47.7 % 51.7% 48.3% 51.9 % 48.1% 51.8 % 48.2 % Season Adjustment: Month: August Year:' 20081 Other Correction: F— 1l With Weekend: jr- 0.931 Group, III 2008 AADT = 7,879 2008 Monthly Factors Seasonal Adjustment Factor Groups I 1 2 3 4 5 6 MADT to AADT January 1.09 1.10 1.07 1.24 0.92 0.66 Convert count with February 1.09 1.12 1.09 1.25 0.88 0.61 weekends to AADT March 1.05 1.07 1.05 1.19 0.95 0.71 April 1.06 1.04 1.00 1.12 1.23 1.34 May 1.01 0.96 0.95 0.98 1.22 2.23 June 0.95 0.93 0.93 0.87 1.09 1.74 July 0.88 0.91 0.95 0.76 0.94 1.33 August 0.84 0.88 0.93 0.72 0.89 1.30 September 0.98 0.95 0.97 0.90 1.06 1.57 October 0.94 0.93 0.97 0.92 0.95 1.32 November 1.06 1.07 1.05 1.16 1.20 1.45 December 1.15 1.13 1.08 1.30 1.01 0.73 I1 2 3 4 5 6 MAWDT to AADT January 1.07 1.05 0.99 1.19 1.00 0.80 Convert count w/o February 1.06 1.06 1.02 1.20 0.94 0.71 weekends to AADT March 1.02 1.02 0.96 1.14 1.02 0.82 April 1.03 0.99 0.92 1.09 1.24 1.49 May 0.97 0.92 0.88 0.95 1.18 2.20 June 0.94 0.90 0.86 0.88 1.08 1.68 July 0.89 0.88 0.87 0.78 0.95 1.33 IAugust 0.84 0.85 0.86 0.73 0.89 1.29 September 0.96 0.92 0.91 0.88 1.05 1.53 October 0.94 0.91 0.90 0.92 1.00 1.46 I November 1.04 1.02 0.97 1.12 1.20 1.49 December 1.10 1.07 0.99 1.24 1.02 0.80 I 1 2 3 4 5 6 MAWDT to AAWDT January 1.09 1.10 1.07 1.22 0.96 0.74 Convert count w/o February 1.09 1.11 1.10 1.23 0.91 0.65 weekend$ to AAWDT March 1.04 1.06 1.04 1.16 0.98 0.75 April 1.05 1.03 1.00 1.11 1.19 1.36 May 0.99 0.96 0.95 0.97 1.14 1.95 June 0.96 0.94 0.93 0.90 1.04 1.51 r July 0.91 0.92 0.94 0.80 0.91 1.20 August 0.85 0.89 0.93 0.75 0.86 1.16 September 0.98 0.96 0.98 0.90 1.01 1.37 t October 0.96 0.95 0.97 0.95 0.96 1.31 I November 1.06 1.07 1.05 1.15 1.16 1.34 December 1.13 1.12 1.07 1.27 0.99 0.74 11 Continuous Traffic Counter - 2008 Daily Adjustment Factors By Group Urban Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1 2.14 1.07 1.30 0.96 0.92 1.41 0.90 0.87 1.38 0.93 1.07 0.90 2 0.96 1.13 1.43 0.95 0.87 0.96 0.89 1.20 0.92 0.92 1.38 0.88 3 0.90 1.43 0.95 0.92 1.13 0.95 0.84 1.41 0.91 0.85 0.92 0.86 4 0.85 0.91 0.96 0.91 1.47 0.95 1.52 0.96 0.91 1.11 0.89 0.87 5 1.14 0,94 1.09 1.15 0.96 0.92 1.30 0.95 0.86 1.41 0.90 0.80 6 1.46 1.13 0.88 1.47 0.94 0.88 1,40 0.94 1.14 0.95 0.88 1.05 7 0.92 1.03 0.84 0.96 0.94 1.16 0.93 0.92 1.44 0.93 0.83 1,50 8 0.89 0.81 1.57 0.95 0.91 1.38 0.92 0.88 0.95 0.02 1.09 0.93 9 0.89 1.09 1.60 0.93 0.84 0.96 0.92 1.15 0.90 1.39 0.94 10 0.87 1.54 0.94 0.91 1.07 0.97 0.90 1.41 1 49i 0.84 0.93 0.92 11 0.87 0.89 0.92 0.88 1.34 0.92 0.87 0.96 1- 1.07 0.95 0.89 12 1.08 0.88 0.94 1.13 0.95 0.90 1.11 0.94 0.87 1.30 0.88 1.08 13 1.39 1.25 0.89 1.47 0.93 0.85 1.37 0.92 1.14 0.98 0.88 1.02 14 1.01 0.82 0.84 0.95 0.92 1.14 0.94 0.91 1.45 0.93 0.83 1.34 16 0.91 0.81 1.14 0.92 0.90 1.36 0.92 0.90 0.96 0.92 1.10 0.85 16 0.90 1.02 1.43 0.92 0.86 0.97 0.91 1.18 0.94 0.93 1.45 0.83 17 0.88 1.40 0.92 0.89 1.09 0.95 0.89 1,39 0.92 0.87 0.94 0.96 18 0.87 0.97 0.91 0.85 1.35 0.93 0.88 0.97 0.90 1.12 0.95 0.78 19 1.08 0.86 0.96 1.12 0.95 0.92 1.15 0.95 0.85 1.42 0.91 0.90 20 1.47 0.85 0.91 1.41 0.93 0.91 1.42 0.93 1.10 0.97 0.89 1.09 21 1.00 0.85 0.84 0.96 0.92 1.17 0.92 0.92 1.42 0.98 0.84 2.11 22 0.92 0.87 1.08 0.96 0.90 1.41 0.93 0.89 0.95 0.95 1.16 0.88 23 0.92 1.07 1.65 0.94 0.86 0.96 0.93 1.16 0.94 0.92 1.45 0.76 24 0.90 1.38 0.91 0.92 1.16 0.94 0.92 1.35 0.93 0.89 0.90 1.01 25 0.86 0.91 0.91 0.88 1.41 0.92 0.87 0.95 0.91 1.18 0.92 2.44 26 1.10 1.04 0.90 1.14 1.57 0.91 1.17 0.94 0.87 1.43 0.88 1.06 27 I 1.44 1.19 0.89 1,43 0.92 0.86 1.36 0.94 1.14 0.99 2.17 1.24 28 0.93 0.90 0.87 0.96 0.91 1.18 0.94 0.91 1.44 0.98 1.07 1.37 29 0.94 0.86 1,10 0.95 0.90 1.43 0.92 0.86 0.96 0.99 1.19 0.88 30 0.96 1.39 0.91 0.86 0.94 0.92 1.16 0.94 0.92 1.42 0.88 31 0.86 0.97 1.14 0.90 1.36 0.90 0.97 MADT to AADT 1.07 1.09 1.05 1.00 0.95 0.93 0.95 0.93 0.97 0.97 1.05 1.08 Summer Recreational Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1 1.34 1.15 1.52 1.09 1.06 1.27 1.09 0.84 0.68 1.07 1.07 0.95 2 0.97 1.30 1.06 1.06 0.95 1.16 1.07 0.95 0.93 1.01 1.10 0.93 3 0.95 1.25 0.98 0.97 1.19 1.20 0.91 1.02 1.01 0.85 0.96 0.88 4 0.85 0.95 1.08 0.97 1.30 1.20 1.10 1.02 1.00 0.99 0.98 0.94 5 1.05 1.16 1.38 1.20 1.08 1.08 1.03 1.09 0.85 1.00 0.96 0.82 6 1.16 1.25 0.88 1.16 1.09 0.95 0.88 1.11 1,10 1.02 0.93 1.03 7 0.99 1.13 0.80 1.04 1.06 1.14 1.05 1.01 1.10 1.02 0.83 1.25 8 0.94 0.81 1.60 1.04 1.01 1.04 1.16 0.88 1.06 0.99 1.07 0.96 9 0.97 1.12 1.33 1.00 0.88 1.08 1.19 0.92 1.13 0.94 1.10 1.06 10 0.90 1.28 0.99 0.96 1.07 1.12 1.05 0.98 1.08 0.68 1.02 1.03 11 0.95 1.00 0.99 0.92 1.09 1.10 0.92 1.06 0.99 0.74 1.02 1.02 12 1.09 0.97 1.00 1.18 1.04 1.02 0.95 1,12 0.87 0.81 1.00 1.28 13 1.17 1.75 0.90 1.22 1.07 0.86 1.05 1.09 1.02 0.78 0.97 1.08 14 1.27 0.86 0.79 1.01 1.02 1.07 1.08 1.00 1.05 1.00 0.84 1.22 Is 1.01 0.76 1.08 1.02 0.97 1.00 1.11 0.87 1.03 1.04 1.22 0.93 16 0.96 0.92 1.10 1.02 0.81 1.06 1.08 0.91 1.08 1.05 1.23 0.89 17 0.90 1.05 0.97 0.92 1.00 1.11 1.00 0.93 1.05 0.89 1.03 1.18 18 0.91 0.88 0.95 0.82 1.09 1.07 0.86 1.03 1.02 1.08 1.07 0.80 19 1.07 0.89 1.13 0.96 0.94 0.97 0.91 1.11 0.84 1.13 1.02 1.05 20 1.29 0.87 0.94 1.00 1.06 0.82 1.00 1.07 0.98 1.11 0.96 1.10 21 0.94 0.82 0.82 0.94 1.04 0.91 1.03 1.01 1.00 1.16 0.86 1.97 22 1.01 0.87 1.04 0.98 0.96 0.92 1.10 0.89 1.06 1.16 1.23 1.07 23 0.99 1.00 1.09 0.97 0.77 1.01 1.13 0.97 1.10 1.08 1.24 0.76 24 0.94 1.01 0.87 0.90 0.97 1.01 1.05 0.99 1.06 0.95 0.99 1.12 25 0.82 0.94 0.96 0.81 1.02 1.02 0.83 1.11 1.01 1.26 1.05 1.63 26 I 1.08 1.20 1.01 0.99 0.98 0.97 0.89 1.20 0.91 1.24 0.81 0.85 27 1.08 1.37 0.91 1.03 1.00 0.78 0.95 1.16 1.13 1.19 1.34 1.05 28 1.00 0.92 0.91 1.04 1.02 0.87 1.00 1.08 1.13 1.24 0.94 0.95 29 1.02 0.81 1.08 1.08 0.95 0.90 1.06 0.82 1.08 1.35 1.03 0.83 30 1.16 1.09 1.02 0.87 0.87 1.04 0.93 1.07 1.17 0.94 0.84 31 0.89 1.10 1.19 0.98 0.98 1.03 0.95 MADT to AADT 1.24 1.25 1.19 1.12 0.98 0.87 0.76 0.72 0.90 0.92 1.16 1.30 January Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 April Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 July Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 October Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 1111 12 13 14 15 16 17 18 19 20 21 22 23 24 251 26 27 28 29 30 31 2008 February Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 May Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 August Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 November Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 March Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 June Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 September Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 December Su Mo Tu We Th Fr Sa 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 24 DONALD L. HAMLIN CONSULTING ENGINEERS, INC. 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878-3956 SHEET NO. OF CALCULATED BY. DATE Fax (802) 878-2679 CHECKED BY DATE SCALE i i ! i I 1 j I ..................... .............`.............i..............,.............I.............1..............f......................................................i.............1.............•..............j..........................j.............I..............,.............'.,..,........i..............i.................................................................} t t I r i i i ; i I ! I , t t I' i I .�.............t............. ............. !............. f i I .: .,. ........ .............. Ii..,..........�.............r.............i..............,.............�............,.`..............i.............i.............j..............1........ 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I. ........I ...... ...... ..... ..... I i ! I i! i 1 I I I i ! j I f i Ii f i Ii i i j..i!i. 1 .......... ............. •........... _........................................................ .................. ..... ..... ..... ..... ...... ...... ! ! ..... ...... ..... ..... I. ...... ...... .... .......... i !!i. ! s 1. ij. i� j.... i. I t i ! i j i f i I I ii i j f I 1 is! I ! ............................,......_......,.............5...........................,..............!..........................{..............:..........................,...........................a........................._;.............x.......................................,.............'.............Y........ . i ! i ! 1 I 1 i t ': i t ! j i i I i .... .... i i i ! ! p............. i i i......._....i........._..!..........._..............i........ i........i... ....j.... ....i........i... i .... i No Text DONALD L. HAMLIN CONSULTING ENGINEERS, INC 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878-3956 Fax (802) 878-2679 JOB SHEET NO, CALCULATED CHECKED BY SCALE OF DATE DATE General Office Building 1 (710) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, A.M. Peak Hour Number of Studies: 217 Average 1000 Sq. Feet G FA: 223 Directional Distribution: 88% entering, 12% exiting rip ueneravon per iuuu bq. Feet cross Floor Area Average, Rate Range of Rates Standard Deviation 1.55 0.60 - 5.98 11.39 uata Fiot ana hauation 4,000 3,000 U) w CL Q 2,000 F- 1,000 ............ ---------------------- ................... ----------- ------------------ --------------------- ----------- X X ........... X ---- ----------- 5< ------------------ -------------------------- X X �X X X X X X XX 0 -r 0 X Actual Data Points 1000 2000 3000 X = 1000 Sq. Feet Gross Floor Area - Fitted Curve ------ Average Rate Fitted Curve Equation: Ln(T) = 0.80 Ln(X) + 1.55 R2 = 0.83 Trip Generation, 8th.Edition 1204 Institute of Transportation Engineers I r ri C General Office Building (710) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, P.M. Peak Hour Number of Studies: 235 Average 1000 Sq. Feet GFA: 216 Directional Distribution: 17% entering, 83% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 1.49 0.49 - 6.39 1.37 uata, Plot and Equation I 4,000 3,000 1,000 0 X ---------------------------------------- ......... -------------------------- . ........... -------------------- ......... ............... .................. X X - ----------- X.... ------ kX X ----------------------- -- ---------------------- X/ Xx X X X X X X X X X XX 0 1000 2000 X = 1000 Sq. Feet Gross Floor Area X Actual Data Points - Fitted Curve ------ Average Rate Fitted Curve Equation: T = 1.12(X) + 78.81 R2 = 0.82 Trip Generation, 8th Edition 1205 Institute of Transportation Engineers No Text No Text No Text No Text DONALD L. HAMLIN JOB - CONSULTING ENGINEERS, INC. SHEET NO. OF_ 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 CALCULATED BY DATE (802) 878-3956 CHECKED BY DATE Fax (802) 878-2679 SCALE AfLf NI 1 qO `7 E DONALD L. HAMLIN JOB CONSULTING ENGINEERS, INC. SHEET NO. OF 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878-3956 f8013N 079 2670 CALCULATED BY DATE CHECKED BY DATE ax SCALE .......... ........... ............. .... ........ .... ........ ............. ............. ............. 1 ............. .. .......... 4 ...... ...... ............. ............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............ ............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .............•............. ..... . . . . . . ... . . . ........................ ........... r ....... ... . .......... .......... . . . . . . . . . . . . . . . . . . . . . . . . ........................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .............. . . . . . . . . . ............ . . . . . . . . . . . . . ............. . ............................ ......... ... ............. ...... ............. ............. ............. 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J ............. ............. ............... ........ .... ................... . . .... .............. .............. ............. ............. ...... ....... ..... ...... ..... ..... ............. ............. .............. .............. ........ . ... ............ .............. .............. .. ............. ........ .... ........ ........... .............. .. .. . ......... ............ .............. .... ............... ............ ............. .... ......... ... ... . ...... ............... . . ......... . ....... .. ............... ............. ......... . ............ . . ......... . ....... . .. ......... ... .......... ... ..... . ...... . .............. ............. .............. ............. t .. ......... ..... . ...... .............. ............. 4 ... . ....... ............. ......... ...... ...... . .......... ... . ....... ............. ............. ........... . ............. .............. ............. ....... ...... .......... ........... . ......... . ... . ........ ...... ..... ............. ... ........ .... ............... ............ ....... ........ . .... ....... .... ......... ............ .... ............. ? ...... ...... .... ....... ........... . ..... . ..... . ....... .. ... ........... ............. ............ . .. .......... ........... . .............. .... .................... ............. ............. . ........... .... ...... ............. .......... ..... . ..... .......... ......... .. ............. .............. ............ ...... ..... ............ ............. ............. .... .. ............. t ............. .......... .... ............. ............. .............. ............. ........ ..... ............. . .......... ......... ... ........ - I DONALD L. HAMLIN CONSULTING ENGINEERS, INC. 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878-3956 Fax (802) 878-2679 JOB — SHEET NO. — CALCULATED BY CHECKED BY— ..... ............. . ....... ........... .............. 4f Z'o 4, Lf 0 I%. OF_ DATEDATE r0i be Warrants for Right Turn Lanes at Unsignalized Intersections (2 Lane Highways) 2000 1800 1600 1400 d 1200 0 = 1000 c > 800 INC 600 400 200 0 0 5 10 15 20 25 30 35 % Right turns in Advancing Volume K0 toIc,L:) 40 45 50 30 mph 40 mph 50 mph 60 mph 2000 1800 1600 1400 1200 0 � 1000 c > 800 Q 600 400 200 0 Warrants for Right Turn Lanes at Unsignalized Intersections (2 Lane Highways) LWARRANT SATISFIED ABOVE/RIGHT\!r_ NMI 0 5 10 gotLb 15 20 25 30 35 40 45 50 % Right turns in Advancing Volume 30 mph 40 mph 50 mph 60 mph DONALD L. HAMLIN JOB CONSULTING ENGINEERS, INC. SHEET NO. OF 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878-3956 Fax (802) 878-2679 CALCULATED BY DATE CHECKED BY L �Az � DATE No Text 800 Warrant. S=75' 700 S=100' ._. S=125' 600 r '00 �It�00 c � 0 G. O >200 100 0 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Va, Advancing Volume (vph) V=4U mph, L=t Warrants for Left Turn Lanes at Unsignalized Intersections 800 Warrant 5=75' 700 - S=100' S=125' 600 CL '500 �00 O. 0 - 0 O >200 100 0 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Va, Advancing Volume (vph) V=40 mph, L=39% Warrants for Left Turn Lanes at Unsignalized Intersections 800 Warrant _. S=75' 700 S=100' S=125' 600 t 'C00 E �00 M c ,�NQ O. 0 O O >200 100 0 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 Va, Advancing Volume (vph) MKOOM t a -g00 E 0 :400 c N a00 Q. O >200 100 0 + 0 V=40 mph, L=91/ Warrants for Left Turn Lanes at Unsignalized Intersections Warrant 5=75' S=100' _ S=125' 1UU LUV -5UU 4UU DUU ODU /UU OUV yVv IUUU I1UU icvv I Va, Advancing Volume (vph) V=40 mph, L=46% No Text i s i l � l l � � � ! li 1=11 m lM IM I! North South East 06:00/07:00 185 254 07:00/08:00 477 505 08:00/09:00 18 427 09:00/10:00 296 288 10:00/11:00 308 284 11:00/12:00 258 296 12:00/13:00 396 328 13:00/14:00 350 234 14:00/15:00 376 282 15:00/16:00 376 348 16:00/17:00 391 412 17:00/18:00 425 362 West 0 18 29 64 120 146 126 102 115 143 196 103 0 0 0 0 0 0 0 0 0 0 0 0 totals N/S E/W total both highest 06:00/07:00 439 0 07:00/08:00 982 18 08:00/09:00 445 29 09:00/10:00 584 64 10:00/11:00 592 120 11:00/12:00 554 146 12:00/13:00 724 126 13:00/14:00 584 102 14:00/15:00 658 115 15:00/16:00 724 143 16:00/17:00 803 196 17:00/18:00 787 103 N/S E/W highest total both 06:00/07:00 254 0 07:00/08:00 505 18 08:00/09:00 427 29 09:00/10:00 296 64 10:00/11:00 308 120 11:00/12:00 296 146 12:00/13:00 396 126 13:00/14:00 350 102 14:00/15:00 376 115 15:00/16:00 376 143 16:00/17:00 412 196 17:00/18:00 425 103 Page: 230 Vermont Agency of Transportation Date: 10/26/2009 General Yearly Summaries - Crash Listing: State Highways and All Federal Aid Highway Systems 2008 General Yearly Summaries Information Reporting Number Number Agency/ Mile Date or Of Road Number Town Marker MM/DD/YY Time Weather Contributing Circumstances Direction Of Collision r, Injuries Fatalities Direction Group Route: VT-11a Continued VT0040300/08SBO South Burlington 1.2 06/11/2008 15:17 Clear Followed too closely, Swerving or avoiding due Rear End 0 0 N SH 4411 to wind, slippery surface, vehicle, object, non - motorist in roadway etc, Inattention, Other inn o action n viiV 1b300f856br! �?? 6 '0 ,; �.:-K� . � .F�; i?:3•. . t• , grin. _. _� �,;, .,. ,, �,� _.; • •!'' tO+�rt�:�8l�per�.§Gilace vehu��: oblec�non- r� y.. �, v..� t• `1r� :�v� t^ z t�4•� >i.�, __r �"3s� h motoristmioadwayetc ` ,. VTOO40300/08SBO South Burlington 1.55 11/01120DO 14:11 Clear Failure to keep in proper lane or running off Single Vehicle Crash 0 0 SH 8600 road Inattention t3S. ti,Burimgton. 235 , ! t%16/20AE d83;'3 ,$noW 7 <.: . _ Drrvufgo0lasi �ordl§ . �r Smgle�/ehrcte Crash a - 0 .N �H VT0040300/08SBO South Burlington 2.4 02/10/2008 12:17 Snow Unknown Left Tum and Thru, Angle Broadside ->v- 3 0 N SH 1061 cr��tY�S C�IB$��ii� • _ � � =2t'�3 h`�1'•' _ 1 �r .,f�,n > S �.� art `it d aww r •, ��� ��„'�� 7222' ' neghgerSt a aggressive rnAnrie'r; Failure to'" �� keep fi;proper Iona dr rurirting off road,. No _ . impropttrdriving - VT0040300/08SBO South Burlington 2.72 129/2008 12:42 Sleet, Hail (Freezing No improper driving, Inattention Rear End 0 0 S SH 756r. -:. Rain or Drizzle) V70090300lOBSBS t SoGth;Burir on' 2:72 ,07/2312008 .: 1217 ,h: z� - .Norm rdrivr T P!opa n9,';. ng f DrM 1 fastfior eat% r �' �' "�' '' '� "r .: • , t 0 �S -, ': 5ti 702 , conditk % Foliowed':too closely VT0040300/66S130 South Burlington -2.79 072l/2008 10:24 Clear Failure to keep in proper lane or running off Single Vehicle Crash 1 0 SH 5633 road '�.li iBii E.. _ -•^r -•ty ,. rr' 4 u "--a^ '2 v og(s3r2oo8` .30 Groudy "!W? rub £s rr�r r ' e c vy No tans, tauUiirrveS or r�: ''� _ c a {i k4. s� �i1 VT0040300/08S81 South Burlington 3.24 0924/2008 13:35 Clear No improper driving, Followed too closely Rear End 0 0 N SH 7547 VT0040300/08S60 , -South Burlm gt dh* 3 27 '04T1`62008 T14.30 Clear `'^ Ina(tenTon, Fotlowetl`foo cl6sel No rm Yf proper r 7vK} 2737 driving :' r T ,_,_k VTOO40300/08SBO South Burlington 3.27 08/16/2008 14:49 Clear No improper driving, Inattention Rear End 0 0 N SH 6376 _ `'f OQ9Q3d(i108S99 -� =3 27 12/13/20b8wa16;30:s<i . 4 No ,m t� ;.Felted to e,d n ht of w Left>Tum an i`Tfiiv.'An le Broadsrc�e air- 0 0 S S4� ?Y f Proper rnnn9. Y 9 aY 9 „s .. ,F ..R..r:! VTOD40300MBOµ South Burlington 3.28 01/03/2008 08:30 Clear No improper driving, Followed too closely Rear End 0 0 N SH 0074 tea$ f, • VT00¢0300�OBS9 Stlurth8ir6ng1,Gi 12l0�120� r8,55' "�s� Dnvmgiooiast#Or•coiidTions Smgfe7Afetash . 0 0 S SH , VTOO40300/08SBO South Burlington 3.68 1023/2008 13:20 Clear Followed too closely, Inattention, No improper Rear End 0 0 S SH ��Q0403i)b/QBSBO SonfliOri A. {t *� 3YJ5 03721/1608 t n "h�lroper driving, Made ariiinproper turn Other I�^ x'ry's ;may`- 1 F =f 0 S SH�-�',�`-,'. VTOO403001088BO South Burlington 4 03/072008 14:01.,, Clear Failure to keep in proper lane cr r:rning off Same Direction Sicesw:pe 0 0 N SH 1720 road, No imy%per driving ;v� q 1 RM >� Faded fo YlghEnFway tnatttehCron No Left Tum a Thru, Angle Broadside ->v " 0 � . 0 E SH E *, 142 _ improper dnvrng VT0040300/08SBO South Burlington 4.11 63/31/2008 13:11 Cloudy Visibility obstructed No Turns, Thru moves only, Broadside ^< C S SH 2313 ° �` dhvrig='x „��3L�eRfi 0 E SH Ey` se�... .'")?{T��*.. .. "..`y ..�^t, ,ri?{h .-4—d�"�.,�Te 4�� •.. _ .l.x;..` s s, s SId9SYlp!//gI9 C�eai1 W S f a ir .. VT0040300/08SB- South Burlington 419 11222008 17:36 Clear Failed to yield right of way, No improper driving Left Tum and Thru, Angle Broadside ->v- 0 0 N SH QIAR 2003 Edition Page 4C- ] CHAPTER 4C. TRAFFIC CONTROL SIGNAL NEEDS STUDIES Section 4C.01 Studies and Factors for Justifying Traffic Control Signals Standard: An engineering study of traffic conditions, pedestrian characteristics, and physical characteristics of the location shall be performed to determine whether installation of a traffic control signal is justified at a particular location. The investigation of the need for a traffic control signal shall include an analysis of the applicable factors contained in the following traffic signal warrants and other factors related to existing operation and safety at the study location: Warrant 1, Eight -Hour Vehicular Volume. Warrant 2, Four -Hour Vehicular Volume. fJ0 Warrant 3, Peak Hour. 1J0 Warrant 4, Pedestrian Volume. N0 Warrant 5, School Crossing. WA Warrant 6, Coordinated Signal System. 1J JA Warrant 7, Crash Experience. No Warrant 8, Roadway Network. VO The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Support: Sections 813.07 and 10D.05 contain information regarding the use of traffic control signals instead of gates and/or flashing light signals at highway -railroad grade crossings and highway -light rail transit grade crossings, ' respectively. Guidance: A traffic control signal should not be installed unless one or more of the factors described in this Chapter are met. A traffic control signal should not be installed unless an engineering study indicates that installing a traffic control signal will improve the overall safety and/or operation of the intersection. A traffic control signal should not be installed if it will seriously disrupt progressive traffic flow. The study should consider the effects of the right -turn vehicles from the minor -street approaches. Engineering judgment should be used to determine what, if any, portion of the right -turn traffic is subtracted from the minor -street traffic count when evaluating the count against the above signal warrants. Engineering judgment should also be used in applying various traffic signal warrants to cases where approaches consist of one lane plus one left -turn or right -turn lane. The site -specific traffic characteristics dictate I whether an approach should be considered as one lane or two lanes. For example, for an approach with one lane for through and right -turning traffic plus a left -turn lane, engineering judgment could indicate that it should be considered a one -lane approach if the traffic using the left -turn lane is minor. In such a case, the total traffic volume approaching the intersection should be applied against the signal warrants as a one -lane approach. The approach should be considered two lanes if approximately half of the traffic on the approach turns left and the left -turn lane is of sufficient length to accommodate all left -turn vehicles. Similar engineering judgment and rationale should be applied to a street approach with one lane plus a right - turn lane. In this case, the degree of conflict of minor -street right -turn traffic with traffic on the major street should be considered. Thus, right -turn traffic should not be included in the minor -street volume if the movement enters the major street with minimal conflict. The approach should be evaluated as a one -lane approach with only the traffic volume in the through/left-turn lane considered. At a location that is under development or construction and where it is not possible to obtain a traffic count that would represent future traffic conditions, hourly volumes should be estimated as part of an engineering study for comparison with traffic signal warrants. Except for locations where the engineering study uses the satisfaction of Warrant 8 to justify a signal, a traffic control signal installed under projected conditions should have an engineering study done within 1 year of putting the signal into stop -and -go operation to determine if the signal is justified. If not justified, the signal should be taken out of stop -and -go operation or removed. For signal warrant analysis, a location with a wide median, even if the median width is greater than 9 m (30 ft), should be considered as one intersection. Sect. 4C.01 9 Page 4C-2 ) 2003 Edition Option: At an intersection with a high volume of left -turn traffic from the major street, the signal warrant analysis may be performed in a manner that considers the higher of the major -street left -turn volumes as the "minor - street" volume and the corresponding single direction of opposing traffic on the major street as the "major -street" volume. For signal warrant analysis, bicyclists may be counted as either vehicles or pedestrians. Support: When performing a signal warrant analysis, bicyclists riding in the street with other vehicular traffic are usually counted as vehicles and bicyclists who are clearly using pedestrian facilities are usually counted as pedestrians. Option: Engineering study data may include the following: A. The number of vehicles entering the intersection in each hour from each approach during 12 hours of an average day. It is desirable that the hours selected contain the greatest percentage of the 24-hour traffic volume. B. Vehicular volumes for each traffic movement from each approach, classified by vehicle type (heavy trucks, passenger cars and light trucks, public -transit vehicles, and, in some locations, bicycles), during each 15-minute period of the 2 hours in the morning and 2 hours in the afternoon during which total traffic entering the intersection is greatest. C. Pedestrian volume counts on each crosswalk during the same periods as the vehicular counts in Item B above and during hours of highest pedestrian volume. Where young, elderly, and/or persons with physical or visual disabilities need special consideration, the pedestrians and their crossing times may be classified by general observation. D. Information about nearby facilities and activity centers that serve the young, elderly, and/or persons with disabilities, including requests from persons with disabilities for accessible crossing improvements at the location under study. These persons might not be adequately reflected in the pedestrian volume count if the absence of a signal restrains their mobility. E. The posted or statutory speed limit or the 85th-percentile speed on the uncontrolled approaches to the location. F. A condition diagram showing details of the physical layout, including such features as intersection geometrics, channelization, grades, sight -distance restrictions, transit stops and routes, parking conditions, pavement markings, roadway lighting, driveways, nearby railroad crossings, distance to nearest traffic control signals, utility poles and fixtures, and adjacent land use. G. A collision diagram showing crash experience by type, location, direction of movement, severity, weather, time of day, date, and day of week for at least 1 year. The following data, which are desirable for a more precise understanding of the operation of the intersection, may be obtained during the periods specified in Item B of the preceding paragraph: A. Vehicle -hours of stopped time delay determined separately for each approach. B. The number and distribution of acceptable gaps in vehicular traffic on the major street for entrance from the minor street. C. The posted or statutory speed limit or the 85th-percentile speed on controlled approaches at a point near to the intersection but unaffected by the control. D. Pedestrian delay time for at least two 30-minute peak pedestrian delay periods of an average weekday or like periods of a Saturday or Sunday. E. Queue length on stop -controlled approaches. Section 4C.02 Warrant 1, Eight -Hour Vehicular Volume Support: The Minimum Vehicular Volume, Condition A, is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. The Interruption of Continuous Traffic, Condition B, is intended for application at locations where Condition A is not satisfied and where the traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. It is intended that Warrant 1 be treated as a single warrant. If Condition A is satisfied, then the criteria for Warrant 1 is satisfied and Condition B and the combination of Conditions A and B are not needed. Similarly, if Condition B is satisfied, then the criteria for Warrant 1 is satisfied and the combination of Conditions A and B is not needed. Soo. 4C.01 to 4c.02 1 2003 Edition Page 4C-3 7 7 71 F1 0 I 71 I I Table 4C-1. Warrant 1, Eight -Hour Vehicular Volume Condition A —Minimum Vehicular Volume Vehicles per hour on higher -volume Number of lanes for Vehicles per hour on major street minor -street approach moving traffic on each approach (total of both approaches) (one direction only) Major Street Minor Street 100%e 80%b 70%` 56W 100%e 80%b 70%° 56%d 1................. 1................. 500 400 350 280 150 120 105 84 2 or more... 1................. 600 480 420 336 150 120 105 84 2 or more... 2 or more... 600 480 420 336 200 160 140 112 1................. 2 or more .... 500 400 350 280 200 160 140 112 Condition B—Interruption of Continuous Traffic Vehicles per hour on higher -volume Number of lanes for Vehicles per hour on major street minor -street approach moving traffic on each approach (total of both approaches) (one direction only) Major Street Minor Street 100%' 80%b 70%` 56%d 100%a 80%b 70%` 56%d 1................. 1................. 750 600 525 420 75 60 53 42 2 or more... 1................. 900 720 630 504 75 60 53 42 2 or more... 2 or more... 900 720 630 504 100 80 70 56 1................. 2 or more .... 1 750 600 525 420 1 100 80 70 56 e Basic minimum hourly volume. b Used for combination of Conditions A and B after adequate trial of other remedial measures. May be used when the major -street speed exceeds 70 km/h or exceeds 40 mph or in an isolated community with a d population of less than 10,000. May be used for combination of Conditions A and B after adequate trial of other remedial measures when the major - street speed exceeds 70 km/h or exceeds 40 mph or in an isolated community with a population of less than 10,000. Standard: The need for a traffic control signal shall be considered if an engineering study finds that one of the following conditions exist for each of any 8 hours of an average day: A. The vehicles per hour given in both of the 100 percent columns of Condition A in Table 4C-1 exist on the major -street and the higher -volume minor -street approaches, respectively, to the intersection; or B. The vehicles per hour given in both of the 100 percent columns of Condition B in Table 4C-1 exist on the major -street and the higher -volume minor -street approaches, respectively, to the 1`ja intersection. In applying each condition the major -street and minor -street volumes shall be for the same 8 hours. On the minor street, the higher volume shall not be required to be on the same approach during each of these 8 hours. Option: If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 70 km/h or exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 70 percent columns in Table 4C-1 may be used in place of the 100 percent columns. Sect. 4C.02 Page 4C-4 ' 1 2003 Edition Guidance: The combination of Conditions A and B is intended for application at locations where Condition A is not satisfied and Condition B is not satisfied and should be applied only after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems. Standard: The need for a traffic control signal shall be considered if an engineering study finds that both of the following conditions exist for each of any 8 hours of an average day: A. The vehicles per hour given in both of the 80 percent columns of Condition A in Table 4C-1 exist on the major -street and the higher -volume minor -street approaches, respectively, to the "0 intersection; and B. The vehicles per hour given in both of the 80 percent columns of Condition B in Table 4C-1 exist on the major -street and the higher -volume minor -street approaches, respectively, to the intersection. These major -street and minor -street volumes shall be for the same 8 hours for each condition; however, the 8 hours satisfied in Condition A shall not be required to be the same 8 hours satisfied in Condition B. NO On the minor street, the higher volume shall not be required to be on the same approach during each of the 8 hours. Option: If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 70 km/h or exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 56 percent columns in Table 4C-1 may be used in place of the 80 percent columns. 'Section 4C.03 Warrant 2, Four -Hour Vehicular Volume p Support: The Four -Hour Vehicular Volume signal warrant conditions are intended to be applied where the volume of intersecting traffic is the principal reason to consider installing a traffic control signal. Standard: The need for a traffic control signal shall be considered if an engineering study finds that, for each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher -volume minor -street approach (one direction only) all fall above the applicable curve in Figure 4C-1 for the existing combination of approach lanes. On the minor street, the higher volume shall not be required to be on the same approach during each of these 4 hours. Option: If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 70 km/h or exceeds 40 mph or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-2 may be used in place of Figure 4C-1. Section 4C.04 Warrant 3, Peak Hour Support: The Peak Hour signal warrant is intended for use at a location where traffic conditions are such that for a minimum of 1 hour of an average day, the minor -street traffic suffers undue delay when entering or crossing the major street. Standard: This signal warrant shall be applied only in unusual cases, such as office complexes, manufacturing plants, industrial complexes, or high -occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. The need for a traffic control signal shall be considered if an engineering study finds that the criteria in either of the following two categories are met: A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute periods) of an average day: 1. The total stopped time delay experienced by the traffic on one minor -street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle -hours for a one ane approach; or 5 vehicle -hours for a two-lane approach, and Sect. 4C.02 to 4C.04 2003 Edition Page 4C-5 _ CL > 500 2 O 400 W Cr W 0.. U) Q 300 IrW ° Z) 200 �o cc 100 W 2 2 Figure 4C-1. Warrant 2, Four -Hour Vehicular Volume 2 OR MORE LANES &2 OR MORE LANES 2 OR MORE LANES & 1 LANE ,el LANE& 1 LANE 0 1 a CC ffift ENEEMEMENESM *115 *80 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) *Note: 115 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor -street approach with one lane. Figure 4C-2. Warrant 2, Four -Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km/h OR ABOVE 40 mph ON MAJOR STREET) 2 400 d Q 300 w0 Wcr Ir d d CD Q 200 Cc W 02 Z 1 2 O> 100 W 2 0 _ �2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE .1 LANE & 1 LANE 200 300 400 500 600 700 800 900 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) *Note: 80 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor -street approach with one lane. *80 *60 1000 Sect. 4C.04 Page 4C-6 1 2003 Edition 2. The volume on the same minor -street approach (one direction only) equals or exceeds 100 rvehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes, and 3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for intersections with three approaches or 800 vehicles per hour for intersections with four or more approaches. B. The plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher -volume minor -street approach (one �J n direction only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4C-3 for the existing combination of approach lanes. Option: If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 70 km/h or exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-4 may be used in place of Figure 4C-3 to satisfy the criteria in the second category of the Standard. 0 Section 4C.05 Warrant 4, Pedestrian Volume Support: The Pedestrian Volume signal warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Standard: The need for a traffic control signal at an intersection or midblock crossing shall be considered if an engineering study finds that both of the following criteria are met: A. The pedestrian volume crossing the major street at an intersection or midblock location during an r average day is 100 or more for each of any 4 hours or 190 or more during any 1 hour; and B. There are fewer than 60 gaps per hour in the traffic stream of adequate length to allow pedestrians to cross during the same period when the pedestrian volume criterion is satisfied. Where there is a divided street having a median of sufficient width for pedestrians to wait, the requirement applies separately to each direction of vehicular traffic. The Pedestrian Volume signal warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 90 m (300 ft), unless the proposed traffic control signal will not restrict the progressive movement of traffic. If this warrant is met and a traffic control signal is justified by an engineering study, the traffic control . M signal shall be equipped with pedestrian signal heads conforming to requirements set forth in Chapter 4E. Guidance: If this warrant is met and a traffic control signal is justified by an engineering study, then: A. If at an intersection, the traffic control signal should be traffic -actuated and should include pedestrian detectors. B. If at a nonintersection crossing, the traffic control signal should be pedestrian -actuated, parking and other sight obstructions should be prohibited for at least 30 in (100 ft) in advance of and at least 6.1 m (20 ft) beyond the crosswalk, and the installation should include suitable standard signs and pavement markings. C. Furthermore, if installed within a signal system, the traffic control signal should be coordinated. Option: The criterion for the pedestrian volume crossing the major roadway may be reduced as much as 50 percent if the average crossing speed of pedestrians is less than 1.2 m/sec (4 ft/sec). A traffic control signal may not be needed at the study location if adjacent coordinated traffic control signals consistently provide gaps of adequate length for pedestrians to cross the street, even if the rate of gap occurrence is less than one per minute. Section 4C.06 Warrant 5 School Crossing Support: The School Crossing signal warrant is intended for application where the fact that school children cross the major street is the principal reason to consider installing a traffic control signal. Sect. 4C.04 to 4C.06 2003 Edition Page 4C-7 I Figure 4C-3. Warrant 3, Peak Hour CL 500 . W am- ENE%� "qLq OR M6RE L�NES k 1 LXNE L6 400 INEWERAP■' ■■■■._7bbl% W 100 ■■■■■■■■■■■■■■ *150 *100 1VV uvv UUU /VV VVV UVU IUUU IIUU IGUU IJUU 11+UU IUVU IODU IIUU I6UU MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) *Note: 150 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor -street approach with one lane. Figure 4C-4. Warrant 3, Peak Hour (70 % Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km/h OR ABOVE 40 mph ON MAJOR STREET) U 400 WO wiii m CC [L 300 bsQ Er w OZ � 200 _ J W 100 S C7 2 OR MORE LANES & 2 OR MORE LANES — 2 OR MORE LANES & 1 LANE .1 LANE & 1 LANE *100 *75 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) *Note: 100 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor -street approach with one lane. Sect. 4C.06 i l ('sogoa 4C-8 2003 Edition Standard: The need for a traffic control signal shall be considered when an engineering study of the frequency and adequacy of gaps in the vehicular traffic stream as related to the number and size of groups of school at an established school crossing across the major street shows that the number of adequate gaps 'children In the traffic stream during the period when the children are using the crossing is less than the number of minutes in the same period (see Section 7A.03) and there are a minimum of 20 students during the highest crossing; hour. Before a decision is made to install a traffic control signal, consideration shall be given to the Implementation of other remedial measures, such as warning signs and flashers, school speed zones, school crosshig guards, or a grade -separated crossing. 1'lie School Crossing signal warrant shall not be applied at locations where the distance to the nearest I raffic control signal along the major street is less than 90 in (300 ft), unless the proposed traffic control signal will not restrict the progressive movement of traffic. Guidance: ' If this warrant is met and a traffic control signal is justified by an engineering study, then: A. If at an intersection, the traffic control signal should be traffic -actuated and should include pedestrian detectors. B. If at a nonintersection crossing, the traffic control signal should be pedestrian -actuated, parking and other sight obstructions should be prohibited for at least 30 m (100 ft) in advance of and at least 6.1 m (20 ft) beyond the crosswalk, and the installation should include suitable standard signs and pavement markings. ' C. Furthermore, if installed within a signal system, the traffic control signal should be coordinated. Section 4C.07 Warrant 6, Coordinated Signal System Support: Progressive in � I� movement a coordinated signal system sometimes necessitates installing traffic control signals al intersections where they would not otherwise be needed in order to maintain proper platooning of vehicles. Standard: The need for a traffic control signal shall be considered if an engineering study finds that one of the following criteria is met: A. On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic ' control signals are so far apart that they do not provide the necessary degree of vehicular platooning. It. On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation. 0iidance: The Coordinated Signal System signal warrant should not be applied where the resultant spacing of traffic control signals would be less than 300 m (1,000 ft). Section 4C.08 Warrant 7, Crash Experience Support: a The Crash Experience signal warrant conditions are intended for application where the severity and frroluency of crashes are the principal reasons to consider installing a traffic control signal. Standard: The need for a traffic control signal shall be considered if an engineering study finds that all of the roliowing criteria are met: A. Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce ND the crash frequency; and It. Five or more reported crashes, of types susceptible to correction by a traffic control signal, have occurred within a 12-month period, each crash involving personal injury or property damage apparently exceeding the applicable requirements for a reportable crash; and C. For each of any 8 hours of an average day, the vehicles per hour (vph) given in both of the 80 percent columns of Condition A in Table 4C-1 (see Section 4C.02), or the vph in both of the 80 4 `_ percent columns of Condition B in Table 4C-1 exists on the major -street and the higher -volume minor -street approach, respectively, to the intersection, or the volume of pedestrian traffic is not Novi, 4c.06 to 4c.08 ■ 2003 Edition l Page 4C-9 less than 80 percent of the requirements specified in the Pedestrian Volume warrant. These major - street and minor -street volumes shall be for the same 8 hours. On the minor street, the higher volume shall not be required to be on the same approach during each of the 8 hours. Option: If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 70 km/h or exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 56 percent columns in Table 4C-1 may be used in place of the 80 percent columns. Section 4C.09 Warrant 8, Roadway Network Support: Installing a traffic control signal at some intersections might be justified to encourage concentration and A o organization of traffic flow on a roadway network. I" Standard: The need for a traffic control signal shall be considered if an engineering study finds that the common intersection of two or more major routes meets one or both of the following criteria: A. The intersection has a total existing, or immediately projected, entering volume of at least 1,000 vehicles per hour during the peak hour of a typical weekday and has 5-year projected traffic volumes, based on an engineering study, that meet one or more of Warrants 1, 2, and 3 during an average weekday; or B. The intersection has a total existing or immediately projected entering volume of at least 1,000 vehicles per hour for each of any 5 hours of a nonnormal business day (Saturday or Sunday). A major route as used in this signal warrant shall have one or more of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan, such as a major street plan in an urban area traffic and transportation study. Sect. 4C.08 to 4C.09 j DONALD L. HAMLIN CONSULTING ENGINEERS, INC. 136 Pearl St., Box 9 ESSEX JUNCTION, VT 05453 (802) 878.3956 Fax (8021 878-2679 JOB SHEET NO. CALCULATED BY. CHECKED BY_ SCALE OF DATE DATE HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 'e- t Lane Configurations Y + Volume (veh/h) 7 23 435 40 169 269 Sign Control Stop Free Free Grade 0% "0% 6 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ou0flow rate (kph) Pedestrians 7 23 435 40 169 269 Lane Width (ft) Walking Speed (ft/s) Percent Blockage` Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol VC2, sta e 2 conf vol 9 vCu, unblocked vol 1062 1062 455 455 475 , 475 tC single s tC, 2 stage (s) 6.4 6.2 fF (s) 3.5 3.3 . 22 p0 queue free % cM capacity (veh/h) 97 209 96 605 84 1,07 ` s, Volume Total Volume Left 30 475 7 0 438 169 Volume Right 23 40 0 cSH Volume to Capacity Queue Length 95th (ft) 420 0:07 6 1700 0.28 0 1087 016.. 14 Control Delay (s):,,. ; . Lane LOS 14,2 B 0.0 4.5 A _ .< °. °.� .. .._ ,``.... �R-Rwl Approach Delay (s) 14.2 0.0 4.5 Approach LOS B Average Delay wom 2.5 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 60 Lot 6 DHV AM2009 no build 11/11/2009 Synchro 7 - Report DLHCE Page 1 9 1 HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 'r *-- t ro1� Lane Configurations Y t t Volume (vehlh) '; 34 170 420 3 23 382 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 �H9urly flow rate (vph) 34 170 420 3 23 382 Pedestrians bane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked ;conticting volume vC1, stage 1 conf vol 850 422 423 age 2 con f vol vCu, unblocked vol 850 422 423 C,'smgle (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 w p0 queue free % 90 73 98 M Gapacity,,kyeh/h) �,24 632 1136 9 Ll �rne`Right 170 3 cSH 546 1700 Voaume to Capacity 0.37 0.25 Queue Length 95th (ft) 44 0 ,petrol Delay (s) 15.5 0.0' Lane LOS C 1pproaeh Delay (s) 15.5 0.0 Approach LOS C 1136 0.02 �v 2 0 7 Y; w L ii S r j a 3 A eOc I v S S � � '+� �' � i�m.1 � .s" F xtp ✓.f+� �,r f ,.rA" , . � :., .q`�'�a'k�, ,,J?.f .. ,a'. � t. 4'r.�;. .�� ... ....5�>_. .. .xt: v . .. �'.✓r`�.' i".F s.�.L.;�U*? < FM ✓ �., '•."� :X }.. Ur sxv.r.2, i.. A 0.7 �,s'e �s� ti 1 r l tk r w$ C fiyat Rs ; u 1sno- ✓ w Average Delay 3.3 intersection' Capacity Utilization 58.0% Analysis Period (min) 60 ICU Level of Service B, Lot 6 DHV PM2009 no build 11/11/2009 Synchro 7 - Report DLHCE Page 1 Ll 11 t HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 f t Lane Configurations t Volume(veh/h) 7 23 440 41 171 272 Sign Control Stop Free Free Grade '' 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly i rate; (vph) 7 23 440 41 171 272 Pedestrians �" iNldth A:: Walking Speed (ftls) Percent Blockage Right turn flare (veh) Mediantype None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflkcfing ,volume �. 1074 460, 481 vC1, stage 1 conf Vol 4� 2 conf vol vCu, unblocked vol 1074 460 481 tC,.single (s) : -' 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2'" p ° p queue free /0 97 96 84 o-1A capacity (veh/h) 1082. ; . , ,. .... POEM 481� 443 Volume Total ��� 30 Volume Left 7 0 171 Volume Right 23 41 0 cSH Volume to Capacity 414 UT 1700 0.28 1082 0.16 Queue Length 95th (ft) 6 0 14 C06,f"b'Delay`(s)' 14.4 0.0 4.5 Lane LOS B A Approach Delay (s) 14.4 0.0 4.5 Approach LOS B Average Delay 2.5 Intersection Capacity Utilization ` 62.8% ICU LeveLof Service B Analysis Period (min) 60 ■ ■ Lot 6 DHV AM2014 no build 11/11/2009 Synchro 7 - Report DLHCE Pagel HCM Unsignaiized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 ,fr- t Lane Configurations Y t t Volume (veh/h) ' 35 172 425 3 23 386 Sign Control Stop Free Free Grade 0%° 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 35 172 425 3 23 386 Pedestrians Lane Width (ft) Walking Speed (ft/s) pg[cent Blockage'' Right turn flare (veh) Median type None None ;.. Median storage veh) Upstream`signal '(ft) Y aeY pX, platoon unblocked uC, conflicting volume 858, 4 428 vC1, stage 1 conf vol VC2 stage 2 conf vol �',.:'v:.`'?�rrAM�': F'�`��)..� 9�6 Yki cur �Y y�;ti4�;r it'§,.Y"�.4�w'ti� ,, �. . . vCu, unblocked Vol 858 426 428 it, single (s) AZ tC, 2 stage (s) tF (s) 35 3.3 2 ? z p0 queue free % 89 73 98 cM capacity.(-vehlh) 320 628 Volume Total -2Q7 Volume Left 35 428 0 409 23 Volume Right 172 3 0 cSH 540 Volume to Capacity 0.38 1700 0.25 1131 0.02 Queue Length 95th (ft) 46 0 2 Control Delay (s)_ 158 0,0 , , 0.7 Lane LOS C A Approach Delay (s) 15.8 CO 0.7 Approach LOS C Average Delay 3.4 Intersection Capacity Utilization .58.3% ICU Levelof Service B Analysis Period (min) 60 I Lot 6 DHV PM2014 no build 11/11/2009 Synchro 7 - Report DLHCE Pagel F] C r HCM Unsignalized Intersection Capacity Analysis 1 - Tilley Drive & VT 116 1111112009 41- k- t I` 1 Lane Configurations Volume (veh/h) 10 30 435 52 225 269 Sign Control Stop Free Free Grade 0%° 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 10 30 435 52 225 269 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1180 461 48T vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1180 461 487 XC, single (s) 6A 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free %° 94 95 79 eM capacity (veh/h) 166 600 Volume Total 40 487 494 Volume Left 10 0 225 Volume Right 30 52 0 cSH 363 1700 1076 Volume to Capacity 0.11 - 0.29 0.21 - Queue Length 95th (ft) 9 0 20 Control Delay (s) 16.1 0.0 5.5 Lane LOS Approach Delay (s) C 16.1 0.0 A .� .__..,,, ..... _ .. 5.5 Approach LOS C Average Delay 3.3 ln�apacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 60 14 Lot 6 DHV AM2009 build 11/11/2009 DLHCE FA Synchro 7 - Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 t II Lane Configurations' Volume (veh/h) 45 221 420 4 35 382 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 45 221 420 4 35 382 Pedestrians Lane Width (ft) Walking Speed (fYs) Percenti§lockage' ' }_.,....... _. Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked nflict'1 ge `s 874 422 424 vC1tageconf vol vC2 stage 2 conf vol -.,. vCu, unblocked vol 874 422 424 IC; single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 85 65 97 cM capacity,.`(Whfh) 310 632 1135 ; Va ume Total 266 424 41T Volume Left 45 0 35 Volume Right f. _.... 221 4 0 c;SH Volume to Capacity 538 0.49 1700 0;25 1135 0.03 Queue Length 95th (ft) 72 0 2 Control Delay s Lane LOS 18.2 C 0.0 1.0 A Approach Delay (s) 18.2 0.0 1.0 Approach LOS C Average Delay4.8 Intorsection Capacity Utilization 70.5% ICU Level of Service C at w Analysis Period (min) 60 Lot 6 DHV PM2009 build 11/11/2009 Synchro 7 - Report DLHCE Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/1212009 'e- 4- t d Lane Configurations Volume`(veh/hj 10 30 t 440 53 227 t 272 Sign Control Stop Free Free Grade 0% 00/6 0% Peak Hour Factor 1.00 1,00 1.00 1.00 1.00 1.00 Hourly flow rate`(vph) 10 30 440 53 227 272 Pedestrians Lane Width (ft) `_rk Walking Speed (ft/s) Percent Blockage �" ` `Krx"� s'}' : Right turn flare (veh) Median type Median storage veh) None None Upstream signal (ft) pX, platoon unblocked vC, conflicbiig volume 1192 466 493h vC1, stage 1 cont vol vC2,stage 2confvol ,r'n�'x �''�• ti.,._.; vCu, unblocked vol 1192 466 493 tC, single (s) Lv . , ,6.4 6.2 4.1m �;R "Ax7'° tC, 2 stage (s) tF (s) fia' 3.5 p0 queue free % 94 cM capacity (veh/h) 163 3:3 95 596 2.2 79 1071 Volume'Total 40 ' 493 '99 Volume Left 10 0 227 Volume Right 30 53 0 ' cSH 358 Volume to Capacity 0.11 1700 0.29 1071 0.21 Queue Length 95th (ft) 9 0 20 Control Delay (s) 16.3 Lane LOS C 0.0 5.5 A _ Approach Delay (s) 16.3 0.0 5.5 Approach LOS C Average Delay 3.3 Intersection Capacity UtilizafioT.?,'. Analysis Period (min) 66.60/6 60 ICU Level` of Service C t of I', OI IV AM2014 build 11/11/2009 Synchro 7 - Report 1 )I J ICE Page 1 it HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 * I' Lane Configurations Y t t Volu�r►e (rrehlh) 46 223 425 4 35 386 ; Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 46 223 425 4 35 386 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Nile. Median storage veh) Upstream' signal (ft) pX, platoon unblocked vC, conflicting volume 883 427 429 , `,q-, vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 883 427 429 P11 s►'We (s) 6 4 6.2 4.1 tC, 2 stage (s) IF (s) 3.5 3.3 2.2 i,pO queue free % �eM capacity (veh/h) 85 307 64 628 97 1130 i-E.r Volume Left I.. ,., , 269 6 429 .. 0 421 ",! 35 �u Volume Right cSH Volume to Capacity 223 532 0.51 4 1700 0.25 0 1130 0.03 etia Y / -' ^?`rAt r 4, iRu c y.�' s�.k r;c Zt'!*tjf a ,�,.tw^x.,� i r'` Y -., or �� Queue Length 95th (ft) 75 0 2 Control Delay (s) Lane LOS 18.6 C 0.0 1.0 A Approach Delay (s) Approach LOS 18.6 C 0.0 1.0 ;' i 7� y �[{£F+�y-k.'� .t 5....n Jd'`.i1d h_. k!n".e r Avornfl a Delay4.9 Intersection Capacity Utilization Analysis Poriod (min) 71.20/. 60 ICU Level of Service G 1 tot lI DIIV f'M2014 build 11/11/2009 Synchro 7 - Report W ICE Page 1 r GJ Mr 71— HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11111/2009 j- A., Lane Configurations Y t Vglgm veh/h) 10 30 435 52 Sign Control Stop Free Grade 0% 0% Peak Hour Factor 1,00 1.00 1.00 1.00 Hourly flow rate (vph) 10 30 435 52 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked v:C, conflicting volume 1180 461 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1180 461 tC, single (s) 6.4 6.2 tC, 2 stage (s) tF (s) 3.5 3.3 p0 queue free % 94 95 cm capacity (veh/h) 166 600 225 269 Free 0% 1.00 1.00 225 269 None None 487 487 4.1 2.2 79 - 1076 Volume"Total 40 487 225 269 Volume Left 10 0 225 0 Volume Right 30 52 0 0 cSH 363 1700 1076 1700 Volume to Capacity 0:11 0:29 0.21 0.16 ,. ....., Queue Length 95th (ft) 9 0 20 0 Control Delay (s) 16.1 0.0 9.2 0.0 Lane LOS C _ A Approach Delay (s) 16.1 0.0 4.2 I I Approach LOS C x y.„G rft i r",YF A+ �'s i x "r �{ ✓ � r,. ���'F:c•_::..,�. �. DelayAverage Intersection .1.city Utilization 51.8%1of Analysis Period •0 I of 6 DHV AM2009 build+left lane 11/11/2009 Synchro 7 - Report DIA ICE. Page 1 :7 I IC;M Unsignalized Intersection Capacity Analysis 1 Tilley Drive & VT 116 11/11/2009 0 fe 4- t /". Inane Configurations Y + t Volume (veh/h) 45 221 420 4 35 382 Sign Control Stop Free _ Free Grade 0% 0% 0% Pock Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 45 221 420 4 35 382` Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Modian storage veh) Upstream signal (ft) pX, platoon unblocked yrh,51 vC, conflicting volume 874 422 424 . vC1, stage 1 conf Vol vC2, stage 2 conf Voli,.,".` VGu, unblocked Vol 874 422 424 IC, single (s) 6.4 6.2 IC, 2 stage (s) IF (s) 3:5 3.3 2.2 .,, . p0 queue free % 85 65 97 rY�` cM capacity (veh/h) 310 632 1135 Volume Total 266 424 35 -=382 �� , r 7, Volume Left 45 0 35 0 Volume Right 221 4 0 0 c ;ll 538 1700 1135 1700 Volume to Capacity 0.49 0.25 0.03 0.22 t.luoue Length 95th (ft) 72 0 2 0 Control Delay (s) 18.2 0.0 8.3 0.0 sun LOS C A Approach Dolay (s) 18':2 0.0 0.7 Appioach LOS C A e Delay 4.6 illlf lt An Capacity Utilization 51 8% ICU Level of Service A Period (min) 60 (Amilysis I of 6 DHV PM2009 build+left lane 11/11/2009 Synchro 7 - Report I )t t ICE Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 f t Lane Configurations + Volume (veh/h) 10 30 440 53 227 272 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hgurly flow rate (vph) 10 30 440 53 227 272 Pedestrians Lane Width (ft) Walking Speed (ft/s) F,,ercent`Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1192 466 493 n, _.. ...._ vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1192 466 493 tC, single (s) 6.4 6.2 4.1 .. tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 94 95 79 cMcapacpy,(/h) 163 596 1071 Volume Total 40 493 227 272 '` Volume Left 10 0 227 0 Volume Right 30 53 0 0 cSH 358 1700 1071 1700 Volume to Capacity 0.11 0.29 0.21 0.16 Queue Length 95th (ft) 9 0 20 0 Control Delay (s) 16.3 0.0 9.3 0.0 Lane LOS C A Approach Delay (s) 16.3 0,0 4.2 Approach LOS C Average Delay 2.7 Intersection Capacity Ut!li g, n 52 3% ICU Level of Service A Analysis Period (min) 60 ■ Lot 6 DHV AM2014 build+left lane 11/11/2009 Synchro 7 - Report DLHCE Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Tilley Drive & VT 116 11/11/2009 Ir t 1" Lane Configurations Y t ' Olume (veh/h) 46 223 425 4 35 386 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Hourly flow rate (vph) 46 223 425 4 35 386 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 883 47 429. vC1, stage 1 conf vol vC2, stage 2 conf;vol vCu, unblocked vol 883 427 429 IC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 85 64 97 cM capacity (veh/h) 307 628 1130 61 Volume Total 269 429 35 _386 Volume Left 46 0 35 0 Volume Right 223 4 0 '' 0 r� cSH 532 1700 1130 1700 Volume to Capacity 0 51 0.25 0.03 0,23 ; Queue Length 95th (ft) 75 0 2 0 Control Delay (s) 18.6 ;,0.0 8,3 0.0 j Lane LOS C A Approach Delay (s) 18.6 0.0 0.7 .; Approach LOS C Average Delay 4.7 Intersection Capacity Utilization 52.1% ICU Level of Service A Analysts Period (min) 60 I of 6 DI IV PM2014 build+left lane 11/1112009 Synchro 7 - Report N IICF Page 1 11 PIZZAGALLI PROPERTIES, LLC MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT DONALD L. HAMLIN CONSULTING ENGINEERS, INC. 136 Pearl Street, Essex Junction Vermont 05452 RECEJv ED NOV 06 409 City of So euriin t 9 0n LEGEND 8 GxB�xATExa PULE ® urW e/.Six Q ErowER EUE ,•, xrwe.wr d rELEnaxE POLE m Gwre vALv< Ro LKxT + t'IOwTORiNG wELI O SUPPGRT P0.f % SWER ILG-1 OVSx • xAnR.LL 4A5 VKVE M SxRuO • nANRK GAS —ER fORFER.au9 TFEE v SKx ��� DEGDudn TREE D EvaL BLu M EWE of H0005 }�P Pvw POLE —� EDGE 4 wETLAnpS CORTOLR unE (9 Rn[ PRor+ERrT uNe I'IOnuFIExT • IRON PiPf FOUND w'— WATER U. � MIRVEr $TAT KIN -S RT 9EwER . 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ACCMU,O To ASAP 0191 WEST ACCESS DRIVE TYPICAL CROSS SECTION NTS port: �Axo. o of Tax a'"T,IE°xOil°aC°�°mm B �LAxcrsTHfOE sr awoGTp rtsT. TYPICAL PAVEMENT k DRIVE ROSS TION MW° ia TEE FAwe -LED S E SEE,SEE,ovERAP HpSASBIU2ED ENtR-E TO E CONSRNCTED AT L-F- 9roWn ON PLANS ERU IED — SZE TO E r M EaEN FTR.wTM AL MANTANED M A pIA]nOR SMp wl1 REW:xT 1RAIXWG M RDw OF EOMOrt pro PDEIC ROMMAYS PENOdt TOP A I- PUBMAY E EOIMEO ToDR—. OR ACaPTAEY MANTAM M pTnAHq ROM SFDRLnT aP41E0. WA9NO Wi0 LIC ROANO$ Wsi E -D- eeRbATCLT, CMs CR1NC M Srt I- E ro D lO SONEM vbW pWIAx¢ p,0 A P11S1C ROADWAY Au S➢IMExT SHNL BE PEYExrtO - ENTERAL ANY S,bIM THAN OR YATCRCGpY TYPICAL TABI 17FD CONSTRUCTION ENTRANCE `(,.T SPEC A]Oa.aS nHE) 3-¢Ort DEME pADED I IED $TONE AAH 2a OM]aAP IT WE no,.oA> SLOPE INSTALLATION n -a' (sWx-, sWH) :, ®PEs .r-s• Rs�x-1z.xm 1IF (t.bx) w..En .cu x w ALO .<wr ax. r foam) _ E —s--TE TD A -END EMa5K1ED ASHIALT -!-wi ._:. 'tb.1J' �NE\OI%WL••S�A9E '• ,� ... i T1ZIj,'AL EC1I0,5 Hort. A ��ApEu ro E w,mouoxv GboAclm PI • uFTs ro ou a M MAXIMUM SDIY OpSTr�%usK M EDDIL OIOxNO fAgANm PaRocTrn rtrt. A«➢RDIHc To ASTM SfAENARfN FASeE TYPICAL PAVEMENT MATCHING DETAIL Krs 1/4• R /2• RADIUS 3.500 PS CLASS B CONCRETE CURB 1. CURBING SMALL BE CONSTRUCTED IN 10' SECTIONS ETH 1/6• "NTS BETWEEN SECTIONS. 2. EXPANSION MINES SNNL BE CONSTRUCTED EVERY 20' WM 1/4• MCI( PREFORMED EXPANSION MNT FILLER MATERIAL CONFO flNO TO AASNTO DESIGNATION M 1533. 3. CURB REVEAL AT DRIVEWAYS SHALL BE 1-1/2' MAX. 4. CURB LL REVEAL AT AHANDICAP ACCESSES WALL BE A MAXIMUM OF 1/4•. 5. ALL RADII LEM MAN 200' SHALL BE FORMED USNC FLEXIBLE FORMS a. ALl :AM SHALL BE THOROUGHLY COMPACTED IN 6• UFM TO A DENSITY OF 95% OF ME MAXIMUM DRY DENSITY USING THE STANDARD PROCTOR TEST, ACCORDING TO ASTM 069& T. CURB ADJACENT TO SIDEWALK SHALL BE SEPARATED WTH 4 MIL POLYETHYLENE. TYPICAL CONCRETE CURB .Ts 4• MIDI S- TH A IEOaN RM91 MTN TROWDEO — CONCETE WAX �__—yp p RARs IN ALL °RANM c.1rz suEADNG T• � - RUM IME. MED. r • PE Faor EANXaawrt ° E ROE AJI � ( EEC poa.os 1W'MM) T�4YAK % VAX.. '/f "RE"OR ED JINNI NlER SHALL E GATT N CIPA,S. JOeNrs ENOR 20 NCI. FN 91Au E MLA® E-1 S REF. .E .. 0. T MKm QUA Al SIALL E CDMPA:,EU To SIX OF M YA-. wY DpST' -6 w �--Y-C• sAp. M STANDARD -1.... ACC— To Arn D$% (fYYICALjL TM ME ST Al- PLAN$ FOR EX— SOEMNA -.ECTIDM To TAAIMND AT EH—, TYPICAL CONCRETE SIDEW- ALK HIS TYPICAL HANDICAP /a' -AL (YAK) RAMP DETAIL NEIT. AL FENa PasT sEcm, ro' sED1IaK •A• ❑ ❑ TOP VIEW OF KWNIN • FENCE TION Hrs PRE-EAINFIEO FENCE POEST MECOaN a SEE TOP IEW FOR T0F'lfiIRST ROW- AEi sECT01K aMEfINHZ X Act mK zcnp r _ • A�bMal SIDE VIEW Hrs pvaarra v APNIOAm EWAL tl IA i MIIM ES XE NSA O Al UE�FRb1 LE S1EY ESU1 CNEFOM OAl2 aL M1xN 21 HwRs AnER INY RNN S -H AFED MD.RrT SIAL E RE---MnN R zAacs A DEPTH OF C• OR-A- PORDbN5 OF MoNG As HOOD TYPICAL TEMPORARY EROSION CONTROL FENCE —OfIfMFD DIN dAxNFl SL4E� ! N- TE ___ SAME ELEVATOR Par TExOH D ,e= Ma. x• E NI.�.RA. tlD]ESI rno, A w M K 1-1/2 TO 9quD E xNSPECrtD IMA9AFTER EAp RVxar PgbACNc EM:NT. AR E CbwECIFD WA1¢Y. b O $TOKS SxALL E E0.ACFO A$ NEEDED. 1 AmuAAATm amMExT alouD E E4OMD FROIN E,M,D THE Dw As rrtEDco ro MAnTAN IMAnAa THRbwH M sroNE. TYPICAL STONE CHECK DAM HIS '-C MAlpl ENSWNC 1/2• RADIUS FINS, CMDE REVEAL �--- — r-� _aCCNCRETE CURB. SEE DETAIL. TYPICAL CONCRETE CURB TAPER DETAIL NTS SLOPEYo THE 6 MR Sr I-) .a. LvesaLLam�°"N°„e �zwn"D NORTH AM ERICA MP mm GREEN I. PEPNTE SOX BEFORE mSTALLING BLAMES, INCLuE- ANY NECESSARY APPLK:ATKM OF LAME. FERfK 1 R1 AND SEED. NOTE: WHEN USING CELL-O-SEED DO NOT SEED PREPARED AREA --.-SEED MUST BE M6TAlE0 WON PARER SIDE OOMI T. BEGIN AT M TOP OF THE SLOPE BY ANCHORING THE 8LNIKET IN A 6• (1xm) DEEP X 6• (15Cm) WIDE TRENCH WRH APPROXIMATELY 12• (3 jj OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCIWft ME SACKFILL BLANIET ANON COMPACT THE TRENCH A'IER STIPOLINC TEAPPLY SEfD TO COMPRTACTKETED ml�Ln 0 FOLD REOF E TMNNING 12• (30cm) STAPLES/STAIfEFORT OF SNKElf SPACEO—XIIMTCLY r12 C(3-) -1 ACR SS THE DM OF 1HEC—ET.T.O SOIL WITH A ROW OF 3. ROLL THE BLANKETS Ll) IeN OR (9.) NOR120MALLY I ROSS ME ILOPE. BLANKETS WILL UNROLL WITH PPPROPRNTE SIDE ACNNST THE 501E SURFACE. ALL ELAN UST BE SECURELY FASTENED TO SOL SURFACE BY PIALINC StMLiS SFANES N APPROPRATE LOCATWNS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTWNAL DOT SISTE4� ST S/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4. ME EDGES OF PARALLEL BLANKETS MUST BE STAPLED WRH APPROXIMATELY I'-5• ((Scm-1T.xm) OVERLAP DEPENDING ON BLANK TYPE. 70 NSaL1ED ON TOP) EVEN ETMTHEE --. PROPER -SEAM 51(TCI}'ON TART �E Mf LEDLIKAN nBINIKE (BLINKS SING 5. CONSECUTNE BVHKETS SPLICED DOWN ME SLOPE MUST BE PACED END OWR CND (SMNDLE STYLE) WRH AN MPROMMATE "-ET-"— (YScm) �ERIAP. SMRE THROIGI O R,APPED ARM APPROXIMATELY W (30cm) ARART ACROSS -RE BVAKCT WIDTIH. NOTE: •N LOOSE SOL Co DFIO-. THE USE OF STAPLE OR STARE LENGTHS CREATEB TRIM a• (Ixm) MAY BE NECESSARY TO PROPERLY SECURE THE .--. CHANNEL INSTALLATION C u xlml �� - z,,,✓ I T 1 I -6) RM � f so evy 9 •z-a•(sOm-1z.xm1 ® n•-s (xm-,z.sN.)'.Mn�" �II'P-iiOeEN"°Pwl �`a ltE"'M'E.w"R.�m,IC R. /���0" w• (o.2sm) r (LaH) • • • swm surcn- MOM; i s cI �°: ,aiIK�P ,o saL'm"`sIA.` Aa" :.""x a�M +rz ROE I-1o• fo.x�sm)• ,��,K'„"E,�°Fa �,i`�' K`o � GOcov�.ona°VE,O",oAEE ArPdAOX`ImFx.°re°f.,.wL � sis,..L: A4c OaRunAE t .r.mfRAro . RIOm,I OH bHrzR m soAx I.AA.ms • • Ri `c+rzOm�u ARL R06I .'A .= N�.i a .L :. n>m,i . �•�`Wa'..:L'°"NDAmw',K n'°"XIL�X .M°'NLRMrwR �RLr 1]'O.HAn) Wrt.A«°imbw�oi _ 'wEwAns RYAiu,°E IWNMn z."..a`c .Isw,1 o-,arLOLw� • s • • M.LAX,RRA "�= � �; ..x� °' 8. �,�1"a °a;R�R �E: I� SIR' a', �°� 5 PER 7`5 n s sa. m. ( _ cAPE[ PoP;R F. GP4n DOT sl M 1- Mopinhlein E-. l9(��>0.>'�aE.,1' uunr,�r ,nre°4n 4°m be LLOw waaa eR1P � J� � xmL I[IW'0°K¢°Y/ AL Mcosxx m I=11Tr xKiu'AL M[ YhMOs. NORTH POO- ... <.m 1---4"- ,-:o.O W AMERICANusA l-"° WWW GREEN CHANNEL PROTECTION BLANKET DETAIL TYPICAL CATCH BASIN INLET PROTECTION Hrs ftlY TIMI—S MIAE KET O91A STAR A Paw TO Mr PERSONIEL MRRMO A M1Iw. LA _. ? ." — M9AATxN .— If: NST_ 4KREKR IWAKK .KR rw xpr eE AANTAMEn rtR sicdrWwTMN> > u E�xNT� wATEax s1aE nAK II.EEss -AMTMIEE (]) wqs PCD4S BrsiMm AT .. ALL 9X B1w WATESINE 9 CIO IE S — M (3) BRAS III—$ MTYNI AT EACI > YEdMIKK Aw1i REsmANn 4M I4sT-art Sxaa E ®M w MOM,w APPIIOKO l AIL NA= l� K P0.KMw ENOASO.n TYPICAL TRENCH DETAIL. DUCTILE IRON WATERLINE Nrz LAcw� N�BENo Apc Naawww MNNNc PIM41 aulR� � Arc EwK ax1EIKtt oKR nK wE. E. DLhttIAp[RwOlNO Y aw91 WADE w� w APMgKO OUK LENIEIEO OMa B' BROW CRASH CIAO[. 6 Stt ENOAVATro MARaUA —1 ExGYAhO MA— IarKz ND LMaER nMM p.: N Ir I.I. TO A N pTOaIPAtt M APR a v pE1,9nMEU9xD fly TO A �NOEN9ry 6 9 f .� OK 51KUAro aNelw 1E5 AcaplDNc ro ASM offs AccaloNa TO IV .IV .A exlRuom Pan' w. Q Mu �A«nLL AeDK M9AAYIw waRiNcn cAu PLACED CA1EMyY WA AVpO NSaA1WN DMA¢ ��wl ARCAS < PlA4 iI -AT. � ' SANG w wMi ACTEO 1. aaa Y M Mrt 1E5111" 1 TYPICAL TRENCH DETAIL, FORCE MAIN xn YNKM . ORAOT .03 f. Pw rT. SERNCF..ss" Mn 35 Wh A meTAs PEa arIGMIAw�s "L PLAN SECTION A —A Na1E: WIEa: WK ISK OUIf Mm LLaW"PPE CpilNOi TM1dE COMIECTwi w —.00 COUPux6. A1K NOl ACOEPIABIE. TYPICAL SEWER SRVI D TAI xn 1�ti1�BNLNWLK v0 wA SET gs} AA_ MAaWOK' iNx9I wAa a/.' R005 NM OIIO Lu45 I (((3) m AKI SEAIµi w M 4 TAPPING VKK / 000 P cATf vKK ALL MT1w6 AIh TO MAK MEGA-LUC a:TANER d 5 w AN•ROKO EwK y ; OKD EwK _ ♦-:i M 4M 140A-lMC R —IR REImOP .E.—AL —1 T COxCRx 11MUS1 IAPPINf 0.MO OR APPROKO E.K BUM ROPE ASM O ANw Ot. Wa (TYPWK)MAYORMMI . 93E Nrld11wSY / BYOOK W_7 A MA, PaME-KM �'$k S I 000 P9 —0, aaw • _ s' ,. p^•` ]/.' CdlSMD Si01K BEOMIO NM. 13 TnCI zxaD P9 coNweh 1NRIIST a0w a/NA' fINSxIX f10xE BEWNC x"rYT. sort M . I3" M 1 I LLL 11 pKlff M01I PIPE ro BE N5IAIED >dW P9 CCIOKh O SEEK uq vKKi w W9 mMVlliSw NNM ME TO ECET wKR.w RA1Ex p51MCi 'siMONO SPEOMATw fOR ARE TO KEI APPnCMIAh 1 ML pA 1 ME Lti PDS9St LfM TOTAP"xt MNMh nK SEEKS A1q IAPPNO VKKS' aA1FD MOK�6O1 IBf3. KL OM[11 IAPPfiO SEEKS MO VKKS p51RBUTxM Snhx fFOrW.AnwS. - TYPICAL WATER SERVICE CONNECTION xrz DETAIL a Al RTIIx6 M Aa: ro��K Ow•ILRYE PwaD Mw110 L. AAE TO B[ INAPPED 4M . ML PoLKmYLEeK Paw 10 Cwtlhh ^ y'EA, "1APF .. 41EII TAPnxt CAB TRM9Amw AAA. TIK MpcAhO OMME" d:9 W 91ALL APRr. BE EWOSD ANDME w190E pMEhR 6 ME I- NGSABD PNOR TO TE IN4MO �� ME � MO, A'AT wT �fIEO ICI MKT N45TUNBEO Sw :v/� cYvaurzAnw sTw to L.. REiNNER KD EOMK 0.MD5 pt ,DATE vKK sIiEKOBENOi MhiP inicTMi TYPIrAl TAPPIN AND I D TAI SANITARY SEWER MANHOLE DETAIL N s nrz iAiros m MEG- w a:TArKW a/'. wo9Kc — .=3 OR APPROKD E.K Mx, 13 TYPICAL END OF;NNE PIPE ANCHOR LI 4:NlFl1 ONE LFNOm Or PPE OKR ZNER 1v w.wY "^IE" sFPMATwx psrM1E 4 SEPMA MSIMCE KIEA lIC1 d PARALLEL INSTALLATION CROSSINGS WATER — SEWER SEPARATION NOTES SExERi 91Au BE TO .-- h —AL A0" M ST TOM f IUB3wTALL1 TRAM MY EaSYSW w P III I WATEM AN. TINEpSTMCE 9IN1 BE MfASIIm [Oa TO E1Ma: M PPE. 41EIh TO IEDa. BpAEKRS. w Olxw apAllpl> K f ADw MEN Yw.]I AND WAKR UM TIE �� EE I- MAY K N A YPMAIE 1RENw w w M UNd51MRBE0 EMm 9— IN ll E TEKR VENOM ai ME W UNE Is AT LEAST IB MIS ABOK TxE TM a ME YKR. MI —It IYPOSSMIIE w 4vwA<TWK TO M elCxf, KR"ndC1K SEPMAO 1NE h C-E SN— BE OONSTPuahO TO N—& WAhaUNE STMDA D MD Pa:55LOE hS1E0 TO ]O PS fw I! uMuIES Paw 10 BAIXRLLMc. NO TEMI4E 91NL K NLONEO rw TNIT _T. �O WATER MANS 91N1 BE LAD BENEAM ME WATER MNN IEM Al 1EA51 IB NpKS KAOCK dEMM2 BEMEEN MIE iw SERER MO ME BOTTOM M ME WATFw MAN. MKN IT IS 4POmBIE ro ME IB NChs KROOK TEPMAIWN ORYMERE ME 0 MUST K LAW ABDK 17 THE +MEwIR AT r.w �s Posslac w�oMO wAhn .�DNII i) IT E Y+Ma"iivMc wsi MY mismunmRTo wATen Mrt:N1�iAKrw few A MNl� Z" siAroATim°s IMEu"sr a Pamsa`rt 1�ESTin TO IAMIAKf1 w n �P 11 wTis wnla KLE"AIdIA� w' To awwnc c awaT a.E° rDTODr OE SIhMER 1pPRTO EKN WAIA O ME RN )MAA— WATOI AM wOSSS — A ..K AOEwA1E STRUCTIFK 9RPwi 91NL IM PMONOED rw TYPICAL WATER —SEWER SEPARATION REQUIREMENTS TYPICAL TEES AND CAPS TYPICAL BENDS 4M 0.�SM Yu PREKniSWnwEh fAd MxERwO TO lxde BE T:aKRm BASED w h51Na Prt59Ah 6 I00 P9 AM BEAPMO CMAOTY a TMO V 2000 LBS/SO.IAa: TOOT. THRUST BLOCK END AREA SO. FT. BEARING AREA 1.i. — I'l ME TO A. xa W REYAAMM aao5. 3. Paw IOPpMMO "MUST 0.0CI5, /AL ntnN ARC TO K M,TK D 4m . a A —.1 RI4 91KL IX aIONOED wM All xwYIMR TYPICAL HYDRANT & GATE VALVE DETAIL Nrz TYPICAL CLEAN OUT DETAIL cAs4c Prt r w MEr w T'�E PwiE< xmM TxE <Mww PR � CIBRR PPE ANO ZK M PER EAw§IENOM Or PIPE OR �nEx E.. ) coxsTRlWr gK a eaoc M YaIM AIYaRKf SPAa YAY KYAN w OOKR 4xTApf YAhwK M0 ci9lw PPf AxD Ad1rz 91AL eE a LrKIPRttDr cwsmmWnw cMANE OT wMTMpNO n-30 LOAONG 3. U II t 9NALL xAK A SrtOrIEO MMMOM RiD S—O. (SMn) 6 AT LEAST OS.CpI P9. ANY, Y1fM PPE NSIKLED N G9NG MPC SNNL BE —A-- RfSmAMED R[S1RPA m MwMwiM 6 wTAOE JOM1@5 Ou19OEa Or M c— PIPE. 1s 91KL Bf OESMPNC- CMRIER PPE CASWO PIPE KNn w) BE xMIXEO OOMESIW SEMAOYi K CGNTY SEWER Y90E dAYEhR MMAM f m. ANC -KID WADE c9w/IL 91K .u.0att WKL MICxNE55 D.50a" rT TYPE M A wAhR TV MhLDED MEN a1T MOM naNE ]A. a BORE EMOC Di INSTALLAOC- YKS BOM f.rlttf: ONE w0: AS.dv Y: A— CIAOE TO Iov a cABMa IT o• M RC w TYPICAL CASING AND CARRIER PIPE DETAIL el v�D Nn NOV p 6 City of Is, eUrlin8to NE R,�1 C - - I . r N+wL.V nL,DD 37 4 .ao II 1 1 I ,/ \I \\ \\ \\ \\ \\ \ \\ I I \\ \ \ x sr NoTMAN p:.. safe E.cAvi�NFa ro IN— sro :aENs-1. v s • °L"'N :rr6on: mivr: us¢ a- �NLRNu.Ya�R hsrsrA%NcPRonm asca s•.D.oN r / / / \ \ \ \\ \ \ J I I 1 rEs'rlr.ccwm�o ro sM IN, Dace w TI-3sL.00 I rNE�VE1 CJp,EE0 FEN L: N` Fr,FT L / T'_T-�1 - /' - I � �oF'n aF N.E. Z PFE TYPICAL TRENCH DETAIL, HDPE AND SDR 35 PVC STORM SEWER 54vcWrc None SwcLAe OIIa1F CB ] Rn - 30 . 0' W N • ]]4.W 0• INV W, - ETAAO CTM ! IN sv L' INV N . 3L1.00 ,Y INV OUT - 950.40 OTX 4 RRr 17- Er MV W . lSOAp 10' IN OUT •EST 50 Dn, s ID•M INV W� 95]DO sr my our • ssL so VARIES, SEE PLAN NN % t nm D:0 CMIN , ,Yvwr scE<flD.o T -E f Aoroc.a aoRin�irew PAINII(O LULYs TYPICAL STONE PAD DETAIL NTS I T-1 FERTILEEE, nF, SEED, c F„LCN / I 2Y"c:, ^ NIr,E HATER ELN.-SLTATO OVERR:Oav CLLV.•Y]pD 4.1 / NEN 4g � t l 1 � / I , l / .l T II 6• 6• <N.V j• '. I 1.... / / / 1 I / CIMNNEL PROTECTKN ELANKET• I• nW. NORTH AMERK:AN GREEN CI CNMNCL PROTCCTKW GLANKET, `, I • e I I I I I � '� i / / I / /� •. / I / / / OR APPROVED EQUAL ,3+'. 0.'"'T N AMERK.YI GREEN CMICIN aR APPFOVED CGVAL � A -TY - �•fY�DRrTM-TY, LIFTS / TO OF USING THE STA D PROCTOR TEST PER "s D-a40. _E, PROTECT_ _ET, CIY+EN Y NATERW. NY EE RATTED IF (QIrRK 1 IIPPROPR T9UTdAELE fOR �PGO 614E faNflR D ST THE DESK:N ENGNEER W NWITw i I TYPICAL POND CRO55 SECTION 1 "•I ' V A I I /! I1 / / / / (- II LEELE.ws APPruA.ED AL, FRAME ' TEArl -AL, LARKED •sTaan - ! ERFLOYI ELEV.•'JL].50 _ • / T-- I r / /� � I � / 1 II I II rur Ev. I ! I I I I , I� II , Er NFDE FIFE END orP KITH xE pelFK:e e r/ sDR x Fvc IFiv°.-.n011lE.so N' 1 IUTH D'I TI G Pw cAP -� -7-� ! I y/ I I I L• s ueD IN END C F I O0 I I ! -7-- / / I III I , I// Pvc PWD OLRLET wT RPC INVERT I j 111 II II II POND #I ORIFICE DETAIL POND OUTLET DETAIL (DMH 3) SECTION A —A NTS wpS FAS6TENT F 611. NEFFI / EEC-- NEAEPPfPRLVRAOMI 0OR- -FDT vGFLLROAU- TAEL , ECC-NaNNEEA /I !)- I I/s' / /I I// '1!I VCRE EITNRRuOVRC-I I.-_ N TDD LEs•.a0. ' /'I ' ! EV9.O L HIGH IUTER ELEV.•%].00 —ER EL s IY HOPE CwWEcrNH WMtNING: —...�....�_1_������=- I Wv..ESEm FATwLLY TOXIC GASSCS " P swrRES[NT IN UNDERGROUND / / T 'r 7 ...... ...5.:. .. -'nEm OMITN PIPING SY5TEM5 AND Wq TE 5YSTEM 5TRUCTURE5. —y —. - "1i"^"•- s�y� -�- F �{/_ y �, l _ CONTRACTOR SHALL Ai zo o zo 40 Go POND OVERFLOW DETAIL (Df'IH 4 t QMW 5) 1n TO MY EXCAVATION 1-0rATIO 5] CI-RIOR TO IN TI-If AEI'A AT LOCATIONS WN ICM MAY EE IN THE ITIE5. TE VICINITY OP UNDERGROUND UTILITIES. SECTION B—B NT3 Nh rwE F ER .emo`�n coin' \ � tlIAOE L® OvaT) EW.4. uNNIEO 'SrONu' FnAOE Nv, IWL Lankh 6sen IN. I 1 I I in°cawa�arac v9 oFn I I s I),ME aI.ANw my I PaL �^* 1 IIYOhO Na°MrmnaFi` I I ` I I I s- I I 1 Ln IRPraIOfn E.E.E. I � 1 EwrL (MW Pf COND(h). VNOISRMED 50. OR MORWRlY EOWAChD WAVri TYPICAL CATCH BASIN DETAIL Nrs rm m oir ENmL ro IE orouCgIPAMm IN s- LFtt ro • oLNRR a csa: v: ZZ NANwN onr � 9R U�NL ME RANDMO LUONUnC roKM OE90 s Iroo'�im uc wErtRm,Ai I s• I 1 2 ' PR:cNsagO]xOKh I N. (NNo Pa Mothl FGI a- ---------- VNOSMRLD 5JE M RNMIDIY CONP.chp C,N16 TYPICAL STORMMANHOLEDETAIL RFc C ND✓ � � e �� 0 /ty of evnl n9tnn PIZZAGALLI PROPERTIES, LLC P.O. BOX2009 SOUTH BURLINGTON, VERMONT 05407 MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT PRELIMINARY STORM DRAINAGE DETAILS Sik *nald L Bamlin mConsultingor.IPK'ngineers,/nC./«R , sr He 12 .Kw lsxz her[r'an Yesmorlt 01010 SUMMARY OF WORK AND SPECIAL CONSTRUCTION NOTES Seed mix for lamareas shall be Urban Mix as described in section 02820. Seed mix for the ditches and stormwater ponds shall be Swale Mix as described in section 02820. Seed mix for slopes steeper than 4:1 (H:V) shall be Conservation Mix as described in section 02820. SHOP DRAWINGS: The contractor shall submit shop drawing's to the Engineer for approval for the following items: Seed mix, erosion control matting, mortar mix, bituminous concrete mixes, cement concrete mixes, precast concrete riser rings, precast concrete structures, catch basin frames and grates, manhole frames and covers, pumps, pump controls, light poles, fixtures and bases, all pipe, valves and valve boxes, and geotextile fabrics. The contractor shall also submit gradation curves for sand, plant mixed gravel, and dense graded crushed stone. PERMITS: The contractor shall insure that all permits and licenses have been obtained and all required fees have been paid prior to the commencement of work. Soils: The contractor shag submit proctor test results for native materials and subbase materials to be used. The contractor shall be responsible for providing compaction test results. Compaction tests shall be performed at a rate of 1 per 50' of pipe in trench per lift, and 1 per 2,500 sq. It. of fig area per lift. 01011 GENERAL PROJECT MANAGEMENT WORK INCLUDED: This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards Mich must be utilized by the Contractor. MANAGEMENT OF PROJECT SITE: The Contractor shag ensure that at the end of each working day, the job site shah be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shah be removed from the job site as work progresses. The Contractor shall be responsible for protecting all existing structures and work completed under this Project at his own expense. The Contractor shag take all precautions and institute such procedures as are necessary to protect both life and property. AN work, which, during its progress or before the final acceptance of the work as established by the Engineers Certificate of Complefion, may have become damaged from any cause, shall be removed and replaced at the Contractor's expense, for both labor and materials. Care shag be exercised on the part of the Contractor to ensure that property damage does not occur on private property and that as little damage as possible is done within construction easements. Protection will be afforded cultivated trees and shrubbery, fences and walls, and similar features where adjacent to the construction. The Contractor is responsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction. The Contractor shag be held responsible for all damages resulting from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED: The Engineer shag provide the Contractor with control points. Such control shag be set one time only. Thereafter, the Contractor shall be responsible for protecting control points from damage and dislocation. Should additional work be required by the Engineer to reestablish control points, he shall be reimbursed by the Contractor. Bench marks will be provided by the Engineer. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment clauses of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and rock excavation, unless otherwise provided for, the method of measurement of quantities will consist of cross sections measured in the field at intervals determined by the Engineer and computations of volume by the method of average end areas. In the case of quantities paid for on an area basis, unless otherwise provided for, the area to be paid for shag be within established pay limits, calculated using field measurements along final grade fine. For the computation of areas the "Planimeter" shall be considered an acceptable instrument of precision. PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, securers, drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead lines, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer unfil the excavation is backfilled and the existing facilities are made secure. Injury to any such facilities caused by or resulting from the Contractors operations, shag be repaired at the Contractors expense within a time period that wig not place an unreasonable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require, pipes or other underground structures encountered in excavating or trenching shall be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES: In case It shall become necessary, in the opinion of the Engineer, to move or reconstruct any water main, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor. The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract, reconstrucfion of the utilities shag be at the Contractor's expense. In no case shall the Contractor alter any water main, electric conduit, telephone conduit or any underground cables, conduits or structures, without written permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever sewers and water mains cross, construction shall be done in accordance with the "Sewer -Water Separation Details for Crossings" shown in the Appendix or on the plans. Where sewers and water mains will be parallel to each other, there shag be a minimum separation distance of ten (10) feet, measured edge to edge of pipe. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sewer and at an elevation so the bottom of the water main is at least 18 inches above the top of the sewer. WORK OUTSIDE RIGHTS -OF -WAY AND EASEMENTS: The Contractor shall not, without written consent tom the owner, enter or occupy with men, tools, materials or equipment, any land outside the rights -of -way or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES: Before starting the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the various steps he intends to take. Within 15 days after the date of starting work, the Contractor shall prepare and submit to the Engineer; (a) a written schedule fining the dates at which additional drawings, if any, will be required and; (b) a written schedule fixing the respective dates for the start and completion of various parts of the work Each such schedule shall be subject to review and change from time to time during the progress of the work. Included with this schedule shall be a breakdown of monthly estimated construction costs and materials on -site. WORK TO CONFORM: During its progress and on its completion, all work shall conform truly to the lines, levels and grades indicated on the drawings or given by the Engineer and shall be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no case shall any work in excess of the requirements of the drawings and specifications be paid for unless ordered in writing by the Engineer. PERMITS: It shall be the Contractors responsibility to obtain all federal, state, regional or local permits necessary for the construction of the project. The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. COMPACTION: At the preconstruction conference, the Contractor shah be required to submit, in writing, to the Engineer, for approval, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to have specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project. Pieces of equipment such as vibrating plate compactors, tampers, rammem, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber fired ropers, steel wheeled rollers and the like shall be considered suitable equipment for compaction. Such pieces of equipment as backhoe buckets, bulldozers and the like shah not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE: The Contractor shall be responsible for ensuring that there is a Supervisor under his direct employ on the job site at all times that construction is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contractor. SITE RESTORATION: Preconstmction photographs shah be taken by the owner or his representative of all areas to be affected by this contract. These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconstruction condition. AN previously vegetated areas which have been disturbed as a result of this construction shall be graded, topsoiled, seeded and mulched as par Section 02820 prior to October 1. 01030 UNDERGROUND UTILITY DAMAGE PREVENTION-"DIGSAFE" Before the Contractor removes soil or rock to create an open space in the earth greater than one foot in depth by means of any powered or mechanized equipment Wthin an underground utility easement or in the area of a public right-of-way in which an underground utility may be located, the Contractor shall notify "Digsafe" by calling their tog -free number 1-888-344-7233. Digsafe will then notify all utility companies having underground utilities in that area so that they can mark the location of these facilities. The utility companies should mark their lines within forty eight hours from the time Digsafe was notified (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification. Emergency excavations are exempt from this requirement. Effective January 1, 1988, the mandatory notification of Digsafe in the above mentioned situations became Vermont State Law. A fine of $1,000 may be levied for failure to telephone Digsafe before an excavation is made. 01080 APPLICABLE CODES MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this contract shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Society National Electrical Code National Plumbing Code Al Applicable State and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specificaflon in effect at the date of receipt of bids shall take precedence over those listed below. ASTM American Society for Testing and Materials ASA American Standards Association AW WA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute AISC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ASSE American Society of Sanitary Engineers AGC American General Contractors of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Society. of Professional Engineers - NEWWA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association SCPI Structural Clay Products Institute UL Underwriters' laboratories WPCF Water Pollution Control Federation 01500 TEMPORARY FACILITIES WORK INCLUDED: Included in this section pertains to the Contractors responsibility of providing temporary facilities The Contractor shall be responsible for and shall bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not limited to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary facilities, safety and first aid facilities. The Contractor shall make all arrangements for temporary facilities vreh in advance of need so as to not delay construction. AN temporary facilities shag be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01560 SPECIAL CONTROLS WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and maintain during the length of the Contract. DUST CONTROL: The Contractor shall be responsible at his own expense for ensuring that the dust created as a result of construction activities does not create a nuisance or a safety hazard. Where and when deemed necessary the Contractor will be required to wet sections of the construction area with water or apply calcium chloride or sweep the madwray with a power broom as dust control measures. Dust control measures shall be provided at all times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shall furnish all materials and equipment and shag do all incidental work to keep the excavation entirely dear of water while pipelines, ponds, structures and their foundations are being built. The Contractor shag be responsible for choosing the method for control of water and shag assume all responsibility for the adequacy of the methods chosen. No construction shall be undertaken if, in the opinion of the Engineer, adequate control of water is not assured. WATERTIGHTNESS: It is the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids are watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shag be subject to correction or replacement by the Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise every reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other harmful waste shall not be discharged into or alongside these waters or into natural or man-made channels leading thereto. Applicable statues and regulations of the Vermont State Agency of Environmental Engineering relating to the prevention and abatement of pollution shall be complied with. 01569 PROTECTION OF THE PUBLIC WORK INCLUDED: Work included in this section pertains to the Contractors responsibility to protect the public and workmen. The public shall be protected by the Contractor from any and all hazards connected with the work. Open trenches, materials or other equipment within the working limits are to be guarded by the use of adequate barricades, snow fence or flagman. AN barricades left In position overnight are to be properly lighted. The Contractor shall be held responsible for the safety of all workmen and the general public and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to protect persons or property from hazard of open trenches, materials or equipment at any time of the day or night within the working area. AN work shag be in conformance with OSHA regulations, Title 19, Parts 1926.651 and applicable VOSHA regulations. 01570 MAINTENANCE AND PROTECTION OF TRAFFIC WORK INCLUDED: This secban Includes the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic police or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall, as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations are such that they will In any manner interfere with the movement or safety of the traveling public. The Contractor shall erect waming signs in advance of any place on the project where operations may interfere with the use of the road by traffic and at all intermediate points where the project crosses or coincides with an existing road. Such waming signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration. The cost of traffic police services occasioned by the Contract shall be paid for by the Contractor. The cost of uniformed traffic police will not be paid separately but shag be included in the prices stated in the several items of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer. The Contractor shall notify the Engineer, local police and fire departments as well as municipal officials at least 72 hours in advance of any intent to dose streets. The Contractor shall work with the local government to establish a suitable alternate route, and shag at his own expense, provide and maintain suitably marked and well lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility or liability under this contract. 01575 WORK WITHIN STATE HIGHWAY RIGHT-OF-WAY WORK INCLUDED: Included in this section are the requirements that the Contractor must meet while working within the State highway right-of-way. GENERAL: The Contractor shall insure that Highway Permits have been obtained prior to the commencement of any construction within a public highway right-of-way. Permits for work within a State highway right-of-way shag be obtained from the Utilities Engineer, Vermont Agency of Transportation, Montpelier, Vermont. A preconstruction meeting will be held prior to the Contractor beginning work. The Agency of Transportation's District Transportation Administrator and/or Utilities Engineer, the Construction Manager, the Contractors superintendent, and the Engineer assigned to the project will be present at this meeting. Upon completion of the work, a final inspection will be held, with the same parties present as at the preconstruction meeting. The Contractor will be required to restore the highway right-of-way to as good a condition as it was prior to doing the work, and to the satisfaction of the Agency of Transportation'e District Transportation Administrator. Ten (10) days written notice shag be given to the District Transportation Administrator before any work is done within a State Highway right-of-way. A copy of such notice shall be furnished to the Engineer. Inspection by the Agency of Transportation shall be permitted as construction progresses. The Contractor's work shall be performed in such a manner that the roadway, appurtenances and highway traffic will be safeguarded. The Contractor shall suspend all work within the State Highway right-of-way during the period from November 15th to April 15th, unless otherwise permitted by the Agency of Transportation. Prior to suspension of work, the Contractor shag hold a conference with the Engineer, District Transportation Administrator and the Owner. Any work required as a result of this conference shag be accomplished prior to November 15th, unless otherwise permitted by the Agency of Transportation. All bituminous paved travel ways, shoulders and parking areas disturbed under this Contract shag be restored prior to suspension of work. Gravel surfaces in travel ways and parking areas shall be restored to a condition equal to that which existed prior to start of construction. Ail bituminous paved and gravel surfaced travel ways and parking areas shall be maintained by the Contractor throughout the suspension of work period. Traffic shall be protected at all times by suitable barricades, warning and advance warning signs, as required to protect the public during the construcflon period. All construction operations will be conducted so as to cause a minimum of interference with traffic. At least one-way traffic shag be maintained at all times. Two-way traffic shall be maintained at ail times when construction operators are not in progress. Uniformed officers shag be provided for the control of traffic when two-way traffic cannot be maintained and at such other times as may be required by the District Transportation Administrator for the protecflon of the public. APPROVAL: Before any construction operations are started, the Contractor shall submit to the Engineer in triplicate, a detailed written description of the equipment and methods he proposes to use and acceptable sketches showing details of the proposed operation. If a sub -contractor is to be used for the work, the name and address of the subcontractor shall be indicated in the written description. No work shall proceed until the Contractor's plans and schedules have been approved in writing by the Owner, the Engineer and the District Transportation Administrator. JACKING, DRILLING AND TUNNELING: The Contractor shall construct the casing pipe under the highway as Indicated on the Drawings in such a manner that there shah be no interruption to traffic or disturbance of the roadway. Jacking, drilling or tunneling operations shall be confined to areas outside the traveled portion of the highway, as indicated on Vermont Agency of Transportation Standard Drawing D-20. Jacking, drilling or tunneling operations, including installation of the casing and carrier pipe, shag be carried out In accordance with the approved plans, specifications and working drawings. When excavating from within the jacking or drilling pipe, the Contractor shag use extreme care to avoid the loss of material from outside the limits of the pipe in Its final Position. Excavation shall be carried ahead of the casing pipe only to that extent possible without the loss of material. When sheet piling is used to form the highway side of the boring pit, the piling shag be cut off 2 feet below grade and the remaining length left undisturbed following completion of construction operators. No material shah be placed on the paved portion of the highway at any time unless authorized by the District Transportation Administrator. Open cut excavation for highway crossings Is not the option of the Contractor, and may be utilized only where attempted jacking, drilling or tunneling methods fag or otherwise prove impractical. Where such methods fail or prove to be impractical, the Contractor, with the written approval of the Engineer, shall obtain an appropriate modification of the Highway Permit from the District Transportation Administrator prior to the utilization of open cut methods. Prior to approval of each instance, evidence will be required that no practical aflemative to open cutting exists. EXCAVATION, BACKFILL AND SURFACE RESTORATION: Maximum dimensions of excavation within the highway right-of-way shag conform in general to details shown an Vermont Agency of Transportation Standard Drawing D-20. When excavating through pordand cement concrete pavements, existing reinforcing shag be cut in the center of trench and carefully bent out of the way of excavation operations. Immediately following installation of the casing and/or pipe, the trench shag be backfilled with approved material In 6" layers to the subgrade line. Each layer shall be compacted to not less than 95 h of the maximum dry density as it is placed. Sub -base of gravel or crushed rock shall be placed on the property compacted subgrade in 6" compacted layers and shall be a minimum depth of 18" or as directed by the Engineer. Each layer shall be thoroughly and solidly compacted. At least a temporary pavement shall be provided within 36 hours of the completion of backfilling and prior to weekend shutdown at all locations where an open cut has been made through a roadway subject to vehicular traffic. The temporary pavement shag consist of at least one inch of thoroughly compacted bituminous concrete. Temporary pavements shall be properly maintained and shall be replaced with permanent pavement prior to completion of the project or suspension of work for the winter season. Cement concrete pavements shall be replaced with concrete having a minimum thickness equal to the thickness of the existing pavement, but in no case less than 8" thick. The top surface shag be shaped to smoothly match adjolning pavement An overlap (structural tie) shall be maintained between existing and new rebar or wire mesh. Reinforcing shag be placed with a minimum concrete cover of 2". Concrete shall be thoroughly compacted, struck of to the desired grade and cared for seven (7) days with moistened sisal paper or burlap covering before being subjected to traffic. Bituminous pavements shall be replaced with 3" of bituminous plant mixed concrete or the thickness of the existing bituminous pavement, whichever is less, in accordance with Vermont Agency of Transportation Standard Drawing D-20. Sidewalk and curbs shall be replaced in kind or in accordance with details shown on the plans. Exisfing granite curbs may be salvaged and reset. In areas presently grass covered, turf shall be re-established in accordance with Section 651, Vermont Agency of Transportation Standard Specifications for Highway and Bridge Construction, to the satisfaction of the District Transportation Administrator. The Contractor shag be responsible for the turf and grade of the ground surface for one year following the completion of the work, or as specified by the District Transportation Administrator. 02100 CLEARING GRUBBING AND STRIPPING OF TOPSOIL WORK INCLUDED: The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the limits of the property or easements indicated in the drawings. CLEARING AND GRUBBING: The Contractor shall do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineer. Disposal shall comply with local ordinances. AN areas cleared shall be left clean and presentable. Except within actual lines of trenches, manholes, roadways or sidewalks to be built, where trees must be removed, no live trees Wth trunks over four (4) inches in diameter shall be removed unless otherwise required or approved by the Engineer. Clearing shall be done in such a manner that present growth will merge with the construction limits to give a natural appearance. The Contractor shag remove all stamps and roots within permanent rights -of -way. STRIPPING TOPSOIL: In general, where construction is not in roadways, it is carried across private and public rights -of -way, presently covered with topsoil. After trenching end pipe laying operation or construction of structures is completed, excess material shag be removed and area graded, provided with topsoil and seeded as specified in Section 02820. Ground surface shall be left in a conddon equal to that which existed before construction. 02212 EMBANKMENTS WORK INCLUDED: Embankments shall be constructed, as shown on the Contract Drawings, by the Contractor with either approved surplus excavated material or with approved material obtained elsewhere. SURFACE PREPARATION: When the embankment to be constructed is less than 5 feet in depth above the existing grade, the area within the construction limits shall be prepared by clearing all trees, down timber, brush, bushes and shrubs. The area shall be grubbed to remove all stumps, roots, duff, grass turf, debris or other objectionable material. Men the embankments are 5 feet and over, all stumps shag be cut oil as close to the ground as practicable, but not to exceed 6 inches above the existing ground as measured at the base of the stump. The area shall not be grubbed, but all objectionable material shag be removed. All material resulting from clearing and grubbing shall be satisfactorily disposed of in a manner approved by the Engineer and in compliance with local ordinance. When embankments are to be made on a hillside, the slope of the original ground on Mich the embankments are to be constructed shall be stepped and property drained as the fill Is constructed In accordance with the plans or as directed by the Engineer so that adverse movement of the slopes does not occur. MATERIALS CONTROL: The excavated rock, ledge, boulders and stone, except where required in the construction of other items or otherwise directed, shall be used in the construction of embankments to the extent of the project requirements and, generally, shall be placed so as to form the base of an embankment. Frozen material shall not be used in the construction of embankments, nor shag the embankments of successive layers of the embankments be placed upon frozen material. Placement of material other than rock shag stop when the sustained air temperature, below 320F, prohibits the obtaining of the required compaction. If the material is otherwise acceptable, it shall be stockpiled and reserved for future use when its condition is acceptable to the Engineer for use in embankments. EMBANKMENTS OVER UNSTABLE SOILS: When embankment is to be constructed across swamp, muck or areas of unstable soils, the unsuitable material shall be excavated to reach soils of adequate bearing capacity and the embankment begun. Altemative methods such as use of a fitter fabric in place of excavation and backfil may be utilized only after approval of same by the Engineer. Material from excavation on the project shall be used to the extent available and when not available shall be obtained from other sources when authorized in writing by the Engineer. METHOD OF CONSTRUCTION: Material being placed in embankments shag be placed in horizontal layers of uniform thickness across the fug width of the embankment; except when it Is Impractical to construct fug width of the embankment, partial width layers may be authorized by the Engineer. Stumps, trees, rubbish and other unsuitable material shag not be placed in embankments, except as designated on the plans or as ordered by the Engineer. The layers shall begin at the deepest part of the fib. Embankments shall be placed and compacted as In Section 02265 of these Specifications using 6 inch lifts to obtain 95% maximum dry density by the ASASHTO T99 (Standard Proctor) or the ASTM D698 test Field density testing shag be done in conformance with the Sand Cone Method, ASTM D1556 or the Nuclear Method described by ASTM D292 or AASHTO T238. Effective spreading equipment shall be used on each layer to obtain uniform thickness prior to compaction. Each layer shag be kept crowned to shed water to the outside edge of embankment and continuous leveling and manipulating will be required to assure uniform density. The entire area of each layer shag be unit compacted to at least the required minimum density by EC EI VE D N PU 0 VO V hs 2L,v� City of Soo g urhngton use of compaction equipment consisting of rollers, compactors or a combination thereof. Earth moving and other equipment not specifically manufactured for compaction purposes will not be considered as compaction equipment. All fill material shag be compacted at a moisture content determined by the Engineer to be suitable for obtaining the required density. In no case, shall the moisture content in each layer under construction be more than 3 percent above the optimum moisture content end shall be less than that quantity that will cause the embankment to become unstable during compaction. Sponginess, shoving or other displacement under heavy equipment shall be considered prima facie evidence for an engineering determination of lack of stability under this requirement and further placement of material in the area affected shag be stopped or retarded to allow the material to stabilize. When the moisture content of the material in the layer under construction is less than the amount necessary to obtain satisfactory compaction by mechanical compaction methods, water shall be added by pressure distributors or other approved equipment: water may also be added in excavation or borrow pits. The water shall be uniformly and thoroughly incorporated into the sail by disc, harrowing, blading or by other approved methods. This manipulation may be omitted for sands and gravel. When the moisture content of the material is in excess of 3 percent above the optimum moisture content, dry material shag be thoroughly incorporated into the wet material or the vet material shall be aerated by disking, harrowing, blading, rotary mixing or by other approved methods; or compaction of the layer of wet material shag be deferred until the layer has dried to the required moisture content by evaporation. PIPELINES IN EMBANKMENTS: Pipelines and structures placed in embankments or figs shag conform to these specifications with respect to excavation, bedding, laying and backfiging. Excavation for pipelines to be laid in embankments shall be made after the embankment has been completed to a height of 3 feet above the crown of the pipe. The pipe shall be laid, property bedded and backfilled to the top of the trench excavation. Construction of the embankment shag then continue according to this section. Embankment material adjacent to pipelines shall meet the requirements for backfill. No payment for substitute backfill will be authorized for backfill trenches excavated in embankments. COVER: Embankments shall be topsoiled and seeded In accordance with Section 02820 of these specifications unless specified otherwise on the plans. In embankment areas where erosion control plantings are to be made, the area shag be graded or bermed to provide cross -drainage and topsoiled prior to the planting. 02213 EXCAVATIONS FOR ROADWAYS AND PARKING WORK INCLUDED: The following section describes the work to be done by the Contractor in making parking or road excavations. GENERAL: Prior to the beginning of excavation, grading and embankment operations in any area, all necessary clearing and grubbing in that area shall have been completed. SLOPES: All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left in a neat and trim condition. Excavation shag be made in reasonably dose conformity with the lines, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION: During the construction, the roadways and parking shall be maintained so that they wig be drained at all times. Where traffic is maintained, care shall be exercised to keep the portion open to traffic in a satisfactory condition. REMOVAL OF MATERIAL: All suitable material removed from excavation shall be used In the formation of embankments as Indicated on the plans or as directed by the Engineer. The extra or waste material excavated during construction of the roadways and parking will be used to the extent possible to uniformly flatten slopes, or be deposited in such places within the right-of-way as may be Indicated on the plans or as directed by the Owner or Engineer. None of the extra or waste material will be removed from the project site, unless permitted by the Owner or Engineer. Any material not used in the right -of -my or to flatten slopes shall be used to fill gullies or other low areas within the project lands as directed by the Owner or Engineer. All of the areas that are filled with this extra or waste material shag be graded to drain, topsoiled, seeded and mulched in accordance with the landscaping specifications. The Contractor shag be responsible for the stability of all constructed embankments and shall replace at his ovm expense any portions which have become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL: Unless authorized by the Engineer, borrow material shall not be placed until all suitable material has been excavated and placed in the embankments, except Wien Sand Borrow or Granular Borrow is caged for on the plans or when Granular Borrow is required by the Engineer for use under embankments or used with material from roadway excavations in making embankments. 02221 PIPELINE TRENCHES AND EXCAVATIONS FOR STRUCTURES WORK INCLUDED: The Contractor shall excavate to normal depth in earth for structures and trenches, backfill such excavations and grade and topsoil as necessary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations shall be of sufficient width and depth at all points to allow all pipes to be laid, joints to be formed and structures and appurtenant construction to be built in the most thorough and workmanlike manner and to allow for sheefing and shoring, pumping and draining and for removing and replacing unsuitable material. Trenches and excavations shag be at least twelve inches wider than the outside dimensions of the structure they are to contain; trenches must not be unnecessarily Wide so as to materially increase load on the pipe resulting from backon. Bottoms of trenches and other excavations shall be carried to lines and shapes satisfactory to the Engineer. Bottoms of trenches for pipe shall be carried to a depth six inches greater than grade of pipeline, refilled to grade and bedded in the specified bedding method as detailed on the Contract Drawings. No tunneling will be permitted In place of open trench construction unless specifically authorized by the Engineer or required as specified under Section 01575, Work Within State Highway Rights -of -Way. Excavations adjacent to existing underground structures shah be done by hand so that foundations of structures shall not be disturbed. Wherever boulders or ledge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shad be removed to a depth of six inches below grade and space occupied by them shag be refilled to grade with the specified bedding material. Trenches shall be opened at such times and to such extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, trees and any other surface material affected by the work shall be carefully taken up and kept separate from the other excavated material. If suitable, excavated material shag be aced for embankments, backfill and fig. Side slopes of excavations shall be less than the angle of repose of material excavated and shag be flat enough to prevent slides or rave -ins. Any excavation required as a result of slides or cave -line shall be done by the Contractor at his awn expense. Placement of bedding material shall not be done unfit the ground has been thoroughly dewatered and the Contractor is ready to install pipe or to construct foundations of various structures. LENGTH OF TRENCH ALLOWED TO BE OPEN: Length of trench allowed to be open shad be determined by the Engineer. The total running length of all work in each section shall be kept as short as is practical. Only that length of trench which can be protected by means of barricades, fences, and the like shag be allowed to remain open ovemight. Unless specifically permitted by the Engineer, all trench excavations shag be backfilled prior to work shut -down for each weekend. MISCELLANEOUS EARTH EXCAVATION: Wherever required by the Engineer, the Contractor shad do earth excavation and backfiging in addition to the excavation and backfiging needed to construct the work required by the Contract Documents. Miscellaneous earth excavation and backfiging may be required by the Engineer for test pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this gem. Temporary or permanent relocation of streams shad not be considered under miscellaneous earth excavation. EARTH EXCAVATION BELOW GRADE: Wherever, in the opinion of the Engineer. material at or below grade line of pipe or structure plus depth of bedding material is unsuitable for foundations, it shag either be excavated to such additional depths as directed by the Engineer and then refilled with crushed stone, well compacted, or the Engineer may Bred that a fitter fabric as defined in Section 02545 be utilized in lieu of deeper excavation. If tiger fabric is utilized, it shag be installed and the excavation then brought to grade line for pipe trenches as shown on the Contract Drawings. UNAUTHORIZED EXCAVATION: If the bottom of any excavation has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shad be brought to grade at the Contractor's expense by refiling with well compacted bedding material. EARTH EXCAVATION: Earth excavation includes all materials not classified as rock excavation and includes, but is not limited to curbs, sidewalks, pavement, peat, day, silt, sand, muck, gravel, hardpan, loose shale, loose stone in masses, and boulders measuring less than one cubic yard In volume. 02265 BEDDING FOR PIPE AND BACKFILL WORK INCLUDED: Work of this section pertains to the backfill requirement. and definitions of materials utilized in backfill operations which the Contractor must comply with. GENERAL: Each structure or portion of pipeline shall be inspected and approved for bedding and backfill before it is covered. Approval for bedding and backfill will not constitute final acceptance of the structure or pipeline. Any pipeline found to be out of line, deformed or damaged shad be re-laid or replaced without additional compensation. No backfilling will be allowed around manholes or other masonry structures until concrete or masonry has set sufficiently, as determined by the Engineer. AN excess fig shall be removed from the construction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal she and obtaining any necessary permits associated with transportation to or disposal at the she. No excess NI may be stockpiled at the construction site. PIPE BEDDING: Pipe bedding shall be that material in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force main, it shag extend from the bottom of the trench, 6" below the invert of the pipe, to a point 6" above the crown of the pipe and shag consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. For ductile iron gravity sewer, water main w force main and for reinforced concrete or asphalt coated corrugated metal storm drain, the bedding shag extend from the bottom of the trench, 6" below the invert of the pipe, to the spring line of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. The pipe bedding shad be compacted to the minimum density specified on the plans in order to provide uniform support around the pipe. Specific information relative to the pipe bedding to be utilized on this project shall be found on the Contract Drawings and under the sections covering specific types of pipe materials, Sections 02520, 02555, 02556, and 02560 as appropriate. PIPE BACKFILL: Pipe backfill for this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrade as shown on the Contract Drawings for pipes under roads and shall be selected compactable sail material from the excavation. Materials used for backfill shad be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excavated material is unsuitable for backfill, the Contractor shall dispose of the material and substitute approved sand, gravel or other material in the amounts and proportions specified by the Engineer. Frozen material shall not be placed in backfills and backfills shag not be placed on frozen material. No stones in excess of 3" diameter shall be placed within 2 feet of the pipe. Larger stones may be used in the backfill provided care is taken that stones do not become nested and that all voids between stones are completely filled with fine materials. The size and quantities of stone used in backfill will be subject to approval by the Engineer. No backfill shad be dropped from a height of more than 3 feet from the top of the pipe. The backfill shall consist of two separate zones. The drat zone shag extend from the top of the bedding material to a height of 24" above the crown of the pipe. Select excavated material with stones no larger than 3' diameter shag be placed in 6" fits and compacted to a density of 95% of the maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). The materials shall be placed carefully so as not to disturb the pipe or cause it to break or misalign. The second zone shag extend from the top of the first zone to within 4" of finished grade or to road subgrade. Material in this zone shall be select excavated material, placed in 6' lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). Suitable cohesive soil can be backfilled in this zone and compacted using impact type equipment, pneumatic tampers, engine or self-propelled, sheepsfoot rollers on wide trenches or other suitable equipment, providing the 95% compaction requirement is met. In cohesionless soils, vibratory plates in confined areas and vibratory rollers in unconfined areas can be utilized, providing the specified degree of compaction is met. Granular cohesionless material may, in some cases and upon approval of the Engineer, be compacted using water jetting or immersion type vibrators with flooding and pooling. The entire trench width shag be uniformly compacted and brought to grade. The remaining 4" of trench between the top of the backfill and the final surface, on areas to be seeded or sodded, shad be backfilled with topsoil, compacted and finished in accordance with Section 02820, Final Grading, TopsgOing and Seeding of these Specifications. If the area is to be paved, the upper zone must be constructed in accordance with Sections 02649 and 02650 or 02651. FIELD DENSITY, TESTING: Unless specified elsewhere, the Contractor shall provide field density tests to verity that the compaction requirements of this section have been met. Material having a gradation with more than 30 % retained on the 314" sieve will generally be considered too coarse for satisfactory density testing and therefore shad be replaced with finer material and recompacted before retesting. Additional field tests necessary, because of failure of the first test to comply with stated density requirements, shall be provided by the Contractor at no additional cost to the Owner. The field density determination will be made in accordance with Standard Method of Testing for Density of Soil In -Place by the Sand Cone Method, ASTM D1556 (AASHTO TI91) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238. MATERIAL SPECIFICATIONS: This section pertains to the specifications which the Contractor must comply with regarding the quality and type of material to be utilized for fill, backfill and embankment operations. GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plans or within these specifications, it shag mean a well graded material free from debris, stumps, branches, vegetation, pavement and similar objectionable material. It shall meet the gradation requirements for granular backfill defined as follows: Percentage by Weight Square Mesh Sieves Sieve Designation Passing Total Sample Sand Portion 3" 100% --- 2-112" 90%-100% --- No.4 50%-100% 100% No. 100 --- l 18% No. 200 --- 0%-8% GRAVEL BORROW: Where reference is made to this material either an the plans or within the specifications, it shall mean a material reasonably free from silt, loam, clay or organic matter containing no more than 8 % by weight passing the #200 sieve. It shag be uniformly graded and the largest stone shall not exceed 6" in any dimension. SAND: Sand shall consist of dean, hard durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of sit, loam, day, organic matter or other harmful substances. It shall meet the gradation requirements for sand defined as follows: Percentage by Weight Sieve Designation Passina Total Sample 1/2" 100% No.4 90%-100% No. 10 60%-90% No. 40 20%-40% No. 200 01/6-12% CRUSHED STONE: Crushed stone or screened gravel, uniformly graded from 314" to 114" and of satisfactory quality shag be furnished to replace unsuitable material excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer. It shall be clean, hard, durable and free from dust, loam, day or organic matter and shall be well compacted in place. STONE FILL: The Contractor shall line specified drainage ditches following excavation with stone fill in reasonably dose conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone fill may also be used in the stabilization of embankment, and shall be placed in one course thickness as shown on the Plans in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing the underlying material. The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sizes of stone. Rearrangement of the stone fill by hand labor or mechanical equipment may be required to obtain the specified results. When stone fig and filter blanket are to be placed as part of an embankment, the protective materials shall be placed concurrently With the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and filter blanket is to be placed under water, methods shall be used that will minimize segregation and insure that the required thickness of protective material will be obtained. Stone for stone fill shall be approved hard blasted rock. The stone shall be angular in shape and shall not have a smallest dimension less than 113 of it. longest dimension. The stone fill shall be reasonably well graded from the smallest to the maximum size stone specified so as to form a compact mass when in place. a) Type 1: The longest dimension of the stone shah vary from 1 inch to 12 Inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 4 inches. b) Type 2: The longest dimension of the stone $half vary from 2 inches to 36 inches and at least 50 percent of the volume of the stone in place shag have a least dimension of 12 inches. c) Type 3: The longest dimension of the stone shah vary from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 16 inches. d) Type 4: The longest dimension of the stone shall vary from 3 inches to 60 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 20 inches. RIPRAP: The Contractor shah furnish and place riprap in reasonably dose conformity to the dimensions, elevations and at the locations indicated on the plans in accordance with these specifications or as ordered by the Engineer. The slopes to be protected shah be graded and shaped to the fines indicated on the plans or as directed by the Engineer and if in a fill area, shah be compacted as per this section. All slopes shall be maintained and protected to the neat lines indicated on the plans prior to the placing of dprap. Slone for dprap shall be approved, rough, unhewn quarry stone, as neatly rectangular in section as practical. The stones shah be hard, sound, resistant to the action of water and weathering and suitable in every respect for the purpose intended. The individual stones shal have a depth equal to the thickness of the course of dprap. The dprap, complete in place, shall consist of stones that have a minimum volume of 8 cubic feet, unless otherwise noted. The voids between the stones shall be chinked with smaller stones to produce a relatively smooth and uniform surface. Rip rap shall generally be placed from an elevation l' below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02520 STORM DRAIN LINES CULVERTS. and RELATED CONSTRUCTION WORK INCLUDED: Work in this section pertains to the installation of a1 storm drain pipe lines, manholes, catch basins, culverts and appurtenances. Work shall be as shown and noted on the Contract Drawings or as directed by the Engineer. TYPES OF PIPE: The type of pipe which may be used for storm drain lines is Smooth Interior and Annular Exterior Corrugated High Density Polyethylene Pipe (HOPE) or an approved equal. The manhole water stop gasket and stainless steel damp assembly must be approved by the Engineer prior to the installation of any pipe. SMOOTH INTERIOR AND ANNULAR CORRUGATED HIGH DENSITY POLYETHYLENE PIPE: This specification describes 4- to 604nch (100 to 1500 mm) Smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe with a SIR Tight and Leak Resistant Joint for use In nonpressure gravity flow drainage applications. AASHTO M252: Standard Specification for Corrugated Polyethylene Pipe, 4" to 10"(100 to 250mm). Type S. AASHTO M294: Standard Specification for Corrugated Polyethylene Pipe, 12" to 48" (300 to 1200 mm), Type S. AASHTO MP7-97: Standard Specification for Corrugated Polyethylene Pipe, 54" to 60" (1350 and 1500 mm), Type S. ASTM D2321: Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. ASTM D3350: Standard Specification for Polyethylene Plastic Pipe and Fittings Materials. ASTM F477: Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. Pipe and Biting material shaft be high -density polyethylene meeting ASTM D3350 minimum cell classification 324420C for 4-through 104nch diameters or 335420C for 12-through 604nch diameters. ' Pipe manufactured for this specification shag comply with the requirements for test methods, dimensions, and markings found in AASHTO M252, AASHTO M294 and/ or AASHTO MP7-97. The prescribed sizes of pipe are nominal inside diameters. Pipe sizes shaft be no less than 99% of nominal inside diameter and have a minimum of 20.0 feet laying length. • For 4- to 104nch (100 to 250 rum) diameters, the pipe supplied shag be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO M252, Type S. ' For 12- to 48- inch (300 to 1200mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO M294-97, Type S. For 54-to fill- inch (1350 to 1500mm) diameters, the pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HOPE) Pipe meeting the requirements of AASHTO MP7-97, Type S. Manning's "n" value for use in design shall not be less than 0.010. FITTINGS: Fittings shall conform to AASHTO M252, M294 or MP7-97. Fabricated fittings shall be welded on the interior and exterior at all junctions. JOINTS: Pipe shad be joined with bell -and -spigot joints meeting AASHTO M252, M294 or MP7-97. Joints shall provide silt tight and leak resistant joint. Pipe joints shall incorporate a gasket meeting the requirements of ASTM F477 to form silt tight and leak resistant connection. Joints shall exceed the sot tight 'joint performance criteria of AASHTO Standard Specifications for Highway Bridges, Division II, Section 26. • Gaskets shall be installed by the pipe manufacturer and covered with a removable wrap to ensure the gasket is Bee from debris. A joint lubricant supplied by the manufacturer shall be used on the gasket and beg during assembly. ' Smooth Interior and Annular Exterior Corrugated HDPE Pipe shall be Sure-Lok F477 as manufactured by Hancor, Inc. or a pre -approved equal. All agemate products must be submitted to the Engineer two weeks before bid date for Contractor approval. Installation Installation shaft be in accordance with ASTM D2321 with the exception that minimum cover in trafficked areas shad be one foot (0.3 m) for 4" - 48" pipe and 18"(0.5 m) for 54" and 60' pipe. • Backfil the pipe with material meeting the requirements of ASTM D2321 Class I, II or III subject to the approval of the Engineer. Backfil shag be placed in six to twelve inch lifts compacted to a minimum 95% standard proctor or as designated by the Engineer. Trench width should be wide enough to place and compact backfill around the entire pipe. The trench width shall be outside diameter+24" for pipe sizes 12" to 30" and outside diameter+36" for pipe sizes 36" to 60". LAYING PIPE: Storm drains and culverts shaft be constructed on a trench bottom prepared and bedded as shown on the Contract Drawings. Each pipe shall be checked just prior to laying to ensure that it is clear of all dirt and debris and shag be laid true to line and grade as indicated on the Contract Drawings. AN joints shall be tight and inverts shag be continuous. When pipe is to be laid within the State Highway Right -of - Way it shall also be installed in accordance with requirements of Section 601 of the Vermont Highway Department Specifications. Care shall be exercised when unloading pipe Rom delivery trucks and moving pipe to Its final position. When damaged pipe Is rejected by the Engineer, new pipe shall be furnished by the Contractor at the Contractor's expense. Where existing pipe is to be retained m re-laid and it becomes damaged due to the fault of the Contractor, it shall be replaced with new pipe at the Contractor's expense. PIPE BEDDING: Pipe bedding shall be as specified in Section 02265 of these Specifications. Reinforced concrete and asphalt coated corrugated metal pipe shall be bedded from the trench bottom, 6" below the invert of the pipe, to the spring fine of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings. Plastic pipe shal be bedded from the trench bottom, 6" below the invert of the pipe, to 6" above the crown of the pipe with sand or granular pipe bedding as detailed in the Contract Drawings, Backfil above the pipe bedding shaft be suitable excavated material free of stones larger than 3' and shall be placed according to Section 02265 of these specifications. MANHOLES, CATCH BASINS AND OTHER APPURTENANCES: Where indicated on the plans, the Contractor shall furnish and instal manholes which meet the requirements of Section 03401 of these Specifications. The Contractor shall also furnish and install catch basins, where indicated on the plans, which meet the requirements of Section 03,402 of these Specifications. All manhole or catch basin steps, covers, grates and other miscellaneous metal shad be furnished and installed in accordance with Section 05550 of these Specifications. HEADWALLS: The Contractor shall constmet pipe headwalls at the locations shown and in reasonably dose conformity with the lines, grades and dimensions shown on the Contract Drawings or as ordered by the Engineer. Headwalls shag be either specifically designed asphalt coated, corrugated galvanized metal end sections or shaft be of concrete construction, as shown on the Contract Drawings. If constructed of concrete, all concrete utilized shall meet the requirements for Gass 8 concrete as per Section 03300 of these Specifications. 02530 DEWATERING WORK INCLUDED: The work includes all work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water. The Contractor shag at his expense remove by pumping, draining, bailing w otherwise, any water which may accumulate or be found in trenches and other excavations made under this contract, and shall form all pump wells, sumps, dams, flumes, or other works necessary to keep trenches and other excavations entirely dear of water while pipe lines and structures and their foundations are being built. Newly made masonry had be protected from damage resulting from dewatering work, by use of canvas, tar paper, or by such other sufficient methods as may be approved by the Engineer. The Contractor shaft at all times, have sufficient pumping machinery so that structures will be built in the dry. Excavation and trenches shad be dewatered where necessary by use of stone drains, pipe underdrains, or by use of well points. Pipe used for underdrains shall be of ample size to dewater trench for proper drainage during construction work. Pipe shad be corrugated metal, HOPE, or PVC, as hereinafter specified. Areas to be excavated and trenches shall be excavated to such additional depth as required to lay underdrain in a bed of clean gravel or broken stone. If a well point system is used for dewaering excavation, wall paints shall be spaced and driven to a depth to thoroughly dewatef the construction area. Ali dewthering, regardless of method, shall be accomplished so that adequate bearing capacity of the sod is reached to allow stable support of pipe fines, structures, and foundations. Removal of visual running water in the trench without provision of stable trench bottom support for piping or structures does not constitute adequate dewatering. The Contractor shall furnish, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no structures to be built under this Contract shag move. The Contractor shag construct noise abatement structures around all pumps or machinery that must run after working hours. These structures must provide adequate sound absorption to prevent disturbance of the public. Water ham trenches and excavations shad be disposed of in such a manner as unit not cause injury to public health nor to public or private property, nor to work completed or in progress, nor to surface of highways, nor cause any interference with use of same by the public. No silty, brackish or turbid water from trenches and excavations shall he allowed to discharge directly to a stream or natural drainage course leading to a stream. The turbid water can be discharged onto the ground providing the subsequent runoff does not create a turbid situation in the stream. Where ground application creates or is likely to create turbid stream conditions, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site restored to its original condition. 02540 EROSION CONTROL WORK INCLUDED: The Contractor shad carry out his operations in such a manner to give adequate protection to water courses and minimize surface erosion. Whin 7 calendar days after Notice to Proceed on the Project, the Contractor shal submit to the Engineer for acceptance, the Contractor's proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to erosion, as indicated by the Engineer, or within existing drainage channels until the methods of erosion control, to be employed on the project, have been approved by the Engineer. The Engineer has the authority to limit the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate erosion control measures to prevent contamination of adjacent streams or other water courses and areas of water impoundment. These measures shall include but not be limited to, stone check dams, hay bales for mulch and matting. As the excavation proceeds, cat dopes shad be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cat slopes and embankments to the elements shall be as short as practical. Seeding, mulching, Installation of erosion control shrubbery or other designed treatment should be initiated promptly and concurrently with the other work. The Contractor will be re t rp r ant erosion control features into the Project at the eark�rrr� a�>; o d c le. NOV 0 6 2Cw'�^y J City of So. Burgin to g n If and when conditions develop that will suspend construction operations for any appreciable length of time, the excavation and embankment areas shall be shaped in such a manner that the runoff of water may be intercepted and diverted to points where least erosion shag result Slope drains shag be installed as soon as possible to assist in carrying this runoff. If these preventative measures should fail and an appreciable amount of material begins to erode into a river, stream or impoundment, the Contractor shag act immediatety to correct and prevent further erosion. Erosion control measures shag be continued until the permanent drainage facilities have been constructed and until grass on seeded slopes or specially installed shrubbery is established sufficiently to be an effective deterrent against erosion. Unless otherwise approved in writing, mechanized equipment shall not be operated in live streams except as may be required to construct changes in channel and permanent or temporary structures. Rivers, streams and impoundments shall, as soon as construction Wl allow, be cleared of all false work, piling and debris caused by the construction operations. The Contractor shag perform all of the storm water and erosion control specifications and details shown on the Contract Drawings inducting installation, maintenance and removal of temporary dams and inlet protection. 02655 DUCTILE IRON WAT R INF5 AND REL6J12 CONSTRUCTION WORK INCLUDED: The Contractor shall fi mish, instal and test an water mains and appurtenances as indicated in the Contract Drawings and Specifications. MATERIALS: Pipes for all waterlines shall be ductile iron pipe of the thickness class designated on the plans. The minimum acceptable thickness pipe shag be the thickness Class designated on the plans. M ductile iron pipe shall be centrifugally cast in molds and shall conform to the latest revision of ANSI Standard A21.51, (AWWA C151) and ANSI Standard A21.11 (AWWA C111), Rubber Gasket Joints for Cast Iron and Ductile Iron Pressure Pipe Fittings and ANSI Standard A21.10 (AVWVA C110) Gray -Iron and Ductile Iron Fittings 3 inch through 48 Inch of Water and Other Liquids. All ductile iron pipe shag be cement fined and shall conform to ANSI Standard A21.4 (AWWA C104). Cement -Mortar Lining for Ductile Iran Pipe and Gray Iron Pipe and Fittings for Water. All pipe joints, shag be the push -on type, except for joints at fittings and valves which shall be mechanical pint, unless noted otherwise on the plans. M fittings shall have body thickness and radii of curvature conforming to ANSI Standard A21.10 and push - on joints shall conform to Sections 11-2 through 11-5 and 11-7 through /1-8 of ANSI A21.11. The electrical conductivity of the pipeline and attached services shah be maintained at a0 joints through the use of three brass wedges at each pint or with conduction straps. The electrical conductivity of the pipeline across all couplings, valves, and fittings shall be maintained through the use of conduction straps. No couplings shall be made at any Point on the pipeline or attached services without incorporating provisions to maintain electrical conductivity. Mechanical joint, ductile iron pipe shall be the thickness Class designated on the plans, and shad be installed where specified on the plans. Mechanical joint ductile iron pipe shag conform to the Specifications for ductile iron pipe, except for fittings which shah be mechanical 'pint with body thickness and radius of curvature conforming to ANSI A21.10 and mechanical joints which shall be in accord with Sections 11-2 through 11-6 of ANSI A21.11. All pipe and fittings shall be manufactured by U.S. Pipe and Foundry, Co., Clow or an approved equal. INSPECTION AND TESTING OF MATERIALS: M cast iron pipe and fittings shall be inspected and tested in accordance with the manufacturer's specifications and the aforementioned AWWA Specifications. The Contractor shall furnish for approval, certification Rom pipe manufacturer that all tests have been performed with satisfactory results. Pipe shall not be installed without the Engineers approval. HANDLING: Pipe, fittings and accessories shall be carefully handled to avoid damage. Prior to the date of acceptance of the project work by the Owner, the Contractor shall replace any pipe or accessory found to be defective at any time, including after it has been installed, at no expense to the Owner. The Contractors attention is called to the fad that the cement lining of the pipe is quite brittle and special care should be taken in handling. All cutting shall be done with a machine having wheel cutters or knives adapted to the purpose except as othervse approved. All cut ends shah be examined for possible cracks caused by cutting. All pipe shoving cracks shah be rejected. If cracks occur in the pipe, the Contractor may, at his expense and with the approval of the Engineer, cut off the cracked portions at a point at least twelve inches from the visible limits of the crack and use the sound portion of the pipe. All pipe and fittings shah he cleared of all foreign matter and debris prior to installation and shall be kept clean until the time of acceptance by the Owner. LAYING PIPE: Pipe shag be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. Each pipe shah be laid We to line and grade and so laid as to form a tight joint with next adjoining pipe. M installation of pipe shag be done in accordance with AWWA Standard C600. At all times when pipe laying Is not actually in progress, the open ends of the pipe shall be dosed by temporary watertight plugs or by other approved means. If water is in the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe has passed. There shall be a minimum of six feet of cover on all pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at pints shall be within the limits specified by the manufacturer. All piping and appurtenances connected to equipment shall be supported so that no strain will be imposed on the equipment. (If the equipment manufacturer's specifications indicate that pipe loads are not to be transferred, the Contractor shall submit certification of compliance). Thrust blocks or properly installed be rods shall be installed on all plugs, tees, and bends deflecting 11-1/P or more. Care shall be taken to ensure that concrete wig not come n contact with flanges, pints or bolls. The required area of thrust blocks are indicated on the Contract Drawings or shag be as approved by the Engineer. In instances where the use of different types of pipes requires joining, the Contractor shall furnish and install all necessary adapters. All trenching safety standards shag be in conformance with any applicable State and Federal guidelines. No walking en or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted unfit pipes are backfillied as specified to a depth of 12 inches. PIPE BEDDING AND BACKFILL: Pipe bedding and backfill for all watedines shall be as indicated in Section 02265. Pipeline shah be laid on a prepared bed of 6" of sand or gravel and adjusted for proper alignment and grade. Sand or gravel, as indicated on, the Contract Drawings, shag then be placed and compacted to the springline of the pipe (centerline). Backfih with excavated material containing stones no larger than 3" shah than be placed and compacted in 6" lifts to 24" over the pipe crown. Where sub- surface, -in-place" conditions warrant reduced bedding or compactioe effort, the Engineer shag make a field determination as to whether the bedding requirements can be reduced. All projects shall use the standard outlined in this section and Section 02265 for pricing and any savings resulting from reduced bedding shall accrue to the Owner. FIELD TESTING: Except as otherwise directed, all pipe lines shall be tested. Pipe Ines laid in excavation or bedded in concrete and any exposed piping shag be tested prior to field painting. The Contractor shall furnish all gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valved section or a maximum of one thousand feet of pipe shah be tested. AN water required for testing shall be potable. M testing shah be conducted in the presence of the Engineer. The Contractor shah make the necessary provisions to tap the pipe at the high point to release all air and shall plug same after completing the test. Hydrants or blowoffs located at high points may be used for air release in lieu of taps if approved by the Engineer. The pressure and leakage tests shah be performed as a combined test which shall be for a duration of two hours at 150% of normal operating pressure or 200 psi, whichever is more, in the line at the lowest elevation. Leakage shag be defined as the quantity of water that must be supplied into the newly laid pipe to maintain the leakage test pressure after the pipe has been filed and the air has been expelled. No installation vAg be accepted if the leakage is greater than that determined by the formula: L = SO (Pl".5 148,000 Where L is allowable leakage in gallons per hour, S is the length of pipe being tested. D is the nominal diameter of the pipe in inches, and P is the average test pressure in pounds per square inch gauge. Should any section of pipe fail either the pressure or leakage tests the Contractor shag do everything necessary to locate and repair or replace the defective pipe, fittings or pints at no expense to the Owner. If for any reason, the Engineer should alter the foregoing procedures, the Contractor shall remain responsible for the tightness of the fine within the above requirements. DISINFECTION: Chlorination of the water main shag he conducted only after the main has been satisfactorily tested and gushed and a clean stream is obtained as determined by the Engineer. The Contractor shall furnish all labor, equipment, materials and tools necessary to disinfect the pipe and appurtenances in accordance with AWWA Standard for Disinfecting Water Mains C651 latest revision. The continuous feed method shall be performed under the supervision of the Engineer. The disinfection process shag be deemed acceptable only after samples of water from the gushed, disinfected main show no evidence of bacteriological contamination based on Heath Department testing or testing by another approved lab. VALVES: All valves for waterlines shall meet the requirements of Section 15100, HYDRANTS: All hydrants shall meet the requirements of Section 15109. PIPE INSULATION: In areas where there is insufficient cover (i.e. less than five and one half fed) due to sewer pipes, etc. as indicated on the Contract Drawings, all pipe, fittings, etc. shall be insulated. The insulation shag be of extruded polystyrene and have a minimum thickness of 2 inches and shah be installed in strict compliance with the manufacturer's directions. The insulation shall be Styrofoam SM, and shall meet the compressive strength requirements of ASTM D1621-73 and shall be as manufactured by Dow Chemical Company, Midland, Michigan. RECONNECTION OF SERVICES: All services to the existing water main shag be reconnected to the new main with pipe of equal size, and shall be provided with a corporation stop or valve as applicable. 02556 FORCEMAIN AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shah furnish, install and test all water mains and appurtenances as indicated in the Contract Drawings and Specifications. MATERIALS: Pipe and couplings for all forcemains shall be PVC of the pressure Class 160. M pipe shaft meet the requirements of ASTM D2241 or AASHTO M258 section 8.1.2 "Poly Vinyl Chloride (PVC) Plastic Pipe (SDR-PR)" the Uni-Be0 Standard UNI-B-2 -72, and AWWA Standard C900. The pipe shall be manufactured from Gass 12454-A or 12454-8 compounds, with a hydrostafic design and basis rating of 4,000 psi at 73.4'F and shah conform to ASTM 01784 compound specifications. M pipe shah be manufactured with outside diameters equal to those of ductile iron pipe. M pipe and couplings shag be the push -en type using elastomeric gaskets except for joints at fittings and valves which shad be mechanical joints. Joints shall meet the performance requirements specified in ASTM D3139. INSPECTION AND TESTING OF MATERIALS: All PVC pipe and fittings shall be inspected and tested In accordance with the manufacturer's specifications and the aforementioned AWWA Specifications. The Contractor shad furnish for approval, certification horn pipe manufacturer that all tests have been performed with satisfactory results. Pipe shag not be installed without the Engineer's approval. HANDLING: The Contractor shall be responsible for all material tumished by him and shall replace at his own expense all such material found damaged or defective in manufacture. This shall include the furnishing of all material and labor required for the replacement of installed material discovered prior to the final acceptance of work. The Contractor shall be responsible for the safe storage of material until it has been incorporated in the completed project. All pipe and fittings shag be bleared of all foreign matter and debris prior to installation and shall be kept clean until the time of acceptance by the Owner. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings and as specified in this section. Each pipe shad be laid true to line and grade and so laid as to form a tight joint with next adjoining pipe. All installation of pipe shag be done in accordance with UNI-B-3-77. . At all times when pipe laying is not actually in progress, the open ends of the pipe shall be dosed by temporary watertight plugs or by other approved means. If water is in the trench when work is resumed, the plug shag not be removed until all danger of water entering the pipe has passed There shall be a minimum of five feetsix inches of cover on all pipes and fittings. The pipe shall be installed in trenches and at the line and grade shown on the Contract Drawings. Any deflection at joints shall be within the limits specified by the manufacturer. AJI piping and appurtenances connected to equipment shah be supported so that no strain will be imposed on the equipment. (If the equipment manufacturer's specifications indicate that pipe loads are not to be transferred, the Contractor shall submit certification of compliance). Thrust blocks shall be installed on all plugs, tees, and bends defteding 11-1/4' or more. Care shall be taken to ensure that concrete wig not come in contact with flanges, pints or bolls. The required aDrawings -area of thrust blocks are indicated on the Contract Drangs or shah be as approved by the Engineer. In instances where the use of different types of pipe requires joining, the Contractor shall furnish and install all necessary adapters. All trenching safety standards shall be in conformance with any applicable State and Federal guidelines. PIPE BEDDING AND BACKFILL: Pipe bedding and backfill for all forcemains shag be as indicated in Section 02265. Pipeline shag be laid on a prepared bed of 6" of sand or granular pipe bedding and adjusted for proper alignment and grade. Sand or granular pipe bedding, as indicated on the Contract Drawings, shag then be placed or compacted to 6" above the crown of the pipe. Backfil with excavated material containing stones no larger than 3" shag then be placed and compacted In 6" lifts to 24" over the pipe crown. Where subsurface, in -place conditions warrant reduced bedding or compactioe effort, the Engineer shall make a field determination as to whether the bedding requirements can be reduced. M projects shag use the standard outline in this section and Section 02265 for pricing and any savings resulting from reduced bedding shag accrre to the Omer. FIELD TESTING: Except as otherwise directed, all pipelines shall be tested. Pipelines laid In excavation or bedded in concrete shall be tested prior to backfilling or the placing of concrete and any exposed piping shag be tested prior to field painting. The Contractor shall furnish aft gauges, testing plugs, caps and all other necessary equipment and labor to perform leakage and pressure tests in sections of an approved length. Each valves section or a maximum of one thousand feet of pipe shall be tested. M water required for testing shag be potable. M testing shall be conducted in the presence of the Engineer. The pressure and leakage tests shall be performed as a combined test which shall be for a duration of two hours at 150 % of highest working pressure in the section being tested. Test pressures shall no be less than 50 psi at the highest point in the test section, shag not exceed pipe or thrust restraint design pressures, shall not vary by more than 5 psi, and shah not exceed twice the rated pressure of the valves when the pressure boundary of the test section includes dosed gate valves. Each valved section of pipe shall be filled with water slowly and the specified test pressure, based on the elevation of the lowest point of the line or section under test and corrected to test gauge, shall be applied by means of a pump connected to the pipe. Before applying the specified test pressure, air shah be expelled completely from the pipe and valves. M exposed pipe, fittings, valves, and joints shah be examined carefully during the test Any damaged or defective pipe, fittings, or valves, that are discovered following the pressure test shah be repaired or replaced with sound material and the test shah be repeated. Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the specified test pressure after the air in the pipeline has been expelled and the pipe has been filed. No pipe Installation will be accepted if the leakage is greater than that determined by the following formula: L - (N1(D) x (PI-.5 7,400 Where L is the allowable leakage In gallons per hour, N is the number of joints in the length of pipeline tested, D Is the nominal diameter of the pipe in inches, and P is the average test pressure during the leakage test in pounds per square inch gage. Should any section of pipe fail the leakage test, the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings or joints at no expense to the Owner. If for any reason, the Engineer should after the foregoing procedures, the Contractor shall remain responsible for the tightness of the line within the above requirements. VALVES: M valves for forcemains shag meet the requirements of Section 15100. PIPE INSULATION: In areas where there is insufficient cover (i.e. less than five and one half feet) the pipe shah be insulated. The insulation shall be of extruded polystyrene and have a minimum thickness of 2 inches and shah be installed in strict compliance with the manufacturer's directions. The insulation shah be Styrofoam SM, and shall meet the compressive strength requirements of ASTM Of 621 and shah be as manufactured by Dow Chemical Company, Midland, Michigan. 02560 SEWER PIPE LINES AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shag tumish and install all pipes, fittings and other materials necessary for the installation of gravity sewers, force mains, and all appurtenant construction related thereto including chimneys, service connections, trust blocks and other related items as indicated en the Contract Drawings and as specified herein. The work shall also include testing and placing the system into satisfactory operation. TYPES OF PIPE: Types of pipe which shall be used for the various parts of work are as follows: a) Gravity Sewers shall be PVC solid wag pipe meeting ASTM Specifications D3034 or F679, or restrained joint PVC pipe meeting AWWA C900, or an approved equal. PVC SEWER PIPE: PVC sewer pipe shag conform in all respects to the latest revision of ASTM Specification D3034, or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fillings, SDR 35. Wag thickness of all PVC pipe shall meet ASTM Specifications for SDR 35 pipe. All pipe and fittings shall be dearly marked as follows: Manufacturer's Name and Trademark. Nominal Pipe Size Material Designation 12454C PVC Legend "Type PSM SDR 35 PVC Sewer Pipe' or "PS 41 PVC Sewer Pipe" Designation ASTM D3034 or F679 Joints shall be push -on type using elastomeric gaskets, and shall conform to ASTM D3212. The gaskets shall be factory installed. The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and tufty machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fillings; field fabricated, saddle type connections will not be considered acceptable. RESTRAINED JOINT PVC SEWER PIPE: Restrained joint PVC sewef pipe shall be C900/RJ PVC restrained joint pipe from Certainteed Corporation or an approved equal. Pipe shall conform in all respects to the latest revision of AWWA Specification C900, Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. through 12 In. The restrained joint pipe system shall also meet all short and long term pressure test requirements of AWWA C900. Pipe, couplings, and locking splines shall be completely non-metallic. Pipe and couplings shah be made from unplasficized PVC compounds having a minimum cell classification of 12454, as defined in ASTM D1784. The compound shall qualify for a Hydrostatic Design Basis (HDB) of 4000 psi for water at 73.4"F, in accordance with the requirements of ASTM D2837. Nominal outside diameters and wall thicknesses of restrained joint pipe shall conform to the requirements of AWWA C900. Pipe and couplings shall be legibly and permanently marked in ink with the following minimum information: Pipe Nominal pipe size PVC Dimension ratio AWWA/UL pressure class AWWA C900-07 Manufacturer's name or trademark and production record code Couplings Nominal size PVC AWWA/UL pressure class AWWA C900-07 Manufacturer's name or trademark Joints shag be pined using non-metallic couplings to form an integral system for maximum reliability and interchangeability. High -strength, flexible thermoplastic splines shag be inserted into mating, precision machined grooves in the pipe and coupling to provide fug 360' restraint with evenly distributed loading. Couplings shall be designed for use at or above the pressure class of the pipe with which they re utilized, and shall incorporate twin elastomeric sealing gaskets meeting the equirements of ASTM F477. Joints shah be designed to meet the zero leakage test requirements of ASTM D3139. Pipe and couplings shall be homogeneous throughout and free from voids, cracks, inclusions and other defects, and shah be as uniform as commercially practicable In color, density and other physical characteristics. Every pipe and machined coupling shall pass the AVIWA C900 hydrostatic proof test requirements of 2 times the pressure class for 5 seconds. until such time as UL standards are harmonized with AVWVA, UL requirements shall be used which are 4 times the UL pressure class for 5 seconds (4"150-600 psi, 4"200=800 psi). Sufficient numbers of short lengths and fully machined fittings shah be provided for use at manholes, chimneys, and connections. M connections will require the use of manufactured fittings; field fabricated, saddle type connections will not be considered acceptable. Any pipe or fitting having a crack, or other defect, or which has received a severe blow shall be marked rejected and removed at once from the work site. M field cuts are to be made at 90" to the pipe centerline. The contractor shah bevel the cut end to the same angle as the factory bevel, remove all interior burrs, measure and place a homing mark on the pipe before assembling. The pipe installed under this specification shall be installed so that the initial detection, measured as described below, shall be less than 5%. Deflection tests shah be performed on all flexible pipe after the final backfill has been in place for at least 30 days. The deflection test shag be run using a rigid ban or mandrel having a diameter equal to 95% of the inside diameter of the pipe. No mechanical pulling devices shall be used during the deflection tests. M pipe not meeting the deflection test shall be re -excavated and replaced at the Contractor's expense, The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. The Contractor will submit certification that the materials of construction have been sampled, tested, inspected and meet all the requirements including wall thickness in accordance with ASTM D3034 or ASTM F679 or AV VA C900, as applicable, for all pipe and fittings to be included in the project work. M pipe shah be installed in strict accordance with manufacturers installation instructions. PVC pipe shah not be installed when the temperature drops below 32'F or goes above I OWF. During cold weather, the flexibility and impact resistance of PVC pipe is reduced. Extra care is required when handling PVC pipe during cold weather. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. M pipe shaft be carefully cleaned just before laying. Each pipe shall be laid true to line and grade so laid as to form a tight pint with next adjoining pipe and to bring inverts continuous. Where the plans require service connections, Ybranches with 6 inch spurs shall be installed in the sewer main. Flexible pipe gaskets are required as per this section. No walking on m working over pipes after they are laid except as may be necessary in making pints, in placing cradles and in tamping backfill material will be permitted until pipes are backfiled as specified to a depth of 12 inches. During construction, all openings to pipe lines shah be protected from entrance of earth or other material. Open ends of branches and pipes when completed shah be sealed wth stoppers or by equally effective methods. Where new pipes are to pin existing ones, the Contractor shall do such work as is necessary to make connections. FROST PROTECTION FOR SHALLOW SEWERS: Sewers with less than 5-12 feet of cover over the crown or where indicated on the plans shah be protected against freezing by installation of 2" thick Styrofoam SM insulating sheets with a width of 3 feet or twice the pipe diameter, which ever is greater. The sheets shah be placed 6" above the crown of the sewer after compaction of the 6" lift immediately above the crown has been made. Care shall be exercised by the Contractor during backfill and compaction over the styrofoam sheets to prevent damage to the sheets. Styrofoam SM sheets shall meet the compressive strength requirements of ASTM D1621 and shall be as manufactured by Dow Chemical Company, Midland Michigan. LEAKAGE TESTS AND ALLOWANCES FOR GRAVITY SEWERS:. The low pressure air test will be used to simulate infiltration or exfiltratim rates into or out of all gravity Acceptance of the sewer shall depend upon the satisfactory performance of the se under test conditions. The test shall be performed on pipe between adjacent manholes after backfilling has been completed and compacted. M wyes, tees, laterals, or end of side sewer stubs shall be plugged with ftexible-joint caps, or acceptable alternate, securely fastened to withstand the intemal test pressure. Such plugs or caps shah be readily removable, and their removal shall provide a joint suitable for making a flexible -jointed lateral connection or extension. Prior to testing for acceptance, the pipe should be cleaned by passing through the pipe, a full gauge squeegee, it shall be the responsibility of the Contractor to have the pipe dean. Immediately following the pipe cleaning, the pipe installation shall be tested with low- pressure air. Air shah be dowdy supplied to the plugged pipe section until the internal air pressure reaches 4.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further. The pipe line shag be considered acceptable, when tested at an average pressure of 3.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe, it (1) the total rate of air loss from any section tested in its entirety between manhole and deanout structures does not exceed 2.0 cubic feet per minute; or (2) the section under test does not lose air at a rate greater than 0.0030 cubic feet per minute per square foot of internal pipe surface. The requirements of this specification shall be considered safisfied if the lime required in seconds for the pressure to decrease from 3.5 to 2.5 pounds per square inch greater than the average back pressure of any groundwater that may submerge the pipe is not less than that computed according to ASTM C828. Minimum Test Time for Van2us Pipe Sizes Nominal Time Nominal Time Pipe Size min./100 R 'Pipe Sue lrhin./100 R 3" 0.2 21" 3.0 4" 0.3 24" 3.6 6" 0.7 27" 42 8" 1.2 30" 4.8 10" 1.5 33" 5.4 12" 1.8 36" 6.0 15" 2.1 39" 6.6 18" 2.4 42" 7.3 If the pipe installation fails to meet these requirements, the Contractor shall determine at his own expense, the source or sources of leakage, and shall repair (if the extent and type of repairs proposed by the Contractor appear reasonable to the Engineer) or replace all defective materials or workmanship. The completed pipe installation shall meet the requirements of this test before being considered acceptable. Since this test does not determine the tightness of manholes, they shag be tested separately. The exintration leakage allowance out of manholes shag be no greater than 1 gallon per day per vertical foot to depth. The manhole shag be filled with water to a point I foot above the highest pint between manhole sections. In areas of high ground water, there shah be no visible leakage due to infiltration. Vacuum testing of manholes shag also be considered acceptable using the following guidelines: The test shall be done after assembly of the manhole. The manhole to pipe connection shah be flexible. A 60 inchAb. torque wrench shag be used to tighten the external damps. All lift holes shall be plugged with a non -shrink mortar, as approved by the Engineer. The seal between manhole sections shag be approved, preformed flexible mastic per ASTM C923. The completed manhole shah not be backfdkd prior to testing. Manholes which have been backfilled shall be excavated to expose the entire exterior prior to vacuum testing or the manhole shag be tested for leakage by means of a hydrostatic test Interior piping and plugs shag be adequately braced to prevent movement. A vacuum of 10" of Hg shall be drawn within the manhole. The manhole shall pass the test if the vacuum remains between 10" Hg and 9" Hg for at least two minutes. Where applicable, all existing sanitary sewers shag be kept operational until new work has been tested and approved by this Engineer. At such fime existing sewers and sewer services shah be connected to the new sewers. CLEANING OF PIPELINES AND APPURTENANCES: Upon completion of construction, all dirt and other foreign material shag be removed from pipe lines and their appurtenant construction. No materials shall be left in the pipe lines to impede normal flow through them. SEWER SERVICE CONNECTIONS: Where required on the plans, sewer service connections shag be constructed of 6 inch pipe unless otherwise noted on the plans, of the type material specified under this section. The pipe shag be laid and its pints made a.required for s 'on ' this specifications. Open ends of pipe shag be properly sealed to�'P��''�^t a i o o pr ere hookup to the ■ V NOV 0 6 20no City of So. Burlington 1 building sewer is not coincident with sever main construction. Additionally, the Contractor will provide a stable temporary marker approved by the Engineer, such as a 2" x 4" or 1-1/2" PVC pipe, from the sewer service invert up to and protruding no more than 1" above finished grade and seated securely into the ground, for ease in relocating the end of sever service connection for hooking up the building sewer. In the case of reconnection of existing services, such reconnections will be made only after the new sewer main has been completed, tested and accepted. 02620 CAST -IN -PLACE CONCRETE CURB This work shall consist of the construction or resetting of curb and the construction of gutters or combinations of curb and gutters in accordance with these specifications and in reasonably dose conformity with the lines, grades and dimensions shown on the plans or as ordered by the Engineer. Excavation shag be made to the required depth and the base material upon which the curb is to be set shad be compacted to a firm, even surface. Ail soft and unsuitable material shag be removed and replaced with suitable material which shag be thoroughly compacted. Curbs shall be constructed of 3,500 psi. concrete, all work shad conform to Section 03300, Cast -In -Place Concrete. Approved forms shall be of metal, straight or curved as required, free from warp and of such construction that there will be no interference to the inspection of grade or alignment. AN forms shall extend for the entire depth of the curb and shall be braced and secured sufficiently so that no deflection from alignment or grade will occur during the placing of the concrete. AN curb to be installed on a radius of two hundred feet or less shall be formed and cast so that the face of curb is constructed true to the radius indicated on the Contract Drawings unless otherwise approved by the Engineer. Curbing to be installed on a radius greater than two hundred feet may be formed and cast In straight sections having a length often feet unless otherwise specified by the Engineer. Compaction of concrete placed in the forms shall be by spading or other approved methods. Forms shall be left in place for 24 hours or until the concrete has set su/fidently so that they can be removed without injury to the curbing. Upon removal of the forms, the exposed curbing face shall be given a lobbed finish. Curbing shall be constructed in sections having a uniform length of ten feet, unless otherwise ordered. Sections shad be separated by open joints 1/8 Inch wide except at expansion joints. Expansion joints shag be formed using a preformed expansion joint filer having a thickness of 1/4 inch. They shad be constructed at 20 foot intervals or as directed by the Engineer. When the curb is constructed adjacent to or on concrete pavement, expansion joints shall be located opposite or at expansion pints on the pavement. Immediately upon completion of the rubbing, the curbing shag be moistened and kept moist for 7 days or the curbing shall be cured by using a liquid membrane -forming compound. The method and details of curing shall be subject to the approval of the Engineer. After the concrete has set sufficiently, the spaces in front and back of the curb shag be filed to the required elevation with layers of not more than 6 Inches of the same material as the bedding and thoroughly compacted. Curing and Searing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Gass A acrylic concrete curing and sealing compound non -yellowing, slip resistant, gloss. The compound shall be applied per manufacturer's specifications. 02630 CEMENT CONCRETE BITUMINOUS CONCRETE OR GRAVEL WALKS WORK INCLUDED: The Contractor shad be responsible for construction or repair of all new or existing Portland Cement concrete, bituminous concrete or gravel walks as shown on the Contract Drawings or as directed by the Engineer. PORTLAND CEMENT CONCRETE WALKS MATERIALS: Gravel for walk base shad be the thickness as shown on the Contract Drawings and shall conform to the following gradation: Grading Sieve Designafion Percentage by Weight Passing Square Mesh Sleves FINE 2' 100% 1-12' 9094 - f 00% No.4 30%-60% No. 100 0%-12% No. 200 094-614 The percent of wear of the crushed gravel shad be not more than 40 when tested in accordance with AASHTO T96 or ASTM C131. At least 30 percent, by weight, of the material coarser than the No. 4 sieve shall have at least one fractured face. Concrete shag be 3,500 psi strength. CONSTRUCTION: Excavation shall be made to the required depth and width to allow placing of base material and installation and bracing of form work. Base material shag be placed to the depth and section shown on the Contract Drawings. When the layer exceeds 6" in thickness layers of equal depth, not to exceed 6", shall be placed and compacted individually. Wetting of the gravel may be necessary to obtain adequate compaction. Forms shall be metal or wood and shall extend the full depth of the concrete. Forms shall be either straight or curved as required and shag be adequately braced to prevent movement. Concrete shag be placed over the compacted gravel base, shag be thoroughly worked to remove air voids and shag be Boated smooth. After initial set, the edges shag be rounded to a 114" radius and the surface shall be broom finished across the width of the walk. Expansion joints shall be placed every 20' and adjacent to all appurtenances such as manhole names or valve boxes. Preformed joint filler, 1/4" thick, shah be cast in the expansion joints. Every 5' between expansion joints, dummy joints shall be scored with a jointing tool. These grooves shag be 118" wide and V3 the depth of the slab. Where the walk is adjacent to curbing, 4 mil polyethylene shall be placed between the Dense Graded Crushed Stone subbase shall meet the following gradation Urban Mix curb and sidewalk. requirements: The walk shall be cured by placement of plastic film over the surface or by application of an approved curing compound. During the wring period, barricades may be required to prevent damage. Any damage incurred shall be repaired at the Contractor's expense. After the walk has property cured, the spaces on each side of the walk shall be backfilled, compacted and graded. Curing and Sealing Compound: Upon placement of the concrete the Contractor shall apply a concrete curing and sealing compound. The compound shall be CERTI-VEX AC 1315 as manufactured by Vexon Chemicals, Inc. Meets ASTM C-1315 Type I, Class A acrylic concrete curing and sealing compound non -yellowing, slip resistant, gloss. The compound shall be applied per manufacturer's specifications. BITUMINOUS CONCRETE WALKS MATERIALS: Gravel base shad be as specified under Portland Cement concrete walks and shall be as shown on the Contract Drawings. Bituminous concrete shall be Type IV as shown on the Contract Drawings and as specified in Section 02650 of these specifications. CONSTRUCTION: Excavation and placement of base shag conform to the requirements under Portland Cement concrete walks. Grade control forms such as 2x4's or other suitable devices shall be used when hand methods are used to place the bituminous concrete. These shad be securely anchored in place along each edge to provide a We grade and constant width. Placement and compaction of walks shad be done according to Section 02650 of these specifications. GRAVEL WALKS MATERIAL: Base gravel shall be as specified under Portland Cement concrete walks and as shown on the Contract Drawings. A 1-12" thick surface layer of stone chips and stone dust equal to "Sur -Pack' or No. 2 Peastone, as produced by F.W. Whitcomb Corp., shag be used on the top surface. CONSTRUCTION: Excavation and base placement shad be as specified under Portland Cement concrete walks. After the base gravel has been placed, compacted and graded, the Sur -Pack shad be spread, smoothed and compacted to form a hard, even walking surface. The finished surface condition will be subject to approval by the Engineer. 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shad consist of furnishing and placing one or more courses of approved gravel, crushed gravel, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, In accordance with these specifications as shown on the plans or as ordered by the Engineer. CONSTRUCTION: The subbase material shad be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrade will not be permitted. A buNdozer may be used in lieu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited. Should segregation occur during the placing of the subbase, the Contractor shad be required to remove and replace the material or manipulate it until uniform grading is obtained. If material below subgrade becomes intermixed with the subbase, resulting in an unacceptable product, the mixture shall be removed and replaced with new subbase material. The maximum lift thickness for all subbase materials is 12". Where the finished depth of the subbase Is to be greater than 12", it shad be placed and compacted In two or more lifts of approximately equal thickness. In the placement of lids all joints shall be staggered at least 6 inches. After each lift of subbase material is placed it shall be thoroughly compacted by roiling with an approved power roller weighing not less than 10 tans or by other methods approved by the Engineer. A power grader shall be used to obtain a true and even surface during compaction. All holes or depressions found during the compacting shall be filled with additional subbase material, reworked, and compacted in dose conformity to the lines, grades and cross -sections shown on the Contract Drawings. If required, water shall be uniformly applied over the subbase materials during compaction in the amount necessary for proper consolidation. When it is necessary to maintain traffic over the subbase, one half of the width shall be constructed at a time. The hat under construction shag have the subbase material placed and compacted before opening to traffic. Subsequent traffic damage to the material shall be entirety the Contractor's responsibility. If the subbase loses its shape, the Contractor shall loosen, regrade and compact as necessary. The end of each section of a different depth of subbase shad be tapered for a distance of approximately 25 feet In the event the project shoulders are to remain unpaved, subbase or other designated material shall be placed in the shoulder area after final roadway paving is placed. Gradation Requirements: Sand for subbase shag meet the following requirements: Percentage by Weight Sieve Designation Passing Total Sample 12" 100% No.4 90%-100% No. 10 60%-90% No. 40 20%-40% No. 200 0%- 8 % Percentage by Weight Sieve Designation Passing Total Sample 3-1/2' 100% 3" 90%-100% 2" 75%-100% 1" 50%-80% 12" 30%-60% No.4 15%-40% No. 200 0%-6% Plant Mixed Gravel for subbase shag meet the following requirements: Percentage by Weight Sieve Designation Passing Total Sample 2" 100 1-1/2" 90%-100% No.4 30%-60% No. 100 0%- 12% No. 200 0%-6% Gravel for Fine Grating' of subbase shad meet the following requirements: Percentage by Weight Sieve Designation Passing Total Sample 3/4' 100% 12" 95%-100% 318" 80%-95% No.4 50%-70% No.8 30%-50% No. 16 20%-40% No. 30 15%- 35% No. 50 10%- 30% No. 100 5%-20% No. 200 2%-10% #2 Peastone, as supplied by Frank W. Whitcomb Construction Corp. or "Shur Pak" Aggregate for plant mixed gravel and dense graded crushed stone shad consist of clean, hard, crushed stone or crushed gravel. The blending of crushed stone and crushed gravel may be permitted if, in the opinion of the Engineer, the materials to be blended are equal in quality and are compatible. The several aggregate hadions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is s shown above. The aggregate shag be reasonably free from dirt, deleterious material and pieces which are structurally weak and shag meet the following requirements: 02650 GENERAL: AN road work and paving shad write= to the latest edition of the Vermont Agency of Transportafion's Standard Specifications for construction. 02820 FINAL GRADING. TOPSOILING AND SEEDING WORK INCLUDED: The Contractor shag be responsible for final grading, topsotling, seeding, and establishing a healthy grass within the contract kmts or as directed by the Engineer. Restoration shad occur within 7 days of the time the work is ready to receive topsoil. GRADING AND TOPSOIUNG AND SURFACE PREPARATION: Where required, areas to be finished with topsoil shall be cleaned of all stones, debris and other kinds of rubbish. After areas have been brought to proper subgrade and approved by the Engineer, topsoil shad be spread to a depth of 4", due allowance being made for settlement Topsoil shad not be hauled over, tramped over or packed In, in any way, and shad be led in a loose and friable condition. Ad topsoil shad be free from subsoil, gravel, roots and stones. Topsoil shag receive a uniform application of fertilizer, lime, grass seed, and mulch. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. FERTILIZATION: The fertilizer shall be a standard commercial grade fertilizer and shag conform to the requirements of the State Fertilizer Law and to the Standards of the Association of Official Agricultural Chemists. Dry fertilizer, if used, shall be furnished in new, clean, sealed and property labeled bags not exceeding 100 pounds each. Caked or damaged fertilizer shag not be used. Dry fertilizer shad contain not less than 10 percent nitrogen, 20 percent phosphate, and 10 percent potash and shag be applied at the rate of 850 pounds per acre. Liquid fertilizer if used in Neu of dry fertilizer, shall be applied in 1:2:1 ratio with the minimum rate to indude 50 pounds of nitrogen, 100 pounds phosphate, and 50 pounds of potash per acre. The limestone shag be a calcitic or dolomitic ground limestone containing not less than 85% of total (calcium or magnesium) carbonates. The limestone shall conform to the requirements of all state and federal regulations and to the Standards of the Association of Official Agricultural Chemists. The limestone shag be furnished in new, clean, sealed and properly labeled bags not exceeding 100 pounds each. Caked or damaged limestone shad not be acceptable. The limestone shall be applied at a rate of 1 ton per acre or as directed. Pelletized lime is recommended. SEED MIXES: The specific seed mixes to be utilized on this project are indicated in Section 01010 of these specifications. AN mixes for this project are available from L.D. Oliver Seed Co., through local distributors. %by Weight 37.50 31.25 31.25 Lbs. Live Seed per Acre Name 45 Creeping Red Fescue (Var. such as Pennlawn) 37.5 Kentucky Bluegrass (Common) 37.5 Winter Hardy, Perennial Rye Grass (Var. such as Pennfine, Manhattan or similar varieties) 100 120 Swale Mix Lbs. Live Seed % by Weight Per Acre Name 47.0 20 Creeping Red Fescue 47.0 20 Tall Fescue 6.0 2 Redop 100.0 42 Conservation Mix Lbs. Live Seed %by Weight per Acre Name 35.0 35 Creeping Red Fescue 23.0 23 Kentucky Bluegrass 16.0 15 Annual Rye 11.0 11 Winter Hardy Perennial Rye Grass (Var. such as Pennfine, Manhattan w similar varieties) 6.0 6 White Clover 10.0 10 Highland Bentgrass 100 100 AN seed shall not exceed 1%In weed content. A guaranteed statement of composition from the dealer must be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the seed has been applied, lawn areas shall be lightly raked to mix seed with the soil and rolled with a light -weight roper to the satisfaction of the Engineer. MULCHING: Within 24 hours of application of fertilizer, lime and seed, the surface shag be mulched with a hay mulch. Mulch shag consist of moved hay property free from swamp grass, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shag be acceptable to the Engineer. Spreading by mechanical spreading devices may be used if approved by the Engineer. The application of mulch shall be made in such a manner that lumps and thick spots are avoided. When deemed necessary, mulch shall be anchored by a light coating of blush or tree branches, use of stakes, twine, netting or other methods approved by the Engineer. WATERING AND PRESERVATION OF GRASS COVER: All seeded areas shall be watered and maintained to the satisfaction of the Engineer. Within two weeks after the grass has come up, any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way, shall be re -seeded as before. The grass cover shag be inspeded again by the Engineer and Contractor during the month of May following completion of the work. Any areas where grass seed has not germinated property or where the surface has been washed or damaged in any way shall be topsoiled and re -seeded as before. 03300 CAST -IN -PLACE CONCRETE WORK INCLUDED: Work of this section includes the furnishing and placing of plain or reinforced concrete and reinforcing steel for all work indicated on the Contract Drawings, required by these Specifications or hereinafter specified by the Engineer. MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a fist of all materials that he is planning to use along with names of manufacturers and the name of the concrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop dravdngs, lists or reports to the Engineer. 'Cement Portland cement Type II shall conform to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shag be obtained from only one source and shag be used exclusively for al concrete to assure a uniform color. Fine Aggregate: Sand for concrete work shall conform to ASTM Specification C33 and shag be composed of dean, hard, durable, uncoated, natural grains, free from sift, loam and day. Coarse Aggregate: Coarse aggregate shah be dean gravel or crushed stone conforming to ASTM Specification C33. Maximum size aggregate for walls, structural slabs, slabs -on -grade, beams and columns shah be 314" maximum size aggregate for other sections 6" thick and thinner shall be f2". Largest permissible aggregate, according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS 6 DESIGN OF MIXES: Testing of Concrete: The Contractor shall furnish to the Engineer at his own expense, any samples of concrete andor of the ingredients in the concrete, upon request or as specified below. AN tests made at the direction of the Engineer shall be performed at the Contractors expense. Three (3) weeks or more, in advance of the time when the placing of the concrete is expected to begin, the Contractor shall Inform the Engineer as to the source of the concrete ingredients. If directed by the Engineer, the Contractor shag deliver samples to such laboratory as the Engineer may designate to permit the making of necessary tests. During the progress of work, field test cylinders shag be made and cured by the Contractor in accordance with ASTM Standard C31 or AASHTO T23 and in the number of four from every pour or part thereof. The four (4) cylinders shall be taken at least at two (2) different times during the pour. The Contractor shall deliver the cylinders promptly to such testing laboratory as the Engineer may so designate. Testing of cylinders in the laboratory shag be done in accordance With ASTM Standard C39 or AASHTO T22. Skimp tests shad be made by the Contractor as directed by the Engineer in accordance with ASTM Standard C143 or AASHTO T119. Slump shall be between a one (1) inch minimum and four (4) inches maximum. The Contractor will be required to furnish a standard slump cone and rod to be kept on the job al ad times. Slumps shall be taken by the Contractor and witnessed by the Engineer in accordance with "Standard Method of Slump Test for Consistency of Portland Cement Concrete: ASTM designated C143 or AASHTO T119. Slump tests shag be made on each batch tested. Air content of air entrained concrete shag also be determined when specimens are taken in accordance with ASTM Specification C231 or AASHTO T 52. Duplicate reports on all tests shag be submitted promptly to the Engineer with another copy going directly to the Contractor. The Contractor, in conjunction with the Engineer, shall notify the independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shall submit weekly reports to the Engineer and independent laboratory w total amount of concrete placed during preceding week, also indicating locations. When there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to have tests made by an approved independent testing and inspection laboratory. Such testing shag be in accordance with the "Standard Methods of Securing. Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths' (ASTM Designation C42 or AASHTO T24) m Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required. The criteria for acceptability of the concrete or the latter shag be that given therein, and final acceptance shall be required from the Engineer. Concrete failing to meet requirements of the Contract documents well have to be replaced at the Contractor's expense. Design mixes wiN be prepared for each type of concrete and an independent testing facility acceptable to the Engineer will be utilized to prepare and report proposed design mixes. Mixes will be proportioned by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrete required. The Contractor will ensure that the requirements of ACI 211.1 are complied with and reports of mix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance with normally accepted standards. All materials used shall be so proportioned as to produce a well -graded mixture of high density and maximum workability with as specified 28day compressive strength of 4,000 psi. Minimum cement content shag be 564 In, per cubic yard with a maximum water -cement ratio of 0.48. Air content shelf be 6% (f:1 percent). Class B concrete shah be structural concrete with a minimum 28- day compressive strength at 3,500 psi. MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shall conform to requirements of standards as listed under "General", this Specification, and to stipulations of this section. Before placing concrete, all debris, water, snow, ice, are to be removed from the space to be occupied by concrete. Do not place concrete on frozen ground. Concrete shall be thoroughly compacted during placing operation and shall be thoroughly worked into comers and angles of forms and around reinforcement by use of spades. Vibrators shall be used to compact all concrete, but not until concrete is in final place. Extreme care shall be exercised to ensure that concrete will be carefully and thoroughly worked into positron around ad waterstops so that waterstop will end up being perpendicular to joint surface through which it extends. Vibrators shall not be used to move concrete. Concrete shall be cured as follows: Horizontal surfaces shag have curing and sealing compound applied. Holding lorms in place will constitute curing. If permitted by the Engineer to strip forms sooner than as specified, concrete shah be immediately cured for balance of period as directed. It shall be the Contractors responsibility to protect fresh concrete from freezing. Details of covering, insulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shall be subject to his approval. Use of admixtures, addition of extra cement, heating of materials, subgrade preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined in Recommended Practice for Cold Weather Concreting ACI 306. If minimum temperatures as specified in Table 1.4.1 of this reference are not maintained, formwork and shoring for structural concrete shag not be stripped until the Contractor can satisfy the Engineer that concrete has attained 65 % of the required 28 day strength. The Contractor shag record temperature daily as outlined in Proposed Recommended Practice for Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shall not be stowed to exceed 85'F, conforming to ACI 305. RECEIVED NOV 0 6 2009 City of So. Burlington 03401 PRECAST CONCRETE MANHOLES The Contractor shall construct reinforced concrete manholes and drop manholes to the dimensions and at the locations shown on the Contract Drawings. All precast reinforced concrete manhole sections shall conform to the latest version of the ASTM Specifications C478 or AASHTO M 199. The footings may be either with cast -in -place, with Gass B concrete, or pre -cast and shad conform to the dimensions indicated on the plans. Shelves shall be constructed with Gass B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shad be as shown on the plans and details and shad be constructed of hard burned brick and mortar or, for straight runs, segments of pipe cut in half longitudinally. Inverts she have the exact shape of the sewer to which they are connected and any change in size or direction shag be gradual and even. All construction of sewer manholes must be carded out to ensure watertight work. Any leaks in manholes shall be completely repaired to the satisfaction of the Engineer or the entire structure shall be removed and rebuilt. AN manholes shall be provided with cast-iron manholes frames and covers as specified under Section 05550. AN manholes are to be provided with copolymer polypropylene steps with grade 60 steel reinforcement These steps will have a minimum pull-out strength of 1,500 Its. Precast risers and base for manholes shall conform to ASTM Specification C478 or AASHTO M199. The pipe opening in the precast manhole riser shag have a cast -in -place flexible gasket or an equivalent system for pipe installation, as approved by the Engineer. Joints between manhole risers shag be soft Butyl joint sealer (rope form). The manhole cover frames shall be set to final grade only after the base course paving has been completed. Manholes shad be constructed to grade with precast concrete riser rings. All manhole lift holes shall be grouted inside and out with expandable grout Ad invert brickwork for precast concrete manholes shall meet the requirements of Section 04211. 03402 RECAST CONCRETE CATCH BASINS WORK INCLUDED: Shall include all work necessary to supply and place concrete catch basins as shown on the Contract Drawings. This is to include excavation, backfil and ad other required operations to properly instal the catch basins. Catch basins shall be constructed of reinforced concrete and shall be provided with cast iron frames and grates as indicated on the Contract Drawings and as specified in Section 05550. Precast risers and base sections shag conform to ASTM C913, latest edition. Frames shag be brought to grade with precast concrete deer rings and shad be .at in a full bed of mortar. Joints between pipes and catch basin base sections shall be sealed with boots for pipes 36" In diameter or smaller and with cement mortar for pipes larger than 36" in diameter, smoothed on the Inside and built up with a heavy bead of excess mortar on the outside. The grating frames shall be set to final grade only after the base course paving has been completed. 04110 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on block or brick masonry units under this contract. All masonry units shall be laid in mortar as described in this section, unless specified otherwise. MATERIALS: Mortar used in masonry construction shall be highly plastic with high water retentivity and shag consist of, by volume, 1 part Portland Cement, 1/2 part to 1/4 part hydrated lime putty and 2-1/4 to 3 times the sum of the volumes of cement and lime putty for sand. Mixture may be adjusted slightly for workability. Cement: Shag be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type 11, and to be of a color approved by the Engineer. Lime: Shall be a double hydrated, high calcium dime, conforming to the latest revision of the ASTM Specficadon C207-SS, Type S. Ume putty shall be a stiff mixture of lime and water. 04211 BRICK MASONARY FOR MANHOLES, CATCH BASINS d SIMILAR UNDERGROUND STRUCTURES WORK INCLUDED: The Contractor shall provide and install brick masonry where indicated on the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Each brick shot be wetted and completely bedded in mortar at it. bottom, sides and ends in one operation, care being taken to fig every joint. Brickwork shall be well bonded and joints shall be as close as practicable. No brick masonry shall be laid in water or shall any water be allowed to rise on or around any brick masonry until ithas set at least 24 hours. No masonry shag be laid in freezing weather. The brick used to construct manhole inverts shall be good, sound, hard and uniformly burned, regular and uniform in shape and size. Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO M191 latest version and shall be Grade SS. Brick masonry shall be laid in Portland cement mortar composed of one part Portland cement and two parts of sand, measured by volume, to which not more than 10 pounds of dime shall be added for each bag of cement. The cement shall be as specified in Section 03300. Water for mortar shah be dean and only an amount sufficient to produce a workable mortar shall be used. Mortar shall be used within one hour from the time the cement was added to the mix. The sand for mortar for brick masonry shall be uniformly graded, dean, sharp and contain no grains larger than will pass a 1/8 inch mesh screen. 05550 MISCELLANEOUS METALS FOR MANHOLES AND CATCH BASINS WORK INCLUDED: The Contractor shall install manhole frames and covers as outlined and at locations indicated on the plans or as directed by the Engineer. MANHOLE FRAMES AND COVERS: Manhole frames and covers shall conform to standards as designated on the Contract Drawings. Frames and covers shad be of tough, gray, cast iron. Casting shall be true pattern and free from flaws. Bearing surfaces of manhole frames and covers against each other shag be machined to give continuous contact throughout their entire circumference. All iron castings shall be thoroughly cleaned and then coated with hot tar before being. delivered. Frames and covers shad be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings. Manhole cover shag be marked "Sewer" or "Storm -Sewer" or'VJater" as required. The Contractor shall provide water -proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES: Catch basin grates shag be as designated on the Contract Drawings. CLEANOUT FRAMES AND COVERS: Cleanout frames and covers shall be of tough, gray, cast iron. Casting shall be true to patternand free from flaws. The bearing surface of cleanout frames and covers against each other shag be machined to give continuous contact throughout their circumference. Ad iron castings shag be thoroughly deaned and then coated with hot coal tar before being delivered. 07200 INSULATION WORK INCLUDED: The Contractor shall be responsible for furnishing and installing all insulation of the types, thickness and in the locations as shown on the Contract Drawings or as required by the Engineer. RIGID INSULATION: Rigid panels of expanded polystyrene insulation shad be furnished and installed, in the thickness and in the locations as shown on the Contract Drawings. Care should be taken during all phases of handling to ensure that panels are isolated from sources of fire or high heat since polystyrene is a highly flammable material. 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shad provide and maintain, throughout the project, acceptable warning, direction, and detour signs at al closures, intersections, and along the construction and detour routes, directing the traffic control around the dosed portions of the highway so that the temporary detour route or routes shall be indicated dearly throughout its or their entire length. AN barricades, worming signs, lights, temporary signals and other protective devices must conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S. Government Printing Office. In the event that the Contractor neglects to satisfactorily install and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to have such installations made and the cost thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shah be established on a semi -permanent basis and shad be reflectorized, instated, and arranged as approved by the Engineer. 15100 VALVES AND VALVE BOXES WORK INCLUDED: Work of this section pertains to the valves and valve boxes to be utilized on all new or reconstructed waterlines, at the locations shown on the Contract Drawings or as directed by the Engineer. VALVES: Valves 3" to 12" in diameter shag be resilient -sealed gate valves meeting all applicable requirements of AWWA C509, as manufactured by the Clow Corporation or an approved equal. The resilient wedge shall be permanently bonded to meet ASTM D429 testing for rubber metal bond. Valves greater than 12" in diameter shall be double disc gate valves meeting all applicable requirements of AWWA C500, as manufactured by Clow Corporation or an approved equal. AN valves shall have non -rising stems and open left. All valves shag have mechanical joints in accordance with AWWA C110. A two inch, AWWA operating nut shall be provided on all valves. A T-handled wrench extending a minimum of 24" and a maximum of 48' above the ground shag be supplied to the Owner to open all valves. The minimum working pressure shall be 200 psi. The Contractor shall provide manufacturer's certification of satisfactory hydrostatic testing of 400 psi with shutoff test of 200 psi. There shall be zero (0) leakage (bubble fight) at the 200 psi test. Valves to be used in wet tap process and the installer, must be approved by the Engineer prior to installation. VALVE BOXES: Valve boxes are to be installed on all buried valves. The boxes shall be cast iron with a minimum 5-1/4" diameter and long enough to extend from the valve to finished grade. The boxes shall enclose the operating nut and the stuffing box of the valve. Valve boxes shall not transfer loads into the valve. Covers shall be dose fitting and dirt fight with the top of the cover flush with the top of the box dim. Covers shag be marked Water" with an arrow indicating the direction of the opening. Valve boxes shaft be manufactured by the Mueller Co., or an approved equal. TAPPING SLEEVES AND TAPPING VALVES All materials used when tapping a water transmission or distribution pipelines shall be as specified below (these specifications meet the current Champlain Water District requirements): A. Tapping Sleeves Al. For use on existing asbestos cement, gray cast iron or docile iron pipe. A1.1 Tapping sleeves shall be of the split sleeve design constructed with two solid half -sleeves bolted together. Sleeves shall be constructed of cast iron or ductile iron, shall have a working pressure of at least 150 psi, and shall have mechanical joint ends with end and side gasket seals. A1.2 All iron body tapping sleeves shall be provided with a 314" NPT test plug, or other provisions must be made for air testing the valve and sleeve at maximum working pressure, prior to tapping. A1.3 AN bots and nuts for mechanical joints of tapping sleeves shall be of high - strength cast iron or high -strength, low -allay steel conforming to ANSVAVIWA C111/A21.11-90. A1.4 All bolts and nuts for flanged joints of tapping sleeves shall be of high - strength, lohwcarben steel conforming to ANSI/AWWA C710/A21 A 0-87, Appendix A. A1.5 AN bogs and nuts shag be sound, dean, and coated with a rust -resistant lubricant; their surfaces shad be free of objectionable protrusions that would interfere with their fit in the made-up mechanical or ganged joint A1.6 All bolts and nuts used with all pipe sleeves shag, upon final tightening and testing, be brush coated heavily with bhumastic cold -applied material to thoroughly cover all exposed surfaces of the bolts and nuts. B. Tapping Valves B1. Tapping valves shag conform to ANSI/AWWA C509-87 Standard for Resifient-Seated Gate Valves for Water and Sewage Systems, except as modified herein. Valves shall open counterclockwise and shall have a minimum working pressure of 150 psi. Inlet flanges shag be Class 125 conforming to ANSI Specification 816.1 or ANSI/AW WA C110/A21.10, and cutlet connection shag be Standardized Mechanical Joint unless specified otherwise on the Contract Drawings for the type of pipe required for the branch or lateral pipeline. B1.1 Tapping valves 14" diameter and larger shall be installed with their stems horizontal, shall be equipped with rollers, tracks and scrapers, and shall be provided with bypass valves unless otherwise specified. 131.2 Buried tapping valves shad be provided with a two inch square wrench nut and shad be installed with a cast iron valve box as required to slow positive access to the valve operating nut at all times. In installations where the depth from grade to top of valve operating nut is greater than V-0", a valve stem riser shad be provided and Insisted such that the depth from valve stem riser nut to grade is from 4'-0" to 6-0" (minimum length of valve stem riser is 2'-0*). Valve stem riser shag be of high strength steel and of welded construction. 15109 HYDRANTS The Contractor shall install fire hydrants of the number and at the locations as shown on the Contract Drawings. The hydrants shall be provided with an auxiliary valve of the size indicated on the Contract Drawings and as specified in this section under Valves. Hydrants shad be Mueller Super Centurion 250, Figure A-423, Kennedy K-81D, or Waterous Pacer. Hydrants shad be left opening and shad have (2) 2-1/2" and (1) 4-12" National Standard hose connections. Waterous Pacer hydrants shad be ordered with a 'Boston' operating nut, installed before placing the waterline in service. Main Valve Opening: 5-1/4 inches Nozzle Arrangement: Two- 2-112" Hose Nozzles with National Standard Thread (NST), one approved hydrant flag. One- 4-1 W Pumper Nozzle with National Standard Thread (NST). NOTE: Within the CFD 01, MBWC, and CT water systems, a fourinch (41 Storz Connection on the pump nozzle shall be required in place of the 4-12" NST nozzle. Inlet Connection: 6 inch Mechanical Joint, 'Mega -Lug"® or equivalent retaining gland, and concrete thrust block. Operating Nut: Standard 1-12" Pentagon Direction of Opening: Counterclockwise Depth of Bury: Six -fool cover. The hydrant shad have at least 15 inches and no more than 21 inches between the bottom of the pumper cap and the ground. The hydrant shall be non -draining or have the drains permanently plugged. Color shad be Red enamel. Hydrants shall be compression type dosing with the pressure. Hose and pumper nozzles shall be 1/4 turn type secured by stainless steel or corrosion resistant pins or screws. Pressure seals behind nozzle flanges shall be "O" rings. A breakable coupling retained in place by stainless steel or corrosion resistant pins shad make the union between the upper and lower stems. The two-piece traffic flange shad be held in place by nuts and bolts. The upper barrel shag be able to rotate 360 degrees with removing any bolts. Approved hydrant flags shall be required and placed on each hydrant at the time of installation. Wherever a traffic hazard appears to exist, curbing and/or bollards shall protect the hydrant except within municipal rightoif ways. Fire hydrants shall comply with the current edition of AW WA C502. Hydrant assemblies shall consist of an anchor tee or Swivel Joint Hydrant Tee, a six inch (6") mechanical joint gale valve conforming to Section 15100, the appropriate length of six inch (6) Ductile Iron Cement Lined, Class 52 pipe secured to the gate valve with an approved retainer gland, all necessary anchor couplings and approved retaining glands, the fire hydrant and appropriate thrust block. RECEIVED ED NOV o S 2009 City of So. Burlington ,C 1-AS II-PPa 2-PPb 2-AG -PIJb A I -BBB ( ) ,-As I&J 1 T ----------------- _ r 1 / . s se s sB a aB � 5-sB 1 ew LOT . 1-AG I 25.— W. 2 5�`i_ S 3-AC .. i� II F.F. ELIN-. 0 - 2-PPa 5SB _ 3-PPb + SSB , I3;AC ,j. / I r 5-SB 5-S 4416 5-SB 5SB -PS I�I�i/ice/ r 7-QP i rp ,mac 14PC R f — — -- _ - - _ EXISTING TREE - ` -� - • - -TO REMAIN SIGN \ r. ---- / T RTI�NGA TR - L Y DRIVE RAN�PLANT TREFib, EW TO �JOCATION A_ , - - __ N_ tED ON PLANTING N.- _ KEY BOTANICAL NAME COMMON NAME CITY. SIZE REMARKS TREES: AG Amelanchler grandiflora'Autumn Brilliance' Serviceberry 11 2-2.5" Cal. B&B, Full AC Amelanchier canadensis Shadblow Serviceberry 16 5.6' B&B, Full, Multi -Stem AS Acer saccharum'Green Mountain' Green Mountain Sugar Maple 2 2.5-Y Cal. B&B, 6' Branching HL (Min.) PC Pyrus calleryana'Chanticleer' Chanticleer Pear 18 2.5.3" Cal. B&B, 6' Branching HL (Min.) PPa Picea pungens'Glauca' Colorado Blue Spruce 4 6-T B&B, Full PPb Picea pungens'Glauca' Colorado Blue Spruce 6 5.8' B&B, Full PNa Pinus Nigra Austdan Pine 5 6-T B&B. Full PNb Pinus Nlgra Austrian Pine 5 54 B&B, Full PS Prunus sargentll'Columnarls' Columnar Sargent Cherry 16 2.5-3" Cal. B&B, Full QP Quercus palustds Pin Oak 17 2.5-3" Cal. B&B, 6' Branching HL (Min.) SR Syringe reticulala Ivory Silk' Ivory Silk Japanese Tree Lilac 6 2.5-3" Cal. B&B, Full SHRUBS: SIB Spiraea x bumalda'Anthony Waterer' Anthony Waterer Spirea 98 3 Gal. C.G.. Plant 36" o.c. WF Welgela ilodda'Shlning Sensation' Weigela 28 3 Gal. C.G.. Plant 36" o.c. PERENNIALS: HH Hemerocallls (Mixed Varieties and Colors) Dayllly Mixed Varieties 600 1 Gal. C.G. Plant 18" o.c. NOTES: 1. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL PLANT QUANTITIES FOUND IN THE PLANTING PLANS. IF ANY DISCREPANCIES ARE FOUND, LANDSCAPE ARCHITECT SHOULD BE NOTIFIED IMMEDIATELY. 2. FINAL LAYOUT AND PLACEMENT OF ALL PLANT MATERIAL TO BE APPROVED BY THE LANDSCAPE ARCHITECT. 3. CONTRACTOR IS RESPONSIBLE TO SEED ALL DISTURBED AREAS ACCORDING TO THE SPECIFICATIONS AND DETAILX/XX 4. REFER TO DRAWING LA-200 FOR PLANT MATERIAL INSTALLATION DETAILS. 5. CONTINUOUS PLANTING PITS FILLED WITH PLANTING MIX IS REQUIRED. 6. IF THE LANDSCAPE CONTRACTOR PROPOSES A SUBSTITUTE PLANT SPECIES, ALL SUBSTITUTES NEED TO BE APPROVED BY THE LANDSCAPE ARCHITECT IN WRITING PRIOR TO ORDERING. �11'll 1'iiil N t li fir_ i j _.•�' _ M e • - IMOUNTAIN VIEW BUSINESS PARK LOT 6 South Burlington, Vermont 131 C H U R C H $ i R l k i BU RIINGTO N, VT 05401 TEL: R02.957.0098 Fix: 802.865.2440 W W W. SEGR R. COM pizzagalli , a Developer South 6e413on, VT 05407 e02 651.1315 R CEAV E OV 0 S ��J9 Cltjr �-_----------- S° BUhingtOn 0 %U 41) NuM C k � ' � c (3)TRANSPLANTED STREET TREES stew: 1' • 40' Dew: 06.30.09 D.— By. Ch Ioxi BY MKW R-I.I. e: TIOe PLANTING PLAN sheet N,m , LA-100 Project N~ 06290 FIN: CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD \drb\sub\pizzaga11i\sketch119Tilley.doc DEPARTMENT OF PLANNING & ZONING Report preparation date: March 12, 2009 Application received: February 19, 2009 PIZZAGALLI — 119 Tilley Drive SKETCH PLAN APPLICATION #SD-09-09 nda #7 Meeting Date. March 17, 2009 Owner/Applicant Pizzagalli Properties, LLC 50 Joy Drive S. Burlington, VT 05403 Engineer Property Information Donald Hamlin Consulting Engineers, Inc. Tax Parcel 1718-00047 136 Pearl Street 5.73 acres Essex Junction, VT 10 Zoning District Location Map Please note: The above aerial photo was taken prior to much of the development along Tilley Drive. Furthermore, the lot listed as "subject property" has since been subdivided and does not accurately reflect the lot in question. This photo is for relative location only. i ,I I I, 1 1 , I 1 I I 1 I I PIZZAGALLI PROPERTIES. LLC P O BOX 2009 SOUTNB(OUNGTON. VERMONT 0540 MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT CONCEPTUAL SITE PLAN Y A% &nald L Hamlin �Y Comsvltinq Engineers Jnc. 1 C" f nTN-1 1 O c F icr Pr PR / 1. N ND— O' U NG .i LEM".N ATI— - MA CE N f E -- AL WAS C 51'5T N 5111c'Ukt�. Vc1. OII.NU[RGhULNJUTLTL_- {J NOTES ip` PROPERTY LINES OEA M W TWA. PLAN ARC Gl'tD ON A T-E ENTITLED 5UBOrvtF PLAT, fYAMTAM NCH CfIK[ PARK, TILL2T S SL901VISION, -ST D,St AND 0.D fARN / RED, SOLRN BIIILLINDTON, VEWONT, WT[D m/ KEE AND WT RNIB[D PVIO/0S, PREPARED BT DCNIILD L. NAMLM COEfIATMO tNGNf[RS, MC. / O. Ex-1- fGT - DEPKTED ON Z1VBP LR)C w ARE BASED CEI A PLAN ENTITLED YKIMfA. — BUSINESS PARR, SITE RAN, —ED 0!A%Idl AND WT REVISED OB/Ofp, PREPARED AT D . L. — CpENAT.- E NEERS, MC. !. EXISTNG fGTURES DEPICTED ON nVBP SITE B ` EXT, ON A PLAN ENTITLED f01EflAIN VIEW BDSINEBS PARK IDf B SITE DEVElDPf1ENT, SITE PLAN, WTED OI I ERS REVISED OAnO/OL, PREPARED BY OQIALD L. IWILIN CONSULTING ENGINEERS, A ' —EY 11 �IVSUBINVISIQI ` RWDYUY PLAN V SWEET V, MTCD EASED O+Pl✓01 AND WILED // REVISED OI/WI/OS, PREPARED W OGW:LD L. MARLIN (LNSULTING W lNffRS, INC. , S. H[TlANDS SN1%N ON TNIS PLAN WfRC O[LINUTfD DY GILlMN a dtIGGS GNVIRONFIENTaL , QI OYIB.DL. t I �II I I I � P I MEW Lor 6 1 I I e i I it I I I I — I�- TILL Y DRIVE _ ... -. 7 1, D _ I _ I I I I I I I ; I ! I i 1 ! I � a` I _... ... I f � \ (� 40 O 40 80 120` Li L'�L.....L.I - _.... 0f PROJECT 5TAT15TICS ^'•_ To_r�r LOT SIZE s.Tn oD.D BUILDING tp✓ER/:(;E 0.55 10.1 A0.0 PARONG I DRIVE <OJERAGE Y..I SIDEHALK COVERAGE 0- O.OT .S TOTAL COJERAGE Z.Tl AT.S 70.0 ZONING DISTRICT: 0 - INDUSTRIAL a OPEN SPACE PRP/IDED: T Ta] —ES :� I .A 1 _ L _ I ... ...I .. .. _. _....._. I � II!IIII ,.III i I I = - I fIR.11 City of So. Burlington PIZZAGALLI PROPERTIES, LLC P.O. BOX 2009 SOUTH BURLINGTON, VERMONT 05403 MOUNTAIN VIEW OFFICE PARK LOT 6 SITE DEVELOPMENT CONCEPTUAL SITE PLAN Sul E Lbnald L Namlin m ,K Consdi ng K Engineers, Inc. 136' f4orf Shssf 1 DEVELOPMENT REVIEW BOARD 17 MARCH 2O09 PAGE 6 Ms. LaRose asked how talks with CCTA are going. Mr. Bouchard said "not good." CCTA is still unwilling to extend service to Tilley Drive. 8. Final Plat Application #SD-09-11 of John Larkin to amend a previously approved planned unit development consisting of five multi -family dwellings for a total of 160 units and a 40-unit congregate housing facility. The amendment consists of: 1) eliminating the 16-space parking lot on the west side of Quarry Hill Road, and 2) revising condition #10 of the 12/2/08 final plat approval (#SD-08-57), 270 Quarry Hill Road: Mr. Knudsen stepped down during this hearing due to a conflict of interest. Mr. McClellan said they don't need the parking across the road, and its encumbering lot #4. They have an alternate location, if needed, on the other corner. Ms. Quimby asked that the applicant come back to the DRB if the need for more parking arises. Mr. Behr suggested putting it in for future use to save having to come back to the Board. The approval motion was amended to indicate that the applicant would construct additional spaces at their discretion. They will be shown on the plan. Ms. Quimby moved to approve Final Plat Application #SD-09-11 of John Larkin subject to the stipulations in the draft motion as amended. Mr. Farley seconded. Motion passed unanimously. Mr. Knudsen rejoined the Board. 9. Preliminary Plat Application #SD-09-12 and Final Plat Application #SD- 09-13 of Munson Earth Moving Corp. for a planned unit development to: 1) subdivide a 46.42 acre parcel into two lots of 6.92 acres and 39.50 acres, and 2) develop the 6.92 acre parcel with two general and medical office buildings comprised of one single story 15,000 sq. ft. building and one two-story 33,600 sq. ft. building,1200 Hinesburg Road: Mr. Marshall noted that at the last review there was concern from Jim Rowley, the neighbor to the north, about a driveway between the westernmost building and the Rowley property. The new plan moves that driveway to the south. They also added a circular drive behind one building to eliminate some conflicts. Mr. Marshall noted the property is encumbered by the view protection zone. To address this, the building will be one story high closer to the road, then 2 stories away from the road. They will excavate 6-8 feet down. They will look to dispose of some of that DEVELOMENT REVIEW BOARD 17 MARCH 2O09 PAGE 7 material on the eastern side of the lot. The landscaping plan also cannot compromise the view, and the City Arborist has said that what is proposed is in order. Mr. Rowley has asked for some screening and will allow it to be put on his property which is not encumbered by the view protection zone. The applicant is asking for credit for some trees because of this. Mr. Belair asked that they bond for the full amount. Ms. LaRose noted that to address the Fire Chief s memo, the applicant is OK with a 20- foot access. Regarding fire codes for elevators and the need for stretcher -sized elevators, since the city has no building codes the applicant operates under state codes which do not require the oversized elevator. Mr. Marshall said they were told that if there were medical use in the buildings, the oversized elevator would be an appropriate requirement but not for a general office building. Members agreed to eliminate condition #7 of the Fire Chief s recommendations and condition # 10. Mr. Plumeau referred to a memo from the Recreation Path Committee. He noted it should read "east of not "west of." He also questioned an "attached traffic study" which was not attached. He noted there is a lot of excessive speeding in that area. Mr. Rowley thanked the Board for going along with the plantings on his property. He also noted there are fluorescent lights inside the Vermont Eye Laser building garage that are very visible and glaring. The approval motion was further amended to add a $7500 landscape credit. Ms. Quimby moved to approve Preliminary Plat Application #SD-09-12 and Final Plat Application #SD-09-13 of Munson Earth Moving Corp. subject to the stipulations in the draft motion as amended above. Mr. Farley seconded. Motion passed unanimously. As there was no further business to come before the Board, the meeting was adjourned at 11:00 P.M. Clerk Date CITY OF SOUTH BURLINGTON Interested Persons Record and Service List Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of otice of a d appehaval to the environmental court, the DRB must supply a list of interested persons to the eal appellant in five working days. 24 V.S.A. § 4471(c). HEARING DATE: N PMEPt5'R FRIVT CC M AILI G ADDRESS PROJECT OF INTEREST Po Box (Vj Imo d>3oY- oT-7LP# }- 5 Cc)Lx4- goolxA bAenlZck . �« r 4! V q Ctr.� J r� CITY OF SOUTH BURLINGTON Interested Persons Record and Service List Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). H ARING DATE: K NAME M Il ING ,4nnRi=cc oor, — -- ---�-��� �.,enIs? f 1\VJCI.i 1 yr uv I CKCJ 0 qKkIkr, '5- L ttt lei Qt Lk ems. ?a S�v 5 tL Fiev", /f JjC-y 1 Q AA f �� `N� lZj7 \{ ltlri /t P f2 f7"cz L C"�c� - �a• �� �.1 C�•/� - y t - A U ,, So NJ "j,cc��is�,��.Sr 65 r r_a O Ste: CITY OF SOUTH BURLINGTON Interested Persons Record and Service List Under the 2004 revisions to Chapter 117, the Development Review Board (DRB) has certain administrative obligations with respect to interested persons. At any hearing, there must be an opportunity for each person wishing to achieve interested person status to demonstrate compliance with the applicable criteria. 24 V.S.A. § 4461(b). The DRB must keep a written record of the name, address and participation of each person who has sought interested person status. 24 V.S.A. § 4461(b). A copy of any decision rendered by the DRB must be mailed to every person or body appearing and having been heard by the DRB. 24 V.S.A. § 4461(b)(3). Upon receipt of notice of an appeal to the environmental court, the DRB must supply a list of interested persons to the appellant in five working days. 24 V.S.A. § 4471(c). H ARING DATE: NAME M HUNG ADDRESS PP()_IF!`T nV 1K1-rCnr:c--- -P)41,AL_- aD iC AGENCY OF NATURAL RESOURCES DEPARTMENT OF ENVIRONMENTAL CONSERVATION WATER QUALITY DIVISION 103 SOUTH MAIN STREET WATERBURY, VERMONT 05671-0408 NOTICE: DRAFT DISCHARGE PERMIT PUBLIC COMMENT PERIOD: March 5, 2009 — April 3, 2009 PERMITTEE INFORMATION PERMITTEE NAME: PERMITTEE ADDRESS: PERMIT NUMBER: Pizzagalli Properties, LLC 50 Joy Drive P.O. Box 2009 South Burlington, VT 05407-2009 5395-INDS PROJECT ID NUMBER: EJO 1-0291.01 DISCHARGE INFORMATION NATURE: Treated stormwater VOLUME: As necessary RECEIVING WATER: Unnamed tributary to Potash Brook EXPIRATION DATE: Five years from issuance date of final permit DESCRIPTION: This is a draft discharge permit proposed for issuance to Pizzagalli Properties, LLC for the discharge of stormwater runoff from Mountain View Business Park — Lot A located on Tilley Drive in South Burlington, Vermont to an unnamed tributary to Potash Brook. The means of treatment includes grass swales and a detention pond. This draft discharge permit replaces previously issued discharge permit 1-1536 for Mountain View Business Park — Lot A. TENTATIVE DETERMINATIONS Tentative determinations regarding effluent limitations and other conditions to be imposed on the pending Vermont permit have been made by the State of Vermont Agency of Natural Resources (VANR). The limitations imposed will assure that the Vermont Water Quality Standards and applicable provisions of the Federal Clean Water Act, PL 92-500, as amended, will be met. -2- FURTHER INFORMATION The complete application, proposed permit, and other information are on file and may be inspected at the VANR, Waterbury Office. Copies, obtained by calling (802) 241-3770, will be made at a cost based upon the current Secretary of State Official Fee Schedule for Copying Public Records from 8:00 a.m. to 4:00 p.m., Monday through Friday. PUBLIC COMMENTS/PUBLIC HEARINGS Written public comments on the proposed permit are invited and must be received on or before the close of business day (7:45 am - 4:30 pm) April 3, 2009 to the Agency of Natural Resources, Department of Environmental Conservation, Water Quality Division, Building 10 North, 103 South Main Street, Waterbury, Vermont 05671-0408. Comments may also be faxed to 802-241- 3287. The permit number should appear next to the VANR address on the envelope and on the first page of any submitted comments. All comments received by the above date will be considered in formulation of the final determinations. During the notice period, any person may submit a written request to this office for a public hearing to consider the proposed permit. The request must state the interest of the parry filing such request and the reasons why a hearing is warranted. A hearing will be held if there is a significant public interest (including the filing of requests or petitions for such hearing) in holding such a hearing. RIGHTS TO APPEAL TO ENVIRONMENTAL COURT At the conclusion of the public notice period and after consideration of additional information received during the public notice period, the VANR will make a final determination to issue or to deny the permit. Pursuant to 10 V.S.A. Chapter 220, any appeal of this decision must be filed with the clerk of the Environmental Court within 30 days of the date of the decision. The appellant must attach to the Notice of Appeal the entry fee of $225.00, payable to the state of Vermont. The Notice of Appeal must specify the parties taking the appeal and the statutory provision under which each party claims party status; must designate the act or decision appealed from; must name the Environmental Court; and must be signed by the appellant or their attorney. In addition, the appeal must give the address or location and description of the property, project or facility with which the appeal is concerned and the name of the applicant or any permit involved in the appeal. The appellant must also serve a copy of the Notice of Appeal in accordance with Rule 5(b)(4)(B) of the Vermont Rules for Environmental Court Proceedings. For further information, see the Vermont Rules for Environmental Court Proceedings, available on line at www.vermontjudiciga.org. The address for the Environmental Court is 2418 Airport Road, Suite 1, Barre, VT 05641 (Tel. # 802-828-1660). Laura Q. Pelosi, Commissioner Department of Environmental Conservation CITY OF SOUTH BURLINGTON 2 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\oizzagalli\sketch 119Tillev doc Pizzagalli Properties, LLC, hereafter referred to as the applicant, is requesting sketch plan review to construct a 50,000 sq. ft. general office building, 119 Tilley Drive. Associate Planner Cathyann LaRose and Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on February 19, 2009 and have the following comments. Zoning District & Dimensional Requirements Table 1. Dimensional Requirements 10 Zoning District Required Proposed 4 Min. Lot Size 3 acres 5.73 acres 4 Max. Building Coverage 30% 10.1 % Max. Overall Coverage 50% 47.5% Min. Front Setback 50 ft. >90ft. Min. Side Setback 35 ft. >80 ft. Min. Rear Setback 50 ft. - >150 ft. 4 zoning compliance SUBDIVISION CRITERIA Pursuant to Section 15.18 of the South Burlington Land Development Regulations, subdivisions shall comply with the following standards and conditions: Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. According to Section 15.13 of the South Burlington Land Development Regulations, the existing public water system shall be extended so as to provide the necessary quantity of water, at acceptable pressure. The Water Department has not yet reviewed the plans and has stated that they will do so at the preliminary plat level when more details are available. 1. The City of South Burlington Water Department shall review the plans for the subject project, prior to preliminary plat approval. According to Section 15.13 of the South Burlington Land Development Regulations, the subdivider or developer shall connect to the public sewer system or provide a community wastewater system approved by the City and the State in any subdivision where off -lot wastewater is proposed. The City Engineer has not yet reviewed the plans and has stated that they will do so at the preliminary plat level when more details are available. CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\oizzagalli\sketch 119Tilley doc 2. The City Engineer shall review the plans prior to preliminary plat approval The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. 3. The applicant shall obtain preliminary wastewater allocation prior to preliminary plat approval and final wastewater allocation prior to issuance of a zoning permit. Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. 4. The applicant shall include sufficient site grading and erosion control plans as part of the preliminary plat application. 5. The proposed project shall adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan shall meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. Access to the subject lot is proposed via two curb -cuts off of Tilley Drive. The western curbcut is 45 feet wide, with a median. The eastern curbcut is 25 feet wide. During the subdivision of this lot from a larger piece, the applicant submitted a conceptual site plan which estimated how the buildings and related drives and parking areas will be organized. The applicant theorized two curb cuts from Tilley Drive, both aligned with existing curb cuts to the south. The applicant plans that both curb cuts service all three buildings. The Board was concerned that the western most curb cut is too close to the Tilley Drive/Hinesburg Road intersection and could not handle the queuing of vehicles that the additional buildings will create and the connection of Tilley Drive to the interstate via the proposed ramp. A third party consultant, Resource Systems Group (RSG) reviewed the plans and commented on this issue. RSG stated that it would be appropriate for "the City to require one access drive placed as far as possible form the adjacent intersections (both existing and planned) in order to maximize and preserve capacity." The previous director of Planning and Zoning, Juli Beth Hinds, submitted a written memo advising the Board to permit the curb cut with conditions which would require future building design and site plan layout to accommodate cross -connections from the west to the east so that traffic could exit at the easternmost curb cut. The Board discussed this issue and included in the final approval a condition that at such time as the interstate exit is constructed, the access drive located between lots 6 & 8 shall be abandoned in favor of a new access drive to be located as far to the east as possible. This condition is as follows: At such time as Interstate Exit 12B is constructed to Tilley Drive with a north bound off ramp, the access drive located between lots 6 & 8 shall be abandoned in favor of a new access drive to be located as far to the east as possible. This stipulation may be revisited by the applicant at the time that exit 12B is constructed. This condition remains in effect, irrespective of this application CITY OF SOUTH BURLINGTON 4 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagalli\sketch 119Tilley doc A discussion of site planning of driveways and access to the additional lots is included below in this report. Staff notes that the western access appears to be across a Class III wetland. The applicant has submitted testimony from a wetlands expert which states that the subject wetlands on site do not carry any value in function for storage of flood waters, water quality, or other habitat or education components. Still, the applicant should understand that going forward, the Development Review Board shall have the authority to require alternate means of access to the rear lot across lands other than the 60 feet of frontage along Tilley Drive. Under the terms of an existing 5-lot subdivision of lands access via Tilley Drive, the applicant is required to submit a trip generation and traffic analysis including turning movement analysis to be submitted as part of the review of the fourth building. The Board has required that this condition be carried through to include the subdivision that this lot is included within, should any of the lots proposed herein be developed prior to the existing lots. This will be the fourth building. 6. The applicant shall submit a trip generation and traffic analysis including turning movement analysis as part of the preliminary plat application. Traffic generation shall be further discussed at the preliminary plat review when the analyses referenced above are available. The project's design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The sketch plan only references a small area of wetlands located at the western access drive. If there are other wetlands on site, the applicant shall provide a full delineation as part of the preliminary plat application. 7. The plans shall be revised to include all wetlands on site; the wetlands shall be identified by class, and shall include a 50 foot buffer, also shown on the plans. The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. Per section 15.18B of the South Burlington Land Development Regulations, a PUD in the Industrial -Open Space District shall comply with the following standards: 1) Open space and development areas shall be located so as to maximize the aesthetic values of the property in keeping with the Comprehensive Plan goal of preserving and enhancing the open character, natural areas, and scenic views of the Quadrant, while allowing carefully planned development. 2) Open space and any buffering shall be located in a manner that minimizes impacts on adjacent residential uses, if any. It is difficult to fully assess compliance with this criterion at the sketch plan level as only a building and proposed parking is shown on site at this time. The subject lot does not directly abut the CITY OF SOUTH BURLINGTON 5 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzaaalli\sketch 119Tillev doc residential properties but rather is separated by one small lot, and the narrow portion of a larger lot to the north of this one. The layout of the building and parking on the site appears satisfactory with respect to this criterion, but Staff reserves further comment until such time as a landscaping and grading plan are available. There may be conflicts with the western access drive which is closest to the abutting properties. However, a sufficient landscaping play may mitigate this effect and it is too early to comment definitively. There is not much open space on this lot. Staff finds this satisfactory as the greatest opportunity for such shall be for the larger, 7.8 acre lot to the north of this property which directly abuts the residential properties and the farms/open space to the north. 8. The Board shall continue to review this project with respect to the criteria outlined in Section 15.18 B of the South Burlington Land Development Regulations. Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Please see staff comments above on this matter. The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. The Fire Chief has not yet reviewed the plans and has stated that he would prefer to do so at the preliminary plat level, after any changes to layout and parking are made by the Board at the sketch plan level. 9. The South Burlington Fire Chief should review the plans for the proposed subdivision, prior to preliminary plat approval. Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. The subject lot is proposed to utilize a shared access from Tilley Drive to the west, as well as an narrower access to the east. Given the condition that, at such time as the interstate exit is constructed, the access drive located between lots 6 & 8 (the western most access shown on these plans, shall be abandoned in favor of a new access drive to be located as far to the east as possible, it is especially important that the site be designed such that access to the rear lot (lot 7) is both feasible and safe via the eastern most access. Staff does not feel that the proposed plan accomplishes this Should the western access be closed, the traffic entering the site would be immediately confronted with a large traffic island. It would then have to circulate around that island, and through the site's largest, and presumably most used, parking area. Given the size of the lot to the rear/north, this could include a large number of vehicles that would have to take this path in order to reach the rear lot. CITY OF SOUTH BURLINGTON 6 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\ni77aga111\sketch 119Tillev doc The plans should be revised to provide a safe access to the northern lot (lot 7) via the eastern most access drive. This is a very critical item of this review. 10. The plans should be revised to provide a safe access, for vehicles and pedestrians, to the northern lot (lot 7) via the eastern most access drive. Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards. Staff has already noted that the City Engineer shall review the preliminary plat plans and provide comments prior to approval of the preliminary plat application. 11. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). Staff feels the proposed subdivision of this property is in conformance with the South Burlington Comprehensive Plan. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the Land Development Regulations any PUD shall require site plan approval. Section 14.06 establishes the following general review standards for all site plan applications: The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. As stated above in this report, staff does not find that the site layout adequately provides for safe or desirable transition from structure to structure, site to site, or even site to structure, should the access to the rear lot be needed. In addition to the issue of access to the northern lot, the site does not appear to offer many pedestrian considerations, including sidewalks around the building, or breakages in the long rows of parking to provide connections for pedestrian movement from the parking area to the building. 12. The plans should be revised to provide greater provisions for safe pedestrian movement. Based on 50,000 square feet of general office use, the proposed building will require 175 parking spaces. 252 parking spaces are provided on site. Although the applicant has not proposed medical office use, staff has evaluated those calculations (at full medical office use) as being a minimum of 250 parking spaces. Given the predominant use of medical office in the surrounding park, this may be an appropriate level of parking. The Board should discuss this matter. 13. The Board should discuss the excess parking on site and render guidance as to an appropriate amount. CITY OF SOUTH BURLINGTON 7 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\sketch 119Tilley doc Section 13.01(G)(5) requires that bicycle parking or storage facilities are provided for employees, residents, and visitors to the site. A bicycle rack is not shown on the plans. 14. The plans should be revised to depict a bicycle rack, as part of submittal of the preliminary plat plans. Parking shall be located to the rear or sides of buildings to the greatest extent practicable The proposed parking on site does not comply with this criterion. There is an entire row of parking along Tilley Drive, between the building and the road. Staff is strongly opposed to this parking and advises that it be relocated to comply with this criterion. Although some parking has been permitted to the fronts of other buildings in the development, the reasoning behind that decision was to mitigate the sea of parking that would be viewed from another important public right of way- Interstate 89. There are no apparent site constraints that would not make this practicable. 15. The parking shall be to the rear or sides of the building. Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or adjoining buildings. The scale of the proposed buildings is compatible with the site and existing buildings in the area. The height of the proposed building is two stories and 28', which is under the 35' height maximum for the City. Newly installed utility services and service modifications necessitated by exterior alterations or building expansions shall, to the extent feasible, be underground. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. The DRB shall encourage the use of a combination of common materials and architectural characteristics, landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. 16. The applicant should submit architectural details with the preliminary plat plans. Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. Again, the applicant should submit architectural details with the preliminary plat plans In addition to the above general review standards site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial CITY OF SOUTH BURLINGTON 8 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\pizzagalli\sketch 119Tilley doc of collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff has already addressed the issue of the connection between this property and the lot to the rear. Again, the site plans shall be revised so that the access is made possible. Electric, telephone and other wire -served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications shall be underground. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). 17. The plans shall be revised to show any proposed dumpsters or other waste facilities, adequately screened, as part of the site plan application. Landscaping Pursuant to Section 13.06(A) of the Land Development Regulations, landscaping and screening shall be required for all uses subject to site plan and PUD review. Section 13.06(B) of the Land Development Regulations requires parking facilities to be curbed and landscaped with appropriate trees, shrubs, and other plants including ground covers. Pursuant to Section 13.06(B)(4) of the Land Development Regulations, snow storage areas must be shown on the plans. The plans should show snow storage areas for the subject property. 18. The plans shall be revised to depict snow storage areas as part of the preliminary plat plan application. Landscaping budget requirements are to be determined pursuant to Section 13.06(G)(2) of the SBLDR. The landscape plan and landscape budget shall be prepared by a landscape architect or professional landscape designer. 19. The applicant shall submit a landscape plan and budget in compliance with Section 13.06 of the SBLDR as part of the preliminary plat plan application. 20. The applicant should submit estimated construction costs with the preliminary plat application, so that the exact minimum landscaping requirement can be determined. The proposed parking areas contain more than twenty (20) parking spaces, and therefore should be landscaped in accordance with Section 13.06(B) of the Land Development Regulations. The site plan shows some proposed landscaping on the interior of the proposed parking area. However, they appear to be very minimal and the applicant should submit additional information to ensure that the requirements in Section 13.06(B) of the Land Development Regulations are being met. 1 CITY OF SOUTH BURLINGTON 9 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING \drb\sub\nizzagalli\sketch 119Tillev doc 21. The applicant should submit additional information, with the preliminary plat application, regarding the landscaping in the interior of the proposed parking area, to ensure that the requirements in Section 13.06(B) of the Land Development Regulations are being met. Lighting Pursuant to Appendix A.9 of the Land Development Regulations, luminaries shall not be placed more than 30' above ground level and the maximum illumination at ground level shall not exceed an average of three (3) foot candles. Pursuant to Appendix A.10(b) of the Land Development Regulations, indirect glare produced by illumination at ground level shall not exceed 0.3 foot candles maximum, and an average of 0.1 foot candles average. All lighting shall be shielded and downcast. 22. The applicant should submit a lighting point by point plan and lighting cut -sheets with submission of the site plan application. Other 23. The site plan shall adhere to all standards of Section 14.05(D) of the SBLDR. This shall include, but not be limited to, a symbol indicating north, the location of water and sewer lines, the whole of the subject lot, and abutting property owners, as part of the preliminary plat application. 24. The preliminary plat plans shall show all ground mounted HVAC units, generators, and utility cabinets. 25. The western access to this property is located on an adjacent lot. In order to approve these modifications to this lot, the plans shall be revised to include the adjacent lot. RECOMMENDATION Staff recommends that the applicant address the numbered items in the "Comments Section" of this document and present them to the Board before proceeding to any further plan review. Respectfully submitted, Cathyanry LaR6o 6, Asisociate Planner Copy to:/Robert Bouchard, applicant P MEMO `ram southburlington PLANNING & ZONING March 13, 2009 Robert Bouchard Pizzagalli Properties, LLC 50 Joy Drive South Burlington, VT 05403 Re: March 17, 2009 Hearing — 119 Tilley Drive, Lot 6 Dear Mr. Bouchard: Enclosed is the agenda for next Tuesday's Development Review Board meeting and staff comments to the Board. Please be sure that someone is at the meeting on Tuesday, March 17, 2009 at 7:30 p.m. If you have any questions, please give us a call. Sincerely, )0%/;(- &aj?* Jana Beagley Planning & Zoning Assistant Encl. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com AGENCY OF NATURAL RESOURCES DEPARTMENT OF ENVIRONMENTAL CONSERVATION WATER QUALITY DIVISION 103 SOUTH MAIN STREET WATERBURY, VERMONT 05671-0408 NOTICE: DRAFT DISCHARGE PERMIT PUBLIC COMMENT PERIOD: March 5, 2009 — April 3, 2009 PERMITTEE INFORMATION PERMITTEE NAME PERMITTEE ADDRESS: PERMIT NUMBER: Pizzagalli Properties, LLC 50 Joy Drive P.O. Box 2009 South Burlington, VT 05407-2009 5395-INDS PROJECT ID NUMBER: EJ01-0291.01 DISCHARGE INFORMATION NATURE: Treated stormwater VOLUME: As necessary RECEIVING WATER: Unnamed tributary to Potash Brook EXPIRATION DATE: Five years from issuance date of final permit DESCRIPTION: This is a draft discharge permit proposed for issuance to Pizzagalli Properties, LLC for the discharge of stormwater runoff from Mountain View Business Park — Lot A located on Tilley Drive in South Burlington, Vermont to an unnamed tributary to Potash Brook. The means of treatment includes grass swales and a detention pond. This draft discharge permit replaces previously issued discharge permit 1-1536 for Mountain View Business Park — Lot A. TENTATIVE DETERMINATIONS Tentative determinations regarding effluent limitations and other conditions to be imposed on the pending Vermont permit have been made by the State of Vermont Agency of Natural Resources (VANR). The limitations imposed will assure that the Vermont Water Quality Standards and applicable provisions of the Federal Clean Water Act, PL 92-500, as amended, will be met. -2- FURTHER INFORMATION The -complete application, proposed permit, and other information are on file and may be inspected at the VANR, Waterbury Office. Copies, obtained by calling (802) 241-3770, will be made at a cost based upon the current Secretary of State Official Fee Schedule for Copying Public Records from 8:00 a.m. to 4:00 p.m., Monday through Friday. PUBLIC COMMENTS/PUBLIC HEARINGS Written public comments on the proposed permit are invited and must be received on or before the close of business day (7:45 am - 4:30 pm) April 3,.2009 to the Agency of Natural Resources, Department of Environmental Conservation, Water Quality Division, Building 10 North, 103 South Main Street, Waterbury, Vermont 05671-0408. Coninients may also be faxed to 802-241- 3287. The permit number should appear next to the VANR address on the envelope and on the first page of any submitted comments. All comments received by the above date will be considered in formulation of the final determinations. During the notice period, any person may submit a written request to this office for a public hearing to consider the proposed permit. The request must state the interest of the parry filing such request and the reasons why a hearing is warranted. A hearing will be held if there is a significant public interest (including the filing of requests or petitions for such hearing) in holding such a hearing. RIGHTS TO APPEAL TO ENVIRONMENTAL COURT At the conclusion of the public notice period and after consideration of additional information received during the public notice period, the VANR will make a final determination to issue or to deny the permit. Pursuant to 10 V.S.A. Chapter 220, any appeal of this decision must be filed with the clerk of the Environmental Court within 30 days of the date of the decision. The appellant must attach to the Notice of Appeal the entry fee of $225.00, payable to the state of Vermont. The Notice of Appeal must specify the parties taking the appeal and the statutory provision under which each party claims party status; must designate the act or decision appealed from; must name the Environmental Court; and must be signed by the appellant or their attorney. In addition, the appeal must give the address or location and description of the property, project or facility with which the appeal is concerned and the name of the applicant or any permit involved in the appeal. The appellant must also serve a copy of the Notice of Appeal in accordance with Rule 5(b)(4)(B) of the Vermont Rules for Environmental Court Proceedings. For further information, see the Vermont Rules for Environmental Court Proceedings, available on line at www.vermontjudiciary.or. The address for the Environmental Court is 2418 Airport Road, Suite 1, Barre, VT 05641 (Tel. # 802-828-1660). Laura Q. Pelosi, Commissioner Department of Environmental Conservation PLANNING & ZONING March 6, 2009 Pizzagalli Properties, LLC Robert Bouchard 50 Joy Drive South Burlington, VT 05403 Re: 119 Tilley Drive Dear Property Owner: Enclosed is the draft agenda for the March 17, 2009 South Burlington Development Review Board Meeting. It includes an application for development on your property. This is being sent to you and the abutting property owners to make aware that a public meeting is being held regarding the proposed development. The official agenda will be posted on the City's website (www.sburl.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is required in order to preserve your right to appeal a local development approval to the Vermont Environmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of the proceeding." If you would like to know more about the proposed development, you may call this office at 846-4106, stop by during regular office hours, or attend the scheduled public meeting. Sincerely, ana Bea le 9 Y Planning & Zoning Assistant Encl. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com o ,0, V�.�N south urlington PLANNING & ZONING March 6, 2009 Barbara Neff 700 Hinesburg Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Property Owner: Enclosed is a copy of the draft agenda for the March 17, 2009 South Burlington Development Review Board meeting. The enclosure includes a proposal that abuts property you own. The official agenda will be posted on the City's website (www.sburl.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is required in order to preserve your right to appeal a local development approval to the Vermont Environmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of the proceeding." If you would like to know more about the proposed development, you may call this office at 846-4106, stop by during regular office hours, or attend the scheduled public meeting. Sincerely, Jana Beagley Planning & Zoning Assistant Encl. 575 Dorset Street South Burlington, VT 05403 tel 802,846.4106 fax 802.846.4101 www.sburl.com 1 WEM southburlin too PLANNING & ZONING March 6, 2009 Brian Armstrong 50 Old Farm Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Property Owner: Enclosed is a copy of the draft agenda for the March 17, 2009 South Burlington Development Review Board meeting. The enclosure includes a proposal that abuts property you own. The official agenda will be posted on the City's website (www.sburl.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is required in order to preserve your right to appeal a local development approval to the Vermont Environmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of the proceeding." If you would like to know more about the proposed development, you may call this office at 846-4106, stop by during regular office hours, or attend the scheduled public meeting. Sincerely, Jana Beagley Planning & Zoning Assistant Encl. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com March 6, 2009 Doug Dickey 80 Old Farm Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Property Owner: Enclosed is a copy of the draft agenda for the March 17, 2009 South Burlington Development Review Board meeting. The enclosure includes a proposal that abuts property you own. The official agenda will be posted on the City's website (www.sburi.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is required in order to preserve your right to appeal a local development approval to the Vermont Environmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of the proceeding." If you would like to know more about the proposed development, you may call this office at 846-4106, stop by during regular office hours, or attend the scheduled public meeting. Sincerely, Jana Beagley Planning & Zoning Assistant Encl. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com March 6, 2009 Dan O'Brien 150 Old Farm Road South Burlington, VT 05403 Re: 119 Tilley Drive Dear Property Owner Enclosed is a copy of the draft agenda for the March 17, 2009 South Burlington Development Review Board meeting. The enclosure includes a proposal that abuts property you own. The official agenda will be posted on the City's website (www.sburi.com) by the Friday prior to the meeting. Under Title 24, Section 4464 of State law, participation in a municipal regulatory proceeding is required in order to preserve your right to appeal a local development approval to the Vermont Environmental Court. State law specifies that "Participation in a local regulatory proceeding shall consist of offering, through oral or written testimony, a statement of concern related to the subject of the proceeding." If you would like to know more about the proposed development, you may call this office at 846-4106, stop by during regular office hours, or attend the scheduled public meeting. Sincerely, Jana Beagley Planning & Zoning Assistant Encl. 575 Dorset Street South Burlington, VT 05403 tel 802.846,4106 fax 802.846.4101 www.sburi.com Permit Number SD-�- APPLICATION FOR SUBDIVISION SKETCH PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. For amendments, please provide pertinent information only. 1) OWNER OF RECORD (Name as shown on deed, mailing address, phone and fax #) Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403 Tel # 660-6805; Fax # 660-6868 2) LOCATION OF LAST RECORDED DEED (Book and page #) Book 783, Pages 151-153 3) APPLICANT (Name, mailing address, phone and fax #) Pizzagalli Properties, LLC 50 Joy Drive, South Burlington, VT 05403; Tel# 660-6805; Fax# 660-6868 4) APPLICANT'S LEGAL INTEREST IN THE PROPERTY (fee simple, option, etc.) Fee Simple 5) CONTACT PERSON (Name, mailing address, phone and fax #) Robert Bouchard Pizzagalli Properties, LLC, 50 Joy Drive, South Burlington, VT 05403 Tel # 660-6805; Fax # 660-6868 6) PROJECT STREET ADDRESS:-4-4- Tilley Drive, South Burlington 7) TAX PARCEL ID # (can be obtained at Assessor's Office) 1718 - 0 0 0 4 7 8) PROJECT DESCRIPTION a) Existing Uses on Property (including description and size of each separate use) None b) Proposed Uses on property (include description and size of each new use and existing uses to remain) Commercial office building - 50,000 square feet on two floors c) Total building square footage on property (proposed buildings and existing buildings to remain) 50,000 square feet proposed. No existing buildings presently on site. d) Proposed height of building (if applicable) Proposed height is 28 feet ( two floors) e) Number of residential units (if applicable, new units and existing units to remain) N/A f) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable) 9) LOT COVERAGE a) Building: Existing 0 % Proposed 10.1 b) Overall (building, parking, outside storage, etc) Existing 0 % Proposed 36.1 % c) Front yard (along each street) Existing 0 % Proposed 0 % 10) TYPE OF EXISTING OR PROPOSED ENCUMBRANCES ON PROPERTY (easements, covenants, leases, rights of way, etc.)_ water, sewer, electricity, natural gas to serve building 11) PROPOSED EXTENSION, RELOCATION, OR MODIFICATION OF MUNICIPAL FACILITIES (sanitary sewer, water supply, streets, storm drainage, etc.) None 12) OWNERS OF RECORD OF ALL CONTIGUOUS PROPERTIES & MAILING ADDRESSES (this may be provided on a separate attached sheet) West - Ms. Barbara Neff, 700 Hinesburg Road So. Burlington, VT 05403 West - Mr. Brian Armstrong, 50 Old Farm Road So. Burlington, VT 05403 North --Mr. Doug Dicker, 80 Old Farm Road, So Burling on, VT 0540 North - Mr. Dan O'Brien 150 Old Farm Road, So. Burlington, VT 05403 13) ESTIMATED PROJECT COMPLETION DATE 14) PLANS AND FEE Plat plans shall be submitted which shows the information listed on Exhibit A attached. Five (5) regular size copies and one reduced copy (I V x 17") of the plans must be submitted. A sketch subdivision application fee is $125. Enclosed. 2 I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowled SIGNATURE OF APPLICANT SIGNATURE OF PROPERTY OWN ER Do not write below this line DATE OF SUBMISSION: I have reviewed this sketch plan application and find it to be: Complete A�1 If ❑ irector of Planning & Zoning or Designee ee "azte/�F