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Home My WebLink AboutSP-17-34 - Supplemental - 1775 Shelburne Road"..i. p � q f • 4 h '1 • .jn - 1 1 �• _ fir'' ' . s+� f�_ URN �.. "" 1693 SHELBURNE RD., LLC i 1775.8HELBURNE RD. \ LOT SIZE = 96,762 S.F. \ m.f. . (2.22 AC.) ""IF CATAMOUNT/MIDDLEBUR ,LLC �rA•. �0 I� O : , \\ ••�- �� ,1 �.w . - i • 1. - I ..; J -.. V. 7. N/F CATAMOUNT/SOUTH BURLINGTON �.: LLC f , , SITE ENGINEER: CIVIL ENGINEERING ASSOCIATES. INC. fOMMSF/ELO z. LANE,SOUTH BURLINGTON, VT 05403 1• �, 02860-2323 FA%' B02-Bbr 22» we0: wnw cea N.com li / ♦a _ \ / COP N z'; I SAL v� 14 t'IIF.CISD y DSM (� y APPROVED N/F DSM JOHN LARKIN INC. - OWNER: _ 1775 SHELBURNE, LLC 210 COLLEGE ST. #'4_ i `:. tz SUITE 201 ►... BURLINGTON, VERMONT 05401 HARBOR FREIGHT cr lL E ,�� I"IEZ-6""wmmo 1775 SHELBURNE ROAD J SOUTH BURLINGTON, VT l ca W 14j r + .. N/F h ,:r..• LARK INNS LPLU _.+� •,,.�. - ` ^ 1 yy:If11 flAY iL m � • 4,j�, til. PEAN `1 i uy-•T. PROJECT LOCATION Y LOCATION MAP li.11 � II h REVISION „ OVERALL SITE �,- �pp�� PLAN ��V JUL 0 9 2017 AERIAL PHOTO COURTESY OF: GOGGLE EARTH ��++ `�JJo ��ryq EE DUi lf� GRAPHIC SCALE SEE SHEET C1.1 FOR DETAILED E .. i "=30' C1.0 EXISTING CONDITIONS IN FEET YROJ. NO. TOPOGRAPHICAL INFORMATION 1 1D`" _ 30 It 15170 Legend of Symbols 0W v 5ubiecl Property Line tics GRIP (NA088) - - Other Property Line T IRF VTrans* Capped Rebar (Note 4) r'J 1 4'CMF CMF I] Ir Sq. Conc. Moo,Capped Ira R d BAgTL . LEANS SOUTH IPF/CIRF0 Iron P',pe /Copped Iron Rod Found AMOUNT/ AG / BG Above Grade / Belcw Grade —OW— — Overhead wire MIDDLEBURY LLC IZ 1 Utility Pale Vol. 724 Pg. 683 g5j 00 ® Catch basin Ref. Plat B N�6, g6 A N 1 rwr5 Planted tree (not nil shown) /26�• J 4"CMF / BRKN., 1'BG N85.09'02"W Traces or 30.25' wire fence found S_04'54'54'W along these lines 1.2'AG I w I t U) STATE of VERMONT $I o , I I Vol. 180 Pg. 517 m N CATAMOUNT/SOUTH Ref. Plat A NI BURLINGTON, LLCan a) N 2.22 Acres m m Vol. 1029 Pg. 229 I Ref. Plat B NI so t i; z I Perm net Easements / r for Ple, Culvert, / I -o Headwall 0 Channels. o State of Vermont Vol. 482 Pg.310 I 3 #1775 #1785 I #1693 -See Survey Note 2 t 3sa+v+ 2 58' LT8' T.t\ 5/8" CIRF, \ IRF Flush 162.02' ! S0� 47' (virans) cb <- To Allen Road " SHEL B UR NE I gn ?^ 204•47949"w 2ss.23' ,� J ROAD "— Ue S. R 0 R.O.W. Plans "C" GRAPHIC SCALE curb w eo To the best of my knowledge and baiter this plat depicts ( IN FEET ) the results of a survey conducted by me as described in 1 inch = 40 it. "Survey Notes" above. based upon our analysis of land records and evidence found m the field Existing boundaries shown are in substantial conformance with the records, except as noted. This plat is in substantial compliance with 17 VSA 1403, 'Recording of Land Plats'. RECEIVED FOR RECORDING IN THE LAND RECORDS OF THE This statement valid only when accompanied by my CITY OF SOUTH BURLINGTON, VERMONT, AT original signature and seal. O'CLOCK ON THE DAY OF , 20_ ATTEST: CITY CLERK Timothy R. Cowan VT LS 597 5+223 53' LT.+ IT,* N04'50'42"L 305.0.5' n (V Trane) IE 7 curbed island To Bartlett Bay Road -> Cnte ICh'k'dl Revision Drawn by GAC Dote OCT. M 2013 Checked by TRC Scc a 1" — 401 Approved by raC Project No. 12101.07 1 BARTLETT BAY LAKE I CHAMPLAIN PROJECT - _-.- LOCATION I L / , ll' Location Map NOT to SCALE Referenced Maas or Plans A. "Property Survey -Queen City Motors Inc." dated April 7, 1970, prepared by G.G. Harlow. Map Slide 95.2. South Burlington Land Records (SBLR). B. "Catamount/Middlebury, LLC and Catamount/South Burlington, LLC", dated May 29. 2012, by Civil Engineering Associates, Inc. Map Slide 562.3, SBLR. C. R.O.W. Plans - Project F-EGC-019-4(19), Sheets 80,81 of 129, circa September 1995, by Vermont Agency of Transportation. Map Slide 627, SBLR. D. "Property of Fassett's Bakery Inc.", last revised May 1986, by Fitzpatrick -Llewellyn Incorporated. Map Slide 190, SBLR E. "Plat of Survey of Lands of Albert J. 8 Rita J. Reyes - #1691 6 #1693 Shelburne Road", last revised March 3, 1999, by A.W. Hams. Map Slide 337, SBLR. Survey Notes 1. Purpose of this plat is to retrace and document the remaining boundaries of a parcel conveyed to the State of Vermont by deed of Coburn and Feeley, dated August 20, 1982, recorded in Volume 180 at Page 517, South Burlington Land Records. 2. A narrow strip (approximately 8.5' wide, containing about 0.06 acres) has been "taken" from the easterly side of the subject parcel for the purpose of widening the Route 7 Right -of -Way, per Reference Plan "C" (above). 3. Initial surveying was conducted during April 2007, utilizing an electronic total station instrument and RTK GPS. Further observations were made in October 2013. Bearings shown are from Grid North, Vermont Coordinate System of 1983, calculated from GPS observations on or adjoining the site. 4. Corner markers labeled "VTrans" are marked by 3/4" diameter reinforcing rods with "VTrans" aluminum caps, typically found just beneath existing grade. Plat of Survey State of Vermont Shelburne Road Parcel 1775 Shelburne Road (US Route 7) City of South Burlington, Chittenden county, Vermont CIVIL EAI;INEEkIN; ASSOCIATES, INC. P A 10MANSRELDVIEWLANE, SOUTHBURUNGTON, VT OW I 802-864-2323 FAX: 802-864-2271 web: www.cea-vGcom LEGEND — — PROPERTYLINE N/F — — — SETBACKUNE +a•vvc ORP 1693 SHELBURNE RD., LLC - - - -- ioo - - -- - - EXISTING CONTOUR wV 14oE SiocKADE FEN � c9 "BENI 2a EXISTING CURB _ Si — _. — we S, — — RIM r4S." EXISTING FENCE - _ --' - — `� — — 51 _ _ EXISTING GRAVEL- .. EXISTING PAVEMENT '-�- 104.8'MO i � - N FND - —T�---�_= EXISTING GUARD RAIL \ — — — — DE — EXISTING ELECTRIC — — — — Flu — EXISTING FORCEMAIN I / — — — — 0 — EXISTING GAS — — — 5r — EXISTING STORM I II eLDCM WALL / — — — — s — EXISTING GRAVITY SEWER S — — — — i— EXISTING TELEPHONE ---- — w— EXISTING WATER / OO EXISTING SEWER MANHOLE �\ I Q EXISTING STORM MANHOLE / 0 13 EXISTING CATCH BASIN / \ O EXISTING WELL 1 EXISTING HYDRANT I 1 ® EXISTING SHUT OFF � ` EXISTING UTILITY POLE o-0 EXISTING LIGHT POLE —> EXISTING GUY WIRE/POLE EXISTING SIGN EXISTING DECIDUOUS TREE / BOUIDERa EXISTING CONIFEROUS TREE 1 - I I EDGE OF BRUSH/WOODS \ O IRON ROD/PIPE FOUND ' L) CONCRETE MONUMENT FOUND l 1 T 1775 SHELBURNE RD. ri LOT SIZE = 96,762 S.F. (2.22 AC.) GENERAL NOTES $\ I ; q I. UTILITIES SHOWN DO NOT PURPORT TO CONSTITUTE OR REPRESENT ALL UTILITIES LOCATED \ II UPON OR ADJACENT To THE SURVEYED PREMISES. EXISTING UTILITY LOCATIONS ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL FIELD VERIFYALL UTILITY CONFLICTS. ALL 1 \ DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER. THE CONTRACTOR SHALL CONTACT DIG SAFE (888-34 7233) PRIOR TO ANY CONSTRUCTON 2. ALL EXISTING UTILITIES NOT INCORPORATED INTO THE FINAL DESIGN SHALL BE REMOVED OR / 1 ABANDONED AS INDICATED ON THE PLANS OR DIRECTED BY THE ENGINEER. 3. THE CONTRACTOR SHALL MAINTAIN AS -BUILT PLANS (WITH TIES) FOR ALL UNDERGROUND \ UTILITIES. THOSE PLANS SHALL BE SUBMITTED TO THE OWNER AT THE COMPLETION OF THE I PROJECT \ / 4. THE CONTRACTOR SHALL REPAIR/RESTOREALL DISTURBED AREAS (ON OR OFF THE SITE) AS A DIRECT OR INDIRECT RESULT OF THE CONSTRUCTION I \ 1 / 5, ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION /S ESTABLISHED. 6. MAINTAIN ALL TREES OUTSIDE OF CONSTRUCTION LIMITS. I 7 THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE FACILITIES AND UTILITIES 8. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL ITEMS AND MATERIALS \ ` INCORPORATED INTO THE SITE WORK. WORK SHALL NOT BEGIN ON ANY ITEM UNTIL SHOP DRAWING APPROVAL IS GRANTED. I 9. IN ADDITION TO THE REQUIREMENTS SET IN THESE PLANS AND SPECIFICATIONS, THE / CONTRACTOR SHALL COMPLETE THE WORK IN ACCORDANCE WITH ALL PERMIT CONDITIONS AND ANY LOCAL PUBLIC WORKS STANDARDS. 10. THE TOLERANCE FOR FINISH GRADES FOR ALL PAVEMENT, WALKWAYS AND LAWN AREAS SHALL BE 0.1 FEET. I i. ANY THE COMPLETION SHALL BE OF THE SITEWORCONTRACTOR'S c \ ONSIDE ED AS ARTNECOF THE CON RA CONSIDERED AS PART OF THE CONTRACT AND SHALL BE THE CONTRACTOR'S ANDSHALL MON �D 1 RESPONSIBILITY 12. THE CONTRACTOR SHALL COORDINATE ALL WORK WITHIN TOWN ROAD R.O.W. WITH TOWN IP AND, 1\R ,q AUTHORITIES. _ 13. THE CONTRACTOR SHALL INSTALL THE ELECTRICAL, CABLE AND TELEPHONE SERVICES IN 261.3 ACCORDANCE WITH THE UDLITY COMPANIES REQUIREMENTS. I N/F \ \ \ C14 T MOUNT/SOUTH BURLINGTON 14, EX/STING PAVEMENTAND TREE STUMPS TO BE REMOVED SHALL BE DISPOSED OF AT AN APPROVED OFFLOCATION. ALL PAVEMENT CUTS SHALL BE MADE WITH A PAVEMENT SAW. pOP LLCSITE 15. IF THERE ARE ANY CONFLICTS OR INCONSISTENCIES WITH THE PLANS OR SPECIFICATIONS. \ 1 THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR VERIFICATION BEFORE WORK CONTINUES ON THE ITEM IN QUESTION. I \ 1 \ 16. PROPERTY LINE INFORMATION IS APPROXIMATE AND BASED ON EXISTING TAX MAP � INFORMATION. THIS PLAN IS NOTA BOUNDARY SURVEYAND IS NOT INTENDED TO BE USED AS ONE. 17. IF THE BUILDING IS TO BE SPRINKLERED BACKFLOW PREVENTION SHALL BE PROVIDED IN ACCORDANCE WITH AWWA M14. THE SITE CONTRACTOR SHALL CONSTRUCT THE WATER LINE TO TWO FEET ABOVE THE FINISHED FLOOR. SEE MECHANICAL PLANS FOR RISER DETAIL. 18. THE CONTRACTOR /S RESPONSIBLE FOR OBTAINING TESTING AND INSPECTION SERVICES INDICATED /N THE CONTRACT DOCUMENTS, TYPICAL FOR CONCRETE AND SOIL TESTING. 19. THE CONTRACTOR /S RESPONSIBLE FOR ALL LAYOUT AND FIELD ENGINEERING REQUIRED FOR COMPLETION OF THE PROJECT. CIVIL ENGINEERING ASSOCIATES WILL PROVIDE AN AUTOCAD FILE WHERE APPLICABLE. 20 THE OWNER SHALL BE RESPONSIBLE FOR THE INSTALLATION OFANYAND ALL SAFETY FENCES OR RAILS ABOVE EXISTING AND PROPOSED WALLS. THE OWNER SHALL VERIFY LOCAL, STATE AND INSURANCE REQUIREMENT GUIDELINES FOR THE INSTALLADON AND VERIFY ANY AND ALL PERMITTING REQUIREMENTS, 21. PERIMETER BOUNDARY LINE INFORMATION BASED ON PLAT PREPARED BYCWIL ENGINEERING ASSOC., INC. ENTITLED RECORDED IN SOUTH BURLINGTON LAND RECORDS MAP SLIDE SITE ENGINEER: I W C A I I W_ ; W - DEG. cLuslcn,r,` I CIYIL ENGINEERING ASSff_IATES. INC. J 10 MANSFIELD NEW LINE, SOUTHBURUNGTON, VT05M r ^ 1PF�VD '..� I BOY xS"-Y32J FAX B028W-3T)1 weD, xwx.wa H.com \ U 'xl ..I / l I I •I I DRAIINCx SAL 1 I HmEED �MAVLE ri I DSM APPROVED DSM OWNER: 1775 � ` SHELBURNE, LLC 1 I 210 COLLEGE ST. I EXIST. GATE TO I SUITE 201 eE REMovED I `� BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT I I� 1775 SHELBURNE ROAD D lJELM WW I O I SOUTH BURLINGTON, VT I�RJ� I I o: A, 'I 7 I Ix : e.l I 3 I A PI.E NAIN 10 ELMI ,. I I 0 PROJLCT LO TION 4 , I\ I 3 I I I ` Q AN! l y I I I LOCATION MAP I l l DATE t'ReD RBV1910N I I _ � 1 v FND 1�MA4 EXISTING CONDITIONS SITE PLAN DRAWING NDtltlER GRAPHIC SCALE MAY, 2017 SCALE 1"=20' C / . ( IN FEET ) PRDJ. N . I Inch = 20 It 15170 I N/F D RA vEL 1693 SHELBURNE RD., LLC WVI' A� 510CKADE FENCI PVC CB RIM tIBA sT — 4--12 TaSIDE'S 1'c1, FUTURE ADJACENTPROPERTYACCESS jRUCKDMH #1 (5'DUL. jb111 EASEMENT Sa WETLAND TURNAROUND 36•w, ALUMINUM GRATING RIM 141,5 TWO HEAD SETBACK 136.92 ISO) LIGHT POLEINV. I 4)INV. (24" t38.9502' MANIFOLD) (TYP. EXISRNGOELINEATED \ \ CLASS II WETLAND MC-3500 S RMTECH , \ to 6 / --- CHAMBEREE BELOW) 1 9'0 1 \ % CURBED? I H ISLAND (7VP-) I I\ q I I IjI I 1I J � 11 II I DMH #4%O.U.TS I 41 / SEGMENTAL Y DIMPSTERINV. ENCLOSURE 'E Ip p ETAIN ING WALL i b \ N/F INV. 140.5 CATAMOUNT MIDDLEBURY, LLC I vN y1 I ®I I STONE FILL OUTFAIIL DOOR % 15• F.E.S. \ SP/ / \ INV. 128.E ] 11 CN 1PE / / � / 5' CONC. WALK 1 HO/A/p/ t9 \ POSSIBLE PROPOSED BUILDI \ LOC HVACTIO UNR9F F.F.E. = 150.0 \� \ PERMANENT 20' WIDE _ CONSTRUCTION \ \ 1 5,030± SF EASEMENT - \ ! h\\ TEMPO ARV 1D' WIDE \ TION \ NT EASEME\ \ \\\ j 111'ISIDE SETBACK T \ SITE ENGINEER: N f PAVEMENT RELOCA D � STREET LI HT _ � CIVIL ENGINEERING ASSFXIATES INC, e I 10 MANSF/ELDVIEWL4NE, SOUTH BURUNGTON IT D .,. — — _ _ / I B02A4F232J FAX: RO?86F22)1 Re0.Wnw cee vlr: v. © 2 DRAI,NOHT — TRANSITION I� I JAL CURB I ( q n CHECKED n: ! DSM I "I' { APPROVED DSM { II ...." . OWNER: II 'SSOR_ I I I�. 1775 I s SHELBURNE, LLC I RECONSTRU SID ALK I I I I " AS 10'THICK, PROFILE CON W , ET ; I 210 COLLEGE ST. " I I SWWO B PE I SUITE 201 FOT OVERHEADPV I SIDES GFDRIV W I { BURLINGTON, VERMONT PANEL SUPPORT AREA I I I ' 05401 I , I RECONSTRUCT I I SIDEWALK AT 'I I 1 n NORMAL HEIGMT� � NRUJI!('T: \ I INFILL CI IRS I 24.D' I /, �- REMOVE CURB I 'I RETURN]; AND L ( I PAVEME4TAPRN� - HARBOR FREIGHT I I E ST ROADS13N I I I II PROPOSED 5' ! I - I I 1775 SHELBURNE ROAD C6NC. ADA LU 80' ACCESS. p1a00� iu 1 I Z pi SOUTH BURLINGTON, VT WALKWAY�! fFtN. hW IIF I m 1 Uj I I II I.I 'I I v rr UJ TH DOORS ARE TO = I T - WAIN OPERATIONAL \ I 0 RING BUSINESS HOURS I i I jJI LAKE IiAAPLAIN SDR 35 PVC I//ddd C USNERT w/STONE PROPOSED I j HEADWALL 4-SPACE - .n7I a INV. IN = 48.8 BIKE RACK I INV OUT = 48.6 I I 4" SOR 35 PVC BUILDING I Y,-/FT. MIN. I U UGHTTW I t I FIRE NEW FIRE W .. -1' � ANY. 146.0 - 1,000G/IL PUMP STATION � SSEMBLY � ° I I I LOCATION MAP L7�IcnreDUTILm RE4W P0Wi POLE U I V 2" FIRE DEPT, CONN. MOUNTED XFMR 2" PVC FORCE MAINJ' I DA CHECKED REVISION ---- 1 I APPROX. LIRTTS OF I II 5/25I1) OSM MODIFIED BIItE RACK \ \ PROPOS TREE 2'X2' BLOCK I PAVEMENT 1111STURBANCE s/Jon Ow ADOEORAMP/REV PARKM OIbNTRY CLEARINrELM (TyP1 ITS RETAINING WALL \- ,",/F _ h I I Anl,) DSM RETAINING wau. PARKING OUNJniY LEGEND \I CATAMOUNT/SOUTH BURLINGTON WCL.52D.1. MIN RELOCATED I I eRl/n DSM SiORMOWNAGE REWS ONs DIMENSIONAL SUMMARY - - PROPOSED PROPERTY LINE — PROPOSED SETBACK LINE ZONING DISTRICT. COMMERCIAL 2 PROPOSED CONTOUR - - - - PROPOSED CURB REO'D. PROPOSED --- - — PROPOSED FENCE LOT AREA 0.92 AC. 2.2 AC. PROPOSED PAVEMENT - - -- E - -- PROPOSED ELECTRIC LOT FRONTAGE - 299' G PROPOSED GAS ST PROPOSEDSTORM S PROPOSED GRAVITY SEWER T PROPOSED TELEPHONE FRONT SETBACK 3Y 50, W PROPOSED WATER PROPOSED SWALE SIDE SETBACK 10, 11' Q PROPOSED SEWER MANHOLE REAR SETBACK 30' 78' PROPOSED STORM MANHOLE BUILD. COVERAGE 40% (MAX.) 15.5 % O ❑ PROPOSED CATCH BASIN LOT COVERAGE 70% (MAX.) 54.1 % ® PROPOSED SHUT OFF jY PROPOSED UTILITY POLE FRONT YARD COVERAGE 30 % (MAX.) 15.9 % 11-0 PROPOSED LIGHT POLE LLC WATER SERWCE -' _ \ / OVERNES p \\`!�/ uTILITIE- �- — 0— — PARKING SUMMARY W GATE VALVE I I I _ _ I,i DF I I 15,030 GSF x 5 Space / 1000 GSF = 75.15 REMOVE AND REPLACE EXISTING CONIC. SIDEWAL AS NECESSARY AT JOINT I ' lE g J �- INV 1495 •� I NEW GUY Number of parking spaces required = 76 LIMITS \� ,� I REMOVE AND REPLACE l WIRE PROPOSED Number of parking spaces proposed = 63 �S I EXISTING CONIC. CURBING Handicap parking spaces required = 3 ENr I � � CONDITIONS Handicap parking spaces provided = 3 I I SITE PLAN Van accessible spaces required = 1 SEE SHEET C4.2 CONTINUATIONFOR OF WATER MAIN DNA—. I Jp DRADING NUYRER GRAPHIC SCALE MAY, 2017 scAl[ 1"_20' V 2. 0 ( IN FEET I PROI. NO. 1 men - 20 tl 15170 I yEl INV..A STOCK4DE FENCI Dla OR ",MEWSi - I PVC HIM IAB.O r i ST - - - 51 _- Si -( �. SNOW � r- BTORA S RAGE E) OW i I AR AflEA ($T RAGE 1tA EA \ \\ I DMH A7 ISOM.) \ I 36 aR. ALUMINUM GRATING I I RIM tots INV. 136.92 (24" ISO) bN• INV. 138.9�5a(1♦;�' M .1, 1p43rOI,.. I 0 I 1 STONE LINED li, LE MC-3500S RMTECH \ I 0 I I. CHAMBER EB BELOW) \ I I I DMH \ 1 INV. 141.5 (16" OUT) a IPA p 1T O SL � I 1's• F.E.S. � =1 *p . �p9P �ao� N•y� \ V. 140.5 It CONC. ADA6 CESS. b I `y 111 I I I V�ALKWAY 142.0 S, TONE OUTFAyL I / O 000RAO - o ®� rvp99a \\ 15" F.E.S. INV. t28.5 ARGE / 5' CONC. WALK 90 � 'sDD Ao BOTH DOORS ARE TO / / \ O(� DURING BUSINESS HOURS STONE LINED LEl , I POSSIBLE PROPOSED BUILDING Y FOR EMERGEN Y \ LOCATION OF 8" SDR 35 PVC Yw 1 OVERFLOW HVAC UNITS PERMANENT 20'WIOE \\ J F.F.E. = 150.0 CULVERT. WALL'STONE > 15,030± SF INV. IN-48.8 \ CONSTRUCTION \ i I\ EASEMENT INV OUT = 48.6 TEMPORARY IW WIDE I W - \ CONSTRICTION I EASEMENT \ � It -_i PROPOSED TREE 2W BLOCK In \ \ CLEARING LIMITS RETAINING WALL ^ ^ I � � Chamber Model - AD$ StarmT4ch MC-3600 d + Cap (ADS StormTech ® MC•3500 c rev 3/14 w/ Cep volume) Effective Size=70.4'W x 45.0"H => 15.33 of )( 7.1711. - 110.0 of Overall Size = 77.0"W x 45.0"H x 7.501 with 0.33' Overlap 27.21' Cap Storage = +14.9cf x 2 x 3 rows = 89.4 cf 144 144 :AND N/ LrrTLE CLAY, 77.0" Wide + 9.0- Spacing = 86.0' C-C Row Spacing $UGHTLYMORT 142 EXISTING GRADE 142 3 Chambers/Row x 7.1r Long +1.85' Cap Length x 2 = 25.21' Row Length +12.0" End Stone x 2 = 27.21Base Length ___ cur, SLIGHTLY MOIST. 3 Rows x 77.0'Wide+9.0"Spacing x 2+12.0"Side Stone x 2= 22.75'Base Width 140 _ _ - i i ' I \ 140 GREY BADV M 9.0" Base + 45.0' Chamber Height + 12.0" Cover = 5.50' Fieid Height If 138 I I I I 1 9 Chambers x 110.0 of + 14.9 Of Cap Volume x 2 x 3 Rows - 1,079.0 Of Chamber Storage I I I I 38 MEDIUM $AND. MOIST, _ _ NOT COMPACTED 3,404.7 Of Field - 1,079.0 M Chambers = 2,325.7 Of Stone x 40.0 o Voids = 930.3 cf Stone Storage 13b 136 Chamber Storage +Stone Storage = 2.009.2 ci . 0.046 at Overall Storage Efficiency = 50.0% 134 134 Overall System Size = 27.21' x 22.75' x 5.50' SECTION THRU STORM CHAMBERS 1"-5' 'I y DEC. CLU5IER TRANSITION f -CURB e1 MAPLE ry � - I 156 ) + 3.. I �7IxV 156.7 4 S I 1556 ( I _ AEC ONSTRUC AS 10"THICK, I SID ALK OW' I I PROFILE CON SIDEWALK WITH TRANSITION ON SIDES OF DR RET S E 8 TH I I RECONSTRUCT PV h SIDEWALK AT J NORMAL HEIGHil S3.6 63.7 -r I t aIr I 1 W fir• r10 �b I W fv I i I I M O I Ir P )rr. SITE ENGINEER: I f CIVIL ENGINEERING ASSfXIATES. INC. fDMANSFIELD VIEW LAME SOUMSURUNGTON, Vr 06403 802 SIR 2323 FAN: 802-86A 2271.cefi H.com © e DNAaAOLT SAL cxecKeD DSM APPROVED DSM OWNER: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 YItOJI:("I: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT S I 11pELM TIMER STAIRWAYnPtAin Y I n ..,, PROJECT � LocnnoN �. ' AD LOCATION MAP i 1" = 1000' �4 DATE CHECKED REVISION N-11 DSM REVISED- ELEVATION ((/ 5I30/11 DSM ADOEORAMP 6,12I r, DSM RETAINING WALL REVISED GRADIMG 620117 DSM REVISED$TORMD-IGESYSTEM 621111 DSM ADDED 4IAMWAYACR045 SWALE 8_ N =e Oe Ob J - lo_ D,h W W W W U W W S. 5' PROPOSED Ex.2" GRADING PLAN a' THICK LOW PROFILE CONCRETE SIDEWALK DRIVEWAY ENTRANCE PROFILE N.T.S. DATE I.lxlrv0 NUMDER GRAPHIC SCALE MAY, 2017 SCALE =20' C2.1 ( IN FEET) PNO2. No. I inch 20 it, 15170 VEL I r r S10CNADE FENC� 0� "'ENT _ - - - - - - - - - - - - - - - - - - - - - _ � + + + + + + + + + + + + +.. +- + + + + + + + + + + + + + + + + 0.01 0.01 0.02 0.02 0.04 0.06 009 0.14 0.19 022 0,21 0,16 0,11 0,11 0,14 1,11 0,11 1,21 0,11 0,11 0.12 0-07 0.04 0,04 0,01 D.06 0.06 0.06 0,01 0,01 0, 2 0 + + + + + + + + g},t O_.__ +- + + + + + {°___+_.. + + + + + + + + + + + / + 0+ 0+ 0+ 0.02 0+ 0.05 0.06 + +T\ D+a +` 44 6- ® 0+ +7 0+ + + + 0.+16__p 73 056 gD.30 0./7 0.31 0�� 0+ 0+3 0+t 0+ 0+ I006 , 0.00 0 0.01 0.02 0.04 0.07 0.11 0.18 0.32 �."0.51 0.7 'O.eS£ 0,92 �: ODj7 0.37 0.72"--482C'-D-85"'@'86 --tF6 _ . pa c o C D \ 0.00 O.OD 0.01 0.0Y 0.02 0.03 0.05 0.08 0.13 0.23 O.qS 0.72 ; 1.08 1.64 2.12 1.67 \ 11,66 O:fU 1.43 1.62 1.48 1.46 1.50 1.40 1.05 C, 040 0.3P 16f.Z1--D-72g 0.59 0.4t9, 0.33 0.21 0.12I' _07 04 \ + + + + + + + + + + + F ° TWO HEAD +', + + + +; ',+ +,'E� + + +�� + k + 0.00 0,00 0.01 0.07 0.02 0.04 0.07 0.11 0.17 0.30 W 55 0.$1 1.52 28RaliiVl .E 1 I. 1 89 3.01 2.fi6 2.32 2.1 2, 2. 9 2118 .83 1.60 1.64 1.16 rp.77 O.S� 0.29 0161 A .05 0.00 0.00 0+1 0.05 0.08 0.14 0.22 0 38 0 66 06 1.76 2.88 4 6 55 92 83 2.9 2 7 3. 1 d. 52 34 _ 41 2.56 1.72 1.0 0.63 0 0.35 D 14 0.+ \ + + + + + \ 0.00 0.00 0.01 0.01 0.02 0.04 0.06 0-11 .18 0.30 0.49 0.77 117 1.83 2.+3 .36 4.78 1.14 53 -4 28 3.9 3.1 2.2 3 3 94 35 .92 45 6.16 P3.a7 + 0 , 0.- 0 1 0: 0 _0\� �� + T + + + + + + + + + + + + + + + i' + + + \8--.+� + + + + 0.00 0.00 0.01 0.02 0.03 0.05 0.08 ` 0.13 0.22 0.38 C 0,61 0.$TI 1.22 1.72 2.29 2.47 1.87 0.8 2.84 3.7 3.2 2. 8 2 2 .28 4.20 4.16 ,1.Yd, 4.32 5.15 3. 6 2.00 1.20 0.7a,-jA.40 0. 0. 2 \ D / + + + + + + +', } + + ; + + + + 4 ,�Cpp ,1 + } + + + + + + + + + + + ' + ' + 0.00 0.01 0.01 0.02 0.03 0.05 0.09 0.15 0.2 D, 0.79 / 1.17 1.49 1.70 1.70 1.24' 0.9J -6.95 1.80 2.58 2.64 2.45 2.44 2.74 2.72 1.82 0.61 '`, 2.02 2.96 8 1.76 1.1 f 0.72 , .40 011 1. \ + ° 1 + + + + + + + + + + + + + + + + + + + +, + + 0.00 0.01 0.01 0.02 0.03 0.06 0.09 0.16 0.31 ;0.5 0:98 1.50 2.21 2.74 2.05 0. 1.23 1.81 2.13 2.07 2.05 2.08 2.18 2.28 2.11 1.2✓f 0.42 ,I.34 2A4 .92 1.50 1.00 0.70 �0.39 0�22 A c I + + + + + + + + + + '+ + + + + + + +� I+ + .9 + + + + + *' + + + 0.00 0.01 0.01 0.02 0.03 0.06 0.11 0.19 0.37 0.69 .13 1.85 2.87 9 -3,83 0.96 2.01 3.2 2.62 2. 7 1 93 7.99 2.76 2.96 1,81 1.72 2.37 .97 1.46 A 0.67 � 0.37 c++ + + + '+ +++ + + + + + ++++++ + + + 1.00 0.11 0.01 0.02 0.06 0.11 0.19 0.39 0 ]3 1. 0 2.08 3.55 ' ..+71 �'I + -3pg__ 2 24 92 1 97 �,�.+2R 4. I +47 �5 1 1 3.55 3.41 2.43 1.60 3 0.640, 0.35 �.2 2 0. 0.00 0.01 0.01 02 0.04 007 '0.1 0.21 0.40 0.72 'I1.21 1.99 .08 4.36 3.68 ,).3 5. 5, 9 287 .+8 .85 1,94 2.52 4.12>N 6.9 �3.3 2. 6.62 514 2.53 1.65 1 1• .59 0.31�0. 7 0. \ I \ D 0.00 0,01 1,01 0. 0.03 0 O6 011 0.20 0.38 0.66 1 b7 .73 .40 2.47 1.6 0.`20 2.67 3.00 2.47 97 1.73 1.80 12.31 3.16 4.2 2. -"$. 5.20 4.30 249 1. 5� �.95 0 5 0.2B I O 6 " 0 E + + + + + + +; + + + + + + + + h + + + + + + 0.00 0.01 0.01 0.02 0.03 0.05 0.09" .17 0.31 01,56 0.92 .50 2.16 2.16 1.34 1.00 1.45 1.88 1.84 176 1.65 1.68 1,86 2.30 1.97 �,90 1 18 2.64 2.72 2.03 1.3 0.83 0.24 D c \ + + + + + + + + +\ +; + +erg-` + } + + + + + + + + +/ + + + + ' + + + + Q.00 0.00 0.01 0.01 0.02 0.04 0.06 0. 1, 0.21 042� 0.911 2.13 <33 4.32` 2.67 1.17 A:08'--1.17 143 2.16 2.29 1.96 1.54 1.29 IA 0.7, .20 1.14 1.9 1. .02 0.67 ! .it 0.23 1 O 'C C 1I�� _ 0.00 0.., 0.01 0 2 0.03 0.04 0.07 0.11:. 0.23 d,67; 2.+0 �0.6 11.5 4.�4 13, 0. 0. 1A, 1I66 4/8 17�I4.}5 166r 0 .19 2.6 $$9 2.2 26 0.80 053 0. It 0.79 :I; / ' l' C �t / + + + + + + + + +.. + + \ - + + +� / +�` 1+ �+ '�I-I\\ +:, + �+ + +I 0.00 0.01 0.01 0.0 0.02 0.02 0 4 0.05 006 I 8, 1D.V\ 4. Y.43 0.69 0.93 0.2 .1� 0.1 V '" O,2e *'s'13 1 s 21. _ 1 3 z3 7�9 t ) f! / \ 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.03 0 02 Dooa p 11 U 36 3.31 a9 0 ?1 C 0 " . � '�AB LL 0.3 0 6 59 8 0 23 1 U 0.00 0.00 0.01 .07 0.01 0.07 0.02 0.02 0.02 0. D ,N-,.�. 0.5 0 7 ( C 0 1 1 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 D. D -."R 1.0� 6.36 0 4 Ob + + + + + + p1 \ 0.00 0.01 0.01 0.00 0.00 0. PROPOSED BUILDING s s. 1aaD q.a2 dl D I \ 0.00 0.00 0.00 0.00 0.00 0. F.F.E. = 150.0`+s �4 ae 12� 0.41 d i 15,030± SF b \ 0,7 2.30 LIGHTING LEVEL LEGEND ,MIL01ft '0.37 1b MOUNTED 19G _.I 0.32 10. 7 A t u I -D-- -- 5.0 FOOTCANDLES \ 6.4 11- I2.90 0.43 , 0.31 I012 C---- ------- L0 FOOTCANDLES D -- 0.5 FOOTCANDI.FS P+ + + ,.. 5�....: .,. .:.... ., .. . . .:. ... ... ..�:,� ... 37.3 a,3:72.99 d.86 D 0.27 --- \-� J$ I ! E----" O.1 FOOTCANDI. Fs U.00 p�Op- -9,04). .A_00 OAO 0.00 0.00 000 000 ,2A4 3.55 175' +/ 0.201 0.00 0.00 0.00 -000 a 00 0.00 0.00 0.00 0.00 0.00 0.30 1/.80, 0.59 0.0.1 LIGHTING CALCULATION SUMMARY - - - - _ , + +: + 0.06 0.22 0.22 �. DXF file created by LRePr4 2.030 on 3/30/2017 12:46:52 PM CALCULATION SUMMARY ' AREA NAME I DIMENSIONS GRID I TYPE # PTS I SPAC GROUP AVE MAX MIN M MIN AVE MIN j New Area 407.88x297.00Ft New Grid / H-H 1017 10.00 <+> 1.19 37.27 0.00 NIA N/A i Wr Fral ht 15170 L MINAIRE SCHEDULE SYMBO DESCRIPTION LAMP LUMENS MOUNTING/SALLAST LLF OTY P20 a RAB LIGHTING IN 20' Pole (1)'POLE"ALED4T78. RWLED4T78 RWLED4T78SF - - WPLED4T78 (TY (6) 10504 20'POLE 0.85 8 W10 .N RA B UGIITING IN Wall Pack 10' "WALL' WPLED104Y p (1) / ALED104Y (15-DEGREE UPTILT) (4) 14169 1W HIGH WALL MOUNT 0.85 1 W7 RAB LIGHTING IN Wall Pack 7' "WALL" WPLED104Y/ALED104Y p (1) (15-DEGREE UPTILT) (4) 14169 T HIGH WALL MOUNT 0.85 2 We IRA LIGHTING IN Wall Pack e' "WALL" WPLED104Y p (1) / ALED104Y (15-DEGREE UPTILT) (41 14169 8' HIGH WALL MOUNT 0.85 2 AREA SUMMARY SCHEDULE AREANAME 10 IDIMENSIONS I LUMS <ASMS> I WATTS I SO PT In - New Are. OUT 407.88X297.00Ft <P20>(8) 0.01 1 <W10 > (1) <W7 > (2) <We > 2 GRAPHIC SCALE ( IN FEET ) i Inch - 20 It. SITE ENGINEER: CIVIL ENGINEERING ASSOCIATES, INC, 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403 802 x6i-2323 FAX' B02B6A 2271 weh: wmv.cee N cdn Q z DRAWN SAL CHECKED DSM APPROVED DSM OWNER: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT LOCATION MAP DATE I CHECKED REVISION 510/17 DSM ADDED RAMP A/t2117 DSM SE-. PROPOSED LIGHTING PLAN DRAWING .VUNOEx MAY, 2017 scue 1"=20' CAC. A xoi. ry . 15170 N/F ,ram GOV" 1693 E HELBURNE RD., LLC WAEN1 INN 110:� sTOCNADE FENCI - RI PAS tY PVC BIM IaB.e ST — i--- 3T _ _ — _ ST _ ST — 1 T.$yOW -- - STORAGE - RAGE t% ARE !AREA 1•WNRE N. I I � \ 50 WETLAND \ � SETBACK � i ERn E HONErLocusT ' I I I 1 I ' }yWAMPWNREOAK \ I I I � I I EXISTING DELINEATED CLASS It WETLAND , \ \ A+B- — 9 I i \ I ,. HRRE 4[AF LMO[N I \ N/F I 1 CATAMOU NT/MIDDLEBURY, LLC \ I ' I / i i i I I OVERNERO Y / DOOR AM I 1;1 0 RA I ' PROPOSED BUILDING F.F.E. = 150.0 15,030± SF CK \ N/F LEGEND C�TAMOUNT/SOUTHBURLINGTON — LLC PROPOSED PROPERTY LINE PROPOSED SETBACK LINE +� PROPOSED CONTOUR PROPOSED CURB Gifu�)lAVEN PROPOSED FENCE MWCI J1.2016 PROPOSED PAVEMENT GArdem ! Nursery _ ELECTRIC Harbor. FropM — E —G PROPOSED PROPOSED GAS — ST PROPOSED STORM —S-- PROPOSED GRAVITY SEWER —T PROPOSED TELEPHONE — W PROPOSED WATER — PROPOSED SWALE Qs PROPOSED SEWER MANHOLE Q PROPOSED STORM MANHOLE O El PROPOSED CATCH BASIN 0 PROPOSED SHUT OFF 0 PROPOSED UTILITY POLE o-0 PROPOSED LIGHT POLE - - OW. P— T w W.I., Shaw White Oak 2.V 3 S 7OD.OD 2.100.00 us WGR White PWle $T 3 $ 450.00 $ 1,350.DD 'Uia triawnBroe Sk ere Horleybwtl 2.2.5 2 $ MY S T300.DO TI"—dw. LIpeLW tAWIan 2SS 6 f TOD�DD $ 4,200.DO Tluya WalOWrIMW pMWNrtira�AAvvilce SE' 6 f 20D.DO S 12W00 AcerkMWmeS /ubeln lllazB Mapk 257 4 3 TW DO S 2.WODO Sam IMWpW'N&Iw Nh.ki WlII- Sq., 6 $ 80.00 S 720.00 0—Yli[eW SWIayY Pea Twig Uogl— 300 12 f E0.00 96000 HVAC Wueenrg Comus senrea eeNyi RW4 T DogxvoE 390 3 f 80.00 T-24000 Jungeius chirens-s Sea Oeari Juniper 3gal 1 4 5 80.00 11 32320A0 1 ,1 802-349-9712 DRWrron NonisW 802-349.9713 Peter Norris G2e,Ma r—W Nu 26M Elhee AMW Hwy - 51'1'E ENGINEER: W_ J Ec;aFn,. i, .. W - - oEc. cLusTER„ M I s. CIVIL ENGINEERING ASSOCIATES. INC. ._may r� I I 1I 10M4NSF1EL0 VIEW LANE, SOUTH BURUNGTON VF 05403 02a6 =l FAX: 8018.2211 weD; wmv cee vcrrvn 1 1 �:ovrRw T © 2015 AM W-- _ 1 I DRANY N E A _ 9 SAL GL 1 � - " -I I CHECEEO e-WNRE—E x MA F g I I I... I DSM t I I' PPROVED DSM r j b '3' OWNER: 1775 r i � I SHELBURNET LLC 210 COLLEGE ST. I I I SUITE 201 BURLINGTON, VERMONT k, MMILEI 1 I 05401 PRt aI I. i i I E10$T RDAD SLN HARBOR FREIGHT N 52 Y' I I 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT WI I II o' / I ¢ �I PROJECT LocnnoN I LOCATION MAP 2000 I'T I I I DATt'. I'llf l'I(4:U RBWSION 1 1 1 sihlil) DSM AODEO RAMP II WI12/i) OSM RETA/ 0WAIL -_-- 6/II/11 OSM REVISIONS TO STORM OBAINAGL I 2,. - I i m I' it Ot J—t I I LPROPOSED �' 7TY ms ENT I I o LANDSCAPING I I I PLAN t SEE SHEET C4.2 FOR CONTINUATION 'i I OF WATER MAIN 1 of I I GRAPHIC SCALE MAY,2017 11'=20' C2.3 IN FEET) 1 Inch - 20 St. 15170 SITE ENGINEER: N/F C ,r we cnPUEE 1693 HELBURNE RD., LLC jI w_ — — INV.1�0.� STOCIrADE FENC� CB PPVEMENT /j ~ {yam tP'PVC RIM,04 ' I I I, W�'1 ` t' caB y� ARMOR OTE TION ' CIYAN ENGINEERING ASSOCIATES, IIT 0 '••_ IT sr — uEc.cwsTEB TREE I II II ro MANSFIEID VIEW LANE, SOUTH BURUNGTCN Vf 0540.3 'AlF9 •�,_ (PHA E 1) (TYP.r ,.y. `�� oz ew z3za F.ix eoz.ea nn �e.cee �.�om i — MON. I saL — — �-- J / •' I I — CNCCCED PLACE CONSTRUCTION LIMITS TAPE aocawaL , .vF'I I ALONG PROJECT DISTURBANCE DSM PB LIMITS FOLLOWING TRI=E/BRUSH \ REMOVAL (PHASE 1) � � � � � I DSM 50'WETIAND _ _ \\ SETBACK ` I� pEl I. OWNEV t l 1775 \ \ 1 I I I r( SHELBURNE, LLC I aN I I DELINEATED \ I � � � I I TEMPORARY STABILIZED IWETLAND CONSTRUCTION ENTRANCE I I 210 COLLEGE ST. \ � (PHASE 1) EXIST. GATE TO I I SUITE 201 BEREMOVEO I I I BURLINGTON, VERMONT 05401 q PLACE SILT FENCE I II = ALONG TREE LINE 1775 SHELBURNE RD. 1 I \' AFTER TREE/BRUSH r _ LOT SIZE = 96,762 S.F. I EI<IST.ROAD SIGN \I REMOVAL (PHASE 1) (2.22 AC.) I I N/F CATAMOUNT/MIDDLEBURY, LLC \ �c I r I N / ALL CONSTRUCTION LIMITS OF - I DISTURBANCE MEASURES SHALL BE IN / PLACE PRIOR TO DISTURBANCE OF EARTH (EXCEPT TREE/BRUSH REMOVAL AND It 0 / I V A CONSTRUCTION ENTRANCE) r I TREE PROTECTIO ARMOR (PHASE 1)II PLACE CONSTRUCTION FENCE I ALONG PROJECT DISTURBANCE \ 1 LIMITS WITHIN 50 OF BARTLETT c ` BROOK FOLLOWING TREE/BRUSH REMOVAL (PHASE 1) N/F- CATAMOUNT/SOUTH BURLINGTON ,P LLC � PLACE CONSTRUCTION LIMITS TAPE ALONG PROJECT TDISTURBANCE LIMITS FOLLOWING TREE/BRUSH REMOVAL HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT PRECONSTRUCTION PLAN GRAPHIC SCALE MAY 2017 ac ip - su w SCALE =20' C3.0 i IN FEE- — — r, 15170 SITE ENGINEER: 4" LOAM, SEED NO 4" LOAM, SEED & I t lk MULCH ALL OT ER INSTALL EROSION 1 — — w— _ STONE CHECK on* DISTURBED ARE S ce YnvEmENT CONTROL MATTING AAA — w� — PLACE CONSTRUCTION LIMITS TAPE DAM 50' O.C. — sr— ® nlmJw.1 Ji '( — INV f101 1 fY PVC ALONG PROJECT DISTURBANCE - •@� sr — — — sr — — — sr _ (NIP) _ _ � � ....! •^ - � �Y �� CIVIL EPIGINEERIMG ASSOGATES, IMC. THE - OTE ON LIMITS FOLLOWING TREE/BRUSH - b Yti -- IonawsFlei.owewuNe. SourHeuaur+cTON, yr os+oa — •'� •'•' _� / E 1) eo2 B61-T32] FAk BOT 861t1]I ve0. w»iv.ces rfcwn REMOVAL (PHASE 1) _ 'B Ie •�'_ . ' '.::� — �P) (PHA . I . 4" LOAM, SEED AND 1 , MULCH ALL OTHER DISTURBED AREASX. I '� \ \ STONE LINED�SWALE vie 11 PAIPPOSED BIT. CONIC. \ry� • r' .�.•. 1 URF E � �\ PLACE SILT FENCE ` • .;�;.,•• • i ,��— I-\ ALONG TREE LINE .\ (PHASE 1) � \ / STONE LINED SWALE FOR EMERGENCY ' , ;�;• oAOVERFLOW ' $TONE INED SWALE / i i I •• • _- "� \ P � OVERI1E,y / (\ 15" F,EIS. 1 r DomX. \ i �i� - - God �y {. PROPOSE ��,` . •. r•;•. 1 \ F.F.E. SEED AND \ 1 5,0; (�9L ` •• MULCH ALL OTHER: ; V DISTURBED AREAS � •rye,. •..•.'. I TEMPORARY 5' WIDE CONSTRUCTION INSTALL EROSION -- ` CONTROL MATTING EASMENT IN FLOODPLAIN TEMPORARY -- P CE CONSTRUCTION FENCE TOPSOIL A NG PROJECT DISTURBANCE STOCKPILE LI TS WITHIN 50' OF BARTLETT BR K FOLLOWING TREE/BRUSH RE VAL (PHASE 1) Required sediment trap storage volume = 3,600 CF/acre Drainage area to sediment trap pond = 1.8 acres Required sediment trap volume = 3,600*1.8=6,480 cf Volume available in pond at channel protection standard = 9,497 CF \ STONE CHECK \ DAM @ 50' D.C. (TYP.) 4" LOAM. SEED & INSTALL EROSION CONTROL MATTING (TYP.) J.DY.aoxT n .,. � SA1ry SAL CHECKED - TEMPORARY STABILIZED DSM CONST CTIO ENTRANCE AYYHOVEO (PHASE DSM li OWNER: '.�I o 1775 i I 1 SH ELBURNEF LLC I 1 210 00LLEGE ST. REMOVE A�D EPLACE i EXIST. CON �IDEWALK ' SUITE 201 I BURLINGTON, VERMONT 1 05401 TEMPORARY , TOPSOIL I PROJECT: I { -- II I STOCKPILE i • 1 II 4" LOAM. SEED AN `— d•.'. D MULCH ALL OTHER DISTURBED ARE I o � HARBOR FREIGHT •i• 1 �IN �' 0 I CONW CRECONCRETEI I 1775 SHELBURNE ROAD WALCONCRETE WALKWAY Z SOUTH BURLINGTON, VT pr b z i l m �f J I .3 o®� LU I i ® v N,. " INSTALL EROSION - 1 'CONTROL MATTING- i (TYP.) Ojr i )ILDING I " PE"'" I i0.0 TREE PROTECTI O I I �ocanoN 5F ARMOR (PHASE 1i (TYP-) I i i o I LOCATION MAP � /" = 200d •:. �J I .3 INSTALL*QPSOIL, SEED DAre cxenceD HensJON AND EROSIO(V CONTROL slsmn Dsm aoDeo name ' ��-�'.'•• ® MATTING BEEEN i. i snsln Dsm RETAINING MLL SIDEWALK & CURB REMOVE AND REPLACE a GRASS LINED SWALE / EXIST. BIT. CONIC. SURFA - I PLACE CONSTRUCTION LIMITS TAPE ALONG PROJECT DISTURBANCE LIMITS FOLLOWING TREE/BRUSH % REMOVE & REPLACE EXIST. REMOVAL (PHASE 1) r ` SIDEWALK AND CURBING EPSC PLAN 4" LOAM, SEED & MULCH ALL DISTURBED AREAS ALONG UTILITY CORRIDOR (SEE SHT C4.2 FOR EXTENTS) A �axlNc Nuxxeii GRAPHIC SCALE MAY,2017 1.' s1°=20' Lim rC3. 1 ( IN FEET I YHOJ. N0. 1 inch = ; O fl. 15170 Introduction This project is subject to the terms and conditions of the authorization from the State of Vermont to discharge construction related storm water -off. Coverage under the State Construction General Permit 3.9020 is required for any construction activity that disturbs 1 or more acres of land, or is part of a larger development plan that will disturb 1 or more acres. This project has been deemed to qualify as a Low Risk She which is subject to the erosion prevention and sediment control EPSC standards set for in the State of Vermont's Low Risk She Handbook for Erosion Prevention and Sediment Control The following narrative and Implementation requirements represent the minimum standard for which this site is required to be maintained as regulated by the State of Vermont. Any best management practices (SMP s) depicted on the projects EPSC Site plan which go beyond the Handbook requirements are considered to be integral to the management of the site and represent components of the municipal EPSC approval for the project which shall be implemented. The EPSC plan depicts one snap shot in time of the site. All construction sites are fluid in their day to day exposures and risks as it relates to minimizing sediment loss from the site. It Is the responsibility of the Contractor to Implement Me necessary BMP's to comply with the Low Risk Handbook standards outlined on this sheet based on the interim site disturbance conditions which may or may not be shown on the EPSC Site Plan. Specific BMP's which are critical to allowing the project to be considered a Low risk site include Me items checked below: • Limit the amount of disturbed earth to two acres or less at any one time. • There shall be a maximum of 7 consecutive days of disturbed earth exposure in any location before temporary or final stabilization is implemented. 1. Mark Site Boundaries Purpose: Mark the site boundaries to identify the limits of construction. Delineating your sim will help to limit the area of disturbance, preserve existing vegetation and limit erosion potential on the site, How to comply: Before beginning construction, walk the site boundaries and flag trees. post signs. or install orange safety fence. Fence is required on any boundary within 50 feet or a stream, lake, pond or wetland, unless the area is already developed (existing roads, buildings. etc.) 2. Unit Disturbance Area Purpose: Limit the amount of soil exposed at one time to reduce the potential erosion on site. Requirements: The permitted disturbance area is specified on the site's written authorization to tlischarge. Only the acreage listed on the authorbation form may be exposed at any given time. How to comply: Plan ahead and phase the construction activities to ensure that no more than the permitted acreage is disturbed at one time. Be sure to properly stabilize exposed soil with seed and mulch or erosion control matting before beginning work in A new section of the site. 3. Stabilize Construction Entrance Purpose: A stabilized construction entrance helps remove mud from vehicle wheels to prevent tracking onto streets. Requirements: If there will be any vehicle traffic off of the construction site, you must install a stabilized construction entrance before construction begins. How to Install Rock Size: Use a mix of 1 to 4 inch stone Depth: 8 inches minimum Width: 12 feet minimum Length: 40 feet minimum (or length of driveway, it shorter) Geotextlle: Place filter cloth under entire gravel bed Maintenance: Redress with clean stone as required to keep sediment Iron tracking Onto the street. 4. Install Sift Fence Purpose: Sill fences intercept runoff and allow suspended sediment to settle out. Requirements: Sift fence must ba installed: • on the downhill side of the construction activities • between any ditch, Swale, storm sewer inlet, or waters of the State and the disturbed soil • Hay hales must not be used as sediment barriers due to their tendency to degrade and fall apart. Where to place: • Place silt fence on the downhill edge of bare soil. At the bottom Of Slopes, place fence 10 feet downhill from the end of the slope (if space is available). • Ensure the silt fence catches all runoff from bare soil. • Maximum drainage area is V. ads,far 100 feet of silt fence. • Install silt fence across the slope (not up and down hills!) • Install multiple rows or silt fence on long hills to break up flow. • Do not install silt fence across ditches. channels, or streams or in stream butters. Now to Install silt fence: • Dig a trench 6 inches deep across the slope • Unroll silt fence along the trench • Ensure stakes are on the downhill side of the fence • Join fencing by rolling the end stakes together • Drive stakes In against downhill side of trench • Drive stakes until 16 inches of fabric is in trench • Push fabric into trench: spread along bottom • Fill trench with soil and pack down Maintenance: • Remove accumulated sediment before it is halfway up the fence. • Ensure that silt fence is trenched in ground and there are no gaps. 5. Divert Upland Runoff Purpose: Diversion berms intercept runoff from above the construction site and direct it around the disturbed area. This prevents clean water from becoming muddled with soil from the construction she. Requirements; If storm water runs onto your site from u stoPe areasend our sit e meets the following two conditions, you must install a diversion berm before disturbing any soil. 1. YOU plan to have one Or mote acres of soil exposed at any one time (excluding roads). 2. Average slope of the disturbed area is 20 % or steeper. How, to Install: 1. Compact the berm with a shovel or earth -moving equipment. 2. Seed and mulch berm or cover with erosion control matting immediately after installation. 3. Stabilize the flow Channel with seed and straw mulch or erosion control matting. Line the channel with 4 inch stone it the channel elope is greater than 20%. 4. Ensure the bean drains to an outlet stabilized with nprap. Ensure that there is no erosion at the outlet. 5. The diversion berm shall remain in place until the disturbed areas are completely stabilized. 6. Slow Down Channelized Runoff Purpose: Stone check dams reduce erosion in drainage channels by slowing down the shorn water flow. Requirements: If there is a concentrated flow (e.g. In a ditch or channel) of storm water on your site, then you must install stone check dams. Hay bales must not be used as check dams. How to Install: Height: No greater than 2 feet, Center of dam should be 9Inches lower than the side elevation SIM slopes: 2:1 or Ratter Stone size: Use a mixture of 2 to 9 inch stone Width: Dams should span the width of the channel and extend up the sides of the banks Spacing: Space the dams so that the bottom (toe) of the upstream dam is at the elevation of the lop (crest) of the downstream dam. This spacing is equal to the height of the check dam divided by the channel slope. Spacing (in feet) = Height of check dam (in feet)/Slope in channel (tt1Yt) Melntenancs: Remove sediment accumulated behind the dam as needed to allow channel to drain through the stone check dam and prevent large flaws from carrying sediment over the dam. If significant erosion occurs bemoan check dams, a liner of stone should be installed. 7. Construct Permanent Controls Purpose: Permanent storm water treatment practices are constructed to maintain water quality, ensure groundwater flows, and prevent downstream flooding. Practices include detention ponds and wetlands, Infihrabon basins, and storm water filters. Requirements: If the total impervious' area on your site, or within the common plan of development, will be 1 or more acres, you must apply for a State Storm water Discharge Permit and construct permanent storm water treatment practices on your site. These practices must be installed before the construction of any Impervious surfaces. How to comply: Contact Me Vermont Storm water Program and follow Me requirements in the Vermont Storm water Management Manual. The Storm water Management Manual is available at. www.vtwaterqualfly.org/stornwatar. him -An impetuous surface is a manmade surface, including, but not limited to, paved and unpaved roads, parking areas, roofs . driveways, and walkways, from which precipitation runs off rather than infiltrates. 8. Stabilize Exposed Soil Purpose: Seeding and mulching, applying erosion control matting, and hydroseeding are all methods to stabilize exposed soil. Mulches and maffing protect the soil surface while grass is establishing. Requirements: All areas of disturbance must have temporary or permanent Stabilization within 7, 14, or 21 days of initial disturbance, as stated in the project authorization. After this time, any disturbance in the area must be stabilized at the end of each work day. The following exceptions apply: • Stabilization is not required if earthwork to continue in the r two s c e area within the next 24 hours and there is no precipitation forecast for the need 24 hours. • Stabilization is not required if the work is occurring in a self-contained excavation (i.e. no outlet) with a depth of 2 feet or greater (e.g. house foundation excavation, utility trenches). All areas of disturbance must have permanent stabilization within 48 hours of reaching final grade. How to comply: Prepare bare soil for seeding by grading the top 3 to 6 inches of soil and removing any large rocks or debris. Seeding Rates for Temporary Stabilization April 15 - Sept. 15 -- Ryegmss (annual or perennial: 20 Ibs/acre) Sept. 15 - April 15 -- Winter rye: 120lbs/acre Seeding Rates for Final Stabilizalion:Choose .SeedO,e Iwlc. ti,r T.,xt snUikulMrl: bs.'2 Rn. 1000a .fl. Bk e. i;.,I uxiae 1PP4.de4 o.t wises d„••r r o.z k n.a Iw 1'Jl Feaeue AY-3 t:RCI,ei f1._ kra RMro covaon R nwl Pa,n6c: L. 3 e.l 1-Mtx2S.d,0fjx4P_ rMParOcc OR23ibs .1-sba a00 2.3 tM. whirs clmerper_ecic Mulching Rates April 15 - Sept.15 -- Hay or Straw: 1 inch deep (1.2 bales/1000 s.f.) Sed.15 - April 15 -- Hay or Strew: 2 in. deep (2-4 bales/1000 ST.) Erosion Control Matting As per manufacturer's instructions Hydroseed As per manufacturer's instructions 9. Winter Stabilization Purpose: Managing construction sites to minimize erosion and prevent sediment loading of waters is a year-round challenge. In Vermont, this challenge becomes even greater during the late fall, winter, and early spring months. Winter construction' as discussed here, describes the period between October 15 and April 15, when erosion prevention and sediment control is significantly more difficult. Rains In late fall, thaws throughout the winter, and spring melt and rains can produce significant flows over frozen and saturated ground, greatly Increasing the potential for erosion. Requirements for Winter Shutdown: For those projects that will complete earth disturbance activities prior to the winter period (October 15). the following requirements must be adhered to: I. For areas to be stabilized by vegetation, seeding shall be completed no later than September 15 to ensure adequate growth and cover. 2. ff seeding is not completed by September 15. atldhional non -vegetative protection must be used to stabilize the she for the winter period. This includes use of Erosion Control Matting or netting of a heavy mulch layer. Seeding with winter rye is recommended to allow for early germination during wet spring conditions, 3. Where mulch is specified apply roughly 2lnches with an 80-90% cover. Mulch should be tracked in or stabilized with nothing in open areas vulnerable to wind. Requirements for Winter Construction If construction activities involvng earth disturbance continue past October 15 or begin before April 15. the following requirements must be adhered to: 1. Enlarged access points, stabilized to provide for snow, stockpiling. 2. Limits of disturbance moved or replaced to reflect boundary of winter work. 3. A Snow management plan prepared with adequate storage and control of meltwater, requiring cleared snow to be stored down slope of all areas of disturbance and out of storm water treatment structures. 4. A minimum 25 foot buffer shall be maintained from perimeter controls Such as sift fence. 5. In areas of disturbance that drain to a water body within 100 feel, two rows of silt fence must be installed along the contour, 6. Drainage structures must be kept open and free or snow, and Ice dams. 7. Silt fence and other practices requiring earth disturbance must be installed ahead of frozen ground. S. Mulch used for temporary stabilization must be applied at double the standard rate, or a minimum of 3 inches with an 80-90%cover, 9. To ensure cover of disturbed soil in advance of a melt event, areas of disturbed soil must be stabilized at the end of each work day. with the following exceptions: • IT no precipitation within 24 hours is forecast and work will resume in the same disturbed area within 24 hours, daily stabilization is not necessary. • Disturbed areas that Coiled and retain runoff, such es house foundations or open utility trenches. 10. Prior to stabilization, snow or ice must be removed to less than 1 inch thickness. 11. Use stone to stabilize areas such as the perimeter of buildings under construction or where construction vehicle traffic Is anticipated Stone paths should be 10 to 20 feet wide to accommodate vehicular traffic, 10. Stabilize Soil at Final Grade Purpose: Stabilizing the site with seed and mulch or erosion control matting when it reaches final grade is the best way to prevent erosion while construction continues. Requirements: Within 48 houm of final grading, the exposed soil must he seeded and mulched or covered with erosion control matting. How to comply: Bring the site or sections of the site to final grade as Soon as possible after construction is completed. This will reduce the need for additional sediment and erosion control measures and will reduce the total disturbed area. For seeding and mulching rates, follow the specifications under Rule S. Stabilizing Exposed Soil. 11. Dewaterng AcWhies Purpose: Treat water pumped from dewatering activities so that it is clear when leaving the construction site. Requirements: Water from dewatering activities that flows off of the construction site must be clear. Water must not be into storm sawars lakes or pumped wetlands unless the water is clear. How to comply: Using sock filters or sediment fitter bags on dewatering discharge hoses or pipes. discharge water into Silt lance enclosures installed In vegetated areas away from waterways. Remove accumulated sediment after the water has dispersed and stabilize the area with seed and mulch. 12. Inspect Your Site Purpose. Perform site inspections to ensure that all sediment and erosion control practices are functioning properly. Regular inspections and maintenance of practices will help to reduce costs and protect water quality. Requirements: Inspect the site at least once every 7 days and after every rainfall or snow melt that results in a discharge from the site. Perform maintenance to an sure that practices are functioning according to the specifications outlined in this handbook. In the event of a noticeable sediment discharge from the construction site, you must take immediate action to inspect and maintain existing erosion prevention and sediment control practices. Any visibly discolored storm water runoff to waters of the State must be reported. Forms for reporting discharges are available at: www.vlwaterquaiity.org/stormwater.htm E- FILTER FABRIC TO BE POST MIRAFI 100X OR APPROVED EQUAL = POST SPACING } 2Y X 2Y WOOD 2.5' METAL 0 POST 1 ' 4 x4 WOOD ttl�, H rCLIPPE., ER FABRIC TO BE ...Fit.. AND TAMPED 8' BELOW GRADE STEEL OR WOOD STAKES NOTES: (SEE CHART AT RIGHT) 1. INSTALL MIRIFI ENVIROFENCE, OR APPROVED EQUAL OR AS DETAILED HEREIN. 2. INSTALL SILT FENCES AT TOES OF ALL UNPROTECTED SLOPES AND AS PARALLEL TO CONTOURS AS POSSIBLE. THIS INCLUDES ALL FILLED OR UNPROTECTED SLOPES CREATED DURING CONSTRUCTION, NOT NECESSARILY REFLECTED ON THE FINAL PLANS. CURVE THE ENDS OF THE FENCE UP INTO THE SLOPE. REMOVE SEDIMENT WHEN ACCUMULATED TO HALF THE HEIGHT OF THE FENCE. SILT FENCES ARE TO BE MAINTAINED UNTIL SLOPES ARE STABILIZED. 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED BY 6', FOLDED AND STAPLED. SILT FENCE DETAIL FEh N.T.S. REWSED Osl01/2014 NOTES: 1. THIS FENCE SHALL BE LOCATED OUTSIDE THE DRIP LINE OF THE TREE TO BE SAVED AND IN NO CASE CLOSER THAN 5' TO THE TRUNK OF ANITRFE, 2, FENCE POST SHALL SE STANDARD STEEL POSTS OR WOOD POSTS WITH A MINIMUM CROSS SECTIONAL AREA OF 3.0 SO. IN. 3. THE PENCE MAY BE EITHER 40-HIGH SNOW FENCE. 40' PLASTIC WEB FENCING OR ANY OTHER MATERIAL AS APPROVED BY THE ENGINEER.. TREE PROTECTION - FENCING REVISED 2, I z.11 SANDBAGS OR SPILLWAY CONTINUOUS BERM OF 'III I EQUIVALENT HEIGHT SUPPLY WATER TO WASH WHEELS IF NECESSARY G A � A 2'-3" (50.75mm) C 6 _ _ AGGREGATE MIN. (150ni THICK DIVERSION RIDGE CO SU MIN. TEMPORARY SEEDING S MULCH OR NETTING \� SILT FENCE OR HAY BALES INSTALLED ON DOWN GRADIENT SIDE TEMPORARY STOCKPILE DETAIL NIti 4� W E-005 REVIBED011101/2014 POSTS 1. SET POSTS AND 2. ATTACH SILT FENCE ANGLE 10° EXCAVATE A 4"XB" AND EXTEND IT TO DRIP LINE UPSLOPE FOR TRENCH, SET POST SILT THE TRENCH. STABILITY AND DOWNSLOPE. FENCE SELF CLEANING Is I IN 2E EXISTING GRADE NOTE: USE SANDBAGS OR OTHER APPROVED METHODS TO CHANNELIZE RUNOFF TO BASIN AS REQUIRED EWIf z_ 8" i I 3. STAPLE THE SILT COMPACTED FENCING TO THE BACK FILL END POSTS. BACKFILL TRENCH. SILT FENCE CONSTRUCTION DETAIL N T S REVISED 08-2014 DIVERSION RIDGE REQUIRED 2 REATER WHERE GRADE EXCEEDS 2% cl ROADWAY FILTER FABRIC SECTION A -A SITE ENGINEER: f CIVIL ENGINEEXIHG ASSOCIATES, INC. ITIOWSPELDVIEWLANE. SOUTHBURUM3TON, W 05403 S028SJ 2323 FAx: A029642271 - wrier. ceawcom rnovslrs, n Pn, _ .,r .,nn,q ••.••..n OM1rI: SAL Iffic-D DSM APPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT NOTES: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-WAYS. THIS MAY EPSC DETAILS & REQUIRE TOP DRESSING, REPAIR AND/OR CLEAN OUT OF ANY MEASURES USED TO TRAP SEDIMENT. SPECIFICATIONS 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. STABILIZED CONSTRUCTION ENTRANCE N.T.S. DATE MAY,2017 SCALE AS SHOWN PROJ. No. 15170 C3.2 END POINTS A MUST BE HIGHER THAN THE FLOW LINE POINT'B' 1:3 OR FLATTER FLOW LINE 3' MIN. COARSE SLOPE / \ ROCK A A ( A 2}I. MAX. ...__ I -, DI F MINIMUM DEPTH OF COARSE DIFFERREE DIFFERENCE ROCK SET IN ROCK PLACED IN CHANNEL A MIN. TRENCH FLOW LINE IS 15cm (0.5 R.) SIDE VIEW FRONT VIEW PLACE DOWNSTREAM STRUCTURE SUCH THAT POINT'B' IS APPROXIMATELY LEVEL WITH THE D3 0 DOWNSTREAM FLOWLINE SLOPE OF STRUCTURE (m/m) 0.10 THE UPSTREAM STRUCTURE — OCK 0.35 MAXIMUM 0.25 0.20 0.E ROCK B L MAXIMUM WATER DEPTH OVER ROCK I R " B' T 8' 10* 13" 19" LOWEST GROUND ELEVATION OF 12' 18' 1B' 20' 2T 39' STONE CHECK DAM STRUCTURE N T.S, !-0OB REVISED 01C01/3014 �P [1 D. Not lay— 'PHm N, Cpnct. RM1Y J4eeoXe nV 'eln 11—elo,g.111 lines. 4.elmem Ieaen.Nlmn wnI 44numr,m ' All overwMlm Ne ayatem J� SITE: ENGINEER: 1CIYIL 0MANENaINfERN, ASS�XIATES.INC. SPREAD 70 M4NSRELOVI1., S- SOUTH BUflUNGTON VT 05403 \AW\�N 802884.2323 FAX' 3D2 ww422>1 wab- www.cee-N com /)YPoCAL/ o i DWI 1WMw� CPPTRIc SAL -evrr,' Wrul[ \\\\\ CHECKED \\ DSM APPROVED TRACKING' WITH MACHINERY ON SANDY DSM SOIL PROVIDES ROUGHENING WITHOUT UNDUE COMPACTION. CLIENT: 10.3 \ NOTES: 1. ROUGHEN SLOPE WRHBULLCIZER. 1775 ACRE p".'PGp� Dlecrul PER ILIZEN. BRREAD STRAW S. SPREAD 81NAW MULCH 3' 12>; TONS PER ACRE) MULCH 4. PUNCH STRAW MULCH INTO SLOPE BY RUNNING SULUDOZER SHELBURNE, LLC eegmenH of el nu. teIN, wRF -0— w'emWa .'R UP AND DOWN SLOPE. 210 COLLEGE ST. SILT FENCE PLACEMENT sulrE2o1 FOR PERIMETER CONTROL STRAW ANCHORING e BURLINGTON, VERMONT N.T.S. = 05401 N.T.S. E-010 qE D12:14'2ot4 wli E-0?2 REVISE. I21B 2.14 CHANNEL MATS/BLANKETS SHOULD 4i y \OVERLAP 6" MINIMUM EXCAVATE BE INSTALLED VERTICALLY — DOWNSLOPE. * i g4 P ILO MA7 '! '!'P LANKE7 If TO DESIGN GRADE -� AND CROSS SECTION - 7— O O LONGITUDINAL e OVERCUT CHANNEL 2' TO ALLOW BULKING DURING ANCHOR TRENCH E �N ' yr SEEDBED PREPARATION �' ' P IF / ' e /e r ' MIN. 1' 1' TYPICAL INSTALLATION OVERLAP / WITH EROSION CONTROL / p BLANKETS OR TURF - e REINFORCEMENT MATS e e ' INTERMITTENT CHECK SLOT LONGITUDINAL ANCHOR TRENCH i __� _ r ' i SHINGLE -LAP SPLICED ENDS OR BEGIN NEW ROLL IN AN INTERMITTENT CHECK SLOT I PREPARE SOIL AND APPLY SEED BEFORE INSTALLING BLANKETS. MATS OR OTHER _ y TEMPORARY CHANNEL LINER SYSTEM NOTES: 1. DESIGN VELOCITIES EXCEEDING 2 FT.: SEC; REOUIRE TEMPORARY BLANKETS. MATS OR SIMILAR LINERS TO PROTECT SEED AND SOIL UNTIL VEGETATION BECOMES ESTABLISHED. NNELS WITH DESIGN VELOCITIES EXCEEDING B-SEC. SHOULD INCLUDE TURF REINFORCEMENT MATS. GRASS -LINED CHANNEL TYPICAL INSTALLATION `E N.T.S. w�_ E011 R�1g'2014 ISOMETRIC VIEW l TYPICAL SLOPE I SOIL STABILIZATION Ti — 1Y2 STAPLES BERM NOTES: 1, SLOPE SURFACE SHALL BE FREE OF ROCKS. CLODS. STICKS AND GRASS, MATSVLANKETS SHALL HAVE GOOD SOIL CONTACT. 2. APPLY PERMANENT SEEDING BEFORE PLACING BV.NKETS. 0. LAYBLANKETS LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECT CONTACT WITH THE SOIL DO NOT STRETCH. EROSION BLANKETS & TURF REINFORCEMENT MATS SLOPE INSTALLATION N.T.S. REVISED BBB1 20t4 HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT EPSC DETAILS MAY, 2017"1. ,LNIIFI, AS SHOWN C3.3 P cJ. K0. 15170 Y NIGH LETTERS lY 7 ESERVED PARKING IF APPLICABLE VAN �' ACCESSIBLE ' ' ' COLOR: LEGEND AND BORDERGREEN WHITE SYMBOL ON BLUE BACKGROUND BACKGROUND - WHITE MATERIAL: AS PER VAOT STANDARD E-143M POST: 2" 114 ga.) SQUARE STEEL SIGN POST INSTALL IN ACCORDANCE WNAOT STANDARD E-164 ACCESSIBLE PARKING SIGN DETAIL N.T.S. SIGN SHALL BE POSTED AT THE HEAD OF EACH HANDICAPPED SPACE. MOUNTING HEIGHT IS 60' MINIMUM TO BOTTOM OF SIGN. - REVISED Is —I. -_ CURBING AND OR EDGE OF PAVEME- 2' ON CENTI 18' 4" WHITE 1 PAINTED MARKINGS '-q 4 r ACCESSIBLE SIGN STANDARD PARKING SPACE ACCESSIBLE PARKING SPACE TRAFFIC MARKING PAINT TO BE READY -MIXED TRAFFIC PAINT SUITABLE FOR MARKING ON EITHER BITUMINOUS OR PORTLAND CEMENT CONCRETE PAVEMENT. READY -MIXED LOW VOC TRAFFIC PAINT SHALL CONSIST OF 100% ACRYLIC TYPE, FAST DRYING TRAFFIC PAINT. LINE STRIPING DETAIL s tR N.T.S. tR tlr &015 RlVISlD 12I001201e SMOOTH CUT EXIST. BIT. PAVEMENT PRIOR TO PAVING F1M.= n� m 36 1/2" 1 NOTE: ACTUAL LENGTH OF LENGTH OF RACK VARIES BASED ON SPACES PROVIDED - SEE SITE PLAN BIKE RACK (PARK -IT -BIKE RACKS) OR APPROVED EQUAL NTS NOTE: PAVEMENT MARKINGS TO MEET STATE STANDARDS E-191 ACCESSIBLE PARKING MARKING DETAIL EXIST. BIT. PAVEMENT i,�, ALL JOINTS SHALL BE (BOTH SIDES)`, THOROUGHLY CLEANED AND (MIN.) MATCH - I PAVEMENT '1 COATED WITH EMULSIFIED -2Y'TYPE Iq r (4' MIN. Y' TYPE II) ', ASPHALT PRIOR TO PAVING � 1 EXIST. SUBBASE MATCH EX. SUBBASE I BOTH SIDES (IS- MIN. CRUSHED I GRAVEL) D + 2' TRENCH EXCAVATION (MIN.) SEE TYPICAL TRENCH DETAIL NOTES: 1. THE CONTRACTOR SHALL MAINTAIN AT LEAST ONE-WAY TRAFFIC AT ALL TIMES DURING WORK WITHIN THE AD- 2. MAINTENANCE AND PROTECTION OF TRAFFIC DURING WORK WITHIN THE HIGHWAY R.O.W. SHALL BE PROVIDED IN ACCORDANCE WITH THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. THE CONTRACTOR SHALL NOT WORK WITHIN THE R.O.W. WITHOUT APPROPRIATE CONSTRUCTION SIGNING IN PLACE. 2. ALL BACKFILL SHALL BE MADE IN SIX INCH (6'I LIFTS AND COMPACTED TO NOT LESS THAN 05%MAXIMUM DRY DENSITY ACCORDING TO ASTM MOIL 4, REPLACE EXISTING ROAD STRIPING AS NECESSARY, REPLACEMENT OF EXISTING PAVEMENT N.T.S. S'D65 REVISED OB/20/2014 REVISED 4/07/2015 HEAVY DUTY TEE HINGE STANLEY #CD1291 OR APPROVED•, EQUAL 7 4' MINIMUM TOPSOIL- SEED AND MULCH ALL SIDESLOPE - USE EROSION MATTING (WHEN REQUIRED) TO ESTABLISH BITUMINOUS VEGETATION, PARTICULARLY ON CONCRETE LOW SIDE OF ROADWAY PAVEMENT 1' ' TYPE IV EMULSIFIED FINISH COURSE ASPHALT 2' TYPE II 12" MNIMUM I BASE COURSE \CRUSIIEID GRAVEL SHOULDER V CRUSHED GRAVEL -FINE ORAS ACT SPECIFICATION 704.05 SHOWN ON PLANS '12" DENSE GRADED CRUSHED STONE AOT SPECIFICATION 704.G6 \ I _ _ \ COMPACTED SUBGRADE - SEPARATI ON ISTABILIZATION GEOTEXTILE TYPICAL PAVEMENT SECTION (FULL DEPTH CONSTRUCTION SECTION) N.T.S. CONCRETE CURB ASPHALT TREATED FELT TOP COURSE BITUMINOUS - 8' CONCRETE WALK CONCRETE PAVEMENT �{ BASE COURSE BITUMINOUS CONCRETE PAVEMENT F I b CRUSHED GRAVEL (FINE) \ LIMITS OF SUBBASE DENSE GRADED FOR CURB W/OUT 9 SIDEWALK SUB -BASE MATERIAL - -4- 6' \� PROVIDE 12" MIN. SUBBASE MATERIAL BEHIND CURB AND TO WITHIN 8' OF FINISHED GRADE FOR GRASSED SURFACES NOTES: 1. CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS WITH Y' JOINT BETWEEN SECTIONS. 2. CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 2V AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESIGNATION M-153 (%J" SPONGE RUBBER OR CORK). 3. ASPHALT TREATED FELT TO BE USED BETWEEN SIDEWALK AND CONCRETE CURB TOP. CURB w/SIDEWALK DETAIL $E (SIMILAR WITH OUT SIDEWALK) N.T.S. _-. REVISED 11/10:1014 dd 8.641 REVISED 10,07/2016 - TOP OF CURB (SEE PLAN FOR TYPE OF CURB) END TRANSITION SLOPE BEGIN TRANSITION SLOPE FACE OF CURB FINISHED GRADE OF ROAD PAVEMENT TRANSITION CURB DETAIL N.T.S. SA08 RMElD OS/Ot!2014 SCREEN BOARD 2"x6" P.T. GIRTS OR OTHER MATERIAL (TYP.) AG Cl. (IVMFRC RFNIFCT FRONT ELEVATION 4" MINIMUM TOPSOIL, SEED AND MULCH ALL SIDESLOPE - USE EROSION MATTING (WHEN REOUIRED) TO ESTABLISH VEGETATION - SIDEWALK WIDTH AS SHOWN ON PLANS FTHICK CONCRETE SIDEWALK (10" THICK AT DRIVEWAY CROSSINGS) 8" COMPACTED CRUSHED �6^� 1 GRAVEL (704.05 FINE) L UNDISTURBED SOIL OR APPROVED COMPACTED GRANULAR FILL NOTES: 1. EXPANSION JOINTS SHALL NOT BE PLACED 2. THE SIDEWALK SHALL BE DIVIDED AT INTERVALS OF FIVE FEET BY DUMMY JOINTS. 3. NO DEICER SHALL BE APPLIED TO SIDEWALK UNTIL AT LEAST 30 DAYS OF AIR DRYING TIME HAS OCCURRED. ;I CONCRETE SIDEWALK DETAIL N.T.S. 8-002 REVISl09l1 T/]O15 1/2•GALV. CARRIAGE BOLTS OR 3/4"x4 I/2• LONG GALV. LAG BOLTS rSCREEN BOARD 2"x6" P.T. GIRTS I OR OTHER MATERIAL (TYP.1 AG PFR OVJIJFRC RFOI IFGT P. T. POST PLAN DUMPSTER ENCLOSURE N.T.S. liassommomom GRAVEL POST _T4".6" P.T. 6" CONCRETE PAD (SLL PLAN) CONCRETE FILL AROUND L---1 BOTTOM OF L---7 L / L__7 POST 7-2. 3 1 REAR ELEVATION SITE ENGINEER: f CIVIL ENGINEERING ASSGCIATES, INC. IOM4NSFIELDVIEWIANE, SOUTHBURLINGTON, W 05407 902d61-2323 FAX SIT.1211, Heb' H+Yw.cea 4.cwm DRARN SAL CHECKED DSM APPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 I'KOAEf T: HARBOR FREIGHT I 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT DATE ICHECItIDI REYISIO\� 5 25 IT OSM ADDED NOTE IO BIIE RACX DETAIL SITE DETAILS 1ATF I.Ix I�r. �I lll,i.h MAY,2017 SCALS ASSHOWN C4.0 I oJ. N0. 15170 MANHOLE WALL MANHOLE OPENING ABOVE EXISTING -- SEWER MAIN PLAN 45' ELBOW POSITION TO DIRECT FLOW TO EXISTING INVERT CORE MANHOLE AND USE PBX PRESS SEAL GASKET (OR APPROVED EQUAL) FOR WATERTIGHT CONSTRUCTION `- PROPOSED 2" FORCE MAIN I O SEWER CONNECTION J� _ ----- ---- - -- SITE ENGINEER: TOPSOIL, RAKE, SEED MULCN APPROVED BACKFILL THOROUGHLY COMPACTED NOTES: f UNPAVED PAVED IN B' LIFTS 1. COMPACTION OF SACKFILL AND BEDDING SHALL BE A ISSIT PLAN) MINIMUMOF W%(B6% UNDER ROADWAY SURFACES) OF MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR TEST IASTM D6981, GVIL ENGINEERING ASSOCIATES• INC. 2. BED DING MATERIAL SHALL NOT BE PLACED ON FROZEN SUBGRADE. IOAWaRELD V/EWIANE, SOUTH BUBLINGTON, W 054M { BO2 B6o2G23 - FAX BO286 .J.2221 wa6: www.cea N can �a! w o. APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE THAN 12'IN LARGEST DIMENSION IB' IN ROADWAYS. 1112� D coeYRl - 3�g \ 4"WIDE MAGNETIC "SEWER" TAPE INSTALLED MAXIMUM DIAMETER WITHIN 24"OF THE OUTSIDE OF THE PIPE), OR CONTAIN ANY R-N, WET, OR ORGANIC MATERIAL DRASN C O r APPROX. Y BELOW SURFACE TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO SAL C C O q oUD�� _ 2" RIGID INSULATION WHEN PLACING OF PIPE BEDDING MATERIAL AND KEPT DEWATERED DURING INSTALIATON OF PIPE AND .-FILL. cxecKED pS u U U/ DEPTH OF PIPING IS LESS N TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER DSM I S THAN MINIMUM NOTED TABLE,TRENCH BOTTOM SHALL FIRST BE STABIWED BY f SEWEfl LINE, SEE PLAN FOR TYPE AND SIZE PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (214•MAXIMUM) THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ERED BY DSM PERSONNEL SHALL BE SHEETED OR SLOPED TO THE 4NGLE OF TH (;WENT: PIPE BEDDING REPO SE AS DEFINED BY O.S.H.A. STANDARDS. BEDDINGMATERIALFORWASTEWATERLINESSHALLCONSIST OF CRUSHED STONE. GRAVEL OR SAND WITH A MAXIMUM SIZEUNDISTURBED SOIL OF SUBMITA SAMPLE TO THE ENGINEER FOR APPROVAL 1775 OR ROCK 8. ALL JOINTS TO BE INSPECTED BY OWNER/ENGINEER/TOWN `J PRIOR TO BACKFILL SHELBURNE, LLC 210 COLLEGE TYPICAL SEWER TRENCH DETAIL SUITE 201 E201 N T S. BURLINGTON, VERMONT 05401 BWR401 REVISED 12/OS ]9M 'NoJECT: TOPSOIL, RAKE, SEED & MULCH (MOUND 6-) IN \ CROSS SS COUNTRY AREAS 7BACKFILL APPROVz-o W'6" MIN.SAND BEDDING-0 iIIiI - OR AS NOTED I B. FM TRENCH SECTION N.T.S. HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT 3' VENT IN/ BIRD -- - .- 24"0 (MIN.) RISER./ SCREEN & GAC FILTER EXPOSED FIBERGLASS LID usre C11K CKKu NEv1aw�' GROUNDEL. FOR INSPECTION (TVP.) 148.5t CONTINUE CABLE IN CONDUIT TO AUDIO AND VISUAL ALARM. AUDIO & VISUAL ALARMS SHALL BE - 3" GALV. PIPE NEMA 4 JUNCTION 36"0 (MIN.) RISER SHALL BOX BE CAST INTO TANK PROVIDED (ON SEPARATE CIRCUITS) GROUT 1,000 GAL. PRECAST UNION CONCRETE TANK- 2!ASPHALT COVERED i RUB45-00TINV. 145.8 GATE VALVE DETAILS •SUBMERSIBLE SEWAGE - GRINDER PUMP, SEE REQUIREMENTSPIPING 4'SCM. 40 PVC 3i CHECK VALVESEWER 2"SCH.40orSDR26PVCPUMP TO CITY SEWER MH PER FT. (MIN.) 4 FROM SEPTIC TANK 1 ALARM ON RUBBER BOOT EXISTING SHELF ELEVATION ANDINVERT CONNECTION TO EXISTING SEWER MANHOLE PROVIDE 300 GAL OF EMERGENCY PUMP OR b Y�"0 WEEP HOLE SET PUMP FLOAT �� ALARM FLOAT FOR 100 GALLON PUMP OFF _ VOLUME - _ WIDE ANGLE NON -MERCURY SWITCH -� nATr Own6c NI HPI I 'y N.T.S. 2 H.P. GRINDER PUMP - - 6' DRAINAGE STONE MAY, 2017 1,000 GALLON PUMP STATION SCALE -VERIFY PUMP REOUIREMENTS WITH ^1 i N.T.S. THE ENGINEER IF FINAL SITE AS SHOWN `t I A SWR9 SELECTED IS OTHER THAN SHOWN rxoJ. No. NFVISECo�z�ixolq w SWR-016 REVISEDIS11112014 ON PLAN 15170 8' SDR 35 PVC — CULVERT W/STONE HEADWALL INV. IN = 46.8 INV OUT = 48.6 4' SDR 35 PVC Y'IFT. MIN. INV. 146A WATER SERVICE 8"GATEVALVE - REMOVE AND FIEPLACE ' 1-TEWSTiNGCONC. SIDEW t ' AS NECESSARY AT JOR LIMITS f i r- , I I MJ > s -ice ,,` •�. TI„ li j Y.' F 1T f ' II i 1T 1 e s � titih n f I 1 DURING EXCAVATION i0ii WA-fE.R MAIN JP e i �j INSTALL CVNSTRUCTION I �11 VIPUTILITY T EgSj EMENTS OF ' I 4 t � I 11L I IEEIB MEN o REMOVE AND RE I •_ iI`� � -� �I PLACES' ( f I- _ ♦ -- - ----=-bl.j--„ I: WIDE CONC. SMEWALK i PANELS AS NECESSARY f 1 WATER MAIT1NG-- _ ^• CONNES CT TO WATER MAIN PLAN NOTES: 1. VALVES ARE TO MEETTHE LOCAL WATER DEPARTMENTS STANDARD ALL COVERS SHALL BE MARKED "WATER' WIT" SPECIFICATIONS AND THE AN RROW SHOWING THE COUNTERCLOCKWISE WRMONT WATER SUPPLY RULES. DIRECTION OF OPENING. 2, ALL FITTINGSTHATARETOHAYE INSTALL CURB STOP BOX TO CONCRETE POURED AROUND THEM ARE TOBEWRAPPEDWITH4.u. FINISH GRADE POLYETHYLENE PRIOR TO CONCRETE PLACEMENT. ACCESS TRACER WIRE ADJUSTABLE IRON VALVE BOX WITH COVER MARKED "W—l' 8" GATE VALVE MECH. JOINT WITH 'MEGAI RETAINER GLAND OR APPROVED EOUAL %' CORPORATION IN FIRST LENDT" OF PIPE FOR TESTING ADIRECT BURY COATED TR,ACERWIRE uu L v /4" CRUSHED STONE BEDDING (MIN.12"THICK) �NDIST�RBED=� L GATE VALVE DETAIL I FLAGS (SPRING SUPPORTS) ^"'� WHEN LOCATED BETWEEN SIDEWALK AND CURB - AW WA HYDRANT, VALVE THE FACE NOZZLE SHALL BE PLACED tTO Y AN O APPURTENANCES FROM THE FACE OF THE CURB. WHEN LOCATED AS PER SPECIFICATIONS BEHIND THE SIDEWALK THE NOZZLE SHALL BE PLACED BETWEEN 4' AND 6' FROM EDGE OF SIDEWAEJt V.LVSTABLE IRON LB c7 FINISH GRADE E BOX W COVER MARKED WATER• Pwo HYDRANT DRAWN \ - ANCHOR TEE - OXBCTBURYCOATED y TRACER WIRE 6' WATER UN! CONCRETE THRUST BLOCK (SIZE DETERMINED BY SOIL CONDITOHS) UMPEN TO THRUST BLOCK TABLE FOR . WRING) - INSTALL UTILITY LOCATOR TOPSOIL, FAKE, RIBBON OVER WATER MAIN NOTES: SEED b MULCH UNPAVED PAVED_ APPROX. 2'BELOW SURFACE I.COMFACTION OF BACKFILL AND BEDDING SHALL BEA (SEE SIT PLAN) MINIMUM OF 90%(95% UNDER ROADWAY SURFACES) OF MAXIMUM DNY DENSITY DETERMINED IN THE STANDARD PROCTOR TEST (ASTM 069B). 2. BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN SUBORADE. '� -- APPROVED BACKFILL 0 PPFI ROVEO BACKLL SHALL NOT CONTAIN ANY STONES MORE THAN IY IN LARGEST DIMENSION(6- IN ROADWAYS, 11/Z' .-- _ THOROUGHLY COMPACTED MAXIMUM DIAMETER WITHIN 24'OF THE OUTSIDE OF THE PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL. - IN 8" LIFTS WHEN 4, TRENCHES SHALL BE DINGCOMPLETELY UEWATERED PRIOR TO T PUCINGODIEWATERE PIPDU b DEPTH F PIPING IS LESS DEPTH OF PIPING I$ LESS OF PIPE A DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL IN INSTAL INSTALLATION THAN 6'-0" 6. IN liIENCHES WITH UNSTABLE MATERIALS OR HIGH WATER Dt2TABLE. WATER LINE, SEE PLAN TRENCH BOTTOM SHALL FIRST BE STABILIZED BY PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE(3/4" D FOR TYPE AND SIZE MAXIMUM). _ -�-� '- 6 PIPE BEDDING 6. THE SIDES OFTRENCHES 4' OR MORE IN DEPTH ENTERED BY PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF REPOSE AS DEFINED BY O.S.H.A. STANDARDS. T. BED DING OFCRUSHEDA OR W, UNDISTURBED SOIL WITH A MAXIMUMSAMPLE SANDWINEER TOMUMSIZE OF ':. SUBMITASAMPLE TO A IMUM SIZE EOFS. THE ENGINEER FOR 4PPROVAL. -e OR ROCK q. CONTRACTOR TO INSTALL TRACER WIRE ALONG ALL SECTIONS OF NEW WATER LINE. TERMINATE TRACER WIRE AT TRACER WIRE (VERIFY TYPE WITH ALLVALYEBOXES gNDHYORANTS.COORDINATE CITY PRIOR TO START OF INSTALLATION WITH TOWN AND ENGINEER, CONSTRUCTION) TYPICAL WATER TRENCH DETAIL W-0Dl REVISED 1 S2016 EFFECTIVE BURIED GATE VALVE __ -MINIMUM ONE FULL BEARING -' LENGTH OF PIPE AR. CONCRETE SUPPORT VALVE S ANCHOR Pw UNDISTURBED -.w- UNDISTURBED SOIL VALVE/DEAD END REDUCER SOIL — 1 NOTE: PLACE 2 MIL (MIN) POLYETHYLENE SHEET BETWEEN ALL CONCRETE THRUST BLOCKS AND PIPE ANDIOR FITTINGS TO PREVENT BOND. �`-- UNDISTURBED I/ `—U / SOIL TEE I - UNDISTURBED OR 11 I V BIND• .Tr SOILT MINIMUM AREA OF BEARING SURFACE OF CONC. THRUST BLOCKS ✓ 7 6/P CRUSHEDSTONE NOTES: BEDDING(MIN. 12-THICKI UNDISTURBED SOIL 1. ALL FITTINGS AND TO RAVE MEGAAUG ANCHOR COUPLING OR RETAINER GLANDS. CONCRETE THRUST BLOCK SPOOL PIECEWRN (SIZE DETERMINED BY SOIL MEGA -LUG GLANDS 2. PRIOR TO POURING THRUST BLOCKS ALL CONDITHRUSTBLOC TAB TO HYDRANT ASSEMBLY DETAIL FITTINGS ARE TO BE WRAPPED WITH AmII THRUST BLOCK TABLE FOR POLYETHYLENE. 4 SWING) Fc N.T.S. W_ REVISED D:92015 I W— MAIN rsMWMaTT—x PIPED TO our000R ---P� ARTMExT coxxECTOH GEE SWRcxE11aR P.—D EWALI R \ SLEEVE A SEAL WATERTIGHT aoNO HATE wTH BITF CocxTRACTOR R D Do PENETRAnolAis FOMiDN Wnu IT Ia11.r THREADED Roos THRUST BLOCK SLEEVE A SEAL BOTH FOUNDATION WALL SPRINKLER BACKFLOW PREVENTION DETAIL N.T.S. FIRE AURM agxEL �� wwio ro aALLA'M BEux TEsrcocKITYPJ m DOMESTIC W - AE BUTION SEE PIUMBNGDR WINOS T A 1 BY 811E ABOVE F ®® ®® �eETLMAI.— BOONE NOTE. TRUST BLnt'K(HALL BL 'I'Ll 11 Au 1L11 TL IILUUCERS NO BACKFILLTHRUSTING WILL BE EBLOCKD UNT L ANY DDETAILS N.T.S.. THRUST BLOCKS HAVE SET SUFFICIENTLY. AS DETERMINED BY THE ENGINEER AND'OR LOCAL WATER DEPT. REVISEDZ'2212015 SITE ENGINEER: f CIVIL ENGINEERING ASSOCIATES. INC. 10MANSFIEw WEWfANE, SOUTH BURLINGTON, VT O5403 802-864-2023 FAX 11 wee: www.cee M.COm DRAWN SAL mEcRm DSM APPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT - WATER MAIN GRAVITY SEWER OR ---� FORCE MAIN (JOINTS DATE C1IUCKUU UFYCUAN _-- - TO BE ENCASED) _ �i = ENCASEMENT IF SEPARATION i 0 IS BETWEEN 12' TO 18" WATER MAIN 10' MIN. 10' MIN. m GRAVITY SEWER - OR FORCE MAIN 0' SEWER MAIN PROFILE VIEW WATER DETAILS Z a THE GRAVITY SEWER or FORCE SINGLE 20' LENGTH OF WATER DUALITY PIPE MAIN JOINTS SMALL BE CONCRETE ENCASED WHEN LOCATED ABOVE - 1 THE WATER MAIN REFERENCE: VT. WATER SUPPLY RULE CHAPTER 21. APPENDIX A. DATF. DRAWING, NI'M ..R PLAN VIEW SECTION B.6 MAY, 2017 WATER/SEWER CROSSING (IF REQID) ASSHOWN C4e2 N.T.S. PROJ. NO. waoT _ REvlsfD6,5 iols _ -- 15170 ALUMINUM I -BAR GRATING - ALUMINUM GRATING ANGLE - THOMPSON FABRICATING L.L.C. ALL AROUND OPENING - OR APPROVED EQUAL THOMPSON FABRICATING L.L.C. �:--:-------.-_— OR APPROVED EQUAL 36. So.- CONE SECTION OR NO �I TRAFFIC COVER (HEAVY DUTY) FOR SHALLOW MANHOLES WATERTIGHT JOINTS POLYPROPYLENE USING MASTIC OR RUBBER MANHOLE STEPS GASKET @e"O.C. T _ w O r COAT EXTERIOR OF ENTIRE MANHOLE W/ A O G w 80' DIA WATERTIGHT SEALANT (2 m y COATS) - CAST-IN-FLACE FLEXIBLE MAST-LACE 2Q G. N7 Q sy 'y m ( PRECAST CONCRETE OR POURED IN PLACE BASE SECTION - - 12" MIN. ' 6" MIN- CRUSHED STONE UNDISTURBED SOIL BEDDING OR ROCK N.T.S. LEBARON FRAME & COVER LC266 TYPE'C' OR EQUAL (ADJUST TO MEET FINISH GRADE) CONE SECTION OR 4'0 TRAFFIC COVER (HEAVY DUTY) FOR SHALLOW MANHOLES POLYPROPYLENE MANHOLE STEPS @8"O.C. �z p0 U �mw H p W i� ygy T "a 24„ I rl SET FRAME ON FULL MORTAR BED & SEAL JOINT ADJUST TO GRADE w/ PRECAST RISER SECTIONS (BRICKS SHALL NOT BE USED) WATERTIGHT JOINTS USING MASTIC OR RUBBER GASKET COAT EXTERIOR OF ENTIRE MANHOLE w/ A WATERTIGHT SEALANT (2 COATS) CAST -IN -PLACE FLEXIBLE MANHOLE SLEEVES PRECAST CONCRETE OR POURED IN PLACE BASE SECTION UNDISTURBED SOIL 6" MIN. CRUSHED STONE BEDDING OR ROCK TYPICAL STORM MANHOLE (DMH #2) 6' y 'i TYPEII STONE 'ILL EMERGENCY SPILLWAY N.T.S. 2' EXISTING MIN. fGRADE 18"TO 24'(SEE GRADING — — �EXCEEDS PLAN) TO BE USEDPWHERE SLOP STONE FILL STABILIZATION FABRIC TYPE I, 12" THICK MIN. TYPE 11, 24" THICK MIN. STONE LINED DITCH ST-012 N.T.S. REVISED08N112014 EXISTING GRADE _ _ 3 / 3 �:... 1 1T- 2" 1 MIN. -- EROSION CONTROL TOPSOIL MATTING IN DITCHES W/ PROFILE GRADES 2' MIN. EXCEEDING 5%. STAPLE AS WIDTH PER MANUF. SPECS. GRASS LINED DITCH N.T.S. ST4114 REVISED IDIOT/2015 CULVERT & END SECTION MATCH DITCH SECTION -� 1 r �t MAN, 2! ^t y. TYPE I STONE FILL A -A 3 � 1 A _1 TYPE STONE FILL C+ (18" MIN. THICKNESS) p I i 1 CULVERT A _ END SECTION STABILIZATION FABRIC CONTINUE STONE MIRAR 50OX OR APPROVED FILL IF REQUIRED EQUAL END SECTION DETAIL N-T.S ST4111 REVISED 01/14/2015 TOPSOIL, RAKE, -/ / APPROVED BACKFILL SEED& MULCH I THOROUGHLY COMPACTED I, UNPAVED', PAVED IN 8" LIFTS NOTES: 1. COMPACTION OF BACKFILL AND BEDDING SHALL BE / MINIMUM OF 80% (95% UNDER ROADWAY SURFACES) OF ' MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR TEST (ASTM DISM). 2. BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN SUSGRADE. 3. APPROVED BACKFILL SMALL NOT CONTAIN ANY STONES MORE THAN 12' IN LARGEST DIMENSION (W IN ROADWAYS,1 1/7" MAAUMUM DIAMETER WITHIN 24" OF THE OUTSIDE OF THE PIPE). OR CONTAIN ANY FROZEN. WET, OR ORGANIC MATERIAL. 4. TRENCHES SMALL BE COMPLETELY DEWATERED PRIOR TO PUCING OF PIPE BEDDING MATERIAL AND KEPT DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL. - STORM LINE, SEE PLAN S. IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER FOR TYPE AND SIZE TABLE, TRENCH BOTTOM SHAD FIRST BE BTABIUZED BY PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (314" - PIPE BEDDING MAXIMUM). 6. THE SIDES OF TRENCHES 4OR MORE IN DEPTH ENTERED BY PERSONNEL SMALL BE SHEETED OR SLOPED TO THE ANGLE Of _ --- UNDISTURBED SOIL REPOSE AS DEFINED BY O.S.H.A. STANDARDS. ' ORROCK T. BEDDING MATERIAL SMALL CONSIST OF CRUSHED STONE, GRAVEL OR SAND WITH A MAXIMUM SIZE OF %/ . SUBMIT A SAMPLE TO THE ENGINEER FOR APPROVAL. TYPICAL STORM TRENCH ST-1 Sa TOP PLATE VERTICAL PLATE V PRECAST MANHOLE STRUCTURES SHALL CONFORM TO ASTM SPEC. C478 (LATEST EDITION). ANTI -VORTEX TRASH RACK Y<" ROD AROUND BASE I OF VERTICAL RODS WATERTIGHT JOINT USING 1• , MIN. WIDTH FLEXIBLE GASKET 11 RIM=141.5. L PROVIDE IT MIN. COVER OVER 4" PVC PIPE SECURE PIPE TO CONCRETE ANCHOR W/ SS CLAMP OR EQUAL 3 1� 138.0 -- 4' SCH 80 PVC REVERSE SLOPE PIPE CONCRETE ANCHOR 6" MIN. CRUSHED GRAVEL 2'X2'X4" BASE MIN. DRY BASIN OUTLET STRUCTURE REVISE0111.8 016 2"x2".'a' ANGLE, l'-O" LONG,WELD TO VERTICAL PLATES,6" TO EXTEND BELOW RACK INTO STRUCTURE (TO HOLD TRASH RACK OVER CENTER OF STRUCTURE) TYP. FOR 3 Y4"O ROD 96'O.C. 15" 0 HOPE OUTLET PIPE 2"x2"XY4" ANGLE, 0"-3" LONG, WELD TO BOTTOM OF VERTICAL PLATES (HORIZONTAL LEG TO REST PLAN ON TOP OF STRUCTURE) Y"TOP TYP. FOR 3 PLATE SET FRAME ON FULL bl MORTAR BED & SEAL JOINT 30 0 �•0 _ MALE ADAPTOR WITH THREADED CAP, 1' 0 ORIFICE DRILLED — - 18.5 THOUGH CAP AT INVERT 15" 0 HDPE OUTLET PIPE (SEE PLAN SHEET FOR PIPE 137..0 CONFIGURATION AND INVERTS) 1 CAST -IN -PLACE FLEXIBLE MH SLEEVES W 135.5 PRECASTCONCRETEW/ MONOLITHIC BASE • REFER TO SITE PLAN FOR ALL PIPE SIZES, LOCATIONS, AND INVERT ELEVATIONS SITE ENGINEER: f CIVIL ENGINEERING ASSOCIATES, INC, 10 MANSFIELD VIEWLANE, SOUTH BURLINGTON, VT 05403 SO2-011— FAX, S02S84-2211 web: www.088Vl.c DRAMA SAL CHECKED DSM APPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT uA"E CIIEC'KED 5/i]l1] DSM REVISED POND OUTLET STRUCTURE 5/.10/17 DSM i REVISED N.W.S. ELEVATION 5/20. 17 DSM REVISEDSTORMDETAILS STORM WATER DETAILS DRAB .. HI—N. MAY, 2017 SCALE AS SHOWN C4. 3 PRO). NO. 15170 I IKAM 0 ADVANCED DRAINAGE SYSTEMS, INC. 1775 Shelburne (Harbor Freight) South Burlington, VT STORMTECH CHAMBER SPECIFICATIONS WOULD IM—SSNWO1`1IRMDACONIIIIBUS,lE8 „UCTEDINTERNALED SPACEWITHNO INTERNMSUPPORTPMEISTHAT ;;LTFATBIf r.IE j= ESrED°NG oMEF" -DE`- IHE IF M Fz.IB STANDAND SPECIFICATION FGR POLYPROPYLENE wlP CORRUGATED COLLECTION CNANBERI- .PON RE—ST T. THE SITE ONA F�=A_ CHAMBERS TO 'HE N A STPRICTURAL EVALETION 1EALED.1 A REGISTERED RROFESSIOIBU ENGINEER THAT DE.-EIR..rES THAT THE -El GociEossDICMBP"sPic'vIICCATT`loxs.IB"EE ECTIONII u"AFIF MIT THE rrE:u CR�E ED ART OF TIE AF1171 STRUCTURAL EVIULATION TO VERIFY I I IF. PERFORMANCE I STRUCTURAL CROSS SECTION BE TAX ON — THE STRUCTURAL EVAL.UATION 11 BASED CHAMBERS AND END CARS SHALL SE PROoucEnATAN ISO MI CERTIFIED MANUFACTURING PACNN. IMPORTANT -NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM INAMBER1 ME NOT TO BE SAIRITIlEO YVITI A —F OR AN ElCAVATOR SITUATED OVER THE CHAMBERS FTORNTEI" DO AS xE°U-" NGD�:� CRONTHE I—CATONSTOPEOR51A�I,ADE BAGIIFILL'RDMGD,sIDE xEExGA ATIDxMSIxGALNG�DMHDEOxE.. ATDe. THE FDNDATIGN STDxE SHwI RE IFILED All DDMPAETED PRIOR TO PLACING CHAMBERS. 5 IOINTS BE,wE N CNAMEENE SHALL BE PROPERLY SEATED PROB TO -- E—F A MuxTA11 MINIMUM 111"-11 SPACING BE-1 IHE CHABUER ROws r. INLET AND OUTLET MM FMOS MIST BE IN:ETED A MINIMUM OF 12- (300 mmI INTO CHAMBER END CAPS. BEVESEMENTSTp.E SURROUNDING CHAMBERS MUST BE A GLEAN CRUSHED.DGLBAR STONE —I—mmI MEETING THE AASMO MAI 1111,tIB STONEMST"DBE N.CDEpMOn METMMNTEBGFTNECHAMBERTOMCHO ECw M SIx FLACEANDTCH ORIOSEVEROw SPACING.•" PR—T TIE ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION I DENSITY REQUIREMENT O sTAa MAY BE PART OF THE C LAYER ENNE CHEC. PI.wS GOR VAVEMENTOF PER NIA w.vE BTwxGExT-EVENTS MAT —Al All INEIMATIll IEGIRREMEITO c ORAL FILL: "IL NATERAI FOR LAYER r :TE%MIVETairo.`N; 1 weeOR sr OF BE A PART OF T-C LAYER r SUSEMBE MACHAMBER uAGGBEGATE MI-1 HR_ OR PFARDO SEED AGORA—E sTPAVEMExTs OF THIS LAYEa. ^"BE wcDwu AMPHTOMI 5' A.I...Ee. A.B M.RH,OMn• n., asT s, se,T rN, e. OF Br (Bw m vh�� cnwEDMnTirtwL"ADwonv ERELATEIM NSITv foR VRocEBSED AGGREGATE B _ sTOEIA OW ISTwauTwN BETWEEwrwC'= rl s.. -NO COMPACTION -RED A ROMNDATION STONE: FILL BE CHAMBERS UP TO THE FDOT(BOT I THE NE, NOMINM SIZE iRlaui rW E Iry H mm a B. ACT FACET�AC LATE COMP HIEVE A FLAT Mo�ERIDESIGNED W CLEAN, CRUSHED ANGULAR STONE INA A."— / BV SDE GE SIGN ENONEERI PERMBEENOM 5) V. IOa� � FIRM II,..Gr m%(CM6ESIOEONV :wAL, ILL, Vt DEPTH DETENMNED BB'(]eo mm)MIN E,1111 mm,MIN � � — ExocM 5 .., IAD mmI MIN �I I� — n'IIUSO mmI —+ I— tZ I500 mmITyPeIGN ENGINEER NOTES: THE REQUIREMENTS of ASTM FxTe'STANDARD SPECIFICATION FOR PolvPROS GN"OF(THEBMO"PLASTICCORRLOSNTATED V STptMwAITCEN COMECET TISONCHABeE2s•'.1 F. 5 THE SITE DESI N"ENGINEER IS ESRPN9BLEFEtA55E5SwGTHE BFARwOG RE9I5TnUDVCE IALDL=BEMITO- ACrtv1=N`UBGRADE50IF"LSAAOTTHE DEPTH OF FOUNWTxm STONE WITH CUP Oa 2Y AT TER y' IS PLACED. MY SOUMATERML CAN BE PULED IN LAYER U' UP To THE ISASHED GMDE AtOSr FAVEUENT SUBBASE SOILS CAN BE USED TO NEPLACE THE MATEML REWIaEMENTS OF LAYER 4" 3 OF 5 CONCEPTUAL LAYOUT (B15TORMTECH McasBo EN.MBFRs 15g5TORMTECH Mc noo Eo cnvA vnaIM�ETmER OYrS TEM uI�n TIOM BASE SToxE. aox STONE vaO r"�1 I — 177 I I I I I I I I I I I PROPOSED ELEVATIONS AUOVIAASBLLEE oe (iM'VADVFEO wRr"iiwFF1:vEDt IM UAILI RARE IIMAVED NOTRAFFICI BUM ULOwABLE BADE YOF FIfx,BLE PAVEufxTT BUM MLOwABIE cUOE ROP OF a1DE) CONCRETE PAVEMI"I oPorD CHAMBER. SIT ON ;11— r Aos NI: TOP MANIFOLD. INV ISAV GUI ECHAMBERBASE MADE FBI BVEDwEE E TECH CE GE" PI FOR MANIFOLD SIDI �X� IPLA:EAPPAROM.01TI D1=YATHE1Ax s T`a°aACa"1"AlHAMBERINLET DW5 ------------------=z"'--J M' IMM mm1 NGPE ACCESS PIPE REQUIRED EC MC-35DO ISOLATOR ROW DETAIL INSPECTION & MAINTENANCE STEP 1 INSPECT ISOLATOR TE(FPRESFNnNT oVE D-LID ON NV LUG—T NINE DRA N ADM FODLNMEOays"EU DaLEIPx3P ON OF SEDIMENTITN OF SE —ENT AND Ev"DELS OCH "ai ONAL(INT "cE Loc R ABOVE 5'(Bomm(PRGCEEDTOSTEP3. FNOT. 1ROCEEDMITE13. MOVE 1=I" ON N STRUCTURE AT UPSTREAM END OF LSOLATOR BOw BICAIENAB MAX _ NED SPAc"CEE=f)UFOILO.V INAEREGVLATIONS FOR CONFINED IAII A. IF SEPREN, IS A. A. EpT(BO mm(PROCEED TO STEP i. IF NOT. PROCEED TO STEP S. STEP,( C.NG�IlE.mm ` CINGSPEADOF11111 OR.DREISPRfEERRFD STEP SI REPLACE ALL COVERS GRATES.FILTERS. AND 1105. RECORD CBSEVATIorvs AND ACTIONS. STEP.( wSPECI AND CLEAN BASIS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM NOTES RING Of RITT ] GGNLNiGT IETTINGANO VACDTTIE diINGMNVAFIRST YEAR IV CRNIIEN HI SPECTION BHOWSTNAi MB NTENANCERis ECE yNPREVXUS MC-3500 S' INSPECTION PORT DETAIL 5 SITE ENGINEER: f CIYIL ENyINEEkINI. ASSOCIATES, INC. 10MANSFMVIEWLWE, SOUTH BURLINGTON, VTO5403 --VI W B02-211 — w RAA-hcam T © 2011 - ALL. RIGHTS RESERVED DRAIN SAL CHECUD DSM APPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT STORM CHAMBER DETAILS DATE DRA11- NUMBER MAY, 2017 AS SHOWN C4.4 PROP. NO. 15170 INSERTA TEE DETAIL MC•3500 TECHNICAL SPECIFICATION Ns _ oo NOT I.E.11 vpu_v ss.W (a,sa�m) .. • NSEaTA reEAT sr FFENNGa3 CREST IusruEEO cNAMWER 3o rvrs CREST p sL --.---'------STIFFENING RIB M,oR „-ETLy 1 j' CORRUGATION FOOT r CONNECTION a tn) •. .•..rv4•^+4 . 1 / p I su LG RowuiHSLNECT�N ENT�o / OVER GORRWA O 1' pciUN LENcix PUG_ ADS GEOSYNTHEI Cs 5,5 WOVEN GEAT(cENTEREOON INSER� SECTpH,1i spe VIEW LETI VCAOVER WEDDING STONEFOR _.AONE PROTECTONAT SIDE IT EETCONNEGRV—I a50' osW gtl GEOTE%TEE T 'A'a mmmWrUA R Fa EAP (tt.3 B ass" MUST PExxT AxWps PAs c Me FOOTcxpMeER �ilxsenTA eE F cxpxeEa DO INSTALLED (STt LLE S a,a S-„mmm, (,00mm, 1 x3TpEEED'� a ( m) I - ea , ( m, k -- ue asas'Om) -- - - i NIC a i3o -s (,m mm1 —.. mm) PATE- mm) syCH Mc<wa +r,3oo xw.uxpL <xprsWen sPeclWCAnoxe PART UMSTORMIELVARY BASED PIPE MAIERIALs. MSERTA iEEFITiMGS AvnIUBL_EOR SGa zs,-9DR 35.9LM 60IF9 SIZE (W xP%INSTALLED IENOTH) aa.V%X5.0'X B6.0' (t856 mm%ttX3mm xa,sa mm) ANTpGT STORMEGH FOR MORE INFAaM<i GNL. ED END a FEE. 11. II — MC -SERIES END CAP INSERTION DETAIL W LEN..AF son. (sT: xm NTs SIZENNXH%iNSTALLDUB—) 770'%15.0"xaa.1• (,Sssmm%t,X3 mm%5r, mm) END —c FEET (O.11 m') R-STORMTECN END CAP MINx3 x WEpruM lNsi�u050 siORpcE• aSSO.ScuEx: FEEL In m') (aRr v91 —2RE(=O r(aM STONE PERMETEE�FONTOFEDCAPEAND401STONEPOROSIITYENDxM3_RE. 9ERS ERIE NO,NO WINTHWTH•s SIDES ATTOP AP END CAP FOR PARTART PART# I STUB B C ME W—S Ase•(,Tmm, o.er p, mm, Des• (x mm, -(5<mm, 5.13Tn mml IS M. mm) 09 mm) m n Tr' (a5 mml mm) a0'(IMS ae" 10a mm) I SITE ENGINEER: f CIYIL ENGINERING ASSOCIATES. INC. 10 MANSFIELD VIEWLANE, SOUTHBURLINGTON, VT 05403 802884--2323 FAX: 802R8l22Z1 WWO: x^mv.cee vl.com DRAWN SAL CHECKED DSM APPROVED DSM CLIENT: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT STORM CHAMBER DETAILS DATE. DRAWING NIIMRER MAY,2017 SCALE AS SHOWN C4.5 PROI. NO. 15170 EL 148.8 \— CONCRETE _ SIDEWALK STONE HEADWALL 8" SDR 35 PVC I NV. 18.8 (IN) I NV. q8.6 (OUT) 12' MIN. 1'i' SCH. 40 ALUMINUM "TUFRAIL IBC - EL 157$S PUBLIC ACCESS HANDRAIL" AS MANUF. BY THOMPSON FABRICATING. LLC OR APPROVED EQUAL INSTALL NON -SLIP TREAD MATERIAL STRIPS (TYP. AT ALL TREADS AND LANDINGS) MATERIAL TO BE APPROVED BY ENGINEER PRIOR TO INSTALLATION BASE FLANGE MOUNT PER HANDRAIL MANUF., CENTER BASE FLANGE ON 6'x6' TIMBER BELOW `- FILL AREA INSIDE OF TIMBERS WITH / (I CRUSHED STONE TO CONTROL WEED UNWANTED GROWTH NOTES: - 1. COORDINATE ALL ELEVATIONS WITH SITE GRADING PLAN. 2. CONTRACTOR SHALL SUBMIT DESIGN: SHOP DRAWINGS PRIOR TO CONSTRUCTION. MIN. EL. 150.0 U I � I TIMBER STAIRWAY DETAIL (TYP.) N.T.S. • FOREWARD THROW 1SY18' SQUARE ALUMINUM FIXTURE w/ — MH LAMP, DARK BRONZE FOREWARDTHROW FINISH Iv.I- SQUARE ALUMINUM FIXWRE w/ • SPAULDING SE11400M-FTw/ PHOTOELECTRICCONTROLAND SOw MH LAMP, DARK BRONZE FINISH CUTOFF SHIELO (OR APPROVED EQUAL) • SPAUIDING SE1-250M-FT PHOTOELECTNIC w: CONTROL AND CUTOFF SHIELD (OR APPROVED O ❑O ANCHOR BOLTS 8 EQUAL) y y TEMPLATE BY LIGHT POLE SUPPLIER NON -TAPERED SQUARE ALUMINUM POLE - DARK BOLT OR CADWELD -, BRONZE FINISH GROUND WIRE TO POLE � HAND MOLE w/ COVER FINISH GRADE ^ _ 2' MIN. CURB —� 1 PAVEMENT SURFACE I ,Lr "4' CONDUIT FOR #6� BARE COPPER SCH 80 PVC FROM 7 GROUNDWIRE + POLE TO POLE w/ 9 (4) #5 VERTICAL— T SE GROUND WIRERATE "x10'COPPER WELD GROUND ROD ROD BOND----,\ - — `- GALV. STEEL TO PVC TO CONDUIT, BASE & CONDUIT CONNECTOR POLE - #3 TIES Q 12" O.C. 24" PRECAST LIGHT POLE BASE (ROUND or TAPERED) or 24. O (MIN.) CAST -IN -PLACE - 5,000 PBI Q 28 DAYS - REINFORCING AS SHOWN POLE LIGHT DETAIL N.T.S. !I j 4002 REVISED IZZI6/2014 I ) � #4 REBAR TO CONNECT \`\\ TIMBERS TOGETHER (TYP.) `- 6"x6' P.T. TIMBERS (TY^' 1 "x6" P.T. BOARDS (TYP.) 2"x6" P.T. BOARDS AT CENTER OF EACH STAIR TREAD BOX AND LANDING BOX TO SHORTEN SPAN OF TREAD BOARDS JOIST HANGERS (TYP.) 1 CONCRETE SIDEWALK TYPICAL STEP/LANDING PLAN VIEW DOIWN - ELECTRICAL CABLE MARKING TAPE SHALL BE PUKED 8" TO 12" BELOW FINISH GRADE GAS MARKING TAPE SHALL BE 12' BELOW FINISH GRADE _ 5' MIN. 2' = APPROVED BACKFILL EXIST. GRADE � f THOROUGHLY COMPACTED IN 8' LIFTS = APPROVED BACKFILL TELEPHONE = THOROUGHLY COMPACTED '. A BUILDING IN 8' LIFTS i I CONC. WALL CABLE i- GAS PIPE � E T C MIN. 4" SAND OR FINE � ELECTRICAL CONDOR GRAVEL ON ALL SIDES OF CONDUIT PROPOSED 12" MI �—MIN. 6'SAND OR FINE `GRADE GRAVEL ON ALL SIDES 2'z2' BLOCK � _ 24' MIN. OF CONDUIT IN AREAS RETAINING 1 T OF ROCKY SOIL WALL 24' MIN. _. GAS LINE TRENCH DETAIL � ELECTRICAL TRENCH -SECONDARY g N.T.S. N.T.M.—. M-REYIBED4S/m/xm. gq - RETAINING WALL SECTION (CUT) G!5 M-0OS REVISED OS'Op2Ot4 N.T.S. CONCRETE FILLED 6'0 STEEL PIPE (ROUNDED TOP) - -- (STANDARD /SHOP PRIMED) ELECTRICAL CABLE MARKING - TAPE SHALL BE PLACED 8" TO PROVIDE YELLOW GRAINGER 12" BELOW FINISH GRADE BOLLARD COVER or APPROVED EQUAL (CONFIRM COLOR SELECTION WITH 9 BUILDING CONC. WALL ARCHITECT OR OWNER) _ - APPROVED BACKFILL UNPAVED PAVED : THOROUGHLY COMPACTED 5'MIN. 2' 4' � IN 8" LIFTS 2 �t TELEPHONE PROPOSED E 2z2 BLOCKGRADE CABLE O RETAINING E WALL T MIN. q" SAND OR FINE LL � ELECTRICAL CONDUIT GRAVEL ON ALL SIDES 4 OF CONDUIT � 24'MIN. y, i EXIST. GRADE 18" O CONCRETE FILLED CONDUIT SHALL BE ENCASED IN A 4• ENVELOPE OF CONCRETE SONG TUBE, UNDER THE FOLLOWING CONDITIONS: - A. FOR INSTALLATION UNDER THE TRAVEL PORTION OF THE ROAD. 18 y B. WITHIN 10' OF WATER, SEWER, GAS AND DRAIN CROSSING. i BOLLARD DETAIL ELECTRICAL TRENCH -PRIMARY � N.T.S. RETAINING WALL SECTION (FILL) y N.T.S. N.T.S. i3 p� Ji 5-011 REVIBED OS/OB/2015 SI"I'If ENGINEER! f F CIVIL ENGINEERING ASSGCIATE;. INC. 10 MANSFIELDVIEW(ANE, SOUTHBUflLINGTON, VT 05403 H02-864.2323 FAN' BO2"BBl 22]I wa0: www.cee N. com SAL ECKeD DSM 1PPROVE0 DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT IU VIBION Si] II�DSM ADDED PL4NiING DETAlLSMDED PL4NiING DETAILS el2tll�ADDED lL MISC. DETAILS DATE MAY, 2017 SCALE AS SHOWN PROJ. NO. 15170 D1GxINf. NL'MBF.R C4.6 SI"I'If ENGINEER! f F CIVIL ENGINEERING ASSGCIATE;. INC. 10 MANSFIELDVIEW(ANE, SOUTHBUflLINGTON, VT 05403 H02-864.2323 FAN' BO2"BBl 22]I wa0: www.cee N. com SAL ECKeD DSM 1PPROVE0 DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT IU VIBION Si] II�DSM ADDED PL4NiING DETAlLSMDED PL4NiING DETAILS el2tll�ADDED lL MISC. DETAILS DATE MAY, 2017 SCALE AS SHOWN PROJ. NO. 15170 D1GxINf. NL'MBF.R C4.6 SECTION 329300 - PLANTS PART I GENERAL I SUMMARY A S,uon Includes' I PMu. 2 Trco-wgeringdeVca. 3 LAndstpe Adg1ryA. B R.Aobd 0.e4orcrnems. I Sxdm 32%00 Tnnp.armn< or v PIW, ul eenmurury-grown c- 12 DEFINITIONS A BacKrl The arch aced to Wlbu a the att d rp4K.1 arth o m aanlson B. P..k , A Ilbcunce w m:atiirt rrurrdM I., pr d,% d-my.% r*Wft or - p,ng A pest Puc4es mclid. I, Jokles, .k brbkldek Iingkl kI. rod..dcida, A W mo11 c klas. They .6. Delude substances ml.cura k%Anded for we n A plant ng,Ia defolWc. w de is Soma I- dnsify h,bicides sepan[aly born psUci C wamen MAmng SM: E.'nung I,- wiL' ",W sarrum sail. or dxcund soil drt heeen , bmMiRM with T dmews aM p,haps hKdizen w product A .0 m r<ur< bra, for plain p.,.h See Section 129113 "Sol' Prpxnon' 1« dnwrl d..- or pWK.%sole D. Roo FAr Aw o IaE'.," Rare' The ra a, dr base of U,e pkm', , -M whin de ,Iem « vun4 bo,dm. w lort,1 ,00,: de ra d In.-mrI between de row .,, and tb peen a tool, 13 PREINSTALLATION MEETINGS A Prana4Uon Codrrkr' Cwrdipt ca1lrrKA et Prgxc s ce IA ACTION SUBMITTALS A. Prod- Oca: For e,h type of pro6gL B. SmPln of Axh type of Mukh. IS INFORMAnONAL SUBMITTALS A Product -0-A, B. Smp4 r-M IA CLOSEOUT SUBMITTALS A MAmu.rre DAu: RAccKVIended p.e w b ntabkshed 0 bmaintenance by O, d plena during a rW,Idar year. 1.7 QUALITY ASSURANCE A I-lle, Fkd SpwVuiw Require Imu11, to nuimam in a+perkmed Nil.Ume sip-HAI, on li q1 Ju when wale i, in pr.", 1. P.,ddA Applkxor: Spa I.A-1, Lomr..c6l. B. Pr-& qm Ky. Jm Rena. I— AM -my of plan, K uvM comp'rry wkh ppiube rpuir.hwlta n ANSI Z60.1. 19 DELVI STORAGE. AND HANDLING A DAIw bre-raol Rock pit, wit n 36 hour of digging InrllvdnA.y AhAr doing IF bAre-ro« ,lock pads row .yarn ., -L avow, hay. u, oh, w1,b4 1 u kW row syq m0M anal p a" T,rnpon 'm corer". temp,aWrc tM'ed vM cln, and keep PMts cod AM proacad fi m ,tin AM vnm , A I I. B Do ros pwr ben W Ab bs before delr.ry. Proust Dnk bnnchn. and root q ,- 0- Ion Au14 dy,rlg, vend burn ,weaurg, w ,pping .red other handing AM tying dents Do not bind « bit-oe ,rn. w Sr,Ib. in such A manner a w destroy den .tool Ihap. P,oroe proecde -, d ph- during shippng aM 6e16se,y. Do mt drip III- during dekre.y and h WI, C. MIAMI, pbntog ,rock by root bl. D. Sun bulb, corm,, AM cbenmAd,T'p4ce a[ 60 to 65 deg F(16 co IB deg C)-I pU-,% E D.Ilrr pun .ft.r prAPA,-, 6. pl-, bra oven corIpl.,d. aM ' iALA ImmMat., R P1-,11, dekyM move WTI w horns all, delnery. tit plum aM veer m their Ap,,WHaw asps, Iwo. fik,r Aun, w Node). pro,t Irom we,dN, And -INI Al dmap. AM keep too, mask 19 WARRANTY A SPokl W., 1-11, even I, rope or rtP4,e pbnrnp ,M xceuonn tH, III a ma-h. workm 0,,, «powd .MKn apectfied .«rainy piled I FA3ur., -I.., but .....i LW! co, the ollowdng A Death Md Ima[blac,ory growth, acpc Iw dN,[s ,ewk,eg horn above. Eck d adeRap mamle.rce, a pgwt by Own,. b. SutAwnl6ilu.A imludry paining, fill rag w blowkg ever. 2. WArranq PicNIA Fran tau d Sb,umul Co104Mn. A. TrW RNub. ',W OrnAnwwl Grow: (I23 m..Ah,. k Grout Coats. Biem6k. P.nnnkh, aM Othr PWuk [12] makhA c. A..": I-) IIIAhA FEN PART 2 - PRODUCTS 2.1 PLANT MATERIAL A Gmenl: Nmp nursery -grown p4nu we w pws. Sven. rvny, c, k-, ,am loan. 0% ,red o&, katuras iMkaad in Pw. l UAL Pi- Sd.&I or Fl- Le z i,do-d oo Onwinp and tampyi1l with ANSI Z60.1; and wkh Kathy roc, sy,am, dev ,o b, mn,p6ndng «root p,mmg. Pcorlde wel l-shapedAy F ban haAKhy, vigorous poet den.ey I h.- when in kaf aM 6" If d,aau, pass. qg. larva. and dd- a h A, k,on. A. q td. mNrw, ebn,wm, .nth d:dgurnmgrc. B. Rook -Rd Depth: F-i h Inn .M shrub wd1 root bal, m.AI,AKI keen III, of too[ DA I, whkh begins A, root Bare AID-1 g to ANSI Z60 I. Roo Ikn Jul b r66e Adore pM61,g. 12 PLANTING SON. A Peh11l IA4nd Pxk11 Soo. PIA." w'I kr de pah,V " Tbllds Wa b m t w n A -w vecdL 3' dap AM dw width of the HIM. Um um, pb.wi, wi a, noted above , dr deoi.. The prig wl d,Al b evenly nwKAd have a pit nAr rasp 01 SS to 7 0 and h I .e1d n tit WoNml sal ch-A rwgn by W Wdlt - SW (45-75X), Sit (IS-IM Cky (5-25%). E sdl does o, mat these cm,u addnj W Sol &.VVx* anb "I M add" a -I ..II in dr sdl w[ nw1p. 23 FERTILIZERS A. PWKhl Tablmm Tightly conpmoW chip.type, long-6stng sow-mWe tom 41-grade pl,," ford- m abkt fl Table, Jul break down with wl b,tvrk. c-no, n,v a inw a form thq an b a .,rbed by p6n[ row. I. Sze >M wtrnnt canposi,im m b dnermi.d by rnuh d wl ,nL See S,J« 329300 "S6 Pr yanuon". 24 MULCHES A Orp ,c Mukh: NAA k0m d.k„Ious mx,u s aM Iunabk aA , tp dagx,g If tree, aM ✓Kook corn,ul d -dd,A 11110 1 I. Typ R-IM d kardweaod 2. S. PUV 3 krch.s (76 min) --I, IR krh (1) mm) m.kmwn 3. Coker Nawnl. 8. C.Tv- Mokh: WWI.,I pI-d .ab1A AM wed -bee c loIlc matter, pH of 53 . 8, molqure canam 3S m 55 PIK- by WWghD 100 Pica paamg though a 1-1, (25-min) ,kwv; solobi - All conl„t I Im than 2sas n « aAael l ors pnrK in.m c Aromk rN, AM fla d lab amn wale w visor g : one n ro11aw,: 1. Organic Ma„ Cwnon SO to 60 pram of try -ii 2. Fasd..k AgrK.-AL food, « ind4trvl -doh: kosddA: yard vimnw,gs; w sous<-sepAn,ed w cwtsposabe ..M wrd -MA. C. M:Ilertl MIIkIl / Wd du." - .ii flee d k,m pod coy. AM ah, lonln subwwea. d dr Idbwing qp. cb. rAISA. and coon 1. Typ. It-wkid rh-bdg I,,mood,4-dstar ,M a CnsWe stAaA a V-1 2 Slo N.V. (1-112 mdw (38 inn) nrKkmaW, 3. Coen Lh.%- an4rlp cab, range x Apob e w lxdscape McA11x, 2.S WEED -CONTROL BARRIERS A. Nonwaen GAoun14 hk.r Fab- Polypopy4,r ar Poly.st, 6bc, 3 OXJ.4 yd. (1019/0%m) mldtmtm, corVDI of Abos krmM Imo A NAWA network w du, fibs,, Hain situ Math. poAKOW fable hAll b bin . bk 4ikA1 dw.dgan AM ro41.tartly Ar cAI II drmkch. AkaYk AM ALMA 8. Cottposibe FAI Woven, nndIN,,.chM pAF ropyWr A16slrxe Dor,tlad u A m.rwa paypropyl,r fabrk. 49 wJmT yd. (142 ji m). 2.6 PESTICIDES A G-1: P.-KII, repgered aM Ap,cr J by thA EPA ucepubk w A,A)artln Wong j -dc- aM If ryo n `"d by mvmdcwr, b each A,,Adc problem aM a, d fo, Project cwdaon, aM Applkakon Do III n< ;-d pndcnes unlit+ Au I Nl n amoll by audion,in Nrng WAcl m. B Prt6.rgen. HerbklAe (SNetln aM Nmu4ttwe): FRectta b con.roAlrl the garmnxon o• growth 01 weeds wlthlo pknud yeas A[ the .dl keel 6,-'y IN, d,e Mukh hy,. C Pat-E-q- Herbkke (S.'en w rid N«nlA,lr.): ERAowe or clrkr 11.s w..d ti-ch slut has W -, g,m.cM. 27 LANDSCAPE EDGINGS A kaf EdgK, SUM,rd commerc W-rteel edpig. bbncaud In sxtwm of IAMa kl p ik w,d, bops MA-W lean w welded a fin of s.cvon, w race+. ctWltA. I Manubaur,s: Sublet, w wmpume with reoKrcmemr. Border Concq- 1,K CluHotA NC. 1 800.845-3343 w AprorAd qAJ A Edgip Si.: 3116 rich (4S min) thick by 4Ict-1100 mm) dap: 10 w M loot Ilmgth. b. Sa4Ac TIp.rM AtW. a mnlmllm d I S IMw (3B0 mml bllg c. AccocokR S,.&,d oProd And, cernrk AM pi d. F Ic µdklid" 2.0 TRH -WATERING DEVICES A Sow.R.Iaa W-ft D.ricA. SMVKI podia nrndaco.ad Ar dlP imipdon If p6no AM Altq[yag I. water eanlAnp war n --,dad - p-" Meo&-cl 6- W-1IdIA-A dAMAKI ,9'I ;nf-.d polyethylene Al- - HOPE pbs«. 4. EMI i and Wawft Solo o PQ Pr m LLC. Or pvu W pal. DRIP LINE EXISTING GRADE PART 3 EXECILMON 3.1 PLANTING AREA ESTABUS3NHENT A Gene , Prpan PWKdq IVA, for WI labcA.I and - NWDV Id' Accardhig a SAc Ion 329113 'Sol Prapnuon 8 Coordinate in,-,' P4nung SdF ParAPAph bow with S.nlon 329113'Soil Prepncmn- C Pxry PA.uq Solt: Blend p,Mng.0 In phoi D SO- pl-I, a.n Amh'l-'a x<pana If Olith padkW vitae pb ,area, it eroded «otherwise drwrbd aft, Bneh god M 3 2 EXCAVATION FOR TREES AND SHRL36S A F4~S Pas AM Tr,ahn: Eacana "IViA, Pr lq P. I Eaarap pib-, p, veld .idn Al" Ward M A 45-,. ,tk E.cantki. wit rerecAI ,idn an =cA,I TMn per mnr de,om bW.Wrq - era d bottom -AI JgM,t root y w NppW a W bam &Ah,w away 0.cente, Do no Mdier d,tiltb IN,, Ei- tu, root DAN w111 .k w mds[uri loi to prcnnl sea ins. Scm* Win of pli pk .mar" o, AmoothM during aont3on. 2. E,cen, app-trey Lhr.e Urtlr . wide n ball IP . 3, Uc.- a[ la.. 12 inch., (300 min) wider than ,ow p,.W aM drip enough w .commode. -.1 raw for Are -root stock 4. Do III, aona deepr dun dpch of the root balk -,-I lean the root fb,e to de bogan of the rod bill. B. BaA1rl Sol Sob- and topAWl renwved hum tap ., may not be uaM ,a bAtkhl w11 wns od,wke kdkaad. 3.3 TRH. SHRUB. AND VINE PLANTING A brpcdon: A, time of ph,, nrify W, row Rare a vk be At top of row WF .ccord,l to ANSI Z60.1, N roe Ran b rw, W ilA rfmon wl n • kill mom„ Irom die rope bAD w wharc de tp moat roan r.rgn han the wok. Alt, veil rerronl w espo.e the root /arc, nerdy that toot bill sal Mee, sae rpa,engnp. 8 Roma Remove .am grdil1l r NKI looked rents. Remove Injurd room by cu[Mrl cuany; do ram brak. C Se., each pbm pkmlb And in tamer of p4ming pre or bench wrch r- Aire 12 -1,- (50 min) above adjacent Imnh grades. I Bxkflll: PMuv w.l Fc, van. use armed and fw bAckfil.. 2 BIIIM xd Bu kpyed Scod, Afar p., rag wine badlfl A-1 root WR w muktu pain areNgy pre avid rr,wa blr4p rope, AKI vex I Ab ft. cop, of root INIk aM hero Wes but do not tArrron ham anti roe bilk Renww p.lk,, M any, b ort sepng. Do r,ot we ph" pock a r- bW'. is sacked « Woka be - or during Pa." p,Aton 1. Ban -Roo S-L SIpp«i sum of .6 p naM,d l, p- toou w,d,wn uIIp:11 0, wrrirl towad rwrf.. Mre larlb berob"k ft aM mamum plumb wNI. working. Cle l'y w bxk6 I Around roots by IUIId. Brkl - kAI co. cmuct with dr sdl 4. Backed around root ball m by,,,. umping w l.olc nil Md elimi.[e void aM Ar pock„ When p4 g pi, 6 aproAima , --half filled, weer --thly beforo pbdm re,.i,der f bckRlk Repot -amH, until Im Moro Wit, N abNI 5. P6c, pl.maag ubku ,ly dnt,,Wc,d Around each pkmng pre wheno.- pK II ppax�mA,ey half Elect. Ph- cAbIm =Al dI root bill about I i.h (75 min) hom root 191. do rot plus ubkc, in blwon If lb A Bare -Root Stock'. %tie tablrs bnlAe wY I-W rmtA,, do raw place coi wwhmg d,e roop b. Q,Pntry: b ael,m'RM by resole, d fail sot ,M mAnldxtlirei. recalrneMaton,: tie Sedan )19)00 'So4 RApntkon" 6 COnumie b.V I ry process WAur spin she, plwrl aM tamp rag f.1 Ayer of AII.. D. Slopm, Whin p6i ocn on flops, w the pknt K, the root fare « de uph, l .id a Rinh wth die Allrrw,dM III an the sops: tit Mgt of ON, ion bat on the 10 4 ode will In above the --dikl Acd. Apy eriargh wlw tor, the d- I side of the mot bl 34 TREE, SHRUB. AND VINE PRUNING A. Remora only di arty, w broken b IN.. Do raw punt (c, Ahape. 8 111- thn. A l ,hpA inn. rlrllbt AAd M- r dr,tM by ArcN-, C P- din r4 A6ApI heck III A W iron urordng Io ..M.d polnswW hwucuhoral rid rb-KVkunl peaks,. LAW", oth.-M, WAoNAd by Archt do no, cut nee lad. remove -h Nured, drag w dead bnndrA Fool vea AM ,hnLc: AM pone Io ream no„AI charuar. D. Do not APpyp -t palm w-,I& 3.5 GROUND COVER AND PLANT PLANTING A. Set out AM tw, pnuM corer And III- odw then hen. shM and rkr, I, KIN ,d m LaMuape Ion 8 U. p n,ung veil A, Wp 6M In the Deui, M bdlfilL C CIE hIk,Grpeno* wslawAp-Ad".4- D. Wa ,dI around too, to em hate air pocked and Inwe A s,Igh[ sauce, IMrnu. m ,d pang to hdd vessel E Wacer chwwghy ah, plain rig, uk.1 pre ,a, to ewer ph,, crowne . th wet AO I. F. Pro[,c p6no Irvin hot sun and mM. ,<rno.e pmAp a pains tow endml,: If move,, from vampti-g ,hwk 3.6 DENTING AREA MULCHING A Imo I wAM veld b,ri,s bdor, mAAd itq xcwdmg to MMiubcttlrei f writs- mvuctio.. CompAWy core, - w b m 16.d. w<rlAppng edge A mlIr- of 6 Irrh. (I50 min) AM opha -veld pAan4M p- -I- SAUCER RIY F4" LAYER a SHREADED BARK MULCX- BE APPROVED BY LANDSCAPE ARCHITECT) LOOSEN. CUT, 6 REMOVE BURLAP FROM TOP 1/3 Or ROOT BALL PLMIT SHRUB AT SAME DEPTH AT WHICH TREE HAD PREVIOUSLY GROWN B. Mldch be ch W veil.. of penal Arw AM odlea arras KdkA[M I. Tien aM T,AAi I. Shn In TId A, WI Apply [apMc] mukh ry d 2 k.ch (SD+ran) Avr,g. thldal.As, with [12-K,d, (30D m h., ,wad v,.da or IM- Do na vice midch wKh'n 3 inches (7S mm)3 of odds w 2. Ong- Mdd . Piton Ara,: Appy 2-inch (SOmm) snap d,dm of orWk mold - Wf 1. wr4n d pMU11 a,ra and /ankh kYN -&adlxent finkh grMn. Do raI plxe mWch within 3 i„drA (75 min) d t.nk, I, Iuml. 17 EDGING INSTALLATION A Stal Edging In.W pal edi wh,c MkacM xc«brig w m.nulacwr,', wrkun IrnvlKJona. Al,d,or .0 roll ,plea petit AppOAimaaly 30 indrs (760 mm) apart triren -op Nero on of e14k1 B Sh _Cue Edging Sep.AL, -Di r-. /ran Lof era, wit A IS di 46-mch. (IOOco ISO -min I dap, 0,1 cu, Adp AA MK,M on the L i Ap Ph,, 38 INSTALLING SLOW -RELEASE WATERING DEVICE A Prowde o. cede, III, each tree 19 PLANT MAINTENANCE A Mamuln plaminp by Pnn% cosh t,& ,& weed., f-hum mulching, mw,ing Dimon u rl 1 to proper, ',del «vertical pwioan AM pdormry odor opnoons as rogli. to -I. ha, . 8. fig et ,Ivry... ,ubsderc may a<w b,ause of w,t ry c, ahA, pocAVNI RqA cA Mukh mAIe damaged a kw, n ,vas 01 wit dewe' C ADD), vm.n a, r .- w keep pit, maards. plmM ,ru,, aM sdh hoe al pap aM A..p m a d- Lau mlgg pert nunag,mnc prxtkn whin -,AA, w mnrmue ux of peaecihs aM reduce oaarda. Traaurlema smkde pl, ,NJ wnvo, ,Vch n hwul od o rpmech.,K. cock AI I, vApl. and b1ch gkal curio Ag,,,. D. Apry paI<ida AM odor chAmk,1 probicp wd biologeal tamrol ,gene accorlkl co xnhonw Miry IIA;s - and mamdacco-', wrn rtcommtIII-, C-,d, a ,pplranona with Owner, opneon, aM others in p-Ky w the War*. Nody Owner M«< exh ppk- h pi, o d. E. li plena Iran damap &A w 1AM-pe opandon, aM III- of odor c.,mcw, aM -de M.-. p«nhon during I -IlAton and maimaame p-cKh. Treat. reps. « rephKI, danupd PMurbp F. Ac 6- d SIAbA-.I C..plAVon nary du, Ira wAunrl deice, are m good wore rl .,41, slid lave INA, e Pbce. R.Pxe IZIPArty hnctronul derkn mo MAINTENANCE SERVICE A MAima,Ke Semite P oa IA ma me.nce M IkA. errylDyen d Aridcape InNAUW. Malmaa u nyulrM In'Plam MWncamno' Arudi, On. a imm.eul.y af- pains .r �mW M Arid co . i.,tY pbnanp art -AptA" h..klW AM WA4 AAM a,het. br. or m, kp dun mgnce.rl�A period beow. I. MAlmevrc< Perod I« T and Sh- 12 moods hom drc a/ Soap Ahl Completion 2 Mtlntwnce Pod b G,-K! Cor and Odor P6m4 12 monde from dap d Sob. -Al Compktan END OF SECTION 32930D Titer-K^H 8' CEDAR STAKES ./CUT NOTCH `CS i,, •'•i Fr. Y95./?s g18 WIRE PASSED THROUGH SECTION OF GARDEN HOSE TO PROTECT TRUNK PAPER TRUNK WRAPPING 4' LAYER OF SHREADED BARK MULCH (TO BE APPROVED BY LANDSCAPE ARCMIIECT) 6" SAUCER RIM , k REMOVE BURLAP /L'_=F-4U'i/3 OF ROOT BALL PLASAME DEPTH AT NM WHICH EEHADTPREVIOUSLY GROWN �-... ) M1' -_ -_' �- 3y\ /tl •` NOTE: NOTE: 1. SHREADED BARK MULCH AND 1. PAPER 1RUNN WRAP MUST BE REMOVED AFTER I YEAR. NOTES: WEED BARRIER FABRIC TO BE CONTINUOUS WHEN USED N DEDS 2. ROOT FLARES SHALL BE AT OR SUGHT-Y ABOVE FINISH GRADE. LVI LVI 1 THIS FENCE SHALL BE LOCATED OUTSIDE THE DRIP UNE OF THE TREE 2. PAPER TRUNK WRAP NUSI BE 12' I AREAS TO BE PLANTED THAT ARE CURRENTLY UNDER PAVEMENT TO BE SAVED AND IN NO CASE CLOSER THAN 5' TO THE TRUNK OF ANY MEE. BALL & BURLAP SHRUB REMOVED AFTER 1 YEAR. %lain'.' BEAT °l BARE ROOT SHRUB CONIFEROUS TREE PLµING FITS MTI"I"oWSDR DECIDUOUS TREE 2. FENCE POST SHALL BE STANDARD STEEL POSTS OR WOODPOSTS . N.T.S, ABOVEARES HSFa- N.T.S. N.T.S. SANDY LOAM PLANING SOIL TO A DEPTH OF 2 FEET TO SUPPORT N.T.S. WITH A MINIMUM CROSS SECTIONAL AREA OF 3.0 SO. IN, TREE ROOT GROWTH 3. THE FENCE MAY BE EITHER 4h HIGH SNOW FENCE. 40' PLASTIC WES FENCING OR ANY OTHER MATERIAL AS "PROVED BY THE ENGINEER.. TREE PROTECTION - FENCING g N.T.S. L4aAa REMISED r,wtpls SITE ENGINEER: f CIVIL ENGIMIRING ASSOCIATES. INC. 1OWNSFIELDV/EWLME, SOUTHBURLINGTON, Vr 05403 Bdl-B6a 2929 FAK' BO}.Hdl.tt)1 xe6' w,vx.cae-vr tom Rr r: DRAWN SAL CHECKED DSM .APPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJE.("f: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT Lr DATE ICIIhtKEII NEYISION' ' II d/tlliT OSM ADOEO PLANTING SPECKIGIIONg LANDSCAPING DETAILS & SPECIFICATIONS GTR MAY, 2017 SCALE AS SHOWN PROD. No. 15170 C4.7 PROJECT COORDINATION PART 1 GLNERAL 1.01 MEETINGS & PROJECT ACCESS A. The Owner shall be notified five (5) days prior to commencement of Work by the Contractor. B. The Contractor will coordinate with the Owner to arrange an on -site pre -construction meeting prior to commencement of any work. Job superintendents and subcontractors shall be included in this meeting. C. The Contractor will coordinate all phases of the Work, so as not to interfere with the normal work procedures in the area. D. The Contractor shall conduct his work in such a manner as to not interfere with or endanger work or traffic In areas adjacent to the construction area, except as permitted by the Owner. The Contractor shall so arrange his construction operations as to provide access for emergency vehicles and equipment to the work site at all times. 1.02 LABOR A. The Contractor and subcontractors will employ mechohic skilled in their respective trades. B. All labor will be performed in a neat and workmanlike manner. 1.03 PROTECTION OF PERSONS AND PROPERTY A. The Contractor shall be responsible for initiating, maintaining, and supervising all O.S.H.A. safety precautions in connection with the Work. B. Fire Protection: The Contractor shall take all necessary precautions to prevent fires adjacent to the Work and shall provide adequate facilities for extinguishing fires. The Contractor shall also prevent fires in project related buildings and shall prevent the spread of fires to areas outside the limits of the Work. C. Safety Precautions: Prior to commencement of Work, the Contractor shall be familiar with oil safety regulations and practices applicable with construction operations. No additional payments will be mode for equipment and procedures necessitated by these safety precautions. 1.04 CORRECTION OF WORK A. The Contractor shall promptly correct all Work rejected by the Owner as defective or as failing to conform to the Contract Documents. The Contractor shall bear all cost of correcting such rejected Work. 1.05 WEATHER CONDITIONS A. No Work shall be done when, in the opinion of the Owner, the weather is unsuitable. No concrete, earth backfill, embankment, or paving shall be placed upon frozen material. If there is delay or interruption in the Work due to weather conditions, the necessary precautions must be taken to bond new Work to old. B. Protection Against Water and Storm: The Contractor shall take all precautions to prevent damage to the Work by storms or by water entering the site of the Work directly or through the ground. In case of damage by storm or water, the Contractor, of his own expense, shall make repairs or replacements or rebuild such parts of the Work as the Engineer may require in order that the finished work may be completed as required by the Drawings and Specifications. 1.06 DISPOSAL OF DEBRIS A. All debris and excess materials, other than that which is authorized to be reused, become the property of the Contractor and shall be promptly removed from the property. The Contractor shall receive title to all debris and/or excess material. The Owner will not be responsible for any loss or damage to debris or excess material owned by the Contractor. 1.07 PROJECT LAYOUT A. The Contractor shall be responsible for providing oil necessary survey stoking. 1. Locate and protect control points before starting work on the site. 2. Preserve permanent reference points during progress of the Work. 3. Establish a minimum of two permanent benchmarks on the site, referenced to data established by survey control points. a. Record locations, with horizontal and vertical data, on Project Record Documents. 1.08 TESTING A. The Contractor is responsible for obtaining testing and inspection services. SITE CLEARING PART 1 - GENERAL 1.01 SUMMARY A. Section includes: A. Protect utilities that remain from damage. B. Protect trees, plant growth, and features designated to remain as final landscaping. C. Protect bench marks and existing structures from damage or displacement. D. Use means necessary to prevent dust becoming a nuisance to the public, to neighbors, and to other work being performed on or near the site. E. Maintain access to the site at all times. 3.02 CLEARING A. Clear areas required for access to site and execution of Work. B. Remove trees and shrubs within marked areas. Remove stumps, roots and tap roots and other projections le" or greater in diameter to 2'-0" below the excavated surfaces in cut areas and 2'-0" below the exposed subgrade in fill areas. 3.03 REMOVAL A. Remove debris, rock, and extracted plant life from site. B. The Contractor shall coordinate Work with the Engineer and Owner in establishing suitable areas within the property limits for depositing debris, rocks and extracted plant life. The Contractor shall be responsible for bockfilling (capping) and grading all waste sites. 3.04 UTILITIES A. Coordinate with utility companies and agencies as required. SITE EARTHWORK PART 1 - GENERAL 1.01 SUMMARY A. Section includes: 1. All excavation (unless covered in other sections of these specifications), removal and stockpile of topsoil, stabilization fabric, and other miscellaneous and appurtenant works. 2. Site filling. 3. Roadway structural sections. 1.02 PROTECTION A. Protect bench marks and existing structures. S. Protect above or below grade utilities which are to remain. 1.03 SUBMITTALS A. Testing laboratory reports indicating that material for backfill meets requirements of this Section. B. Field density test reports of site fill in place. C. Field density test reports for roadway structural sections in place. D. Stabilization Fabric: Submit copies of manufacturers specifications and installation instructions. PART 2 - PRODUCTS 2.01 STRUCTURAL FILL - CRUSHED GRAVEL (ACT SPEC. 704,05. FINE) A. All materials shall be secured from approved sources. This grovel shall consist of angular and round fragments of hard durable rock of uniform quality throughout, reasonably free from thin elongated pieces, soft or disintegrated stone, dirt, organic or other objectionable matter. This material shall meet the following grading requirements: Percent by Weight Sieve Designation Passing Square Mesh Sieve 2" 100 1 1/2" 90 - 100 No. 4 30 - 60 No. 100 0 - 12 No. 200 0 - 6 2.02 CRUSHED GRAVEL (ACT SPEC. 704.05. COARSE) A. This material shall meet the following grading requirements: Percent by Weight Sieve Designation Passing Square Mesh Sieve 4" 95 - 100 No. 4 25 - 50 No. 100 0 - 12 No. 200 0 - 6 At least 50% by mass (weight) of the material coarser than the No. 4 sieve shall have at least one fractured face. 2.03 COMPACTED FILL/GRANULAR BORROW A. This material shall be free of shale, clay, friable material, debris, and organic matter, graded In accordance with ANSI/ASTM C136 within the following limits: 1. Remove surface debris. Percent by Weight Sieves Designation Passing�u10to Mesh Sieve 2. Clear site of plant life and gross. 3. Remove trees and shrubs. 75 - 100 No. 4 20 - 100 4. Remove root system of trees and shrubs. No. 100 0 - 20 No. 200 0 - 6 PART 2 -PRODUCTS 2.04 DRAINAGE COURSE (ACT SPEC. 704.16) Not used. PART 3 - EXECUTION 3.01 PROTECTION A. Rock for drainage applications shall be produced from natural gravels or crushed quarried rock and shall consist of clean, hard, sound, and durable material. It shall be obtained from approved sources and shall meet the following grading requirements: Percent, by Weight Sieve Designation passing�p are Mesh Sieve " 100 90 - 100 20 - 55 No.4 0-10 No.8 0-10 2.05 DENSE GRADED CRUSHED STONE A. Dense Graded Crushed Stone should consist of a well graded crushed run stone and should meet the requirements for Vermont ACT Standard Specifications Item 704.06 Dense Graded Crushed Stone for Subbase and the gradation requirements shown in Table 704.06A of the Vermont ACT Standard Specifications. Sieve Designafon Percent Finer by Weight A 100 3" 90 - 100 2" 75 - 100 1" 50 - 80 Y2" 30 - 60 No' 4 15-40 No. 200 0 - 6 2.06 RECYCLED ASPHALT PAVEMENT (RAP) 1)4" MINUS CRUSHED ASPHALT A. This material shall be free of Portland Cement and approved by the engineer prior to installation. This material shall not be mixed with gravel and shall meet the following grading requirements: 3.03 TOPSOIL EXCAVATION Subgrade (8") and Gravel for 95% Roads and Parking Lots A. Excavate topsoil from areas to be excavated, re -landscaped or regraded and stockpile in areas designated on site or as General Embankments 90% directed by the Engineer. B. Maintain the stockpile in a manner which will not obstruct UTILITY TRENCHING AND BACKPILLING the natural Flow of drainage. PART 1 - GENERAL 1. Maintain stockpile free from debris and trash. 2. Keep the topsoil damp to prevent dust and drying out. 3.04 SUBSOIL EXCAVATION A. Excavate subsoil from areas to be regraded in accordance with plans. B. Excavate subsoil required to accommodate site structures, construction operations, roods, and parking areas. C. Grade lop perimeter of excavation to prevent surface water from draining into excavation. D. Notify engineer of unexpected subsurface conditions and discontinue affected work in area until notified to resume work. 3.0 Designation Percent by Weight Sieve pa==inq 2" Square Mesh Sieve 100 I Y'" 90 - 100 No. 4 30 - 60 No. 100 0 - 12 No. 200 0 - 6 2.07 SAND BORROW AND CUSHION 3.0 A. Sand Borrow shall consist of maerial reasonably free from silt, loam, clay, or organic matter. It shall be obtained from approved sources antl shall meet the requirements for Vermont ACT Standard Specifications and the gradation requirements shown in Table 703.03A of the Vermont ACT Standard Specifications, Sieve Designation Percent Finer by Weight 2" 100 1)1" 90 - 100 Y2" 70 - 100 No. 4 60 - 100 No. 100 0 - 20 No. 200 0 - 8 2.08 GEOTEXTILE A. Subsurface Drainage Geotextile: Nonwoven needle -punched geotextile, manufactured for subsurface drainage applications, made from polyolefins or polyesters; with elongation greater than 50 percent; complying with AASHTO M 288 and the following, measured per test methods referenced: 1. Survivability. Class 3; AASHTO M 288. 2. Grab Tensile Strength: 157 Ibf, ASTM D 4632. 3. Sewn Seam Strength: 142 list; ASTM D 4632 4. Tear Strength: 56 Ibf; ASTM D 4533. 5. Puncture Strength: 56 Ibf; ASTM D 4833. 6. Apparent Opening Size: No. 70 sieve, maximum; ASTM D 4751. 7. Permittivity 0.5 per second, minimum; ASTM D 4491. 8. UV Stability. 50 percent after 500 hours exposure; ASTM D 4355, B. Separation Geotextile: Woven geotextile fabric, manufactured for separation applications, mode from polyolefins or polyesters; with elongation less than 50 percent; complying with AASHTO M 288 and the following, measured per test methods referenced: 1. Survivability: Class 3; AASHTO M 288. 2. Grab Tensile Strength: 200 Ibf; ASTM D 4632. 3. Sewn Seam Strength: 222 Ibf; ASTM D 4632. 4. Tear Strength: 75 Ibf; ASTM D 4533. 5. Puncture Strength: 90 Ibf; ASTM D 4833. 6. Apparent Opening Size: No. 40 sieve, maximum; ASTM D 4751. 7. Permittivity 0.02 per second, minimum; ASTM D 4491. 8. UV Stability. 50 percent after 500 hours exposure; ASTM D 4355. 9. Weight: 4.0 oz/yd3 minimum. PART 3 - EXECUTION 3.01 PREPARATION A. Identify required lines, levels, contours, and datum. B. Identify known below grade utilities. Stake and flag locations. C. Maintain and protect existing utilities remaining which pass through work area. D. Upon discovery of unknown utility or concealed conditions, discontinue affected work; notify Engineer. 3.02 EROSION CONTROL A. Erosion control must be installed prior to beginning any earthwork operations. E. Correct areas over -excavated by error as directed by the Engineer. 5 DITCHES A. Cut accurately to the cross -sections, grades, and elevations shown. B. Maintain excavations free from detrimental quantities of leaves, sticks, trash, and other debris until completion of the work. C. Dispose of excavated materials as shown on the drawings or directed by the Engineer; except do not, in any case, deposit materials less than three feet from the edge of a ditch. 6 ROADWAY EMBANKMENTS AND BERMS A. 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 so that adverse movements of the slopes do not occur. B. Any 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. C. 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 degrees Fahrenheit, prohibits the obtaining of the required compactlon. If the material is otherwise acceptable, it shall be stockpiled and reserved for future use when its condition Is acceptable for use in embankments. D. When on embankment is to be constructed across a 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 stabilization fabric in place of excavation and backfill, may be utilized only after approval of some by the Engineer. E. Material being placed in embankments shall be placed in horizontal layers of uniform thickness across the full width of the embankment. Stumps, trees, rubbish, and other unsuitable material shall not be placed in embankments. F. Embankment areas shall be placed in eight -inch maximum lifts. 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 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. G. All fill material shall be compacted at a moisture content suitable for obtaining the required density. In no case shall the moisture content in each layer under construction be more than three 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 shall be considered 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. H. 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, harrowing, blading, or by other approved methods. This manipulation may be omitted for sands and grovel. When the moisture content of the material is in excess of three percent above optimum moisture content, dry material shall be thoroughly incorporated into the wet material, or the wet material shall be aerated by disking, harrowing, bidding, 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. 3.07 COMPACTION REQUIREMENTS A. All backfills and fills shall be compacted in even lifts (12" maximum) to attain the required densities as follows: Modified Proctor Location ASTM D-1557 1.01 SUMMARY A. Section includes: 1. Trench, backfill, and compact as specified herein and as needed for installation of underground utilities. 1.02 QUALITY ASSURANCE A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are Completely familiar with the specified requirements and the methods needed for proper performance of the work of this section. B. Use equipment adequate in size, capacity, and numbers to accomplish the work in a timely manner. C. Comply with all requirements of governmental agencies having jurisdiction. PART 2 - PRODUCTS 2.01 SOIL MATERIALS A. Fill and backfill materials: 1. Provide backfill materials free from organic matter and deleterious substances, containing no rocks or lumps over 6" in greatest dimension. 2. Fill material is subject to the approval of the Engineer, and is that material removed from excavations or imported from off -site borrow areas, predominantly granular, non -expansive soil free from roots and other deleterious matter. 3. Do not permit rocks having a dimension greater than 2" within 2' of the outside of pipe. 4. Cohesionless material used for backfill: Provide sond free from organic material and other foreign matter, and as approved by the Engineer. PART 3 - EXECUTION 3.01 PROCEDURES A. Existing Utilities: 1. Unless shown to be removed, protect active utility lines shown on the drawings or otherwise made known to the Contractor prior to trenching. If damaged, repair or replace at no additional cost to the Owner. 2. When existing underground utilities, which are not scheduled for removal or abandonment, are encountered in the excavation, they shall be adequately supported and protected from damage. Any damage to utilities shall be repaired promptly at no additional cost to the Owner. 3. If the service is interrupted as a result of work under this section, immediately restore service by repairing the damaged utility at no additional cost to the Owner. 4. If existing utilities are found to interfere with the permanent facilities being constructed under this section, immediately notify the Engineer and secure his instructions. 5. Do not proceed with permanent relocation of utilities until written instructions are received from the Engineer. B. Protection of persons and property 1. Barricade open holes and depressions occurring as port of the work, and post warning lights on property adjacent to or with public access. 2. Operate warning lights during hours from dusk to dawn each day and as otherwise required. 3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, washout, and other hazards created by operations under this section. C. Dewatering: The Contractor, at all times, shall conduct his operations so as to prevent the accumulation of water, ice, and snow in excavations or in the vicinity of excavated areas, and to prevent water from interfering with the progress of quality of the work. Under no conditions shall water be allowed to rise in open trenches after pipe has been placed. D. Accumulated water, ice, and snow shall be promptly removed and disposed of by pumping or other approved means. Disposal shall be carried out in a manner which will not create a hazard to public health, nor cause Injury to public or private property, work completed or in progress, or public streets, nor cause any interference in the use of streets and road by the public. Pipes under construction shall not be used for drainage of excavations. E. Maintain access to adjacent areas at all time. 3.02 TRENCHING A. Care shall be exercised by the Contractor to avoid disrupting the operation of existing facilities without prior written approval of the Engineer. B. Provide sheeting and shoring necessary for protection of the work and for the safely of personnel. 1. Sheeting and bracing required for trenches shall be removed to the elevation of the pipe, but no sheeting will be allowed to be pulled, removed, or disturbed below the pipe. C. A trench shall be excavated to the required depth and to a width sufficient to allow for joining of the pipe and compaction of the bedding and backfill material under and SITE ENGINEER: %i CIVIL ENGINEEkINS ASSGCIATES. INC. 10MANSFIELDWEWlANE, SOUTH BURLINGTON, VT 05403 8028eJ-1323 FAIT: d02881-22)1 web. www.cee Ncon, DRIx'x SAL LIFF-ED DSM nPPROV'ED DSM CLIENT. 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PRU.IFCT- HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT SITE SPECIFICATIONS MAY, 2017 scow. AS SHOWN C5e O 15170 around the pipe. Where feasible, trench walls shot] be vertical. D. The completed trench bottom shall be firm for its full length and width. E. If indicated on the plans or directed by the Engineer, poor foundation material encountered below the normal grade of the pipe bed shall be removed and replaced with granular backfill. Where pipes are to be placed in embankment fill, the excavation shall be made after the embankment has been completed to a height of 3 feel plus the diameter of the pipe above the designed grade of the pipe. G. Excavating for appurtenances: 1. Excavate for manholes and similar structures to a distance sufficient to leave at least 12" clear between outer surfaces and the embankment or shoring that may be used to hold and protect the banks. 2. Over -depth excavation beyond such appurtenances that has not been directed will be considered unauthorized. Fill with sand, grovel, or lean concrete as directed by the Engineer, and at no additional cost to the Owner. Excavation shall not interfere with normal 45' bearing splay of foundations. All trenching shall be in accordance with the latest OSHA requirements. J. Where utility runs traverse public property or are subject to governmental or utility company jurisdiction, provide depth, bedding, cover, and other requirements as set forth by legally constituted authority having jurisdiction, but in no case less than the depth shown in the Contract Documents. K. Where trenching occurs in existing lawns, remove turf In sections and keep damp. Replace turf upon completion of the backfilling. 303 BEDDING A. Pipe Bedding Area: Prior to laying pipe, bedding material shall be placed to the limits of the excavation and to a depth beneath the pipe as specified. This material shall be either sand, grovel, or crushed stone and shall not contain large lumps and stones over one inch in diameter. As the pipe is laid, bedding material shall be extended to 6" above the pipe and leveled along the width of the trench. 5.04 BACKFILLING A. Backfilling shall not be done in freezing weather, with frozen materials, or when materials already placed are frozen. B. Unless otherwise specified or indicated on the plans, material used for backfilling trenches above the bedding area shall be suitable material which was removed during excavation or obtained from borrow and when compacted shall make a dense stable fill. The material shall not contain vegetation, porous matter, masses of roots, individual roots more than 18 inches long or )} inch thick, or stones greater than 50 pounds or larger than six inches in the widest dimension. C. If additional material is required, it shall be furnished from approved sources. 0. Backfill material shall be evenly spread and compacted in lifts not more than 12 inches thick or as approved by the Engineer. Previously placed or new materials sholl be moistened by sprinkling, if required, to ensure proper bond and compaction. E. Reopen trenches which have been improperly backfilled. to a depth as required for proper compaction. Refill and compact as specified, or otherwise correct to the approval of the Engineer. F. Should any of the work be so enclosed or covered up before it has been approved, uncover all such work and, after approvals have been made, refill and compact as specified, all at no additional cost to the Owner. G. Take special care in backfilling and bedding operations to not damage pipe and pipe coatings. H. No compacting shall be done when the material is too wet to be compacted properly. At such times the work shall be suspended until the previously placed and new materials have dried out sufficiently to permit proper compaction, or such other precautions ore taken as may be necessary to obtain proper compaction. I. Backfill material shall be compacted to the following percentages of maximum dry density and the in -place moisture content shall not be more than 2% above the optimum moisture content, as determined by Modified Proctor ASTM D1557. 1. Around all structures, under roadway paving, shoulder and embankments - 957. 2. All other areas - 9= BITUMINOUS CONCRETE PAVING PART 1 - GENERAL 1.01 SUMMARY A. Section includes: 1. Base Courses 2. Leveling Courses 3. Finish Course B. General: This work shop consist of one or more courses of bituminous mixture, constructed on a prepared foundation in accordance with these Specifications and the type of surface being placed, and in conformity with the lines, grades, thicknesses and typical cross sections shown on the plans or established by the Engineer. 1.02 QUALITY ASSURANCE A. Use adequate numbers of skilled workers who ore thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section. B. All materials and installation shall be in accordance with The Asphalt Institute Manuel (MS-4) and the VAOT Standard Specifications, (Latest Edition). C. Mixing Plant: Conform to State of Vermont Standards. D. Obtain materials from some source throughout. 1.03 PROJECT CONDITIONS A. Bituminous concrete shall not be placed between November 1 and May 1. Material shall not be placed when the granular subbase is wet or when the air temperature at the paving site in the shade and away from artificial heat is as follows: Air Temperature Pavement Degrees Fahrenheit Compacted Depth 40 Degrees or below 1 1/4" or Greater 50 Degrees or below Less than 1 1/4" PART 2 - PRODUCTS 2.01 MATERIALS A. Materials shall be combined and graded to meet the criteria as defined in the VAOT Standard Specifications, Division 700 for bituminous concrete. B. Gradation: Materials shall be combined and graded to meet composition limits specified in VAOT Standard Specification, Section 406.03, for the base course and finish course. Unless specifically shown on the Plans, all 1. Bituminous concrete pavement shall be designed in conformance with the design criteria for heavy duty bituminous concrete pavement. (75 blows/side) 2. All Asphalt Cement used in the bituminous concrete pavement shall be PG 58-28 (or VTrons approved mix) unless otherwise noted. C. Thickness of paving for drives and parking lots shall be as shown on the plans, consisting of base course and finish course. D. For pavement reconstruction areas due to trenching, the depth of each course shall be increased by 1/2". Pavement reconstruction caused by trench reopening due to improper placement or non -approved placement shall be performed at no additional cost to the Owner. PART 3 - EXECUTION 3.01 INSTALLATION A. Install in accordance with VAOT Standard Specifications, Section 406. 3.02 EXAMINATION A. Verify that compacted granular base is dry and ready to support paving and imposed loads. B. Verify gradients and elevations of base are correct. 3.03 PREPARATION A. Matching Surfaces: When a new pavement is to match an existing bituminous pavement for a roadway or trench, the Contractor shall vertically smooth cut the existing pavement, over the existing grovel base. The smooth cut shall be thoroughly cleaned and tooted with Emulsified Asphalt, RS-1, just prior to paving. 3.04 PREPARATION - TACK COAT A. When the bottom course of bituminous concrete pavement is left over the winter, or paving is to be made over on existing bituminous concrete pavement, the existing surface shall be cleaned and Emulsified Asphalt applied before the next course is applied. B. Also apply to contact surfaces of curbs. C. Coat surfaces of manhole and catch basin frames with oil to prevent bond with asphalt pavement. Do not tack coat these surfaces. 3.05 PLACING ASPHALT PAVEMENT A. Place to compacted thickness identified on the plans. B. Compact pavement by rolling. Do not displace or extrude pavement from position. Hand compact in areas inaccessible to rolling equipment. C. Develop rolling with consecutive passes to achieve even and smooth finish, without roller marks. 3.06 JOINTS A. Joints between old and new pavements or between successive days work shall be made so as to insure a thorough and continuous bond between the old and new mixtures. Whenever the spreading process is interrupted long enough for the mixture to attain its initial stability, the paver shall be removed from the mat end a joint constructed. B. Butt joints shall be formed by cutting the pavement in a vertical plane at right angles to the centerline where the pavement has a true surface as determined by the use of a straight -edge. The butt joint shall be thoroughly coated with Emulsified Asphalt, Type RS-1, just prior to depositing the Paving mixtures. C. Longitudinal joints that hove become cold shall be coated with Emulsified Aspholt, Type RS-1, before the adjacent mat Is placed. If they have been exposed to traffic, they shall be cut back to a clean vertical edge prior to painting with the emulsion. D. Unless otherwise directed, longitudinal joints sholl be offset at least 6" from any joint in the lower courses of pavement. Transverse joints shall not be constructed nearer than one foot from the transverse joints constructed in lower courses. 3.07 TOLERANCES A. The surface will be tested by the Engineer using a 16 foot straight -edge at selected locations parallel with the centerline. Any variations exceeding 3/16 of an inch between any two contacts shall be satisfactorily eliminated. A 10 foot straight -edge may be used on a vertical curve. The straight -edges shall be provided by the Contractor. B. Scheduled Compacted Thickness: Within 1/4 inch C. Variation from True Elevation: Within 1/2 inch. 3.08 FIELD QUALITY CONTROL A. Permit no vehicular traffic on surfaces until thoroughly cod and hard. 3.09 REPAIR OF SUBSIDENCE A. Settlement - Should any pavement settle within one year of completion of the Contract, such pavement shall be repaired at the Contractor's expense. If the Contractor foils to make such repairs promptly upon receipt of notice to do so from the Owner, then the Owner may make such repairs as necessary and the Contractor shall pay the Owner for all costs incurred in making such repairs. ROCK AND BOULDER EXCAVATION PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Work included: Furnish all labor and equipment required for excavation, disposal and replacement of rock and boulders. a. All boulders within the range boundaries shown on the site plans to be removed shall be includes as part of the Contractors moss rock removal. 1.2 SUBMITTALS A. Blasting Plan: For record purposes; approved by authorities having jurisdiction. B. Seismic Survey Report: For record purposes; from seismic survey agency. C. Preexcavation Photographs or Videotape: Show existing conditions of adjoining construction and site improvements, including finish surfaces, that might be misconstrued as damage caused by earthwork operations. Submit before earthwork begins. 1.3 QUALITY ASSURANCE A. Blasting: Comply with applicable requirements in NFPA 495. "Explosive Materials Code," and prepare a blasting plan reporting the following: 1. Types of explosive and sizes of charge to be used in each area of rock removal, types of blasting mats, sequence of blasting operations. and procedures that will prevent damage to site Improvements and structures on Project site and adjacent properties. 2. Seismographic monitoring during blasting operations. 3. Explosive Firm: The company specializing in explosives for disintegration of rock with a minimum of five (5) years documented experience. B. Seismic Survey Agency. An independent testing agency, acceptable to authorities having jurisdiction, experienced in seismic surveys and blasting procedures to perform the following services: 1. Report types of explosive and sizes of charge to be used in each area of rock removal, types of blasting mats, sequence of blasting operations, and procedures that will prevent damage to site improvements and structures on Project site and adjacent properties. 2. Seismographic monitoring during blasting operations. 3. Seismic Survey Firm: The company specializing in seismic surveys with a minimum of five (5) years documented experience. 1.4 SCHEDULING A. Drilling operations shall be conducted Monday through Friday, from 7:00 A.M. to 4:00 P.M. B. Blasting operations shall be conducted Monday through Friday, from 8:00 A.M. to 4:00 P.M. C. Notification: Notify adjacent property owners and residents (within 1,500') a minimum of seven (7) days in advance of all anticipated blasting operations. Explain blasting and seismic operation and schedule. PART 2 - PRODUCTS (Not Applicable) PART 3 - EXECUTION 3.1 EXAMINATION A. Pre -Blast Survey and Site Examination: 1. Conduct a pre -blast survey on oil adjacent buildings and individual water systems within a distance of 1,500 feel. Also include pre -blast surveys for up to six (6) residences along Range Road in Underhill Center. The survey shall include pictures and notes of all signs of distress in the buildings and verification of quality and quantity of water in all individual water systems. 2. Verify site conditions and note all subsurface irregularities, which may affect any work requiring blasting. 3. Identify required lines, levels, contours and datum. 4. Obtain a seismic survey prior to rock excavation to determine maximum charges that can be used without damaging adjacent properties, other work or existing utilities. 3.2 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, and other hazards created by blasting operations. B. When ledge rock or boulders are encountered, the material shall be uncovered and the Contractor shall take cross -sections of the ledge rock surface. If the Contractor uncovers ledge but foils to cross section the undisturbed material, the Contractor shall hove no right -of -claim to any classification other than that allowed by the Owner. 3.3 EXPLOSIVES A. Explosives: Obtain written permission and all necessary permits from authorities having jurisdiction (local, state and federal) before bringing explosives to Project site or using explosives on Project site. 1. Perform blasting without damaging adjacent structures, properly, or site improvements. 2. Perform blasting without weakening the bearing capacity of rock subgrade and with the least-practicoble disturbance to rock to remain. 3.4 EXCAVATION, GENERAL A. Rock excavation includes removal and disposal of rock. Remove rock to lines and subgrade elevations indicated to permit installation of permanent construction. 3.5 UNAUTHORIZED EXCAVATION A. Fill unauthorized excavations under construction. 1. If rock below grade is shattered by blasting caused by holes drilled too deep. or too heavy charges of explosives, or any other circumstance due to blasting, and if such shattered rock does not provide suitable foundation, the rock shall be removed and the excavation refilled with screened grovel at the expense of the Contractor. DRAINAGE F AR I 1 - GENERAL 1.01 SUMMARY A. Section includes: 1. Culvert pipe and appurtenances. 2. Stone fill. 3. Drainage Structures 1.02 REFERENCES A. Vermont Agency of Transportation Standard Specifications, Latest Edition. 1.03 SUBMITTALS A. Manufacturer's technical data for: 1. Pipe and appurtenances. 2. Structures. PART 2 - PRODUCTS 2.01 GENERAL REQUIREMENTS A. Furnish ells, tees, reducing tees, wyes, couplings, increasers, crosses, transitions and and caps of the some type and class of material as the conduit, or of material having equal or superior physical and chemical properties as acceptable to the Engineer. B. All culverts and storm drains shall meet the requirements of Section 601 of the Standard Specifications. 2.02 DRAINAGE PIPE k PERFORATED PIPE A. Culvert / Drainage Pipe 1. Corrugated Polyethylene pipe and fittings (smooth interior) meeting the requirements of AASHTO M-294 and M-252 2. for drainage piping installed by directional boring techniques, use PE 3408 high density polyethylene pipe meeting ASTM D3350 Standard (SDR 11 or better) 2.03 CONCRETE STRUCTURES A. ASTM C478, sized as indicated. 2.04 METAL ACCESSORIES A. Manhole frames and covers: 1. Grey cast iron, ASTM A48, as shown on plans. 2.05 STONE FILL A. Stone for stone fill shall be approved, hard, blasted angular rock other than serpentine rock containing the fibrous variety chrysotile (asbestos). The least dimension of the stone shall be greater than 1/3 of the 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 moss when in place. 1. 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 sholl hove a dimension of 4 inches. 2. Type II - 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. 3. Type It - The longest dimension of the stone shall vary from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shall hove a least dimension of 16 inches. 4. Type IV - 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 o least dimension of 20 inches. PART 3 - EXECUTION 3.01 INSPECTION A. Examine the areas and conditions under which storm sewer system work is to be installed and notify the Contractor in writing of conditions detrimental to the proper and timely completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected. 3.02 GENERAL A. When existing underground utilities, which are not scheduled for removal or abandonment, ore encountered in the excavation, they shall be adequately supported and protected from damage. Any damage to utilities shall be repaired promptly of no additional cost to the Owner. 3.03 PREPARATION A. Hand trim excavation (where necessary) to required elevations. Correct over-excovotions with fill material. B. The slopes shall be graded to match the grade as shown on the plans. Where required, end sections shall be placed and backfilled to prevent undermining. C. Remove large stones or other hard matter which could damage drainage structures or impede consistent backfilling or compaction. 3.04 INSTALLATION OF PIPE A. All pipe and fittings shall be carefully examined for defects and no pipe or fittings shall be laid which are known to be defective. If any defective piece is discovered after laying, it shall be removed and replaced at the Contractor's expense. All pipes and fittings sholl be cleaned before they are laid and shall be kept clean until accepted in the completed work. B. The pipe shall be laid to conform to the lines and grades indicated on the drawings or given by the Engineer. Each pipe shall be laid as to form a close joint with the next adjoining pipe and to bring the inverts continuously to the required grade. C. Unless otherwise permitted by the Engineer, the Contractor shall provide for the temporary diversion of water to permit the installation of the pipe in a reasonably dry trench. D. Where the pipe is to be laid below the existing ground line, a trench shall be excavated to the required depth and to a width sufficient to allow for joining of the pipe and compaction of the bedding and backfill material under and around the pipe. E. The completed trench bottom shall be firm for its full length and width. F. If indicated on the plans or directed by the Engineer, unsuitable foundation material encountered below the normal grade of the pipe bed shall be removed and replaced with Granular Backfill, or other specified or approved material. G. The Contractor shall take all necessary precautions to prevent floatation of the pipe in the trench. H. When pipe laying is not in progress, the open ends of the pipe shall be closed with temporary watertight plugs. If water is in the trench when work is resumed, the plug shall not be removed until oil danger of water entering the pipe is eliminated. 3.05 MANHOLES A. Precast concrete structures: 1. Place precast concrete structures and covers as shown on the Drawings. 2. Where manholes occur in pavement, set tops of frames and covers flush with finish surface. 3. Provide rubber joint gasket complying with ASTM C443 CURBS AND WALKS FART 1 GENERAL 1.01 SUMMARY A. Section includes: 1. Concrete Curbs 2. Concrete Sidewalks PART 2 - PRODUCTS 2.01 CONCRETE A. The concrete shall have a minimum compressive strength of 4,000 psi at 28 days and shall conform to the requirements of Cost -in -Place Concrete. 2.02 ADMIXTURES SITE ENGINEER: r CIVIL ENGINEUINS ASSOCIATES. INC. IOU4WIEIDWEWLANE. SOUTHBURLINGTON, IT 05403 -ear zaza rax: eoz 2z" - -- Dill Dill SAL Ctl¢CY.ED DSM APPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT SITE SPECIFICATIONS A. Air -entraining admixture shall meet or exceed ASTM C260. Air content shall range from minimum of 5% to 7R. 2.03 EXPANSION JOINT MATERIAL A. Expansion joint material shall be premolded bituminous filler Mrs conforming to ASTM D994. MAY, 2017 PART 3 - EXECUTION scA 3.01 CONCRETE CURBS AS SHOWN A. Excavation shall be made to the required depth and the base - Ko. 15170 C5.1 material upon which the curb is to be set shall be compacted to a firm, even surface. All soft and unsuitable material sholl be removed and replaced with suitable material which shall be thoroughly compacted. B. Installation: The curb shall be set so that the front top line is in close conformity to the line and grade required. All space under the curbing shall be filled and thoroughly tamped with material meeting the requirements of the material for the bed course. C. Concrete Mixing and Placing: Compaction of concrete placed in the forms shop be by spoding 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 curb shall be immediately rubbed down to o smooth and uniform surface but no plastering will be permitted. For this work, competent and skillful finishers shall be employed. D. Sections: 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. E. Expansion Joints: Expansion joints shot be formed at the intervals shown on the plans using a pre -formed expansion joint filler having a thickness of 1/4 inch cut to conform to the cross-section of the curb. They shall be constructed at 20 fool intervals or as directed by the Engineer. When the curb is constructed adjacent to or on concrete pavement, expansion joints sholl be located opposite or at expansion joints in the pavement. F. Backfilling: 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 six inches of the same material as the bedding and thoroughly tamped. G. The Contractor shall protect the curb and keep it in alignment until the completion of the contract. Each curb which is damaged at any time previous to final acceptance of the work shall be removed and replaced with satisfactory curb at the Contractor's expense. H. Anti -spoiling compound: When the initial curbing period is over (approximately 28 days after placement), all exposed surfaces shall receive two (2) coats of anti -spoiling compound. The surfaces shall be cleaned, and then the compound shall be applied; the first coat at a rate of .025 gollons per square yard, and the second at a rate of .015 gallons per square yord. Anti -spoiling compound shall only be applied when the air temperature is above 50 degrees Fahrenheit. 3.02 GRANITE CURBING A. Sloped granite curbing shall be hard, durable, reasonably uniform in appearance and free from weakening seams. Surfaces shall be as follows: - Top:6" wide, sawn true plane. - Front Face: Smooth quarry split, right angle top (No drill holes showing in top 10") - Back Face Exposed: Plane parallel with front face, straight split to 1 1/2" below surface. - End Face Exposed: Square planes on top and face. Joints Exposed: Maximum 1" and pointed with mortar. Exposed faces shall be finished with a jointer. Remove oil excess mortar from exposed faces. - Length: Minimum length 3'. Provide curved curbing to conform to radii indicated on the Contract Plans. 3.03 CONCRETE SIDEWALKS A. Excavation and Foundation: Excavation shall be made to the required depth and to o width that will permit placing of bed course material and the installation and bracing of the forms. Bed course material shall be placed to the depth and section shown on the plans. When the layer required exceeds six inches, two layers of approximately equal depth shall be placed and each loyer thoroughly compacted so that it is hard and unyielding. The wetting of bed course material may be required to obtain the compaction. B. Finishing: The surface shall be finished with a wooden float. No plastering will be permitted. The edges shall be rounded with an edger having a radius of 1/4 inch. The surface of the sidewalk, after the floating and screeding process is completed, shall be finished with a broom of a type approved by the Engineer, drawn over the surface parallel to the Iran joints. Special texturing on sidewalk ramps sholl be installed in accordance with construction plan details. C. Joints: Unless otherwise indicated on the plans or directed by the Engineer, expansion joints sholl not be used in the sidewalk. Expansion joints shall be formed around all appurtenances such as manholes, utility poles and other obstructions extending into and through the sidewalk. Pre -formed Joint filler 1/4 Inch thick sholl be Installed in these joints. Expansion joint filler of the thickness indicated shall be installed between concrete sidewalks and any fixed structure such as a building or bridge. This expansion joint in at shall extend for the full depth of the walk. Between the expansion pints, the sidewalk shall be divided at intervals of 5 feet by dummy join is formed by sowcutting or other acceptable means as directed to provide grooves approximately 1/16 inch wide and at least 1/3 of the depth. When the sidewalk is constructed next to a concrete curb expansion, joint material shall be placed between sidewalk and curb for the depth of the sidewalk. D. Curing: During the curing period all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as the Engineer may direct. E. Backfilling: Before the concrete has been opened traffic, 9 P e ed to the space on each I f h sidewalk sholl k P side o the s a s a be bat filled to the required elevation with suitable materiol, firmly compacted and neatly graded. SANITARY SEWER SYSTEMS PART 1 CLNERAL 1.01 SUMMARY A. Section includes: 1. Gravity Sewer Pipe 2. Manhole Structures and Appurtenances 3. Pressure Sewer Pipe B. Related Sections: 1. Section 02225 - Utility Trenching and Backfilling 1.02 SUBMITTALS A. Product Data: Submit published data from manufacturers of products and accessories specified, indicating compliance with requirements. 1.03 QUALITY ASSURANCE A. All sanitary sewer materials and construction of some shall be as shown on the Contract Plans and shall meet the requirements of the State of Vermont Agency of Natural Resources (Department of Environmental Conservation) and the Public Works Standards and Specifications of the local municipality. PART 2 - PRODUCTS 2.01 GENERAL A. Furnish ells, tees, reducing tees, wyes, couplings, increasers, crosses, transitions and end caps of the some type and class of material as the conduit, or of material having equal or superior physical and chemical properties as acceptable to the Engineer to provide o complete and operable system. 2.02 PVC GRAVITY SANITARY SEWER PIPE A. PVC sewer pipe shall conform in all respects to the latest revision of ASTM Specifications D-3034 or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR 35 pipe. All pipe and fittings shall be clearly marked as follows: - Manufacturers Name and Trademark - Nominal Pipe Size (as shown on plans) - Material Designation 12454-C PVC - Legend "Type PSM SDR 35 PVC Sewer Pipe" or "PS 46 PVC Sewer Pipe - Designation ASTM D-3034 or F679 B. Joints shall be push -on type using elastomeric gaskets and shall conform to ASTM D-3212. The gaskets shall be factory installed. The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and full machine fittings shall be provided for use of manholes and connections. All connections will require the use of manufactured fittings. Field fabricated, saddle -type connections will not be considered acceptable. C. Any pipe or fitting having o crack or other defect or which has received o severe blow shall be marked rejected and removed at once from the work site. All field cuts are to be mode with saw and 90 degree miter box. Bevel the cut end to the some as the factory bevel and 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 deflection, measured as described below, shall be less than five percent (5%). D. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Town Wastewater Treatment Deportment prior to the installation of any pipe. E. The Contractor will submit certification that the materials of construction hove been sampled, tested, inspected, and meet all the requirements including wall thickness in accordance with ASTM D-3034 or ASTM F679 for all pipe and fittings to be included in project work. PVC pipe shall not be installed when the temperature drops below 32 degrees Fahrenheit or goes above 100 degrees Fahrenheit. During cold weather, the flexibility and impact resistance of PVC pipe is reduced. Extra care is required when handling PVC pipe during cold weather. PVC pipe shall not be stored outside and exposed to prolonged periods of sunlight, as pipe discoloration and reduction in pipe Impact strength will occur. Canvas and other opaque material shall be used to cover PVC pipe when stored outside. 2.03 PVC PRESSURE SEWER PIPE A. PVC pipe shall conform in all respects to the latest revisions of ASTM Specifications D-2241. All pipe and fittings sholl be SDR 26 (or as specified on plans) clearly marked as follows: - Manufacturer's Name and Trademark - Nominal Pipe Size (as shown on plans) - Material Designation 12454-A PVC ASTM D-1784 B. Joints shall be push -on type using elastomeric gaskets factory Installed conforming to ASTM Specification D-3212. 2.04 MANHOLES A. Manholes shall be sized as indicated on the plan and shall be precast concrete with a monolithic base and shall conform to the latest version of ASTM Specification C478. B. Shelves shall be constructed with concrete having a minimum compressive strength of 3,000 psi at 28 days. Inverts for sewer manholes shall be as shown on the plans and details and shall be constructed with concrete or brick, as per the local municipolitys standards. Inverts shall have the exact shape of the sewer to which they are connected, and any thane in size of direction shall be gradual and even. 9 C. All manholes are to be provided with copolymer polypropylene plastic steps with steel reinforcement 12 inches on center. D. All manholes shall be provided with rough, gray, cost iron manhole frames and covers. All iron castings shall be thoroughly cleaned and than coaled with hot tar before being delivered. Frames and covers shall be LeBaron LC 266, or an approved equal, and have a minimum weight of 400 pounds. E. Precast risers and bases for manholes shall conform to ASTM Specification C-478. The pipe opening in the precast manhole system shall have a cast -in -place flexible gasket or on equivalent system for pipe installation as approved by the Engineer. Joints between manhole risers shall be 1" minimum width flexible gasket or approved equals. 2.05 CLEANOUTS A. Cleanouls for gravity sewers and force mains sholl be provided at locations indicated on the plans or as directed by the Engineer. Cleanout frames and covers shall be of tough gray cast iron. Castings shall be true to pattern and free from flaws. The bearing surface of cleonout frames and covers against each other shall be machined to give continuous contact throughout their circumference. 2.06 PIPELINE INSULATION A. Approved sewer lines with less than four feet (4'-0") of cover over the crown, five (5-0") in plowed areas that cross a storm sewer. Or where indicated on the plans, shall be protected against freezing by the installation of two Inch (2") thick highest available density extruded polystyrene insulating sheets or equivalent. Sheets sholl be the the lesser of 3' or 2 x diameter of the pipe. The sheets shall be placed six inches (6") above the crown after placement of four to six Inches (4"-6") of clean medium or coarse sand below the pipe bottom and four to six Inches (4"-6") above the crown. Joints shall be overlapped so there is no gap that will allow frost to penetrate. Care shall be exercised during backflll and compaction over the polystyrene sheets to prevent damage to the sheets. The polystyrene sheets shall meet the comprehensive strength requirements of ASTM D1621-73. In no cases shall the waterline have less than four feet (4') of cover over the top of the pipe. When sewer line passes within 5 feet of o catch basin install 2" min. rigid insulation, polystyrene sheets, between sewer line and cb. PART 3 - EXECUTION 3.01 GENERAL A. Care shall be exercised by the Contractor to avoid disrupting the operation of existing sanitary sewer facilities without prior written approval of the Engineer. B. When existing underground utilities not scheduled for removal or abandonment are encountered in the excavation, they shall be adequately supported and protected from damage. Any damage to utilities shall be repaired promptly at no additional cost to the Owner. C. Installation of pipe shall be in accordance with the Utility Trenching and Backfilling and as specified by this section. 3.02 BEDDING FOR PIPE A. The bedding materiol shop be shaped to fit the pipe for a depth of not less than 10 percent of its total height and shall hove recesses to receive the bell. 3.03 LAYING PIPE A. In general, sewer pipe shall be installed in accordance with the latest detailed instructions of the manufacturer. B. The loving sholl begin at the outlet end and the lower segment of the pipe shall be in contact with the sll:prd bedding throughout its full length. Bell or grooved ends of rigid pipes and the circumferential lops of flexible pipe shall be placed facing upstream. C. All pipe and fittings shall be carefully examined for defects and no pipe or fittings shall be told which are known to be defective. If any defective piece is discovered after laying, it sholl be removed and replaced at the Contractor's expense. All pipes and fittings shop be cleaned before they are laid and sholl be kept clean until accepted in the completed work. D. The pipe shall be laid to conform to the lines and grades indicated on the drawings or given by the Engineer. Each pipe shall be so laid as to form a close joint with the next adjoining pipe and to bring the inverts continuously to the required grade. E. The Contractor shall take all necessary precautions to prevent flotation of the pipe in the trench. F. When pipe laying is not in progress, the open ends of the pipe shalt be closed with temporary watertight plugs. If water is in the trench when work is resumed, the plug shall not be removed until all danger of water entering the pipe is eliminated. G. For force mains, concrete reaction blocking shall be provided as detailed at all bends deflecting 22Ji degrees or more. At the Contractor's option, retainer glands may be used at bends in lieu of concrete blocking. Retainer glands shall also be provided at oil joints within three pipe lengths each side of the bends. H. Any pipe that is not laid to grade and alignment shall be re-laid to the satisfaction of the Town Wastewater Department. The bedding material shall be placed and compacted on each side of the pipe to a height equal to one-half (1/2) the pipe diameter and for the full width of the ezcovoted trench and as shown on the accepted plans. Bedding shall be ,y2 pea stone from Shelburne Limestone or on equivalent approved by the Town Wastewater Department and the Engineer. I. All sewer pipes sholl be marked with magnetic marking tape. The marking tape shall be installed one (1) foot directly over Concrete thrust blocks 'sewer 'the pipe and shall be labeled or anchors shall be placed at bends, tees, fittings, and other locations on the force main as shown on the contract drawings or as directed by the Town Wastewater De f Department. Concrete or th ust blocks and anchors shall be Close B concrete. Steel rods and re as clamps tired sholl q s o be galvanized and rust proofed or painted. 3.04 GRAVITY SEWER PIPE TESTING A. The Contractor shall provide all necessary equipment and instrumentation required for proper completion of the flushing and testing. Quality of water, test procedures, and method of disposal of water shall be approved by the Engineer. Prior to testing, flush with water to remove construction debris and pass through a full gouge squeegee. B. All tests shall be made in the presence of the Engineer. Preliminary tests made by the Contractor without being observed by the Engineer will not be accepted. The Engineer will be notified at least eight hours before any work is to be inspected or tested. The Town shall be notified at least at least two (2) days before testing. C. The maximum sewer length to be tested at one time sholl be that length between any two manholes. D. Air Testing: Low pressure air testing sholl be conducted in accordance with the following procedures: 1. Each end of the test section and laterals shell be plugged, capped and braced. Necessary safety precautions shall be taken to prevent blowouts and possible injury. 2. An air hose shop be connected to a lapped plug used for an air inlet. The hose will be connected to the air control equipment, which shall include valves and pressure gauges. These shall allow air to enter the sewer test line, monitor air pressure in the sewer, shut off air, and provide pressure reduction and relief. The monitoring pressure gouge shall hove a range of 0-10 psi with divisions of 0.10 psi and accuracy of 0.05 psi*. 3. The air compressor and air supply shall be connected to the test line and the test section filled slowly, until a constant pressure of 4.0 psig Is maintained. 4. A pressure above 3.0 psig shall be maintained for at least five minutes to allow the temperature to stabilize. A check for leaks shall be made and if any are found, the pressure sholl be released and the fitting replaced or repaired. 5. After the stabilization period, the pressure shall be adjusted to 3.5 psig and the air supply disconnected. 6. Measure and record the time interval for the lest line pressure to drop from 3.5 psig to 2.5 psig. 7. If the groundwater table Is above the pipe, Increase above test pressures 0.5 psig for each foot the groundwater is above the invert of the pipe. 8. 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 psi greater than the average bock pressure of any groundwater that may submerge the pipe is not less than that computed occording to the following table: Minimum Test Time for Various Pipe Sizes Diameter (Inches) Time (Sec./100 Ft.) 4 18 6 45 8 75 10 90 12 110 3.05 MANHOLES A. The excavation shall be to the depth indicated on the plans r ordered by the Engineer, and carefully shaped and graded. B. Manhole sections shall be precast concrete and shall conform to the dimensions indicated on the plans or ordered by the Engineer. C. Channels, inverts and floor areas for sewer manholes shall be constructed of concrete. Inverts shall have the exact shope 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 insure watertight work. D. The required precast concrete risers shall be placed on top of the concrete to the elevation indicated on the plans or as ordered by the Engineer. E. The cast iron frame shall be set as indicated on the plans in a full mortar bed. The cover shall be properly placed in the frame. 3.06 MANHOLE TESTING A. Manholes shall be tested separately by one of the following two procedures: 1. Exfltration Leakage Test: All pipes and other openings into the monhole shall be suitably plugged and the plugs braced to prevent blowout. The manhole shall then be filled with water to the top of the cone section. A period of time may be permitted, if the Contractor so wishes, to allow for absorption. At the end of this period, the monhole shall be refilled to the top of the cone, if necessary, and the measuring time of of least four hours begun. At the end of the test period, the monhole shall be refilled to the lop of the cone, measuring the volume of water added. This amount shall be converted to gallons per vertical foot depth for 24 hours. The leakage for each manhole shall not exceed one gallon/vertical foot/day. If leakage exceeds the allowable rate, repairs shall be mode as approved by the Engineer and the manhole retested. If the Contractor elects to bockfill prior to testing, the testing sholl be of his own risk, and it shall be incumbent upon the Contractor to determine the reason for any failure of the test. No adjustment in the leakage allowance will be made for unknown causes such as leaking plugs, absorption, etc. It will be assumed that all loss of water during the test is a result of leaks through the joints or through the concrete. Furthermore, the Contractor shall take any steps necessary to assure the Engineer that the water table is below the bottom of the manhole throughout the test. 2. Vacuum Test: This method of testing manholes for 9 leakage involves the use of a device for sealing the top P of the manhole cone section and the air out of pumping the monhole, creating a vacuum and holding this vacuum for a prescribed period of time. The procedure for this test is as folows: o. All lifting holes and exterior joints shall be filled and pointed with on approved non -shrinking mortar. The completed manhole shall not be bockfilled prior to testing. Manholes which have 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 the exfiltration leakage test. b. All pipes and other openings into the manhole shall be suitably plugged in a manner to prevent displacement. c. A plate with on inflatable rubber ring the size of the top of the manhole shall be installed by inflating the ring with air to pressure adequate to prevent leakage of air between the rubber ring and the monhole wall. d. Air shall then be pumped out of the manhole through on opening in the plate until a vacuum is created inside of the manhole equal to 10 inches of mercury on an approved vacuum gauge. The removal of air shall then be stopped and the test begun. e. The manhole shall pass this lest if the vacuum holds at 10" Hg or drops no lower than 9" Hg within the following times: Death of 4'0 Manhole Minutes Seconds 0' - 10' 2 0 10' - 15' 2 30 15' - 20' 3 0 20' - 25' 3 30 I. If the vacuum drop exceeds 1" Hg during the specified time periods, the manhole shall be resealed and Steps 2 through 5 above repeated until the vacuum holds for the specified time. g. After the manhole passes the vacuum test, it shall be backfilled carefully so that no leaks are created. If the manhole is disturbed in any way during bockfill, it shall again be vacuum tested according to Steps 1 through 5 above. If the manhole fails the vacuum test, the Contractor shall test the manhole using the manhole -filtration lest. h. The Contractor shall provide the Engineer with a written log of each manhole leakage test result. I. Manholes shall be tested and accepted prior to building manhole inverts. 3.07 PRESSURE PIPE TESTING A. General: All force mains shall pass the hydrostatic pressure test and leakage test described herein. Prior to testing, all anchors and braces shall be installed. All concrete thrust blocks and restraints shall be in place and cured at least seven days. All buried pipe sholl be backfilled. Suitable test plugs shall be installed and air release volves shall be installed of the high points. B. Hydrostatic Test: The following procedure shall be used: 1. All oir release valves shall be opened and the pipe shall be filled with water at a rate not to exceed the venting capacity of the air release valves. 2. The water pressure shall be raised to 150 percent of the designed operating pressure or 60 psi minimum at the highest point. 3. Failure to hold the designated pressure within 5 psi of the specified test pressure for the two hour period constitutes a failure of the section tested. C. Leakage Test: The following procedure shall be used: 1. Leakage shall be defined as the quantity of water that must be supplied into the pipe being tested to maintain pressure within 5 psi of the specified test pressure. 2. No pipe installation sholl be accepted if the leakage Is greater than that determined by the following formula: L= ND(P)-0.5 7,400 Whichever is less L= SD(P)-0.5 133.100 S Length of Pipe Testing L = Allowable Leakage in Gal/Hr D = Nominal Diameter of Pipe (") P = Average Test Pressure (psi) N = Number of Joints in the Pipeline Tested All testing shall be conducted in accordance with AWWA C600-87 or latest revision. 3.08 PUMP STATION AND STORAGE TANK TESTING A. Pump Station and Storage Tank Testing: All manholes and storage tanks shall be tested for leakage in accordance with the following procedure: B. Water Test: After the structure has been assembled in place, all lifting holes and exterior joints shop be filled and pointed with non shrinking mortar. All pipes and other openings into the structure shall be suitably plugged and the plugs placed to prevent blowout. 1. Each structure shall be checked for exfiltration by filling with water to the top of the cone section. A stabilization period of one hour shall be provided to allow for absorption. At the end of this period, the structure sholl be refilled to the top of the cone, if necessary, and the measuring time of of least six hours begun. At the end of the test period, the structure shall be refilled to the top of the cone measuring the volume of water added. 2. This amount shall be converted to a 24-hour rate and the leakage determined on the basis of depth and size of 9 P structure. The leakage for each structure shall not 9 exceed one anon per vertical foot per 15 linear feet of 9 P wall (as measured in plan view) fora 24 hour period for exfiltration and there shall be no visible infiltration. SITE ENGINEER: f CIYIL ENGINEERING ASSGCIATES, INC. 10 UWFIELD VIEW LANE. SOUTH BURLINGTON. VF 05403 e0Y-061_ FAY: a .nisi tlr - www tee H.cwn Dluss SAL CHECKED DSM AI'I'kOrEs DSM ('I.I EN I 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PRu.IFI'T. HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT SITE SPECIFICATIONS MAY, 2017 s-E ASS 0 H WN C5 .L C. Air Test: Alternatively, the monhole may be tested for I rea. xo. 15170 leakage using the following procedure: 1. All lifting hole and exterior joints shall be filled and pointed with an approved non -shrinking mortar. The completed manhole shall not be backfilled prior to testing. Structures that have 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. 2. All pipes and other openings in the manhole shall be suitably plugged in a manner to prevent displacement. 3. A plate with an inflatable rubber ring the size of the top of the manhole shall be installed by inflating the ring with air to a pressure adequate to prevent leakage of air between the rubber ring and the manhole wall. 4. Air shall then be pumped out of the manhole through on opening in the plate until a vacuum is created inside of the manhole equal to 10 inches of mercury on on approved vacuum gouge. The removal of the air shall then be stopped and the test time begun. 5. The vacuum must not drop below 9 inches of mercury within a 2 minute test period. If more than 1 inch of drop in vacuum occurs within the 2 minute test period the manhole has failed the test and shall be repaired or reconstructed and retested. D. Following satisfactory test results, the manhole may be backfilled. 3.09 SERVICE CONNECTION No sanitary sewer shall be placed in service until such time as the Town has given final approval to the sewer installation, including satisfactory completion of all required tests. Service connections shall not be made until all receiving sewer mains have been completed and approved and as-buills received along with GPS coordinates and approved by the Town Wastewater Department. A. Laterals Where required on the plans, sewer service connections for one house shall be constructed of four Inch (4") 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 specification. Open ends of pipes shall be properly sealed to prevent damage and intrusion of foreign matter where hookup to the building sewer is not coincident with sewer main construction. Additionally, the Contractor will provide o stable, temporary marker approved by the Town Wastewater Department from the sewer service invert up to six inches (6") above the finish grade and seated securely into the ground for ease in relocating the end of sewer service connection for hooking up the building sewer. Two (2) tie points to permanent objects shall be documented. The tie points shall be submitted to the homeowner and to the Wastewater Department. In the case of reconnection of existing services, such reconnection will be made only after the new sewer main has been completed, tested, and accepted. The excavation, bedding material, Installation, and backfill for service connections shall be the some as for sewer mains. B. Cleanouts for Sewers Cleanouts for gravity sewers and force mains shall be provided at locations indicated on the plans or as directed by the Town Wastewater Department. 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. Individual laterals shall have cleanouts every one hundred feet (100'). Cleanouts shall also be installed in laterals with changes of alignment of 45 degrees or greater, C. Chimneys Chimneys shall be built of four inch (4") pipe and/or as Indicated on the contract drawings. Each chimney shall be plugged or capped at end until ready to connect to existing services. Chimneys ore required where the vertical drop between the finished grade surface and the main sewer line exceeds fifteen feel (15,) at the wye from a service connection. 3.10 Force Main After force mains hove been laid and the trench backfilled, the pipe Shall be subjected to a hydrostatic pressure test in accordance with AWWA Standord for Installation of Cost Iron Water Main, AWWA C600 (latest issue), Section 13. The hydrostatic pressure shall be 150 percent (150%) of normal operational pressure. After the pressure test has been satisfactorily completed, a leakage test shall be conducted in accordance with AWWA C600 (latest issue), Section 13. The minimum test pressure shall be 75 pounds per square inch at the high point in the system. 3.11 Wet well The pre -cast concrete wet well shall be externally coated with on asphaltic sealant and tested for water tightness using an approved vacuum or water testing procedure. PART 4 - PUMP STATION 4.00 SPARE PARTS A. A complete replacement pump shaft seal assembly shall be furnished with each lift station. The spare seal shall be securely fastened to the control panel and shall include complete instollation instructions. B. Two (2) spare volute gaskets shall be provided. C. A spore filter cone for the seal filter shall be provided in the some container as the pump shaft seal. D. Provide 100% spare lamps and fuses for control panel. E. Provide all lubricants required for initial operation. F. Provide one (1) spare input and output card, processor, and power supply for the Programmable logic controller (PLC) system. & Provide one (1) spare level transducer. 4.01 O & M MANUALS A. Installation of oil mechanical equipment shall be done in accordance with written instructions provided by the manufacturer. Installation instructions shall be delivered with the station. B. The manufacturer shall provide 5 copies of a complete and detailed operating and maintenance manual. This manual shall provide oil design criteria, general operating procedures, maintenance and servicing procedures for all major components, and as -built drawings of the contributory gravity sewer system, the pumping station and force main. All instructions and parts lists shall be prepared for the specific equipment furnished and shall not refer to similar equipment. Operating manuals must be submitted to the Town prior to final acceptance of the station. 4.02 POLYETHYLENE (PE3408) SANITARY SEWER FORCE MAINS A. This specification covers requirements for PE3408 high density polyethylene sanitary sewer force mains. All work sholl be performed in accordance with these specifications and manufacturer requirements. B. Referenced Standards All standard specifications, i.e., Federal, ANSI, ASTM, etc., made a portion of these Specifications by reference, shall be the latest edition and revision thereof. C. Warranty and Acceptance The Contractor shall warrant all work to be free from defects In workmanship and materials for a period of one year from the date of completion of all construction. If work meets these specifications, a letter of acceptance, subject to the one year warranty period, shall be given at the time of completion. A final acceptance letter sholI be given upon final inspection of the end of the one year warranty period, provided the work still complies with these specifications. In the event deficiencies ore discovered during the warranty period, they shall be corrected by the Contractor without additional charge to the owner before final acceptance. During the warranty period, the Project Engineer shall determine if warranty repairs or replacement work shall be performed by the Contractor. The decision of the Project Engineer shall be binding upon the Contractor. D. PolvethNene Pipe and F'lt'na=_ 1. Qualification of Manufacturers. The Manufacturer shall have manufacturing and quality control facilities capable of producing and assuring the quality of the pipe and fittings required by these Specifications. The manufacturer's production facilities shall be open for Inspection by the Owner or his Authorized Representative. Qualified manufacturers shall be approved by the Project Engineer. 2. Materials. Materials used for the manufacture of polyethylene pipe and fittings shall be PE3408 high density polyethylene (SDR 11 or better) meeting cell classification 345444C or 345444E per ASTM D 3350; and shall be listed in the name of the pipe and fitting manufacturer in Plastics Pipe Institutes TR-4, Recommended Hydrostatic Strengths and Desion Stresses for Thermoplastic Pipe and Fitting Compoundswith a standard grade HIDE rating of 1.600 psi at 737. The manufacturer shall certify that the materials used to manufacture pipe and fittings meets these requirements. 3. Polvethvtene Pipe. Polyethylene pipe shall be manufactured in accordance with ASTM F 714. Polvethvlene (PE) Plastic P1SDR-11 rafnq or better) Based on Outside Diameter. and shall be so marked. Each production lot of pipe shall be tested for from material or pipe) melt index, density, % carbon, from pipe) dimensions and ring tensile strength. 4. Polyethyene Fittings & Custom Fabrications. Polyethylene fittings and custom fabrications shall be molded or fabricated by the pipe manufacturer. Butt fusion outlets shall be made to the some outside diameter, wall thickness, and tolerances as the mating pipe. All fittings and custom fabrications and connections shall be fully rated for the some internal pressure as the mating pipe. Pressure de -rated fabricated fittings are prohibited. 5. Molded Fittings Molded fittings shall be manufactured in accordance with ASTM D 3261, Butt Heat Fusion Pol vethdene (P� Plastic. Fittings for Polveth Nene (IPE) Plastic Pipe and Tubing and shall be so marked. Each production lot of molded fittings shall be subjected to the tests required under ASTM D 3261. 6. Fabricated Fittings. Fabricated fittings shall be made by heat fusion joining specially machined shapes cut from pipe, polyethylene sheet stock, or molded fittings. Fabricated fittings shall be rated for Internal pressure service at least equal to the full service pressure rating of the mating pipe. 7. Polyethvlene Flange Adapters Flange adapters shall be made with sufficient through -bore length to be clamped in a butt fusion joining machine without the use of a stub -end holder. B. flock -up Rings & Flange Bolls Flange adapters shall be fitted with back-up rings pressure rated equal to or grater than the mating pipe. The bock -up ring bore shall be chamfered or rodiused to provide clearance to the flange adopter radius. Flange bolts and nuts shall be Grade 6 or higher (stainless steel). 9. Compliance Tests. Manufacturer's inspection and testing of the materials. In case of conflict with manufacturers certifications, the Contractor, Project Engineer, or Owner may request retesting by the manufacturer or have retests performed by an outside testing service. All retesting shall be at the requestor's expense, and shall be performed in accordance with the Specifications. E. Joining 1. Heat Fusion Joining. Joints between plain end pipes and fittings shall be made by butt fusion, electrofusion couplings and joints between the main and saddle branch fittings shall be made using saddle fusion procedures that ore recommended by the pipe and fitting manufacturer. The Contractor shall ensure that persons making heat fusion pints have received training in the manufacturer's recommended procedure. The Contractor shall maintain records of trained personnel and shall certify that training was received not more than 12 months before commencing construction. External and internal beads shall not be removed. 2. Butt Fueipn of Unlike Wall Thicknesses. Fusions of different wall thickness are acceptable, as long as the difference is limited to a one SDR difference, i.e. SDR 11 to SDR 9. Transitions between unlike wall thicknesses greater than one SDR shall be made with a transition nipple (a short length of the heavier wall pipe with one end machined to the lighter wall) or by mechanical means. 3. Joining by Other Means. Polyethylene pipe and fittings may be joined together or to other materials by means of (a) flanged connections (flange adapters and backup rings), (b) mechanical couplings designed for joining polyethylene pipe or for joining polyethylene pipe to another material, or (a) electrofusion. When joining by other means. the installation instructions of the pining device manufacturer shall be followed. All connections shall maintain the total pressure rating of the force main. 4. Mechanical Joint Installation. Mechanical joints shall be installed in accordance with the manufacturer's recommended procedure. When an OD compression mechanical coupling is used, a stiffener shall be Installed in the bore of the polyethylene pipe. 5. Branch Connections. Branch connections to the main shall be made with saddle fittings or tees. Polyethylene saddle fittings shall be saddle fused to the main pipe. 4.03 HORIZONTAL DIRECTIONAL DRILLING W/ POLYETHYLENE PIPE A. Directional boring with PE3408 pipe shall be completed in accordance with the manufacturers requirements and shall not in any way affect the joint connections or the overall strength characteristics of the pipe. B. References: "Mlni-Horizontal Directional Drilling Manual" published by North American Society for Trenchless Technology (NASTT). "Guidelines for a Successful Directional Crossing Bid Package" published by Directional Crossing Contractors Association (DCCA). "Polyethylene Pipe for Horizontal Directional Drilling" of the Plastic Pipe Institute's Handbook of Polyethylene Piping. C. Quality Control. All directional boring shall be completed in such a way as not to jeopardize the existing infrastructure/facilities, such as the roadway, utility poles, subsurface utilities, structures/foundations, or significant landscaping. Prior to directional drilling, all potential conflicts shall be field verified. D. General 1. Directional drilling shall be performed in a manner required to install HOPE utility line as indicated on the drawings. Furnish all manpower and equipment required to perform the pipeline installation. The operation shall include oil excavation and dewatering, drilling calculations, pilot hole, and pullback operations. Contractor shall be responsible for type of reamer, diameter, and other pertinent operations required for a complete installation Contractor shall be responsible for mobilizing on -site with a full range of drill stems and reaming heads to allow for various factors which may occur. Drill stems shall be of proper size and diameter to allow for full thrust and torque capabilities of the drilling machines. 2. Contractor shall perform utility survey to locate information concerning existing utility lines located in the areas of the directional drilling work. 3. Directional drilling shall be accomplished by drilling from one side of the crossing to the other using an approved method. One method shall be drilling a small diameter pilot hole along the proposed utility route. Steering shall be accomplished by using drilling mud which is pumped into the drill pipe to provide rotational energy in a drill bit at the end of the drill pipe. A jet bit shall force the mud through small orifices and jet away the earth and to allow the drilled path to curve in the proper direction as the drill pipe is thrust forward. An electronic survey instrument shall be placed inside the drill pipe head. The instrument shall signal a computer of the drilled paths magnetic azimuth, vertical inclination, and orientation of the bend. This data shall be used by the drilling contractor to calculate location of the drill bit and allow steering adjustments to be made. 4. After completing the pilot hole, larger diameter reaming heads shall be pulled back in order to enlarge the hole as required to allow for the pipe pullback. The Contractor shall be responsible for multiple reaming operations as required to complete the work. Pull bock operations shall be carried out as soon as possible following the final preream. During this phase of the work, the Contractor shall continue his work operations without interruption regardless of the day of week or hour of the day. A pullback head shall be attached to the pipe to allow fastening to the swivel head reomer. The head shall be closed to prevent drilling mud from entering the main during the pullback operation. 5. Upon completion of the drilling operations, the equipment and materials used shall be removed from the site and the areas disturb so shall be restored to original conditions. The main shall be tested in accordance with Section 02730 of the Specifications. If the main fails the testing, it shall be removed and the work repeated at no additional cost to the Owner. WATER SUPPLY SYSTEM PART 1 - GLNLRAL 1.01 SUMMARY A. Section includes: 1. Pipe Materials 2. Hydrants 3. Valves 4. Fittings 5. All other appurtenances necessary to complete the water main system as shown on the Contract Plans. 1.02 SUBMITTALS A. Product Data: Submit published data from manufacturers of products and accessories specified, indicating compliance with requirements to the Engineer and local municipality. 1.03 QUALITY ASSURANCE A. All materials and the installation procedure shall be in accordance with the Department of Environmental Conservation, Water Supply Division and the applicable construction ordinances of the local municipality. PART 2 - PRODUCTS 2.01 GENERAL A. Furnish ells, tees, reducing tees, wyes, couplings, increasers, crosses, transitions and end caps of the same type and class of material as the conduit, or of material having equal or superior physicol and chemical properties as acceptable to the Engineer as necessary to complete the water system. 2.02 WATER MAIN MATERIAL C-900 PVC WATER MAIN A. Pipe shall be C-900 (DR-14 200 psi) PVC (sizes as shown on the plans) conforming to current AWWA C-900, latest revision and shall be UL and FM approved. Larger size mains will be required if necessary to allow withdrawal of the required fire flow while maintaining the minimum pressure specified in the VT Water Supply Rule, Chapter 21, 8.1.1. Any proposed departure from minimum requirements shall be justified by hydraulic analysis and future water use assessment, and will be considered only in special circumstances (VT Water Supply Rule, Chapter 21 8.1.4). Push -on joint accessories shall conform to applicable requirements of ANSI/AWWA Cll1/A21.11. 8. When a pipe material Is specifically noted on the contract drowings,the contractor/developer shall not have the option of utilizing any other pipe material. Galvanized pipe or fittings shall not be used in any water system owned or maintained by the Town. The Town Water Department requires the use of polyethylene pipe sleeve encasements and/or alternate pipe materials in known or suspected corrosive soil conditions. DUCTILE IRON WATER PIPE A. Pipe shall be Tyton Ductile Iron Class 52 (sizes as shown on the plans) conforming to current ANSI/AWWA C151/A21.51 latest revision. Push -on joint pipe shall be minimum thickness Class 52. Push -on joint accessories shall conform to applicable requirements of ANSI/AWWA C111/A21.11. B. Pipe shall be cement mortar lined on the inside in accordance with ANSI Specification A21.4 except that the cement lining thickness shall not be less than 1/8 Inch. A plus tolerance of 1/8 inch will be permitted. C. Pipe shall be given an exterior petroleum asphaltic coating in accordance with ANSI/AWWA Specification C151/ASNI A21.51. D. Pipe shall be poly wrapped with a minimum thickness of 4 mil poly in accordance with AWWA Specification C105 / ANSI A21.5. unless approved otherwise. 2.03 FITTINGS A. Ductile iron fittings shall conform to ANSI/AWWA C110/A21.10, 350 PSI working pressure. Ductile iron fittings larger than twelve inches (12") shall have a standard body length equal to Class 250 Cost Iron fittings. Cost Iron Class 250 fittings will be allowed in lieu of ductile Iron fittings larger than twelve inches (12"). Ductile iron fittings shall be rated for 250 p.s.i. However, twelve inch (12") and smaller may be rated for 350 p.s.i. with the use of special gaskets. All ductile iron compact fittings shall conforming to AWWA/ANSI C153/A21,53 standards. B. Anchor tees shall be standard mechanical joint tees except that the branch is plain Class 250 cast Iron or Class 350 ductile iron, cement lined, conforming to ANSI/AWWA C110/ A21.10, Cl and C104/A21.4. Anchor tees shall be Clow F-1217, U.S. Pipe US-92 or equal. C. Mechanical Joint restraints shall be incorporated into the design of the follower gland and shall include a restraining mechanism which, when actuated, imparts multiple wedging action against the pipe increasing its resistance as the pressure increases. Flexibility of the joint shall be maintained after burial. Glands shall be manufactured of ductile iron, and have a minimum working pressure of 350 psi. Twist off nuts (i.e. mega -lug) or equal sholl be used to ensure proper actuating of the restraining devices. Contractors may also use approved grip ring (or equal) retainer glands. D. Bolts shall conform to ANSI Specification A21.10. E. Pipeline couplings shall conform to AWWA Standards C110 and ANSI A21.10. Mechanical joint connecting pieces of proper diameter shall be installed in accordance with the manufacturer recommendations and at locations directed by the plans or the Town Water Department. F. All fittings shall be restrained; double poly wrapped and have concrete thrust blocks poured in place as defined herein. 2.04 TAPPING SLEEVES AND VALVES A. The Town Water Deportment sholl be notified whenever a proposed tap is to be made on any transmission main within the municipal system. B. Only approved tapping companies shall be allowed to perform wet taps on any Town Water Department water mains. C. All materials used when tapping for a branch connection or interconnection from any Town Water Department water transmission or distribution pipelines shall be specified below 2.05 TAPPING SLEEVES For use on existing asbestos cement, gray cast iron, ductile iron or PVC C-900 pipe: A. Tapping sleeves shall be of the split sleeve design, constructed with two solid half -sleeves bolted together. Sleeves shall be constructed of ductile iron, shall have o working pressure of at least 250 psi, and shall have mechanical joint ends with end and side gasket seals. B. 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. C. All bolts and nuts for mechanical joints of topping sleeves shall be of high -strength cast iron or high -strength, low -alloy steel conforming to ANSI/AWWA C111/A21. 11. D. All bolts and nuts for flanged joints of tapping sleeves shall be of high -strength, low carbon steel conforming to ANSI/AWWA C110/A21.10. E. 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. 2.06 TAPPING VALVES A. Tapping valves shall conform to Al C509 Standard for Resilient -Sealed Gate Valves for Water and Sewage Systems, except as modified herein. Valves shall open counterclockwise and shall have a minimum working pressure of 200 psi. Inlet flanges shall be Class 125 conforming to ANSI Specification 816.1 or ANSI/AWWA Cl and outlet connection shall be Standardized Mechanical Joint unless specified otherwise on the drawings for the type of pipe required for the branch or lateral pipeline. B. Tapping valves over sixteen inches (16") diameter 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. C. Buried lapping valves shall be provided with a two inch (2") square wrench nut and shall be installed with a cost iron valve box as required to allow positive access to the valve operating nut at all limes. In installations where the depth from grade to top of valve operating nut is greater than VID", a volve stem riser shall be provided and installed such that the depth from valve stem riser nut to grade is from four feet to five feet (4'-5'), (minimum length of volve stem riser is two feet (2!)). Valve stem riser shall be of high strength steel and of welded construction. D. All contractors (or others) who apply for water line tapping permits shall submit complete specifications of the tapping material they intend to use at the time the tapping permit application is submitted on 8 1/2" x 11" shop drawing sheets E. 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. 2.07 GATE VALVES -RESILIENT SEAT A. Valves shall be manufactured to meet all requirements of AWWA Specification C509, latest edition. Volves twelve inches (12") and smaller shall be bubble tight, zero leakage at 200 psi working pressure. Valves shall have non -rising stems, open counter clockwise, and provide a two inch (2") square operating nut with arrow cost in the metal indicating direction of opening. Each valve shall have maker's name, pressure rating and year in which manufactured cast on the body. Prior to shipment from the factory, each valve shall be tested by hydrostatic pressure equal to twice the specified working pressure. Gate valves shall be Mueller, Kennedy, AFC, or approved equal. B. Buried valves shall be installed with a gets valve box. C. Gate valves shall normally be placed a maximum of five hundred feet (500') apart. Tee intersections shall have a minimum of three (3) gote valves. Cross sections (four way Intersections) shall have a minimum of four (4) valves. D. The Town Water Department may require all bolts, studs and nuts be made from a corrosion resistant -material stainless steel. 2.08 VALVE BOXES A. Valve boxes shall be of the three-piece Cast iron slide -type with a minimum inside shaft diameter of five and one quarter Inches (5 1/4") and a six foot (6') trench depth. Valve boxes shall not transfer loads onto the valve. B. Valve boxes shall have a cost iron cover, marked "WATER". The boxes shall be dirt tight with the top of the cover flush with the top of the box rim.countersunk brass pentagon plug for paved or concrete areas, and standard two holes for gross areas. Curb box couplings and extensions will be the same material as the curb box. Both cover and upper section of the box shall be able to be located with an aqua type metal locator. C. All service connections shall be installed to the curb stop for all building lots before the street is paved. D. Valve boxes located in roadways shall have one non -adjusting paving riser of a heig9ht ranging from one and a half inches (1.5") to six inches (6") as needed to be brought to final pavement grade. 2.09 BACKFLOW PREVENTION DEVICES A. No water service connection shall be approved or maintained by the Town Water Department unless the water supply is protected as required by State laws, regulations and ordinances. The type of protective device shall depend on the degree of hazard that exists. In general, backflow devices designed to protect potable water supplies in accordance with SITE ENGINEER: r CIVIL E14GINEEIl ASS0rIATES, INC. 10 MANSFIELD NEW LANE, SOUTH BURLIHOTON, VT 05403 lint -eel E3ta FAX e02Ae9.2t>1 web: www.cee vl.c,,,,, SAL IS-. DSM APPROVED DSM CLIENT: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJE( T: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT I REVISION SITE SPECIFICATIONS MAY, 2017 ��P1V1 Ani,l< e. AS SHOWN C5.3 15170 0 national plumbing codes for non-heolth hazard cross connections and continuous pressure applications shall be used, i.e. Watts Series 007 or approved equal. Watts Series 709 Double Check Valve Assembly or approved equal shall be installed on all sprinkler systems. A shop drawing detail assembly showing backflow devices and meter placements shall be required by the Town Water Department. 2.10 PIPE BEDDING A. Water lines shall be laid and maintained on lines and grades established by the plans for the project. Pipeline trenches shall be excavated to the width and depths shown on the pion typicals. Pipeline trenches in which pipe is to be laid directly on the trench bottom shall not be excavated entirely by machinery, but shall be finally excavated by hand tools such that the trench shall have a bottom shaped to support the pipe throughout its entire length by firm and undisturbed material. Pipeline trenches, for which bedding is required, may be excavated to the required depths using machinery. No pipe shall be laid directly on ledge, hard shale or a very compact glacial till. When an unstable trench bottom is encountered and the Town Water Department determines that It cannot support the pipe adequately, an additional depth shall be excavated and refilled to the pipe Invert with approved material at the contractor's expense. Pipeline trenches shall be dry during the laying of pipe. Wood supports under pipe shall be removed prior to backfilling. Pipeline installation procedures can be found in AWWA Standard C600. B. Bedding material shall consist of crushed or natural stone conforming to ASTM D2321. SICVe Percent Possina 1" Screen 100% 31" Screen 100% 14" Screen 90 - 100% Screen 40 - 70% No. 4 Sieve 0 - 15% C. Bedding and blanket material shall be Class II material (ASTM D2321) consisting of clean, granular material (sand), particle size limits described as follows: Sieve Percent Passing No. 4 100% No. 100 30% No. 200 12% 2.11 PIPELINE INSULATION A. Approved waterlines with less than six feet (6'-0") of cover over the crown, that cross a storm sewer, or where Indicated on the plans, shall be protected against freezing by the Instal lotion of two inch (2") thick highest available density extruded polystyrene insulating sheets or equivalent. Sheets shall be the the lesser of 3' or 2 x diameter of the pipe. The sheets shall be placed six inches (6") above the crown after placement of four to six inches (4" - 6") of clean medium or coarse sand below the pipe bottom and four to six inches (4" - 6") above the crown. Joints shall be overlapped so there is no gap that will allow frost to penetrate. Care shall be exercised during backfill and compaction over the polystyrene sheets to prevent damage to the sheets. The polystyrene sheets shall meet the comprehensive strength requirements of ASTM D1621-73. In no cases shall the waterline have less than four feet (4') of cover over the top of the pipe.When water line passes within 5 feet of a catch basin install 2" min. rigid insulation, polystyrene sheets, between water line and cb. 2.12 POLYETHYLENE PIPE ENCASEMENT A. Polyethylene pipe encasement may be required in areas of corrosive soils and shall conform to current ANSI/AWWA C105/A21.5 Specifications. Minimum material requirements for the polyethylene film shall be high density, cross laminated virgin polyethylene 4 mil film. The Town Water Deportment reserves the right to specify Polyethylene pipe, C-900. in areas of corrosive soils. B. The polyethylene encasement shall prevent contact between the pipe or fittings and the surrounding backfill and bedding material and shall be installed as outlined in Section 4.1 of the above ANSI/AWWA standard. 2.13 CONCRETE FOR THRUST BLOCKS A. Concrete shall be Portland Cement concrete of 3,000 psi minimum 28 day compressive strength. ASTM C-94 specification for transit mixed concrete shall control the concrete quality. A maximum water cement ratio of 6 gallons per sack and a maximum slump of four inches (4") will be allowed. 2.14 FIRE HYDRANTS AND HYDRANT BRANCHES A. Fire hydrants shall be Mueller Super Centurion 250, Figure A-423, Kennedy K-81 D. or Woterous Pacer Hydrant and shall conform to AWWA C502 with the following specifications: 1. Main Valve Opening: 5 1/4 inches 2. Nozzle Arrangement; Two 2 1/2 inch Hose Nozzles with National Standard Thread (NST) 3. One 4 1/2 inch Pumper Nozzle with National Standard Thread (NST) 4. Inlet Connection: 6 inch Mechanical Joint, "Mega -Lug" or equivalent retaining gland and concrete thrust block 5. Operating Nut: Standard 1 1/2 inch Pentagon 6. Direction of Opening: Counterclockwise 7. 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 steamer cap and the ground. 8. Drain: The hydrant shall be non -draining or have the drains permanently plugged. 9. Color: Red enamel 10. Other: Hydrants sholl 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 the 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 without removing any bolts. Hydrant flags shall be required and supplied for each hydrant. Wherever a tin,Hic hazard appears to exist, curbing and/or bollards shall protect the hydrant. B. For single-family house subdivisions, there will be at least one hydrant at each intersection and a maximum of five hundred feet (500') between hydrants with a minimum water flow of 500 gallons per minute (gpm) at the flow hydrant with a 20-psi residual pressure at the residual hydrant. Hydrants should be located Immediately adjacent to street property lines. A 20' x 20' easement will be required around all hydrants. No structures or plantings are to be placed within o 20' x 20' area of any hydrant. C. Where dead-end mains occur, they shall be provided with a fire hydrant if flow and pressure meet minimum requirements. If flows and pressure are not sufficient, then on approved flushing hydrant or blow off shall be installed for flushing purposes. Flushing devices should be sized to provide flows which will give a velocity of at least 2.5 feet per second in the water main being flushed. The open end of a blow off must be capped and terminate at least eighteen inches (18") above grade. D. When set in lawn space between the curb and sidewalk, no portion of the hydrant or nozzle cap will be less than one foot off the gutter face of the curb or edge of the sidewalk. Hydrants shall be o minimum of four feet (4') and a maximum of six feet (6') from the edge of the sidewalk to the closest point on the hydrant when placed behind the sidewalk. In the absence of a curb or sidewalk, no hydrant shall be placed more than six feet (6') from the edge of pavement. Hydrants shall be located so as to provide complete accessibility and minimize the possibility of damage from vehicles or injury to pedestrians. 2.15 HYDRANT ASSEMBLIES A. Hydrant assemblies sholl consist of on anchor tee, a six inch (6") mechanical 'pint gote valve conforming to the above specifications, the appropriate length of six inch (6") Ductile Iron Cement Lined, Class 52 pipe, all necessary anchor couplings and approved restraining glands, the fire hydrant and appropriate thrust block. B. Care shall be taken to prevent damage to hydrants and appurtenances during handling and Installation. All materials shall be carefully inspected for defects in workmanship and materials; all debris and foreign material cleaned out of the hydrant bowl; all operating mechanisms operated to check their proper functioning, and all nuts and bolts checked for tightness. All hydrants shall be carefully incorporated in the water main and supported in their respective positions free from distortion and strain. Hydrants shall be set plumb. All hydrants shall be oriented to most efficiently allow fire truck access and connection for emergency purposes. They shall be installed away from the curb line at sufficient distance to avoid damage from or to vehicles. Traffic model hydrants shall be installed so the breakaway flange is not less than two inches (2"), nor more than six inches (6") above the established grade, according to manufacturer recommendations. Hydrant locations are subject to the approval of the Town Water Department and the appropriate municipality's fire department. Installation for fire hydrants can be found in AWWA Standard C600. 2.16 SERVICE CONNECTIONS A. Service lines shall be installed so as to run perpendicular, in o straight line from the water main to the curb stop. B. Each service shall consist of a corporation, curb stop, copper tubing and a curb box with a cost iron or stainless steel service rod. Service lines from three-quarter to two inch (3/4" to 2") shall be copper tubing from the corporation slop to the curb stop. Copper tubing shall be type "K", soft temper, conforming to ASTM B88. The name or trademark of the manufacturer and type shall be stamped at regular intervals along the pipe. Copper service pipe shall be one piece from the corporation to the curb stop. The minimum service for a single-family residence shall be three-quarter inch (3/4"). The minimum service for a duplex shall be one Inch (1"). C. Corporations shall be AY McDonald or Cambridge Brass Low -Lead and manufactured in accordance with AWWA C800. Corporations shall have threads per AWWA C800 Table 7 / Figure 2, at the inlet and a compression type fitting at the outlet. Both inlet and outlet shall be the some size. Three-quarter inch and one -inch corporations shall be directly tapped into ductile iron pipe six inches (6") and larger in diameter. Larger size corporations up to two inches (2") shall use a lopping saddle. Pipe less than six inches (6") shall require the use of a topping saddle and corporation. Corporations sholl be used for all tops up to two inches (2"). In no instance, except when a topping sleeve and volve are used, shall a tap be made without a corporation. Corporations shall be Mueller 110 (3/4" - 1"), or Mueller H 15013 (1 1/2" - 2"). A connection mode to a pipe that requires a tapping saddle or is not ductile iron will have a body with a suitable outlet, seal, and suitable means for attachment to the main. The body shall be made to conform to the outside configuration of the main. The service saddle shall be designed to provide a drip tight connection. The body shall be Teflon or Epoxy coated with stainless steel strop(s), bolts, nuts, and mechanism for attaching to the pipe barrel. D. Curb stops shad be a ball valve type with a minimum allowable pressure rating of 300 psi and be manufactured in accordance with AWWA C800. The curb slop shall open left, have a positive stop, be full port, provide drip -tight shutoff in the closed position and be of the tee design or flat design. No curb stop sholl have the ability to drain the service line. Both the inlet and outlet of the curb stop shall have compression type fittings. The tee head of the curb stop shall have the provision for the connection of a service rod. Curb stops shall be AY McDonald or Cambridge Brass Low -Lead, or approved equal. The curb stop shall rest on a four inch by eight inch by sixteen -inch (4" x 8" x 16") concrete block for support. Curb stops shall be installed just inside the municipality R.O.W. E. Curb boxes shall be of sliding adjustable type capable of adjusting from five feet to six feet (5' - 6') (Erie Style). The base of the box shall be arch type so as to prevent the box from resting on the curb stop. The adjustable upper section shall be one inch (1") diameter for use with 3/4" and 1" curb stops. For larger curb stops, the upper section shall be 1 1/4" in diameter. Stationary rods affixed to the key of the curb stop with a brass pin shall be thirty inches (30") in length for 3/4" and 1" curb stops and twenty-four inches (24") for large curb stops. Curb box rods may be cast iron or stainless steel, as determined by the Town Water Department. The word "WATER" shall be inscribed on the cover of the box. PART 3 - EXECUTION 3.01 INSTALLATION A. Contractors shall notify the Town Water Department and Dig Safe at least seven days prior to any work on the water system. B. Skilled workers experienced in such work shall install all items. Tools shall be adequate for the work and in good condition so as to produce good, clean cut threads of the correct size, pitch, and taper. C. Installation of all water lines shall be in accordance with the latest version of AWWA C600 or AWWA C605 , as applicable, current edition. D. Connection to an existing water main shall be done under the supervision of and with the approval of the Town Water Department. It is the applicant's, developer's, or owner of record's responsibility to secure ALL necessary connection permits and pay ALL applicable fees to make the connection, and to coordinate all parties involved in the process. The engineer and the Town Water Department shall be notified at least two working days in advance of the intended connection time. No existing valves, hydrants, curb stops, etc. shall be operated without prior approval of the Town Water Department. The Town Water Department shall operate all valves initially to ensure the integrity of the valve. The Town Water Department may then allow the contractor to operate those valves. Any damage occurring after the use of any valve operated by the contractor shall be the contractor's responsibility. E. Core shall be taken to prevent damage to valves and other appurtenances during handling and installation. All materials shop be carefully Inspected for defects in workmanship and materials; all debris and foreign matter cleaned out of valve openings, etc.; all operating mechanisms operated to check their proper functioning, and all other nuts and bolts checked for tightness. Valves and other equipment, which do not operate easily, or are otherwise defective, shall be replaced. All valves shall be carefully Incorporated into the water main and supported in their respective positions free from all distortion and strain. Valves and valve boxes shall be set plumb. Valve boxes, besides being plumb, shall be centered directly over the valves. F. All pipes showing cracks shall be rejected. If cracks occur in the pipe, the contractor may, at his own expense and after approval of the Town Water Department, cut off cracked portions at a point at least twice the pipe diameter from the visible limits of the crack and use the sound portion of the pipe. G. All water mains shall have no less than six feet (6') of cover unless waived by the Town Water Department. The pipe shall be loid to conform to the lines and grades indicated on the Department. The Town Water Department may restrict work before November 15 and after April 1 during adverse weather conditions. The Town Water Department may not allow excavating for water mains during the winter months except by special permission for emergencies. Each pipe shall be laid so as to form a close joint with the next adjoining pipe and to bring the inverts continuously to the required grade. In no cases shall the waterline have less than four feet (4') of cover over the top of the pipe. H. Temporary support, adequate protection, and maintenance of all underground structures, drains, sewers and other obstructions encountered in the progress of the work shall be provided at all times. If utility service is interrupted as a result of work for the project, the contractor shall immediately restore service by repairing the damaged utility at the contractor's expense. I. 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 oil danger of water entering the pipe has passed. During construction, the contractor shall conduct operations so as to prevent the accumulation of water, ice. and snow in the vicinity of excavations or in the vicinity of excavated areas, and to prevent water from interfering with the progress and quality of the work. J. Under no conditions shall water be allowed to rise in open trenches after pipe has been laid. K. Accumulated water, ice, and snow shall be promptly removed and disposed of by pumping or other approved means. Disposal shall be carried out in a manner that will not create a hazard to public health, nor cause injury to public or private property, work completed or in progress, or public streets. Disposal shall not cause any interference in the use of streets and roads by the public. Pipes under construction shall not be used for drainage of excavations. L. Any deflection of joints in pipe up to twelve -inch (12") diameter shall be within the limits specified by the manufacturer, but not to exceed five degrees or nineteen inches (19") per eighteen feet (18') of pipe length. M. Concrete thrust blocks shall be installed on all hydrants, plugs, tees, and bends deflecting 11 1/4 degrees or more. Concrete thrust blocks shall be used in conjunction with "Mega -Lug" restraining glands or equivalent. Care shall be taken to ensure that concrete will not come into contact with flanges, joints, or bolts. The required area of thrust blocks shall be indicated on plan typicals and approved by the Town Water Department. Concrete shall be placed against undisturbed soil. Wooden side forms or equal shall be provided for thrust blocks. No bockfilling shall be allowed until concrete masonry has set sufficiently. Where directed by the Town Water Deportment or engineer, concrete encasement of the waterline may be made for stream crossings and similar purposes. Where required on the plans or as directed by the Town Water Department or engineer, a concrete cradle shall be used to bolster and strengthen the pipe. The Town Water Department or his designee shall inspect all thrust blocks prior to bockfilling. N. All trenching safety standards shall be in conformance with all applicable State and Federal guidelines. The contractor shall be solely responsible for any safety citations by State or Federal inspectors. O. There shall be no physical connection between the distribution system and any pipes, pumps, hydrants, or tanks that are supplied with water that is, or may be, contaminated. P. As necessary, temporary PVC markers shall be supplied at oil gate valves, curb boxes, and at the end of water lines to a minimum of twelve inches (12") above finish grade until accepted by the Town Water Department. 0. All surplus material and debris shall be removed as the project progresses, leaving all areas clean and presentable. R. Unless otherwise required, all paving and sidewalks that may be damaged during construction shall be replaced with the some kind of material that previously existed. S. The contractor shall be responsible for proper protection of persons and property on the project. The contractor shall barricade open holes and depressions occurring as part of the work, and post warning lights on adjacent property to or with public access. T. Warning lights shall be operated during hours from dusk to dawn and as otherwise requested. U. The contractor shall protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, washout, and other hazards created by construction operations. V. No water lines shall be installed after November 15 or before April 1 without prior approval of the Town Water Department. 3.02 BACKFILLING A. Trenches shall be backfilled to subgrode with, wherever possible, material excavated from the trench, and shall be done only after the approval of the Town Water Department. Material for backfilling shall be free of roots, stumps, and frost. Backfill shall not be placed on frozen material. Materials used for backfilling trenches shall be free of stones measuring more than twenty four (24) pounds. No stones measuring over three Inches (3") in the longest dimension shall be placed within one foot (V) of the pipeline being backfilled. Stones found in the trench shall be removed for a depth of at least six inches (6") below the bottom of the pipe. In general, use of blasted rock as trench backfill will not be permitted. B. Backfill material shall be tamped in layers around the pipe to a sufficient height above the pipe to adequately support and protect the pipe. Backfill for pipelines shall be placed in six inch (6') lifts, each lift being compacted to not less than 95% of maximum dry density as determined by the AASHTO-T-99 Standard Proctor. If conditions warrant, the backfilling of trenches may be done with mechanical equipment. Particular precautions shall be taken in the placement and compaction of the backfill material In order not to damage the pipe, pipe coating or structure. The backfill shall be brought up evenly. Around valve boxes, the backfill shall be tamped to a distance of four feet (4') on all sides of the box, or to the undisturbed trench face, if less than four feet (4'). Sockfilling in all public roadways shall be so compacted as to leave no depression in the road. Additional backfill requirements may apply within State or local Highway Right -of -Ways. All public road surfaces shall be restored to a condition at least equal to that which existed prior to the start of construction. Precautions shall be taken against undue damage to existing surface materials. C. No compacting shall be done when the material is too wet to be compacted properly. At such times the work shall be suspended until the previously placed and new materials have dried out sufficiently to permit proper compaction, or such other precautions are token as may be necessary to obtain proper compaction. D. Surplus excavated materials shall be disposed of in a satisfactory manner. Surplus material or spoil shall be emold promptly and disposed of so as not to be objectionable to abutters or the general public. E. Trenches that have been improperly backfilled, enclosed or covered before inspection of fittings and joints shall be reopened and re-backfilled at the contractors expense. 3.03 WATER/SEWER SEPARATION A. Water mains crossing sewers shall be laid to provide minimum vertical distance of eighteen inches (18") between the outside of the water main and the outside of the sewer line. This shall be the case where the water main is either above or below the sewer. At crossings, one full length of pipe shall be located so both joints will be as for from the sewer as possible. This vertical separation shall be maintained for that portion of the water main located within ten feet (10') horizontally of any sewer it crosses. Water mains must be laid at least five feel (6) horizontally from any existing or proposed storm sewer and ten feet (10') from any existing or proposed sanitary sewer. B. When it is impossible to obtain horizontal and vertical separation on new installations, both the water main and sewer main shall be constructed of waterworks material with watertight joints and shall be pressure tested before backfilling. A PVC sleeve may be required for one or both mains in addition to the waterworks material. Lines may also be encased in concrete as required by the Retail Department. No water main shall pass through or come in contact with any port of a sewer manhole. C. Distribution lines shall not be placed closer than fifty feet (50') horizontal distance from any septic tank or leach field unless approved by the VT Water Supply Rule Provisions under Chapter 21.8.6.4 or the Town Water Department. D. Force main crossing shall be arranged so that at least one full length of sewer pipe is centered above or below the water line, with the sewer joints as for as possible from the water joints. The new force main line shall be constructed to water main standards for a minimum of twenty feet (20') on either side of the crossing. The section constructed to water main standards shall be pressure tested to maintain 50 psi for fifteen (15) minutes without leakage prior to bockfilling. In those areas that proper cover cannot be provided, proper insulation shall be installed. E. Sewer and waterline separation shall conform to all VT Water Supply Rule requirements, and installed in accordance with the latest edition of the "Ten States Standards - Recommended Standards for Water." 3.04 TESTING AND DISINFECTION A. All water mains shall be constructed, tested and disinfected in accordance with AWWA Standards C-600, C-605, C651 and The Vermont Water Supply Rule. All tests shall be conducted by and at the expense of the Contractor. 1. 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 on approved length. Each valved section, including hydrant laterals, or a maximum length of 1.000 feet of pipe shall be tested. The Contractor shall provide at his own expense any additional laps to the water line necessary to perform the pressure and leakage test between valves. All didinfection/testing shall be completed by an independent third party unless otherwise approved by the Engineer or local municipality. 2. All water required for testing shall be potable. All testing shell be conducted in the presence of the Engineer. 3. The Contractor shall make the necessary provisions to lap the pipe at the high point to release all air and shall plug some 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. 4. For the pressure test, the Contractor shall develop and maintain for two hours, 150% of the working pressure, or 200 psi, whichever is greater. Failure to hold within 5 psi of the designated pressure for the two hour period constitutes a failure of the section tested. 5. No pipe installation shall be accepted if the leakage is greater than that determined by the following. Maximum allowable leakage will be: L - SD yP or L = ND JP 148,000 7,400 whichever is less Where: L = allowable leakage, in gallons per hour S = length of pipe tested, in feet D = nominal diameter of the pipe, in inches P - average test pressure during the leakage lest, in pounds per square inch (gauge). N = Number of joints in the pipeline tested All testing shall be conducted in accordance with AWWA C600 (latest edition) 6. Should any section of pipe fail either the pressure or leakage test, the Contractor shall do everything necessary to locate and repair or replace the defective pipe, fittings, or pints at no cost to the Owner. 7. Disinfection: Disinfection of the pipeline shall be directed by the Engineer and at the Contractors expense. AWWA Standard C-651 shall be used as a basis for the disinfection process. B. The Engineer or Town Water Department will require as minimum: 1. Complete flushing of the pipeline to wash out all dirt, debris, etc. which may have accumulated in the pipeline during construction. A reducing agent shall be used at the point of flushing to eliminate the free chlorine residual per the direction of the Town Water Department. 2. Following flushing to clean clear water, the Contractor will add chlorine through continuous feed to the entire pipeline volume of water such that the water will have not less than 25 mg/L free chlorine, and let the mixture set for at least 24 hours. 3. After the 24-hour duration, the water in the pipeline shall be tested for residual free chlorine and must contain a minimum of 10 mg/L chlorine. If less than 10 mg/L are found, then the disinfection procedure shall be repeated until at least 10 mg/L chlorine residual is indicated by lest. 4. Upon successful completion of step 3 above, the pipeline shall be flushed again until the chlorine concentration In the pipeline is no higher than that prevailing in the supply system. A reducing agent shall be used to eliminate the free chlorine residual in the flushing process per the direction of the Town Water Department. C. 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. At least one set of samples shall be collected from every 1.000 feet of the new water main, plus one set from the end of the line and at least one set from each branch. All samples shall show the absence of coliform organisms and, if required, the presence of a chlorine residual (AWWA C651-99). If the initial disinfection fails to produce samples which pass the V.S.H.D. requirements for potable drinking water, then the new main shall be reflushed and shall be resompled until satisfactory lest results are obtained. D. Upon satisfactory results by the Vermont State Health Department, the pipeline may be placed in service. All costs for water, materials, equipment and labor to perform the W,4 CIYIL ENIGINEEkING ASSOCIATES, INC, 10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, W V403 802a842323 FAx. 8028ea-z2n wer,: www.oesw.vom eResx SAL 111-re DSM DSMLIEN I 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 ®I� HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT DATE --a.ED REVISION SITE SPECIFICATIONS NRr MAY.2017 .,Ex 1 SESHOWN C5. 4 rnm. NO. 15170 required testing disinfection, and flushing of the pipeline sholl be paid by the Contractor. 3.05 SUBMITTAL OF TEST RESULTS A. A. The Applicant or Project Engineer shall be responsible for submittal of test results to the Town Water Department. The Applicant or Project Engineer shall also provide a letter to the Town Water Department certifying that the water system has passed all tests, is constructed in accordance with the approved plans, except as may have been modified by approved Change Order, and is in condition to be placed in service. Submittal of all test results shall be required prior to the water main being placed into s vice 3.06 FINAL INSPECTION A. For one year from the date the new system is placed into service, the applicant's developer/contractor will be responsible for any necessary repairs or corrections as part of the project warranty. At the end of a one-year period, an inspection will be performed by the Town Water Department prior to the system owner assuming ownership of any of the lines and appurtenances. The contractor shall correct any punch list items accumulated during the inspection after receipt of this list. Incomplete work on the system shall not be included in the initial inspection, but shall be inspected as the project continues. The contractor shall repair, replace, or retest promptly as directed by the Town Water Department and without further charges, all work equipment, materials or parts, which may fail during the one year warranty period. B. A final walk-through inspection shall be conducted by the Town Water Department prior to the water system being accepted for ownership by the system owner. This inspection shall Include but not be limited to: 1. Valves, hydrants, and curb stops operating properly. 2. Valve boxes and covers set plumb and of proper elevations. 3. Proper hydrant nozzle height above grade. 4. Proper hydrant opening direction, nozzle thread, and barrel color. 5. Proper distance from the face of the curb of hydrant nozzles. 6. Hydrant flags meeting Town Water Department specifications installed on each fire hydrant at the time of installation. 7. Static and residual hydrant pressures and flow rates. 8. Curb boxes inside ROW, set to grade, containing operating rod, and plumb. 9. Tie information and record drawings complete and submitted. 10. Material testing results, lab reports, manufacturers certificates, and leakage test results complete and on file. 11. General appearance and restoration. 12. Submittal of 0&M monuols in hard copy and Adobe Acrobat Reader (.pdf) format. 13. Submittal of As-Builts in hard copy format and Auto-CAD.DWG Version 2000 format or newer within 14 days of completion. 3.07 GENERAL INFORMATION A. All persons taking water must keep the fixtures and service pipe within their own premises in good repair and fully protected from frost, and must prevent unnecessary leakage of water. The Town Water Department shall not be liable for leakage of hydrants, pipes or fixtures upon the premises of any consumer, nor for obstructions therein by freezing or otherwise, nor for damages resulting from any of the forgoing causes. All leaks that are on the building side of the curb stop will be the owner's responsibility and repaired at the owner's expense. B. Water rates shall be collected for all water used until the water is shut off at the curb stop by the Town Water Department. No abatement of water rates will be allowed by reason of disuse, diminished use, or vacancy of premises without proper notice to the Town Water Department. C. The Town Water Department or system owner shall not be liable for any injury, loss or damage of whatever nature occasioned by the failure to maintain o constant or uniform pressure in the water mains, or for damages occasioned by or growing out of a stoppage of said water by frost or other cause, or for damage occasioned by or growing out of on insufficient supply of the some, or for accident or damage of any kind caused by or growing out of the use or failure of said water. D. No person shall open any hydrant or draw water there from except the Town Water Department personnel or persons under their direction, or the officers or designees of the municipal fire department and members of the fire companies under their direction for fire purposes, or those individuals who have been granted approval on a hydrant use application by the Town Water Department, in which case, all such usage shall be metered. Fines for unauthorized use of any hydrant or connection may be incurred, according to the Rules and Regulations of the Town Water Department. E. One curb stop and one water meter shall be installed for each individual dwelling unit, condominium unit, apartment unit, commercial or office occupancy. Exceptions may be permitted in where a condoms inium association signs a binding agreement to be responsible for allcollection of water bills. In cases where condominiums are converted into separate apartments, separate curb stops and water meters shall be installed for each unit. Town Water Department employees shall install all water meters. Under no circumstances are plumbers or persons other than those authorized by the Town Water Department permitted to turn water on or off at the curb stop. The water will not in on instance be turned on to any premise for use until the Town Water Department has suitably attached a meter. F. The owner of the premises shall be responsible for all water payments. A change of tenants or premises will not relieve the owners from payment of a back bill. STORM WATER PONDS PART 1 - GENERAL 1.01 SUMMARY A. Section includes: Construction of storm water detention pond. PART 2 - PRODUCTS A. Compacted Fill/Granular Borrow: The material for the fill shall be obtained from the designated areas and shall conform to the requirements of Section 02210 - Site Earthwork. The material shall be free from stumps, wood, brush, roots, sod, rubbish, and other matter that may decay. It should be free of stones over 2 inches in diameter where compacted by hand or mechanical tampers, or over 6 inches in diameter where compacted by rollers or other equipment. Frozen material shall not be placed in the fill, nor shall the fill material be placed on a frozen foundation. B. Stone Fill: Stone fill shall conform to the requirements of Type I Stone Fill as specified in Section 02439 - Stone Fill. C. Riser and Drain Pipe: Riser and drain pipe shall conform to the requirements of the Drainage section. PART 3 - EXECUTION 3.01 SITE PREPARATION A. The area to be covered by the pond and embankments shall be cleared of all trees, brush, stumps, roots and other objectionable material. The area to be covered by the earth embankment and the surface of the borrow area shall be stripped of all grass, roots, organic materials, or other objectionable materials to a depth that will insure the removal of any materials which will prevent bond between the foundation and the fill. Material cleared shall be disposed of in accordance with Section 02110 - Site Clearing. Where the embankment will be 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 so that adverse movements of the slopes do not occur. 3.02 COMPACTED FILL/GRANULAR BORROW A. Preparation of Foundation: Upon completion of the clearing operation and just prior to placing the fill material on any portion of the foundation, that portion shall be scarified, plowed, or disked to a depth of 3 inches. All objectionable material exposed by this operation shall be disposed of outside the limits of the fill. B. Placing and Spreading Material: The placing and spreading of material shall be started at the lowest port of the section under construction and the fill constructed in layers of 6 inches. The layers shall slope slightly towards the reservoir to prevent puddles and provide for faster runoff in case of rain. Where possible, the layers shall extend over the entire area of the fill. The distribution and gradation of the materials throughout the fill shall be such that there be no lenses, pockets, streaks, or layers of material differing substantially in texture or gradation from the surrounding material. The most porous borrow material shall be placed on the downstream portions of the embankment. C. Compaction: All fill shall be compacted to 95 % maximum density per ASTM D-698. D. Limits: The embankment shall be constructed where located and as detailed in the Contract Plans. Side slope shall be 1 vertical to 3 horizontal. E. Revisions to the proposed design of the detention pond may be necessary if, in the opinion of the Engineer, unsuitable material is found at the pond location, 3.03 SLOPE PROTECTION A. Placement: Stone Fill Type I shall be placed at locations indicated on the plans to a minimum thickness of V-0" in one course in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing of the underlying material. The stones shall be ploced and distributed so that there will be no accumulations of either the larger or the smaller stones. Re -arrangement of the stone fill by hand labor or mechanical equipment may be required to obtain the specified results. 3.04 LANDSCAPING A. At completion of grading, slopes, ditches, and all disturbed areas shall be smooth and free of pockets with sufficient slope to ensure drainage. All disturbed areas shall receive a minimum of four inches (4") of topsoil and shall be seeded, fertilized, limed, and mulched in accordance with the following: 1. Seed mixture in all areas shall be urban mix conforming to the table below. For seeding between September 1 and October 1, winter rye shall be used at an application rate of 100 pounds per acre. 2. Fertilizer shall be standard commercial grade conforming to the State Fertilizer Law and to the Standards of the Association of Official Agricultural Chemists. Dry fertilizer, If used, shall be applied at the rate of 500 pounds per acre. Liquid fertilizer, if used, shall be applied in a 1-2-1 ratio with the minimum rate to include 100 pounds of nitrogen, 200 pounds of phosphate, and 100 pounds of potash per acre. 3. Limestone shall conform to all State and Federal regulations and to the Standards of the Association of Official Agricultural Chemists. The limestone shall be applied at a rate of one ton per acre as directed. 4. Within twenty-four (24) hours of application of fertilizer, lime, and seed, the surface shall be mulched with a hay mulch. Mulch shall be spread uniformly over the area at a rate of two (2) tons per acre. 5. All turf establishment shall be performed in accordance with the Vermont Standard Specifications for Construction, Section 651. URBAN MIX GRASS SEED Percentage Pounds Live Seed Tvoe of Seed @v Weiaht Per Acre 37.50% 45.0 Creeping Red Fescue 37.25% 37.5 Kentucky Blue Gross, Winter Hardy, Perennial Rye 31.25% 37.5 (variety Pennfine, Manhattan, or similar varieties) 100% 120 pounds live seed per acre LANDSCAPE GRADING PART 1 - GENERAL 1.01 SUMMARY A. Section includes: 1. Finish grading; bring rough grade in areas to design elevations as shown on the drawings. 2. Topsoil: Work shall consist of furnishing, placing and shaping topsoil, or placing, spreading, and shaping topsoil form stockpiles or stripped areas. PART 2 - PRODUCTS 2.01 TOPSOIL A. Topsoil shall be loose, friable, reasonably free of admixtures of subsoil, free from refuses, stumps, roots, brush, weeds, rocks, and stones 1 1/4 inch in overall dimensions. The topsoil shall also be free from any material that will prevent the formation of a suitable seedbed or prevent seed germination and plant growth. It shall contain not less than three (3) nor more than twenty (20) percent organic matter. Any material which has become mixed with undue amounts of subsoil during any operation at the source or during placing or spreading will be rejected and sholl be replaced by the Contractor with acceptable material. PART 3 - EXECUTION 3.01 SUBGRADE PREPARATION A. Clean subgrade of all stumps, stones, roots, trash or other materials which might hinder proper tillage or spreading. B. All surfaces on which topsoil is to be placed shall be graded to a reasonably true surface and scarified by raking, discing or other approved means to a minimum depth of two inches before placing topsoil. 3.03 PLACING TOPSOIL A. Minimum final depth of topsoil shall be 4 inches. B. Place topsoil when seeding operations con closely follow spreading operations. Use topsoil in relatively dry state. C. Topsoil shall be spread and shaped to the lines and grades shown on the plans, or as directed by the Engineer. The depth stated in the contract to which the topsoil is to be placed is that required after final rolling of the material has taken place. All stones, roots and debris over 1)14 inch in diameter along with any sodding weeds and other undesirable material shall be removed. D. After shaping and grading, all trucks and other equipment shall be excluded from the topsoiled area to prevent excessive compaction. The Contractor shall perform such work as required to provide a friable surface for seed germination and plant growth prior to seeding. E. It shall be the Contractor's responsibility to restore to the line, grade and surface all eroded areas with approved material and to keep topsoiled areas in acceptable condition until the completion of the work. SEEDING PART 1 - GENERAL 1.1 Section Includes: A. Seeding. 1. Furnish all labor, materials and equipment to complete oil seeding work as shown on the drawings and specified herein. 2. Except where otherwise shown or specified, the Contractor shall seed all areas where new contours are shown on the drawings and all areas where existing ground cover has been disturbed by the Contractors operations. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. 1.3 PROJECT CONDITIONS Planting Restrictions: Seeding and initial fertilizing shall be done between May let and September 15th unless otherwise authorized. Seeding shall not be done during windy weather or when the ground is frozen, excessively wet, or otherwise untillable. If seeding is done during July or August, additional mulch material may be required. Coordinate planting periods with initial maintenance periods to provide required maintenance from date of Substantial Completion. PART 2 - PRODUCTS 2.1 SEED A. Conservation Seed Mix: Minimum Minimum Kind of Seed Purity Germination Lbs/Acre Creeping Red Fescue 98% 85% 22.5 Tall Fescue 95% 95% 22.5 Red Top 95% 90% 3 Birdsfoot Trefoil 98% 85% 9 Annual Ryegrass 95% 85% 3 TOTAL = 60 2.2 INORGANIC SOIL AMENDMENTS A. Lime: ASTM C 602, agricultural limestone containing a minimum of 85 percent calcium carbonate equivalent and as follows: 1. Class: T, with a minimum of 99 percent passing through No. 8 sieve and a minimum of 75 percent passing through No. 60 sieve. 2.3 FERTILIZER A. Commercial Fertilizer: Commercial -grade complete fertilizer of neutral character, consisting of fast- and slow -release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium. B. Slow -Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water -insoluble nitrogen, phosphorus, and potassium. 2.4 MULCHES A. Mulch: Provide air-dry, clean, mildew- and seed -free, hay or threshed straw of wheat, rye, oats, or barley. B. Compost Mulch: Well -composted, stable, and weed -free organic matter, pH range of 5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing through 1-inch soluble salt content of 2 to 5 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings; and as follows: 1. Organic Matter Content: 50 to 60 percent of dry weight. PART 3 - EXECUTION . 3.1 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by planting operations. 1. Protect adjacent and adjoining areas from hydroseeding and hydromulching oversproy. 2. Protect grade stakes set by others until directed to remove them. B. Provide erosion -control measures to prevent erosion or displacement of soils and discharge of soil -bearing water runoff or airborne dust to adjacent properties and walkways. C. Newly Graded Subgrades: Loosen subgrade to a minimum depth of 4 inches. Remove stones larger than 2 inches in any dimension and sticks, roots, rubbish, and other extraneous matter. 1. Apply fertilizer directly to subgrade before loosening. a. Delay mixing fertilizer with planting soil If planting will not proceed within a few days. b. Mix lime with dry soil before mixing fertilizer. D. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Grade to within plus or minus 1 inch of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit finish grading to areas that can be planted in the immediate future. E. Moisten prepared areas before planting if soil is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil. F. Before planting, restore areas if eroded or otherwise disturbed after finish grading. 3.2 APPLICATION RATES A. When a soil test is not available, the following minimum amounts should be applied: 1. Agricultural limestone: 2 tons/acre. 2. Nitrogen (N): 50 lbs./acre. 3. Phosphate: 100 lbs./acre. 4. Potash: 100 lbs./acre. a. This is the equivalent of 500 lbs./acre of 10-20-20 fertilizer or 1,000 lbs./acre of 5-10-10, 5. Hay mulch: 2 tons/acre. 3.3 SEEDING A. Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5 mph. Evenly distribute seed by sowing squol quantities in two directions at right angles to each other. 1. Do not use wet seed or seed that is moldy or otherwise damaged. 2. Do not seed against existing trees. Limit extent of seed to outside edge of planting saucer. B. Rake seed lightly into top 1/8 inch of soil, roll lightly, and water with fine spray. C. Protect seeded areas with slopes exceeding 1:3 with erosion -control blankets installed and stapled according to manufacturers written instructions. D. Protect seeded areas from hot, dry weather or drying winds by applying mulch within 24 hours after completing seeding operations. Soak areas, scatter mulch uniformly to a depth of 3/16 inch, and roll surface smooth. 3.4 HYDROSEEDING A. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended into homogeneous slurry suitable for hydraulic application. 1. Mix slurry with fiber -mulch manufacturer's recommended tockifier. 2. Apply slurry uniformly to all areas to be seeded in a one-step process. Apply slurry at a rate so that mulch component is deposited at not less than 1500-lb/acre dry weight, and seed component is deposited at not less than the specified seed -sowing rate. 3.5 MAINTENANCE A. Maintain and establish seeding by watering, fertilizing, weeding, mowing, trimming, replanting, and other operations. Roll, regrade, and replant bare or eroded areas and remulch to produce a uniformly smooth lawn. Provide materials and installation the some as those used in the original installation. 1. In oreas where mulch has been disturbed by wind or maintenance operations, add new mulch and anchor as required to prevent displacement. 2. Begin maintenance immediately after each area is planted and continue until acceptable lawn is established, but for not less than the following periods: a. Seeded Areas: 90 days from dote of Substantial Completion. b. When initial maintenance period has not elapsed before end of planting season, or if seeding is not fully established, continue maintenance during next planting season. 3.6 SATISFACTORY CONDITIONS A. Installations shall meet the following criteria as determined by Engineer/Owner: 1. Satisfactory Seeded Area: At end of maintenance period, a healthy, uniform, close stand of grass has been established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 10 sq. ft. and bare spots not exceeding 5 by 5 inches. B. Use specified materials to reestablish area that do not comply with requirements and continue maintenance until areas are satisfactory. 3.7 CLEANUP AND PROTECTION A. Promptly remove soil and debris, created by work. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas. B. Erect temporary fencing or barricades and warning signs as required to protect newly planted areas from traffic. Maintain fencing and barricades throughout initial maintenance period and remove after lawn is established. C. Remove nondegradable erosion -control measures after grass establishment period. SITE ENGINEER: r �E CIVIE ENGINEEIIING ASSGCIATES, INC, 10 MANSFIEID VIEW LANE, SOUTH BURLINGTON, VT 0i B02-BBV 2323 FAX: e02-89 2271 web www.cee w.com DRAWN SAL t'RRass. DSM APPROVED DSM CLIENT: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT SITE SPECIFICATIONS fill E DRAWING NUMBER MAY, 2017 KALE AS SHOWN Cj 5. 5 15170 00 r PREiINISHED METAL COPING O FIR 1F 14 HED METAL TRIM Od OPRE -FINISHED METAL CANOPY HVAC UNIT BEYOND HVAC UNIT BEYOND LINE OF OF BEYOND OVERHEAD DOOR �7_ `-- --- �- - -- -- T - - - — --- ' - ---- ' - - _ - - I _� 6 L I � I L T 1- ;; AUTOMATIC SI-PARTING ENTRANCE DOORS W1 TRANSOMABOVE KAWNEER STOREFRONT VENERR WI OPACICOAT FIBER CEMENT ACCENT STRIPE O FIBER CEMENT ACCENT STRIPE O J�FRONTELEVATION (NORTHI KAWNEER STOREFRONT - re VENERRWIOPACICOAT ROOFTOP HVAC UNIT, SEE MECH. DWGS. PRE -FINISHED METAL COPING O PRE -FINISHED METAL TRIM O LINE OF ROOF BEYOND O PRE -FINISHED MTL. TL '. I I f- PJ4SLOPE 1� F I 4 I _ DOWNSPOUT F_ __ _ �____ _ _ __ 6 ____r _I. .__ . 1 -_� y _.. —� _ -._: _ _ OGUTTERB 6 BEYONDOPY � I c T L1 1 G — FIBERCEMENTACCENTSTRIPE O GLAZING COMPLIANCE: FACADE =9O LF �// HATCHING INDICATES //j GLAZING = 35 Lf (40%) SPANDREL GLAZING II LSIDEELEVATION(EAST) TOTAL GLAZING = 255 SF TRANSPARENT GLAZING=2O0 SF(78%) r7N REAR ELEVATION ISOUTH) ROOFTOP HVAC UNIT. SEE MECH. DWGS. O MTL. CANOPY Y -' BEYOND w Q PRE -FINISHED METAL COPING O PRE -FINISHED METAL TRIM O LINE OF ROOF BEYOND PRE -FINISHED MTL. 7 GUTTER& DOWNSPOUT EXTERIOR FINISH SCHEDULE NO. AREA TYPE COATS COLORIREMARKS O'NICHIHA' FIBER CEMENT WALL PANEL EDA621 E(I S' x 72') CINDER BLOCK PRE -FINISHED GRAY O'NICHIHA' FIBER CEMENT WALL PANEL -'RED BAND" ILLUMINATIONS LARGE BLOCK (18'x 72.)PANEL PRE -FINISHED RED 3 'NICHIHA'FIBER CEMENT WALL PANEL TUFFBLOCK LARGE BLOCK (18' x 72') PANEL WITH PRE -FINISHED TEXTURED FINISH 40 METAL TRIM WHITE OPARAPETCOPING BY METAL BUILDING MANUFACTURER PRE -FINISHED RED 08 CANOPY MAPES FLATSOFFIT BLUE 07 DOORS, GUTTERS, DOWNSPOUTS By METAL BUILDING MANUFACTURER PRE -FINISHED OB METAL WALL PANELS PRE -FINISHED OMETAL ROOF STANDING SEAM PRE -FINISHED 10 STEEL BOLLARDS EXTERIOR LATEX 2 DRAINAGEISTORM WATER SYSTEM 4 1 1 C.L. Helt, Architect Inc. 1136 Greenwood Cliff Charlotte, NC 28204 Ph. 704-342-1686 Fx. 704-343-0054 E-MAIL INFO rah CLHELT.COM ARCHITECTS PROJECT k 17055 M O (n z_ L0 J o O O m ~ o � w O m w O /2 V = W Ur /�/�P� m V W Z W W Ig N �+ m Ln m m m = _ Q Z 0 ``^ vJ C in Z a Q "` > V Lu J 11J M� W C O ow f)!� m W m f— Z X y w Seal THIS DRAWING AND ITS COPIES ARE THE COPYRIGHT OF THE ARCHITECT. THEY MAY NOT BE USED FOR PROJECTS OTHER THAN THE DESIGNATED PROJECT WITHOUT THE SPECIFIC WRITTEN APPROVAL OF C. I. FELT ARCHITECT INC., AND OR TIMOTHY JOHNSTON ARCHITECT Drawn By K. SPRING Checked 8y D.MYERS Revisions Date: 6/26/17 CSIDE ELEVATION (WEST) 6neet NO. A-2.1 April 5, 2018 Burlingtonwood, LLC 1529 Western Avenue Albany, NY 12203 Re: Zoning Violation — 1775 Shelburne Road Dear Sir/Madame: It has come to my attention that you have begun construction of a building at 1775 Shelburne Road without a Zoning Permit. Please be advised that in So. Burlington no construction may begin for any Land Development without a Zoning Permit. Therefore, all construction activities on the site must cease immediately and not resume until a Zoning Permit for construction is in effect. I look forward to hearing from you soon. Sincerely, Raymond 1. Bda`ir Administrative Officer 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com 04/05/2018 City of South Burlington Grand List Page 1 of 1 10:59 am Parcel Report ray For Parcel: 1540-01775. BURLINGTONWOOD LLC Name BURLINGTONWOOD LLC 1529 WESTERN AVE ALBANY NY 12203 Location 911 1775 SHELBURNE RD Tax Map 64-018-000 Desc. 2.36A LOT Codes: (1) (Category)M (Equipment) (Owner)C Wood Crop Pasture Other Site Total Acres: 0.00 0.00 0.00 0.00 0.00 2.36 Real Land Building Equipment Inventory Values: 660,800 660,800 0 0 0 Homestead Veterans Farm Stab. L.U. Acres Land Use 0 0.00 0.00 0.00 0.00 Contract Lease Prev. Eqpm Land Use Amt Prev. Real 0 0.00 0 0.00 660,800 Housesite Special Exmp Grand List 0.00 0.00 6,608.00 Misc: Status: T Bill #: 56365 Updated: 01/08/2018 Last sale was: Valid on 12/22/2017 for $1000000 recorded on 1405/329 Grievance Info: Flag: N Remarks: (1) Misc Fields: (0): 150428000 (8) : N (9): 06/16/00 SPAN: 600-188-15907 ®VERMONT State of Vermont Agency of Transportation Policy, Planning & Intermodal Development Division Policy, Planning and Research Bureau Development Review & Permitting Services Section One National Life Drive [phone] 802-828-2653 Montpelier, VT 05633-5001 [fax] 802-828-2456 Vtrans.vermont.gov [ttd] 800-253-0191 ! LETTER OF INTENT! THIS IS NOT A PERMIT April 26, 2017 1775 Shelburne LLC J. Larry Williams 210 College Street, Suite 201 Burlington, VT 05401 Subject: South Burlington, US7, L.S. 14+15 — 17+25 LT and L.S. 11+10 LT Dear Mr. Williams Your highway permit application to eliminate an existing access and construct a new 40-foot commercial access at L.S. 17+00 LT; reconstruct sidewalk; connect to existing water line at L.S. 11+10 LT; connect to sewer force main at L.S. 14+15 LT, and install hydrant; and relocate light pole, at the above -referenced location, has been reviewed and found to meet the requirements for work within the highway right-of-way. Please note that the removal of the light pole needs to be coordinated with District #5. Please contact Steve Guyette (802) 343-2188 to discuss the relocation of this light pole. Title 19 VSA § 1111 requires that we ensure compliance with all local ordinances and regulations relating to highways. Your highway permit application will be processed after you provide us with copies of your Act 250 and/or local approvals, including all conditions. In cases where local zoning does not exist, a letter from the legislative body of the municipality will be acceptable. When issued, the permit will contain, but will not be limited to, the attached Special Conditions. This commitment is valid for two years from the date of this letter. Should your other permits require a longer time period, please contact us relative to an extension of time. This Letter of Intent addresses only access to, work within, and drainage affecting the State highway. It does not address other possible transportation issues, such as access to town highways, use of private roads, and use of railroad crossings. If relevant to the proposed development, such issues must be addressed separately. If you have any further questions about this matter, please call me at (802) 279-1098. Sincerely, 'James Clancy Permit Coordinator Permitting Services D Attachment Reviewed by: Cam. �11d&Date: 141l7 Craig S. Keller, P.E., C ief of Permitting Servi es cc: Town of South Burlington District Environmental Coordinator #4 (via e-mail) Chittenden County Regional Planning Commission 1.775 Shelburne LLC South Burlington, US7, L.S. 14+15 — 17+25 LT April 26, 2017 Page 1 of 5 SPECIAL CONDITIONS This permit is granted subject to the restrictions and conditions on the back of the permit, with particular attention given to the Special Conditions listed below. This permit pertains only to the authority exercised by the Vermont Agency of Transportation (Agency) under Vermont Statutes Annotated, Title 19, Section 1111, and does not relieve the Permit Holder from the requirements of otherwise applicable statutes, rules, regulations or ordinances (e.g., Act 250, zoning, etc.). The Permit Holder shall observe and comply with all Federal and State laws and local bylaws, ordinances, and regulations in any manner affecting the conduct of the work and the action or operation of those engaged in the work, including all orders or decrees as exist at present and those which may be enacted later by bodies or tribunals having jurisdiction or authority over the work, and the Permit Holder shall defend, indemnify, and save harmless the State and all its officers, agents, and employees against any claim or liability arising from or based on the violation of any such law, bylaws, ordinances, regulations, order, or decree, whether by the Permit Holder in person, by an employee of the Permit Holder, by a person or entity hired by the Permit Holder, or by a Subcontractor or supplier. The Permit Holder shall accomplish all work under this permit in accordance with the profile and notes of standard drawing C-213, copy attached, and standard drawing B-71, copy attached, and the attached plans date stamped April 6, 2017 Permitting Services. A preconstruction meeting to discuss work to be completed must be held prior to the Permit Holder's employees or contractor beginning work. The Permit Holder is required to notify the District Transportation Administrator five (5) working days in advance of such meeting. Please note that the Vermont Agency of Transportation is not a member of Dig Safe. The Permit Holder shall also contact Steve Guyette (802) 343-2188. Mr. Guyette will need to locate and mark all existing buried utility facilities owned by the Agency near the location of the proposed work. Please note that the removal of the light pole needs to be coordinated with District #5. Please contact Steve Guyette to discuss the relocation of this light pole. Roadway shoulder areas must be maintained free of unnecessary obstructions, including parked vehicles, at all times while work is being performed under this permit. All grading within the State Highway right-of-way associated with the proposed construction shall be subject to inspection and approval by the District Transportation Administrator or his or her staff. The Permit Holder shall be responsible for ensuring that all grading work in or on the State Highway right- of-way complies with applicable statutes, rules, regulations or ordinances. In areas to be grass covered, the Permit Holder shall restore turf by preparing the area and applying the necessary topsoil, limestone, fertilizer, seed, and mulch, all to the satisfaction of the District Transportation Administrator. The Permit Holder shall be responsible for ensuring that all turf restoration work in or on the State Highway right-of-way is in compliance with applicable statutes, rules, regulations or ordinances. In the event that area lighting proves to be a hazard to the traveling public, the Permit Holder will be ordered to remove or modify it at his or her expense to the satisfaction of the District Transportation Administrator. 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 — 17+25 LT April 26, 2017 Page 2 of 5 Open trenches or pits shall be filled at the end of each day. With permission from the District Transportation Administrator, trenches and pits may be left open for short periods of time if properly protected. In no case shall trenches or pits be left open over a weekend. The Permit Holder shall be responsible for ensuring that all trench or pit work in or on the State Highway right-of-way is in compliance with applicable statutes, rules, regulations or ordinances. Where a trench is excavated within the roadbed, all backfill material within 24 inches of the bottom of pavement shall be new material from a source approved by the District Transportation Administrator. All backfill material shall be placed in six inch layers and compacted to not less than 95% of the material's maximum dry density as determined by AASHTO Standard Method of Test, T-99, Method C, using air or mechanical tampers. (This is a contingency condition in the event the "open cut method" is approved during construction.) Upon completion of the work, the Permit Holder shall be responsible to schedule and hold a final inspection. The Permit Holder is required to notify the District Transportation Administrator five (5) working days in advance of such inspection. This permit does not become effective until the Permit Holder records, in the office of the appropriate municipal clerk, the attached "Notice of Permit Action". The access must be constructed in such a manner as to prevent water from flowing onto the State Highway. If the access is not constructed satisfactorily, the District Transportation Administrator can order reconstruction of the access at the Permit Holder's expense. This access will serve as the only access to this property and to any future subdivisions of this property unless approved otherwise by the Agency. The Permit Holder is required to allow a connection and to grant an associated right to pass between the access and adjoining properties (in the future) that will result in a combination of accesses to serve more than one property or lot. By issuance of this permit, the Agency revokes all previous permits for access to this property. The Permit Holder must install curbing or other suitable physical barriers to restrict ingress and egress of vehicles to the approved access only. Curb material is as specified on the attached plan date stamped April 6, 2017 Permitting Services. In the event traffic from this project increases to the point where traffic signals, additional lanes for turning or any other modifications are necessary, the Permit Holder shall bear the expense of such improvements or facilities. The Agency may require the Permit Holder to update or provide a traffic study to determine if additional modifications are necessary. The Permit Holder is responsible for access maintenance (beyond the edge of paved shoulder). "Access maintenance" will include, but not be limited to, the surface of the access, the replacement and maintenance of the culvert, as necessary, the trimming of vegetation, and the removal of snow banks to provide corner sight distance. In conformance with Vermont Statutes Annotated, Title 19, Section 1111(f), the Agency may eliminate this access in the future where development has burdened the highway system to such an extent that a frontage road or other access improvements (which may serve more than one property or lot) must 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 — 17+25 LT April 26, 2017 Page 3of5 be constructed to alleviate this burden. The Permit Holder shall bear the expense of the frontage road or other access improvements. The Agency shall determine the need of a frontage road or other improvements based upon and justified by standard Agency procedures. The Permit Holder shall pave the access (drive) from the edge of paved shoulder to the State Highway right-of-way. In the event of the Permit Holder's failure to complete all the work, approved under this permit, by the "work completion date," the Agency, in addition to any other enforcement powers that may be provided for by law, may suspend this permit until compliance is obtained. If there is continued use or activity after suspension, the Agency -may physically close the driveway or access point if, in the Agency's opinion, safety of highways users is or may be affected. Should any portion of the utility facility installed within the State Highway right-of-way require relocation due to future highway improvements, the Permit Holder shall bear all expenses, and all necessary adjustments shall be completed in a timely manner. The Permit Holder shall promptly and unconditionally pay for full repair and restoration of any and all damages to existing underground utility facilities (meaning any underground pipe, conduit, wire or cable, including appurtenances) that have been brought about by the execution of the permitted work. The Permit Holder also is required to pay for any costs to repair the highway following and resulting from any repairs to existing utilities occurring as a result of the work covered by this permit. Except with the specific, written permission of the Engineer, the Permit Holder or his or her contractor shall expose all underground facilities to verify their location and depth, at each location where the authorized boring or drilling work crosses a facility; and at reasonable intervals when closely paralleling a facility. Whenever possible, existing facilities should be crossed at a perpendicular angle. The Permit Holder shall be responsible for obtaining the modification of this permit, if necessary, for any additional survey work before initiating boring or drilling operations under the permit. The Agency will treat the Permit Holder's failure to fully, promptly, and conscientiously comply with all of conditions of this paragraph, including but not limited to the obligation to pay for repairs, as grounds for the Agency to refuse to grant any further requests by the Permit Holder for any other permits for subsurface work unless the Permit Holder furnishes irrevocable financial security, in a type and an amount deemed sufficient by the Agency in its sole discretion, prior to such future subsurface work. The Permit Holder shall verify the appropriate safety measures needed, prior to construction, so proper devices and/or personnel are available when and as needed. Traffic control devices, shall be in conformance with the MUTCD (Manual on Uniform Traffic Control Devices), Agency standards and any additional traffic control deemed necessary by the District Transportation Administrator. The Permit Holder's failure to utilize proper measures shall be considered sufficient grounds for the District Transportation Administrator to order cessation of the work immediately. The Permit Holder will perform construction in such a way as to minimize conflicts with normal highway traffic. When two-way traffic cannot be maintained, the Permit Holder shall provide a sign package that conforms to the MUTCD (Manual on Uniform Traffic Control Devices) or Agency standards, as well as trained Flaggers. The District Transportation Administrator may require a similar sign package with trained Flaggers whenever it is deemed necessary for the protection of the traveling public. In addition, the District Transportation Administrator may require the presence of Uniform Traffic Officers (UTOs); 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 - 17+25 LT April 26, 2017 Page 4 of 5 moreover, the presence of UTOs shall not excuse the Permit Holder from its obligation to provide the sign package and Flaggers. The Permit Holder shall ensure that all workers exposed to the risks of moving highway traffic and/or construction equipment wear high -visibility safety apparel meeting the requirements of ISEA (International Safety Equipment Association) "American National Standards for High -Visibility Safety Apparel," and labeled as ANSI (American National Standards Institute) 107-2004, or latest revisions, for Performance Class 2 or 3 requirements. A competent person - one designated by the Permit Holder's Contractor to be responsible for worker safety within the activity area of the State highway right-of-way shall select the appropriate class of garment. The Engineer may suspend this permit until compliance is obtained. Independence; Liability: The Permit Holder will act in an independent capacity and not as officers or employees of the State. The Permit Holder shall defend the State and its officers and employees against all claims or suits arising in whole or in part from any act or omission of the Permit Holder or of any agent of the Permit Holder. The State shall notify the Permit Holder in the event of any such claim or suit, and the Permit Holder shall immediately retain counsel and otherwise provide a complete defense against the entire claim or suit. After a final judgment or settlement, the Permit Holder may request recoupment of specific defense costs and may file suit in the Washington Superior Court requesting recoupment. The Permit Holder shall be entitled to recoup costs only upon a showing that such costs were entirely unrelated to the defense of any claim arising from an act or omission of the Permit Holder. The Permit Holder shall indemnify the State and its officers and employees in the event that the State, its officers or employees become legally obligated to pay any damages or losses arising from any act or omission of the Permit Holder. Insurance: Before beginning any work under this Permit the Permit Holder must provide certificates of insurance to show that the following minimum coverages are in effect. It is the responsibility of the Permit Holder to maintain current certificates of insurance on file with the State for the duration of work under the Permit. No warranty is made that the coverages and limits listed herein are adequate to cover and protect the interests of the Permit Holder for the Permit Holder's operations. These are solely minimums that have been established to protect the interests of the State. Workers' Compensation: With respect to all operations performed under the Permit, the Permit Holder shall carry workers' compensation insurance in accordance with the laws of the State of Vermont. General Liability and Property Damage: With respect to all operations performed under the Permit, the Permit Holder shall carry general liability insurance having all major divisions of coverage including, but not limited to: Premises - Operations Products and Completed Operations Personal Injury Liability Contractual Liability 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 - 17+25 LT April 26, 2017 Page 5 of 5 The policy shall be on an occurrence form and limits shall not be less than: $2,000,000 Per Occurrence $2,000,000 General Aggregate $2,000,000 Products/Completed Operations Aggregate $ 50,000 Fire/Legal Liability Permit Holder shall name the State of Vermont and its officers and employees as additional insureds for liability arising out of this Permit. Automotive Liability., The Permit Holder shall carry automotive liability insurance covering all motor vehicles, including hired and non -owned coverage, used in connection with the Permit. Limits of coverage shall not be less than: $1,000,000 combined single limit. Permit Holder shall name the State of Vermont and its officers and employees as additional insureds for liability arising out of this Permit. �. y 4 ,Ay 1 1-7N/F h ?• M I yi �.. �• 1693 SHELBURNE RD., LLC e ,..r.yr m 11, rA \ 1775.SHELBURNE RD. LOT SIZE = 96,762 S.F. (2.22 AC.) i n "• rfTAINOUNT/VI DDLEBUE'y;1LC ' �+ 0. ..LLC • . ^' I `•. N/F APAOUNT/SOUTH BURLINGTON CAT , m ,w' A N/F JOHN LARKIN INC. +_ m0 n .. N N/F :1'. • ' LARK INNS LP •�"—' vT1J lam. �•a 1 ' 4. •r-y.� _ «, s>R'�^ ram' .._iYi AERIAL PHOTO COURTESY OF: GOOGLE EARTH SEE SHEET C1.1 FOR DETAILED EXISTING CONDITIONS TOPOGRAPHICAL INFORMATION SITE ENGINEER: C E CIYIL ENGINEERING ASSOCIATES. INC. 10 MANSFIELD VIEWIANE, SOUTH BURLINGTON, W05/03 SD2864332J FAX B02B60-22)1 R,SD wcea41" COPY1111T ©soIGHTS RESERVED DRA11N SAL N c_ DSM APPRoESD DSM OWNER: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT LOCATION MAP i' = 2000' OVERALL SITE PLAN DATE GRAPHIC SCALE MAR., 2017 s�A�R 1 "=30' ( IN FEET) PRa. NO. _� i i= oo re. 15170 C1.0 ES A LEGEND - - PROPERTYLINE — SETBACK LINE - ---- - - EXISTING CONTOUR = EXISTING CURB -- EXISTING FENCE --- - - - - - - - - EXISTING GRAVEL EXISTING PAVEMENT �. EXISTING GUARD RAIL — — CE— EXISTING ELECTRIC -- — — — -- EXISTING FORCEM41N - - - -- — 0 — EXISTING GAS - --- --- —ST— EXISTING STORM - - - --- -- S— EXISTING GRAVIIYSEWER --- — T — EXISTING TELEPHONE ---- -- — w— EXISTING WATER QS EXISTING SEWER MANHOLE Q. EXISTING STORM MANHOLE EXISTING CATCH BASIN ® EXISTING WELL EXISTING HYDRANT • EXISTING SHUT OFF EXISTING UTILITY POLE 0 0 EXISTING LIGHT POLE -J EXISTING GUY WIRE/POLE EXISTING SIGN ,^ EXISTING DECIDUOUS TREE EXISTING CONIFEROUS TREE —v—,/� EDGE OF BRUSHAVOODS O IRON ROD/PIPE FOUND O CONCRETE MONUMENT FOUND O,O' 1693 ,2•Pvc a11! 110.1�1 / SRJCWIDE FENL€ 12'PVC 4-- — ST— — — — ST— �\ N/F l IELBURNERD., LLC MD4r { Vol. 725 Pg. 541 6 / _ ,a. �' / ..� — NON�FND. -- _ �— - I / 1 \ \ EXI . u ..-._ �... I / / / \ \i^ POL I NON. RID. i I f�/ (�/' i// ice/ I 1 I I /� // / ' I 1 / RE 1 /%j/ IC ;M,IPILE I I I I I 1 I 1 \ \ 1 /\ i // / I 1 I I I 1 \ •\ r i i /' rMMIEI 4TT��g�'Ar�/1\ TO EAEMOIED I \ I \ 1 75 SI-I LBURNE RD. LOT SIZE T 96,762 S.F. I j 1 t (2.2� AC.) GENERAL NOTES 1 19 1. UTILITIES SHOWN DO NOT PURPORT TO CONSTITUTE OR REPRESENTALL UTILITIES LOCATED UPON OR ADJACENT TO THE SURVEYED PREMISES. EXISTING UTILITY LOCATIONS ARE l I APPROXIMATE ONLY. THE CONTRACTOR SHALL FIELD VERIFY ALL UTILITY CONFLICTS. ALL DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER. THE CONTRACTOR SHALL CONTACT DIG ) I 1 1 \ I ( I ) 1 I I I SAFE(888-344-7233) PRIOR TO ANY CONSTRUCTION. 1 2. ALL EXISTING UTILITIES NOT INCORPORATED INTO THE FINAL DESIGN SHALL BE REMOVED OR ABANDONED AS INDICATED ON THE PLANS OR DIRECTED BY THE ENGINEER. \ I 3. THE CONTRACTOR SHALL MAINTAIN AS -BUILT PLANS (WITH TIES) FOR ALL UNDERGROUND UTILITIES. THOSE PLANS SHALL BE SUBMITTED TO THE OWNER AT THE COMPLETION OF THE�,` PROJECT. \ \\ 1 I 1 \ I I I / I j i / I // I C \ 1 1 I I I Ir 4. THE CONTRACTOR $HALL REPAIR/RESTOREALL DISTURBED AREAS (ON OR OFF THE SITE) A"., DIRECT OR INDIRECT RESULT OF THE CONSTRUCTION. 5. ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION IS ESTABLISHED. 6. MAINTAINALL TREES OUTSIDE OF CONSTRUCTION LIMITS. 7, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE FACIL177ES AND UTILITIES. I I 1P EIIM a. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL ITEMS AND MATERIALS \\ \ \ \ \ \ - \ \ 11 \1 II / INCORPORATED INTO THE SITE WORK WORK SHALL NOT BEGIN ONANYITEM UNTIL SHOP DRAWING APPROVAL IS GRANTED. 9. IN ADDITION TO THE REQUIREMENTS SET IN THESE PLANS AND SPECIFICATIONS, THE \\ CONTRACTOR SHALL COMPLETE THE WORK IN ACCORDANCE WITH ALL PERMIT CONDITIONS AND ANYLOCAL PUBLIC WORKS STANDARDS. \ \ \ \ \ ♦ \ \\ \ \ 1\ \\ \\ ` I 11 / / , I It 9 10. THE TOLERANCE FOR FINISH GRADES FOR ALL PAVEMENT, WALKWAYSAND LAWNAREAS SHALL BE 0.1 FEET 11. ANY DEWATERING NECESSARY FOR THE COMPLETION OF THE SITEWORK SHALL BE CONSIDERED \ \ \ DOA'a: AS PART OF THE CONTRACT AND SHALL BE THE CONTRACTORS RESPONSIBILITY. 303' IPFND. \ 12. THECON SHALL COORDINATEALL WORK WITHIN TOWN ROAD R.O.W. WITH TOWN AUTHORITIES. AUTH 13. THE CONTRACTOR SHALL INSTALL THE ELECTRICAL, CABLEAND TELEPHONE SERVICES IN ACCORDANCE WITH THE UTILITY COMPANIES REQUIREMENTS. \ \ \ \ \ \ \ 14. EXISTING PAVEMENT AND TREE STUMPS TO BE REMOVED SHALL BE DISPOSED OF AT AN \ \ \ APPROVED OFFSITE LOCATION. ALL PAVEMENT CUTS SHALL BE MADE WITH PAVEMENT SAW 15. IF THERE ARE ANY CONFLICTS OR INCONSIS TENCIES WITH THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR VERIFICATION BEFORE WORK CONTINUES ON S,\PEP THE ITEM IN QUESTION. \ SG 16. PROPERTY LINE INFORMATION IS APPROXIMATEAND BASED ON EXISTING TAX MAP INFORMATION. / \ 1 I THIS PLAN IS NOTA BOUNDARY SURVEYAND IS NOT INTENDED TO BE USED AS ONE. \ 17. IF THE BUILDING IS TO BE SPRINKLERED, BACKFLOW PREVENTION SHALL BE PROVIDED IN ACCORDANCE WITH AWWA MI4. THE SITE CONTRACTOR SHALL CONSTRUCT THE WATERLINE TO TWO FEETABOVE THE FINISHED FLOOR. SEE MECHANICAL PLANS FOR RISER DETAIL 18. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING TESTING AND INSPECTION SERVICES INDICATED IN THE CONTRACT DOCUMENTS, TYPICAL FOR CONCRETE AND SOIL TESTING. - 19. THE CONTRACTOR IS RESPONSIBLE FOR ALL IAYOUTAND FIELD ENGINEERING REQUIRED FOR -' COMPLETION OF THE PROJECT. CIVIL ENGINEERING ASSOCIATES WILL PROVIDE ANAUTOCAD FILE WHEREAPPLICABLE, 20. THE OWNER SHALL BE RESPONSIBLE FOR THE INSTALLATION OFANYAND ALL SAFETY FENCES OR RAILS ABOVE EXISTING AND PROPOSED WALLS. THE OWNER SHALL VERIFVLOCAL, STATEAND INSURANCE REQUIREMENT GUIDELINES FOR THE INSTALLA77ONAND VER/FYANYAND ALL PERMITTING REQUIREMENTS. 21. PERIMETER BOUNDARY LINE INFORMATION BASED ON PLAT PREPARED BY CIVIL ENGINEERING ASSOC.. INC. ENTITLED RECORDED IN SOUTH BURLINGTON LAND RECORDS MAP SLIDE #II UNT/SOUC;4URL)N\GTON \ \yol..102�e9.228 \ 1 \ PERMIT REcp-WPM APR 0 6 2uml7 w W _ x AB m I RIM. /55.4 1W.. 148.8 IN I ") I I INV. 151.0 (NE ") INV, 149.8 (SE ") INV. 148.81S ') EXIST. GHT POLE I BE RELOC TED AI SM #65 ' RIM 155.9 INV 461 12`) INV 47.4 12"1 SHE F 148 1 I r sDq t— I Y� til 1• � I 2 41ST ROAD SIGN \I �m i Iw I I� I Im I / I CB RIM. 756.0 wv. 7: INV. 152.4 ((SE NE 6`)•) \ I INV. ISDS6 I I I I I I "I v SMH r6 RIM. INV. 1481 L 12) SHELF 1 9 '18 / SI IO LL' ui .Z m J LL' Lu F- O fr ( IN FEET I L Inch - 20 It SITE ENGINEER: r CIVIL ENGINEERING ASSOCIATES, INC. 10 MANSFIELD VIEWLANE, SOUTHBURUNGTON, VTO5403 82323 FAX- a02-a61-P27+ w www.cea-- nRARN SAL CREcan DSM APPROVED DSM OWNER: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT I-- CHAMPLAIN LOCATION MAP 1• = 2o0a REVISION EXISTING CONDITIONS SITE PLAN DATE DRARING NUMBER MAR., 2017 E.UE =201 Cl. 1 PROI. NO. 15170 0% SITE ENGINEER: -N/F / I �1 'p_ yGi t l'rN V_d'd* 169h HELBURNERD.,-LLC C. yE1JEN1 / ti\ IW w l I CIVIL FIE NGIND VIEW ERI SOIIiASSOCIATE , 05403 \ _ ` \ I I RELOCAT CIVIL ENGINEERING ASSOCIATES, INC. HImAN ET — �-- aim OE0. CLBC/ER G e b STNEET L HT .1 1 wa -2ass FAX: W2 8.4-22I1 web: www.cea-n— NSITI� \ 1 1, covvxwxr - Iexrs aeseaveo -/ RB �-1V ID E SETB CK __= A9E ( Y SAL / s I . 1 \ CHECKED S DRAG ( / / A I AREA l / / 1 ,\ I / / �M�LE I I I DSM � \ 1\`\ II I , � � -s7 < :�/ I APPROVED r / `I '• 6� I DSM 1 / 1 i- 1 ✓� // \ // (/ y CK !I 1 t 3 I I ; _ — oE_ — — — E OWNER: 6EWETLAND '7 C ' \ \ SETBACK ; ,A\/\ / J rt"uF, S . �� _ _ e ma I 1775 7J \ `\\\ \ \ \ \\ I / /\ / J // / , ♦ • Y' 1 / aspwE,1 �HTNOHv I -I .I T � •\\• ' ••� '`. 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AbAit i.wwd DD:K " I 5 \ \ 1 \ p9' ACC SS.I I I \ \ STONE FILL9UTF L l ; \ I,1 / l 1. ,\IO=T r 0D011 ♦yp WA A / ` \ Q - S CONC. WALK & N BNIKI ILL r \\ \ \ \ \ \ \ IIq" F.i_.5. \ \ '\ \ 1 �p GEp1 \' \ \ / I:l / lo•MA6 1 N,I 1 \\NV~DIE / / PROPOSEb I 1 Q v I 1 I NVAC UNIT ,' BIKE RACK I ', a ' i wcE \\ \ O I \\ \ J / \ \ \ \ \\ \\ /\ '\ \\ I I I I I I I T RA D� I I 3 CNAMPIAIN \ \ �•�f Y I I / ` RELOCATEDI lv'1 \ \ \ •\ �� I \/ \ \\ \\ \ STONE LINE@' L \ \ / \ 1I\ \ `\ PROPOSED BUILDING / I I I I / \ OVERHEAD I I 1 ._i ROJECT \ 1` \ 1 UTILTfIES 1 IOCATlO L_ \J F.F.E. = 150.0 BUILDING I , 1 \ • -`' \ \ \ `� OVERFLOW \ \ \ } \ 7 I / RUNT€ 1 / I ± 1(A�GHT RELOCATED UTKITY \ PEPMANENT12�0' WIDE \ \\ \ \\ \ I 15,030 _ $F / r I rh �. P� WI POLE I ' 1 . • i \ t\ \\ \\ \\ \Y \ \ \ \\ \) FA0$NEMENT TT'N \ �` \� �1 \\� \\ I1\ \ \ I / / IROPOS� Iry - \ MOUNTED %FMR \ \ \ \t I 1. \ \ \ �� 1 \i 4` SOR 95 PVC RIP ED'iF, ARY 1 WIDE 1 \ \.. \ P.) ` it 1 \\ 1CoTR CTIQN �.\ 1 11 k4 U \ 1 p y I / €I I j \ i / E \ \ \ il• �' / Y.'IFT. YIN. I �{� \ i WFIRE $\ \\� `` . \ 1 \ ,\\ �\.\ \ \ \\ ` \ \\ 1 ♦E\\ v \ ` �' / \ PUMP; prION 1 •.\ HMDRANT I .; I I LOCATION MAP \\ 14R.0 ;/ 1 1 I : I ( SEMBLY' j 11_ , T a 1 1• = 2000 \\\ l I i 1 \ \ \\\\ \ \\ \ \ \.-: �•��\ `\ \(/� / 10'\SIDE SEi ".3 �' \ i 1 \ I ! \ \ \ �• \ 14\ eP FIRE DEFT. CONN. \ \ \ 1 \ \ �. \ •„ y�, Wj,\ FM I DATE CHECKED REVISION \ \\\ \ I I // , 1 11 \I \1 \ \ \ • \. \\'� ; t--... k� / •¢ Z 11 / 2• PVC FORCE MAIN I \\ IAPPROX. I ITS OF PAVEMEN ISTURBANCE I I 1 \v V A 1 1 I I A I I PROPO§ @:D TRElE\ 2V' BLOCK \. \ \\ \• - / \ '� I„ / \ \ \ \ \�CLEARIN6 LIMITS \ RLTAINING Y1r '\�' \ ^ \-N \\ \ \ \ �ATAMt) NWtSbWH \BURLIji4?TN II W CL 92 D.1 \ if LEGEND ` , �) \\ \\ \ \ . ` �\ \\ \\ �\` �— �' \,��\L '\ / \ -- ' �,.B'GATE VALVE J 1 _ PROPOSED PROPERTY LINE \ `. _ I 1 \ \ \ \ \ \ \ "�- \ \ 1 _- __ `. \ I I PROPOSED SETBACK LINE 1\-� ` \ \ -_ I \ �\ \ - \\• ' I -- - •� \\ \ - \' �\ �, �`1 I \ flEMOVEAND REPLJ6l 11 loo PROPOSED CONTOUR \ \ \ \\ . -- :.\• -� \ \1 I �EIDSTING-COIQC�SIDEW �i\ I I INV. 149.5 1 ' I �' - - -_- - PROPOSED CURB \ \ / \ill I -' - \ \ \ \ �' _ .,� \ NECESSAR TJOINT \I\ I E I I '/• f _ 1 \ I \\ N '\ -C \ /. `. LIMITS L� I REMOVE AN HIEPLACE I ^^ PROPOSED _-- _— PROPOSED FENCE -_ - /'� PROPOSED PAVEMENT ` TRACTOR -TRAILER ---- E-- PROPOSED ELECTRIC - - _ G PROPOSED GAS }� p` MOVEMENTS - ST PROPOSED STORM - PERMIT T/ I' (ARRIVAL) 5 PROPOSED GRAVITY SEWER T PROPOSED TELEPHONE W PROPOSED WATER -- PROPOSED SWALE APR 0 6 �u��i D"TE ➢RAlI1Nc NOYBER PROPOSED SEWER MANHOLE GRAPHIC SCALE MAR., 2017 PROPOSED STORM MANHOLE .0 90 sc,u.E �/y o P „ w _ CL.O PROPOSED CATCH BASIN .:. _ jL 3'r..`` +� 1'I-20' ® PROPOSED SHUT OFF PERMI I TI vG 'ERVIICE inch FEET) pRDJ. NO. fJ PROPOSED UTILITY POLE s w 1 inch 20 !L 15170 CIO PROPOSED LIGHT POLE N/F 1zPvc srocruoeFeNCIP GRAVEL 1693 SHELBURNE RD., LLC w¢uo.1 I / r ce RMIIP.1 n I ')-- SPT�— —_ — —sT—--sT—:Oi —+ss__ \� `~�)_~ /)`� \ \ _ �I I I '/ 'SNOW —I • n n / / n) -10' IDE SETS CK _STORAGE 1, _ AREA ISTORAG AREA ` i�— II \ TRUCK 50 WETLAND \n TURN•Af OUND I \ / SETBACK / I TWO HEAD /'\\ / / / � I ' I LIGHT POLE (Rl \ / 1 nYP. OF 6) \. . 0. 1 1 EXISTING DELINEATED /\ / .... CLASS II WETLAND 1 / \ / ..,r STORM:::........ I � 1 9.0• I 1 I 11V/147. R : :-:.: I (TYPO CURBED ,I ::.:....; ISLAND. (TP I I l � I I I� 1 � •:.. I I I 1 I\ �� ... i` I :':::'::'::: , cioSURE I I ST / \ N/F \ y :;: iii:': i1NTTT..R:i CATAMOUt T/MIDDLEBURY, LLC \ Y 1 1 I .::•ilia .............: \ I i \ \STONE\FILLOUTk\ } / I' :i•:\::r '::"L;'t::: ) I 000R ----L,\�� 11 \ \ \ 1F.)E.S. I \' � i%� � � �•::•:§:' �.:': �':r:or \ X.:J b % 1 F GONC. WALK HVAG u14,11 O\ � \ \ \ \ •\%C\ \\\� \\ \ \ \\ \\ \ �� \ \\\\ \`\\ I i PROPOSED BUILDIN _ \ \ \ \ \ \ I F.F.E. = 150.0 PE(4MANENT20'WIDE \\ \ \ \\\ \ \ 15,030t SF \ \ \ I C STRUCT�ON \ \ \\`� \ \ I\ EAEMENT \\ \\ \\ \\ TE�pMPRqCTION �OCPARY 1P' WIDE J I \\ \ \ e CK PROPOSfD TREE \ 2\2'BLOCK P00w G / / 4' SDR 35 FVC l Y.'IFT. MIN. (/ INV. 146.0 I FIRE DEFT. CONN. � RELOCAT D W,.:I DEC.CLUS R 'G a Im STREETL HT ' I =>�\ \ /I TRANSIT ` CURB : 1' / B / I RIM. 155.4 INV. 148.8 IN 1 INV. 151.0 (NE INV. 146.8 (SE INV. /4B.8 (J .I "J "J I ) '.I . l I r Z II EXIST. WIT n5 POLE BE I. •. I I hI RELOC TED I.. I I AS 10-THICK, / PROFILE CON SIDEWALK WI' TRANSITION( SNOW I SIDES OF DRI' 1 STORAGE I ^ \\ AREA/ RECONSTRUCT SIDEWALK AT NORMAL HEIGH INFILL CURB REMOVE CURB \ RETURNS AND I I I I PAVEMENT APR, I 1 EkIST ROAD SIGN . .1:µ.PLq I I I I LC 1 11yJ 1 u I ( \ ( Ii II • t �IPR.-SdD 5 1 � I I a _ aCCACCqCON.I �sS.I I D I • I WA A J I II I I I l I fa t I I raj PRIDPOSEb BIKE RACK I IIII EI I I I ? 1,0009ALI.I� / PUMP/STATION I I / I I E / / ll �= FM I I \ I I \ I I I I I \ CLEARIN LIMITS \ RETAINING W \ \ \ N/F \ \ I '-'" \ _ ^ \ lT\Pd \ \\ \\ vl4TAM6 NT/SbUTHSURL140TON \ 8"CL S$D.1. LEGEND \ \\ \ LLC WATT SERVICE PROPOSED PROPERTY LINE DIMENSIONAL SUMMARY \ \' \ \ \ \ \ \ / GATE VALVE — — PARKING SUMMARY j 8' — PROPOSED SETBACK LINE ZONING DISTRICT: COMMERCIAL 2 foo PROPOSED CONTOUR REMOVE AND REPLACE EXISTING CONC. SIDEWA I 1 I PROPOSED CURB REQ'D. PROPOSED 15,030 GSFX 5 Space / 1000 GSF = 75.15 - AS NECESSARY AT JOINT I PROPOSED FENCE LOT AREA 0.92 AC. 2.2 AC. Number of parking spaces required = 76 uMlrs I PROPOSED PAVEMENT Number of parking spaces proposed = 69 !EASE 20' U Llry ENT E PROPOSED ELECTRIC Handicap parking spaces required = 3 G PROPOSED GAS LOT FRONTAGE 299' Handicap parking spaces provided = 3 I ST PROPOSED STORM Van accessible spaces required = 1 S— PROPOSED GRAVITY SEWER T PROPOSED TELEPHONE FRONT SETBACK 30' 50' � "' - ""�' •"' E .2 FOR CONTINUA ON W PROPOSED WATER y 1 PERMIT � OF WATER MAI PROPOSED SWALE SIDESETBACK 10' 11' __+_\y y___ �y �Q) PROPOSED SEWER MANHOLE REAR SETBACK 30' 78 ^,^ PROPOSED STORM MANHOLE BUILD. COVERAGE 40% (MAX.) 15.5% k+ PROPOSED CATCH BASIN LOT COVERAGE 70% (MAX.) 54.1 % 6 Tl R (� 6 �? `� H ® PROPOSED SHUT OFF ' Nft Ill `JT � � 0 PROPOSED UTILITY POLE FRONT YARD COVERAGE 30% (MAX.) 15.9% 13-0 PROPOSED LIGHT POLE RIM INV. 150150.2 (N 18') INV. 152.4 (NE 6 ) I INV 150.5 (SE 8) or fI RELOCATED UTILITY Pd1.E W/ POLE MOUNTED%FMR II N(W FIRE H RANT IAI;SEMBLY 2" PVC FORCE MAIN I APPRDX, I ITS 01 PAVEME ISTUP SMN /6 qIM. 15 1 INV. 1485 L IT) SHELF 91 I I I I I SITE ENGINEER: Ak CIVIL ENGINEERING ASSOCIATES, INC. 10 MANSFIELD VIEWLANE, SOUTH BURLINGTON, VT05403 B02B8 =I FAN: BOR86/ 22F1 web: xxw.cee-N.com COPYRICHT © R11fi— Te RRBRRNRD DRARN SAL CHECKED DSM APPROVED DSM OWNER 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT LOCA7/ON MAP _ 1= 200tl PROPOSED CONDITIONS I I I SITE PLAN I I .':• I GRAPHIC SCALE MAR., 2017 uAlz 1"=20' ( IN FEET) PROD. NO. I i.Fh - 20 1L 15170 INV. 149.5 REMOVEAN PLACE EXISTING C . CURBING I , I SITE ENGINEER: pVEt � • I C A 12'PVC I STOCKAOEFENCIE GH CB PAS=ME1� 4Vl!1d0.4�1 / 12'PVC RN 14R.4 _ \\ /I L _. Sr — — — _ ST — —_ — Sr � — — _ \ BEC. CLUST{R "� Im CIVIL ENGINEERING ASSOCIATES, INC. 10 MANSFIELD NEWLANE, SOUTH BURLINGTON, VT 05403 8842323 FAK. 802-3.--1 web:CS xww.cee N.com SITI 9 INV. 148.8 IN 1 carvamxr p sbxs - Au aicxrs aeseaven �'�' o� l •� / //. ( / l ' INV. 1JIN 51.0(NE ) DRA i \ / 1 J / 1 y / ' I I \ INV. 148.8(SE ") / / / \ I\ ' - ' I \ll` INV. /48. B (S °) SAL w / e1n4Ab1.E „•. I c6ecEEB DSM APPROVED DSM [TOP OF BERG,{ 144.5 45 OWNER: ,, 3� 1775 1:..\ ,/ / , I I SHELBURNE, LLC STON I LINED TALE '� \ I 1 IF\, I ASS* THICK. L W OFI E CONCRETE SI W LK 210 COLLEGE ST. WITH SLOPE T N ITION \ r f I I 1 ON BOTH SIDE O SUITE 201 41- \ IIf . • \� I :I DRIVEWAY BURLINGTON, VERMONT NORMAL V+7ATER I \ \ I I 1 1 \ I 1 I I I \\ / �' \ \ I I} , I 05 401 �l1RFACE EL 143. I — 4i 1 I 1 I .:'` 9 y \ / \ 1 I I RECONSTRUCT �\ NORMAL HEIG PROJECT: 53.T �j' ['•� I I I HARBOR FREIGHT Tcc 8 1775 SHELBURNE ROAD I \ \ W TER \\ 4� ' II G e ° W Z SOUTH BURLINGTON, VT / SURMAE - ELL \ Q\ J \ I \ LOADtNG 1 I I I A M j I SURFACE -EL 141.51 \ \ m \ , 1 I II tY7.6 DOCK I I i \ m \ \ I 11 I) i43.8 \ / \ \ Igs:1 ` { _ I A9A " d� I d ( R 1 1 I ._ \STONNE\FILLOUTA�L C OEp� \ k ,`v,•�4€ SCONC. OYALK it , I �5' I B ^ I \ NV\ 138.5 \ \ p15/t(Qp/ ( ^\ \ 1 \ :'t I 1 / RIM. 156.8 W I I 1 INV. 150.2 (N l r) \ INV. 1524 (NE 6) 7 HVAC UNIT / I ` O I \ I INV. i50.b ISE tl) 0-o cc LAKE �c \ STONE LINED Lfl PROPOSED BUILDING ��is III FOR 6MERGEa V \---�^�� \OVERFLOW \ i t F.F.E. = 15000 PERMANENT 20' WIDE I\I\ \I TfMIPORARY 1P' WIDE 1ECpq� '^R TIDN \\ \\ \ \ 1 1 I ca I 1 I \I I11 \ \\ \ \\ ` 11 I aQ LOCATION MAP v v. v ro DATE -RED REVISION TT / \ \ \\ \ PROPOSr, TREE \ 2\X2' BLGCK \ CLEARIN LIMITS \ REtAINING W (TYP.) LA PROPOSED O y y w PERMIT # � GRADING PLAN 0Z„ � PEf;P11/i= 30, 6' SS' {/�5 p/�� 3% 48 I P'R U V ag+ BATE DRAVING NUMBER CONCRETE LOW PROFIL 2FA+ �y,(�A�,ty MAR., 2017 CONCRETE SIDEWALK PE 1iW I � B `,_.. SERVICES 0 GRAPHIC SCALE �'i i v,°s v o xo .o Ec— DRIVEWAY ENTRANCE PROFILE - _ 1°=20' C2. 1 — - N.T.S. ( IN PEEP) PROD. NO. 1 inch = 20 ft. 15170 2 HIGH LET -HERS Ir RESERVEC PARKING E�Eiiiii •• Eu A No, IF APPLICABLE COLOR: LEGEND AND BORDER - GREEN WHI[TE SYMBOL ON BLUE BACKGROUND BACKGROUND _ WHITE MATERIAL: AS PER VAOT STANDARD E-143M POST: 2* (14 ga.) SQUARE STEEL SIGN POST INSTALL IN ACCORDANCE NAOT STANDARD E-164 ACCESSIBLE PARKING SIGN DET41L :...........:::::::: ............... N.T.S SIGN SHALL BE POSTED AT THE HEAD OF EACH HANDICAPPED SPACE. MOUNTING HEIGHT IS 60' MINIMUM TO BOTTOM OF SIGN. REVISED 4/22/2016 ANU/OH /CURBING EDGE OF PAVEMENT 2' ON CENTER 1a' 4'WHITE — r ACCESSIBLE SIGN 1 ED MARK GS STANDARD PARKING SPACE ACCESSIBLE PARKING SPACE TRAFFIC MARKING PAINT TO BE READY -MIXED TRAFFIC PAINT SUITABLE FOR MARKING ON EITHER BITUMINOUS OR PORTLAND CEMENT CONCRETE PAVEMENT READY -MIXED LOW VOC TRAFFIC PAINT SHALL CONSIST OF 100%ACRYLIC TYPE, FAST DRYING TRAFFIC PAINT. LINE STRIPING DETAIL N.T.S. SD15 REVISED 12/09/2014 EXIST. BIT. PAVEMENT (BOTH SIDES) SMOOTH CUT EXIST. BIT. PAVEMENT PRIOR TO PAVING 1'•0' MIN.) MATCH EX PAVEMENT (4" MIN. -11Y TYPE I II - 2Y' TYPE I I) NEW BIT, CONC. PAVEM MATCH EX. SUBBASE 1 GRALL)CRUSHED R D + Y TRENCH EXCAVATION (MIf n� T� r� 3811r I BIKE RACK (PARK -IT -BIKE RACKS) OR APPROVED EQUAL N.T.S. M.I. REVISEDYtO12015 ALL JOINTS SHALL BE THOROUGHLY CLEANED AND COATED WITH EMULSIFIED ASPHALT PRIOR TO PAVING SEETYPICALTRENCH DETAIL NOTES: 1. THE CONTRACTOR SHALL MAINTAIN AT LEAST ONE-WAY TRAFFIC AT ALL TIMES DURING WORK WITHIN THE R.O.W. 2. MAINIENANCEAND PROTECTION OFTRAFFIC DURING WORK WITHIN THE HIGHWAY R.O.W. SHALL BE PROVIDED IN ACCORDANCE WITH THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. THE CONTRACTOR SHALL NOT WORK WITHIN THE R.O.W. WITHOUT APPROPRIATE CONSTRUCTION SIGNING IN PLACE. 3. ALL BACMU. SHALL BE MADE IN SIX INCH (61 LIFTS AND COMPACTED TO NOT LESS THAN 95% MAXIMUM DRY DENSITY ACCORDING TO ASTM D698. 4. REPLACE EXISTING ROAD STRIPING AS NECESSARY. REPLACEMENT OF EXISTING PAVEMENT NTC HEAVY DUTY TEE HINGE STANLEY #CD1291 OR APPROVED EQUAL BITUMINOUS CONCRETE PAVEMENT EMULSIFIED ASPHALT 4" MINIMUM TOPSOIL, SEED AND - MULCH ALL SIDESLOPE -USE EROSION MATTING (WHEN REQUIRED) TO ESTABLISH VEGETATION, PARTICULARLY ON LOW SIDE OF ROADWAY r 1WTYPE IV / FINISH COURSE (' 2' TYPE II BASE COURSE ACT SPECIFICATION 704.06 COMPACTED SUBGRADE� SEPARATI IN/STABILRATION GEOTEXTILE TYPICAL PAVEMENT SECTION (FULL DEPTH CONSTRUCTION SECTION) N.T.S. REVISED 11/10/2014 12" MINIMUM CRUSHED GRAVEL OR AS SHOWN ON PLANS TOP OF CURB (SEE PLAN FOR TYPE OF CURB) END TRANSITION SLOPE BEGIN TRANSITION SLOPE FACE OF CURB 6'4Y FINISHED GRADE OF ROAD PAVEMENT TRANSITION CURB DETAIL -- E -- N.T.S. S4N8 REVISED "112014 SCREEN BOARD 7vP"1 P.T. GIRTSI ra! occERwMAo RIAL 9 ABA LA H FRONT ELEVATION CONCRETE CURB ASPHALT TREATED FELT TOP COURSE BITUMINOUS S, CONCRETE WALK CONCRETE PAVEMENT 74' R. BASE COURSE BITUMINOUS CONCRETE PAVEMENT - H � b 000°N �°D ° ° _° -° a CRUSHED GRAVEL (FINE)oo V VOOV VpO °O. °0000Oo ° °U VOp O° o° LIMITS OF SUBBASE °B.pO FOR CURB W/OUT DENSE GRADED SUB -BASE MATERIAL S. �/ / PROVIDE 12" MIN. SUBBASE / MATERIAL BEHIND CURB AND TO WITHIN 6" OF / FINISHED GRADE FOR NOTES: GRASSED SURFACES 1. CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS WITH Ye" JOINT BETWEEN SECTIONS. 2. CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED EVERY 20' AND SHALL BE CONSTRUCTED OF MATERIAL CONFORMING TO AASHTO DESIGNATION M-163 (Y' SPONGE RUBBER OR CORK). 3. ASPHALT TREATED FELTTO BE USED BETWEEN SIDEWALK AND CONCRETE CURB TOP. CURB W/SIDEWALK DETAIL (SIMILAR WITH OUT SIDEWALK) N.T.S. REVISED 10/07/2015 4" MINIMUM TOPSOIL, SEED AND MULCH ALL SIDESLOPE - USE EROSION MATTING (WHEN REQUIRED) TO ESTABLISH VEGETATION SIDEWALK WIDTH AS SHOWN ON PLANS rSTHICK CONCRETE SIDEWALK (1(rTHICK AT DRIVEWAY CROSSINGS) 8' COMPACTED CRUSHED 16. GRAVEL (704.05 FINE) t--- UNDISTURBED SOIL OR APPROVED COMPACTED GRANULAR FILL NOTES: 1. EXPANSION JOINTS SHALL NOT BE PLACED 2. THE SIDEWALK SHALL BE DIVIDED AT INTERVALS OF FIVE FEET BY DUMMY JOINTS. 3. NO DEICER SHALL BE APPLIED TO SIDEWALK UNTIL AT LEAST 30 DAYS OF AIR DRYING TIME HAS OCCURRED. CONCRETE SIDEWALK DETAIL N.T.S. 5003 REVISED W1712016 �4-x6- P.T. POST PLAN DUMPSTER ENCLOSURE N.T.S. 1/2"GALV. CARRIAGE BOLTS OR 3/4"x4 1/2" LONG GALV. LAG BOLTS SCREEN BOARD �2"x6' P.T. GIRTS OR OTHER MATERIAL (Tw-) AS PER OWNERS REQUEST .u� -8" CRUSHED -8" CRUSHED v /L6" GRAVEL CONCRETE i PAD (SEE PLF -4"x8' P.T. POST CONCRETE — 6" CRUSHED '• FILL AROUND POST GRAVEL AT ° (TYP•) BOTTOM OF POST REAR ELEVATION SITE ENGINEER: C A CIVIL ENGINEERING ASSOCIATES, INC. 10MANSFIELOVIEWLWE, SOUTHBURLINGTON, VT 05403 802A6+2323 FAX: 802-864-2271 web: KWweee M . cx —YR1 T ®s A - Al DRAWN SAL CHECKED DSM PPROVED DSM CLIENT 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT PERMIT RFF(',p1vfzi) PEAM TING SEA IDES DATE CXECID2D R8YI810N SITE DETAILS DA. DRAWING NUMBER MAR., 2017 BCALE ASSHOWN �L�.O PROM. NO. 15170 MANHOLE WALL LOPE SLOPE MANHOLE OPENING ABOVE PLAN FINISH GRADE 45° ELBOW POSITION TO DIRECT FLOW TO EXISTING EXISTING INVERT SEWER MAIN CORE MANHOLE AND USE PBX PRESS SEAL GASKET (OR APPROVED EQUAL)FOR WATERTIGHT CONSTRUCTION ° O PROPOSED FORCE MAIN SEWER CONNECTION DO EX STING SHELF ELEVATION ANDINVERT f CONNECTION TO EXISTING SEWER MANHOLE Y N.T.S. g SWN-019 REVISED ORM11/2014 TOPSOIL, RAKE, APPROVED BACKFILL NOTES: SEED & MULCH THOROUGHLY COMPACTED UNPAVED PAVED IN S" LIFTS 1. COMPACTION OF BACKFILL AND BEDDING SHALL BE (SEE SIT iPLAN) MINIMUM OF 90%(95% UNDER ROADWAY SURFACES) OF MAXIMUM DRY DENSM DETERMINED IN THE STANDARD PROCTOR TEST (ASTM D698). 2. BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN '^ n T SUBGRADE. 3. APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE O / 4"WIDE MAGNETIC THAN IY INLARGEST DIMENSION (6- IN ROADWAYS, 11/2^ J C u LL 'SEWER" TAPE INSTALLED MAXIMUM DIAMETER WITHIN 24' OF THE OUTSIDE OF THE PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL. �y G APPROX. 2' BELOW SURFACE 4. TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO PLACING OF PIPE BEDDING MATERIAL AND KEPT ¢ 2"RIGID INSULATION WHEN DEWATEHED DURING INSTALLATION OF PIPE AND BACKFILL YU� O DEPTH OF PIPING IS LESS S. IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER p 2' THAN MINIMUM NOTED TABLE, TRENCH BOTTOM SHALL FIRST BE STABILREO BY F i l PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (3/4' v H H B, D SEWER LINE, SEE PLAN MAXIMUM). FOR TYPE AND SIZE S. THESIDESOF TRENCHES NOR MORE IN DEPTH ENTERED BY s' PIPE BEDDING PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF REPOSE AS DEFINED BY O.S.H.A. STANDARDS. Y ° ]. BEDOING MATERIAL FOR WASTEWATER LINES SHALL CONSIST 8. OF CRUSHED STONE, GRAWEL, OR SAND WITH A MAXIMUM S1ZE ° ° o o—oUNDISTURBED SOIL DPW. SUBMRA SAMPLE TO THE ENGINEER FOR APPROVAL. R OR ROCK 8. ALL JOINTS TO BE INSPECTED BY OWNER/ENGINEER/TOWN PRIOR TO BACKFILL. I TYPICAL SEWER TRENCH DETAIL e _ N.T.S. 3 SWR-0O DEVISED 12N8/2016 SITE ENGINEER: C A CIVIL ENGINEERING ASSOCIATES, INC. IOMANSRELDVIEWLWE, SOUTHBURLINGTON, VT 06403 802484-2323 FAX: 802-864.2221 1eb: --N 1 COPYRIONT ® Y - DRARN SAL CHECKED DSM APPROVED DSM CLIENT: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT HARBOR FREIGHT TOPSOIL, RAKE, SEED & MULCH (MOUND 6') IN CROSS COUNTRY AREAS 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT II Fill,W-- IT 1� I �� )I i 3 2'•0• Q APPROVED BACKFILL N W/6" MIN. SAND BEDDING PERM IT 6"SDR 26 PVC S. OR AS NOTED APIR 06 4..�'r,6 1 3�Y3 t� �.1 FM TRENCH SECTION N.T.S. (��j(��jaa 77 py �Q (, �m gip' AIY I YyIN(4 - '.�fsF Vl(; I. TVW/ BIRD -- 24"0 (MIN.) RISER W/ SCREEN 8. GAC FILTER EXPOSED FIBERGLASS LID FOR INSPECTION (TYP.) GROUNDrN-A EL 148.62 CONTINUE CABLE / IN CONDUIT TO AUDIO AND i 3610 (MIN.) RISER SHALL VISVAL ALARM. AUDIOS VISUAL ALARMS SHALL BE 3"GALV. PIPE BE CAST INTO TANK PROVIDED (ON SEPARATE CIRCUITS) GROUT 1,000 GAL PRECAST CONCRETE TANK- i ASPHALT COVERED fq�p rn RUBBER BOOT - INV. 146.E GATE VALVE 'SUBMERSIBLE SEWAGE CHECK VALVE GRINDER PUMP, SEE PUMP REQUIREMENTS 2" SCH. 40 of SDR 26 PVC 4" SCH. 40IN.) PIPING TO CITY SEWER MH PER FT. (MIN.) FROM SEPTIC TANK AIARAI ON RUBBER BOOT PROVIDE 300 GAL OF PUMP ON T^ %"0 WEEP HOLE EMERGENCY SET PUMP FLOAT — FOR 100 GALLON PUMP OFF ALARM FLOAT VOLUME _ _ WIDEANGLE pOp•- .O�OOOOOODOOfP NON -MERCURY SWITCH O OpOp000000000000000OO�DOOD DOD 2 H.P. GRINDER PUMP 6" DRAINAGE STONE i 1,000 GALLON PUMP STATION N.T.S. `VERIFY PUMP REQUIREMENTS WITH THE ENGINEER IF FINAL SITE SELECTED IS OTHER THAN SHOWN { SWR-018 REVIsED 1o/1T/2014 ON PLAN SEWER DETAILS DATE ➢RAVING NUMBER MAR., 2017 SCALE ASSHOWN Goo /1 PRO. No. 15170 BUILDING 'Ww"Na 1 1�F I ' l�ll .::...\,fly, FIRE DEPT. CONN, r. wa LAP ROX. I TS OF D I ID D.00 - 1 01„I J P EMEN ISTURB ry / H #6 \ 8" CL 521D18 �iY 0.' { IM. 15 1 -- WATER SERVICE + MIN. l/ / I HEL 4 9 1 L 12') \ — \ r GATE VALVE I ) \ 0 —REMOVE AND REPLACE ) EXISTI G-CONC. SIDEWAL m/ AS NE ESSARY AT JOINT ITV. 49.5 LIMITS 1 REM EAN PLACE 20' U LI \ I EXIST NO Cl. CURBI 7 �-) I EAS ENT I NEW 2 I I I D.I. WAA ER MAIN In I d �\ II FEFALI I CILNG SA N. EMENT IMIT PROVIDE INSULA I N I IABOVE AND BEL WATER MAIN-5' I . BEYOND EACH S D OF -LSTORM PIPE I� I �I I I --- STING 72' RCP I J OP7F PIPE OP 6F PIPE -EL r,lB` ACONSTRUCT[ON fALEONG LIMITS OF U YASEMENT 20UTY .. E / EASE ENT ` L�'L✓��` ' ,/ . I I INSTALL TREE PROTECTION I'(TYP. 3 PkACES) I � e I / ' INSTALL Cy1•NSTRUCTION - ALONG LIMITS OF UTILITY ETEMENT �. J ?D Lj t4"K��" ► �"' II ROX. LIMITS OF P ENT DISTURBANCE\ w I SUPPORT TRAFFIC SIGNAL\ POLE DURING EXCAVATION \ FOA WAT€p MAIN II JyI)/� 71 I 6 + REMOVE AN PLACES T IP I I WIDE CONC. I EWALK E I PANELS AS ESSARY I: CONNECTT IN6— 0, • WATER MAI , UB i L 11 tlo l-r i W WATER MAIN PLAN 1"=20' PLUG HYDRA DRAIN �I6 AS CONCRETETIRRUST BLOCK — (SIZE DETERMINED BY SOIL CONDITIONS) (REFER TO THRUST BLOCK TABLE FOR SILNG) W.004 NOTES: 1. VALVES ARE TO MEET THE LOCAL WATER DEPARTMENT'S STANDARD ALL COVERS SHALL BE MARKED TWATER' WITH SPECIFICATIONS AND THE AN ARROW SHOWING THE COUNTERCLOCKWISE VERMONT WATER SUPPLY RULES. DIRECTION OF OPENING, 2. ALL FITTINGS THAT ARE TO HAVE INSTALL CURB STOP BOX TO CONCRETE POURED AROUND THEM ARE TOBEWRAPPEDWITH410II. FINISH GRADE ACCESS TRACER WIRE POLYETHYLENE PRIOR TO CONCRETE PLACEMENT. ADJUSTABLE IRON VALVE BOX WITH COVER MARKED'WATEW W GATE VALVE MECH. JOINT WITH 'MEGA -LUG' RETAINER GLAND OR EQUAL / ONINIITIRST PIPE '0 /"PROVED DATED TDIRECT RACER WIRY UNDISTURBED SOIL WPC USHEDSTONE BEDDING (MIN. 12• THICK) GATE VALVE DETAIL ADD WINTER MARKING LAGS (SPRING SUPPORTS) NOTE: WHEN LOCATED BETWEEN SIDEWALK AND CURB AMA HYDRANT, VALVE WE FACE NOMLE SHALL BE PLACED 1' TO V AND APPURTENANCES FROM THE FACE'�F THE CURB. WHEN LOCATED AS PER SPECIFICATIONS BEHIND THE SIDEWALK THE HOME SHALL BE PLACED BETWEEN 4' AND 6' FROM EDGE OF SIDEWALK. [ AOIUSTABLEIRON FINISH GRADE I VALVE BOX /COVER MARKED'WATER' 1 ANCHOR q TEE DIRECT BURY COATED - TRACER WIRE 6" WATER LINE CONCRETETHRUSTBLOCK CONDITIONS) ON DETERMINED BYSOIL a THRUSTBLOC TABLEEFE THRUST BLOCK TABLE FOR (. .$RING) D/4•CRUSHEDSTONE / UNDISTURSEUSOIL J NOTES: BEDDING (MIN. 12'THICK) L 1. ALL FITTINGS ARE TO HAVE MEGA -LUG ANCHOq COUPLING OR RETAINER GLANDS. SPOOL PIECE WITH MEGA -LUG GLANDS 2, PRIOR TO POURING THRUST BLOCKS ALL TTINGS HYDRANT ASSEMBLY DETAIL POLLYETHYYETHYFlRETOBEWRAPPEDWM4PN LENE. N.T.S. REVISED 3/9/2015 BUIL�INO DISTW9x-ON WIiH BA LL�HIP Dw9WDCHTOFIRE ALARM PANEL — PIPE ALARM VALVE 1[MWrESTDRAINv PEOTO WIRED TO ALUIM SELL OUTDOONS, SEE PLAN TEST CDCK(M.) m FIRED EP ARTNENTCOHN-101 SFE PUNDOMESTCWAMR DISTRIBMON SEE ��'— VFRRCAL OUBLE CHECK BACKFLOW vnos onna PERP...... NrrevLVEsTIM m 6YnrCHES(OR APPROVED EQ—) 16LELYE a sEAt wATERnoHT N�STALL 1' CONTRACTOR OVE FF ATER SERVICE BY S M Co- . ORDNATE WITH SOE CONTMCTOR RESTIIAINTS AT FO MDST ON WALL PENETRATIONS (4)tl2'THREADED gODBf / THRUSTBLOOK—>v BOTH FOUNDATION — l PEHcrRATIOH, Dnnox WALL SPRINKLER BACKFLOW PREVENTION DETAIL N.T.S. INSTALL UTILITY LOCATOR TOPSOIL, RAKE, RIBBON OVER WATER MAIN NOTES: SEED 6 MULCH UNPAVED PAVED APPROX. 2'BELOW SURFACE I. COMPACTION OF SACKFILLANO BEDDING SHALL BE (SEE SIT PLAN) MINIMUM OF 90%(95% UNDER ROADWAY SURFACES) OF MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD PROCTOR TEST (ASTM D695). ° 2. BEDDING MATFJUAL SHALL NOT BE PLACED ON FROZEN o°° °p° ou000uo�eoo �o oo p. 6VBGRAOE. 3. APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE ¢ APPROVED BACKFILL THOROUGHLY COMPACTED THANIZ-INLARGEST DIMENSION(W INROADWAY% 111, MAXIMUM DIAMETER WITHIN 24' OF THE OUTSIDE OF THE PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL. Y IN 8° LIFTS ' 2" RIGID INSULATION WHEN 4. TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO DEPTH OF PIPING IS LESS PLACING OF PIPE BEDDING MATERIAL ANO KEPT DEWAIERED DURING INSTALLATION OF PIPE AND BACKFILL. THAN 6'-0' s. IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER <� D —WATER LINE, SEE PLAN LIZED BY DETONE D FOR TYPE AND SIZE PUCEMENT OF FILTER FABR IC THEN CRUSHED (3/4' MAXIMUM). S•G o 6. THE SIDES OFTRENCHES 1'OR MORE IN DEPTH ENTERED BY PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF /yam, PIPE BEDDING REPOSE AS DEFINED BY O.S.H.A. STANDARDS. T. BEDDING MATERIAL SHALL CONSIST OF CRUSHED STONE, OR B. o UNDISTURBED SOIL SAND WITH A MAXIMUM SIZE DI V'. SUBMIT A SAMPLE TO THE ENGINEER FOR APPROVAL {°°v OR ROCK TRACER WIRE (VERIFY TYPE WITH 9. CONTRACTOR TO INSTALL TUC WIRE ALONG ALL SECTIONS OF NEW WATER LINE.TERMINATETRACERWIREAT CITY PRIOR TO START OF ALLVALVEBOXESANDHYDRANTS. COORDINATE INSTALLATION WITH TOWN AND ENGINEER. CONSTRUCTION) TYPICAL WATER TRENCH DETAIL N.T.S. wool REVISED 12/09M018 -- �" vi`Ti"vi`�>v`rr MINIMUM ONE FULL �� EFFECTIVE BURIED GATE VALVE fi BEARING AREA (YATH CONCRETE LENGTH OF PIPE SUPPORT VALVE A ' ANCHOR _ _ PLO T %nif "�' �� UNDISTURBED— UNDISTURBED SOIL VALVE/DEAD E140 REDUCER SOIL NOTE: xrx PUCE 3 MIL (MIN.) T. POLYETHYLENE 4. SHEETBETWEENALL YV ih CONCRETE THRUST BLOCKS AND PIPE ANDWOR FIRINGS TO PREVENT BOND. UNDISTURBED UNOISTURBED 90', 5'. 221/2i SOIL TEE SOIL OR 11 1/4' BEND —— MINIMUM AREA OF BEARING SURFACE OF CONC. THRUST BLOCKS ®i m® -- m-mrm�mmalmmmm® m ®YIN®®�S�®gel®® ®®mmmm®mmmm�m' ME�im�ll�:i'".IllflNWa ��mmmmmmmmmmmm �&�1�YiLilf3sl#SYll®I mill m®mmmmmmfl}]�mmo�'°mm�IFi�s��'I�'�'' NOTE: THRUST BLOCK SHALL BE USED AT ALL BENDS, TEES E REDUCERS s THRUST BLOCK DETAILS NOBACKFILLING WILL BE ALLOWED UNTIL ANY CONC, THRUST BLOCKS N.T.S. i HAVE SET SUFFICIENTLY, AS DETERMINED BY THE ENGINEER AND/OR W-0D3 LOCAL WATER DEPT. REVISED2/23/2416 WATER MAIN GRAVITY SEWER OR FORCE MAIN (JOINTS TO BE ENCASED) m Zr E ENCASEMENT IF SEPARATION IS BETWEEN 12" TO 18" WATER MAIN 10' MIN. 10' MIN. iD = �g GRAVITY SEWER f OR FORCE MAIN ,EWER MAIN PROFILE VIEW D THE GRAVITY SEWER OT FORCE SINGLE 2d LENGTH OF MAIN JOINTS SHALL BE CONCRETE WATER QUALITY PIPE ENCASED WHEN LOCATED ABOVE THE WATER MAIN IO.J REFERENCE: VT. WATER SUPPLY RULE CNAPTER 21, APPENDIX A, PLAN VIEW SECTION8.6 WATER/SEWER CROSSING (IF REQ'D) VABOZ REVISED 6/15/2015 SITE ENGINEER: C A CIVIL ENGINEERING ASSOCIATES, INC. 10MANSFIELDV/EWIANE, SOUTHBURUNGTON, VT O5403 802864-2323 FAX: 802-8642271 web: wnw.FPaw.ODm DRA11N SAL CHECKED DSM APPROVED DSM CLIENT: 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT: HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT F—G ,J'd' ..f+ APR 06 K�17 11 PERMITTING REVISION WATER DETAILS DATE ➢RATTING NUMBER MAR., 2017 SCALE A AS SHOWN C4 x 2 PROD. No. 15170 S\o yP 20l• R�2y, CSD CURB AND SIDEWALK GREEN TO BE FLUSH STRIP A 7 ss BI.TUMINO1LS ` ` • ••� CONCRETE ROADWAY APRON\CAS ayvt'�a, SURFACE vP A 5" FOR RESIDENTIAL DRIVES 8" FOR COMMERCIAL DRIVES TFE 5 LEVEL LANDING �+1i� RTH RETURM RADIUS TYPE 7 - PARALLEL CR05SING WITH LANDING coMM�yq��/q< 7" GREEN RS RIP S FRS/q� 6p�N�(� GSTRIP REEN FULL SIDEWALK WIDTH -- APR\� S� .. _.:_, 1, WIDTH " 4'-0" MIN. � VARIES p�.• VARIES - ------- VAR. LIP t-r--------- - `� „ I I -2.0% MAX. SLOPE ROADWAY BITUMINOUS :•y= �: SURFACE _ 3" BITUMINOUS 7 A CONCRETE ;e<asA•' APRON R CONCRETE APRON ROADWAY S�PFi\C D SURFACE 5" FOR RESIDENTIAL DRIVES 8" FOR COMMERCIAL DRIVES 2ESIDENTIAL DR4VGS :OMMERCIAL DRIVES I. THESE TYPICALS APPLY WHERE GRADE OF DRIVE IS BETWEEN -6.0% AND +7.0%. FOR GRADES IN EXCESS OF THESE, ALTERNATIVE CROSS SECTION OF RAMP AND SIDEWALK MAY BE Y flf'ROVED-- Y.. i#1E--ENGfNE-ER. 2. DUMMY JOINTS SHALL BE PROVIDED AT TRANSITIONS (GRADE CHANGES) OF RAMPS AND FLARES. 3. DRIVEWAY RAMPS TO BE PAID FOR AS PORTLAND CEMENT CONCRETE SIDEWALK. 4.. SInFWAl KS.-THAT-UE.IF; JHAN 5' WIDE REQUIRE 5' WIDE BY 5' LONG PASSING AREAS (NO GREATER THAN 2.0% CROSS SLOPE) AT INTERVALS NOT TO EXCEED 200'. DRIVEWAYS MEETING THESE REQUIREMENTS MAY BE USED AS A WHEELCHAIR PASSING AREA. 5. IN NO CASE SHALL THE CROSS SLOPE OF AN ACCESSIBLE ROUTE EXCEED 2.0%. 5'-0"(PREFERRED) TYPE 6 6j LEVEL I (` NII) Ili G V07H FLARE SEE NOTE #4 5" RESIDENTIAL /4" RAD. GREEN 8" COMMERCIAL -2.0% MAX. -- STRIP I FULL SIDEWALK WIDTH ;,,_�%SIDEWALK';':;•:...,:. ROADWAY DT 4'-0" MIN. :: SURFACE VARIES .. _ _.. .... 6° SUBBASE (MIN.).. e? -- -2.0% MAX. SLOPE I" LIP -T - --- a n ';.:;; s. <a M, ASPHALT TREATED FELT TO BE USED BETWEEN SIDEWALK AND CONCRETE ROADWAY I I 3° BIT. CONC. APRON OR VERTICAL GRANITE CURB SURFACE /--J (SLOPE VARIES): PORTLAHID -CEEf I 47- 0-MCRf-7E OTHER STANDARDS REQUIRED: 8-71 REVISIONS AND CORRECTIONS APPROVED DEC. 14, 1971 - ORIGINAL APPROVAL DATE %`� NT AGEN OCT. 25, 1985 - REVISED TO CONFORM TO ]L �ssJ PORTAND CEMENT CONCRETE SIDEWALK MD " 4986 SPECIFICATIONS DIRETR OF PROGRAM DEVELOPMENT _ -- JUNE I, 1994 - REISSUED WITHOUT CHANGE, .1/ I p (I JAN. 3, 2000 - UPDATED TO REFLECT METRIC SDRIVE ENTRANCES WITH ITH SIDEWALK AND UNDER NEW SIGNATURES. ROADWAY MANAGER GREEN STRIP TD. CHANGES. Tp �� c 2 OCT. 14, 2005 - UPDATED TO REFLECT REVISED FEDERAL HIGHWAY ADMINISTRATION SPOR�P _-ADAAG STAND-ARDS __. UL I AIL A RESIDENTIAL DRIVE SEE NOTE 5 x CURB (IF PRESENT Y� TREATED SHOULDER EDGE EDGE OF TRAVELED WAY HIGHWAY 1 , MINIMUM RADIUS = THEORETICAL RADIUS MINUS SHOULDER WIDTH IXR` X 20, THEORETICAL RADIUS 0° MIN. PAVEMENT T 900 DESIRABLE DETAIL B DUAL COMMERCIAL DRIVE TO RE USED ONLY UNDER SPECIAL CONDITIONS ° WIDTH OF ACCESS FOR ONE WAY TRAFFIC ro ,N OPERATIONS (18'-24') LINE ERTY Vbo X SEE NOTE 2 N. / RI 20CURB ON R.O.W. Geb \ MIN. R=20' R.O.W. LINE X LINE R.O.W. LINE SILOULDER\_ X R=5' R=5'-SICURB EPRES�NT) EDGEOF 1-5' MIN. 100' OESIRABLE TRAVELED 1 40' MINIMUMWAY PAVEMENT HIGHWAY�y A= 90p DESIRMINIMUM�� 90 DESIRABLE L D TWO-WAY COMMERCIAL DRIVE WITH DIVISIONAL ISLAND DETAIL E RIGHT TURN LANE FOR COMMERCIAL DRI.VE aHOPPING CENTERS, LARGE HOUSING DEVELOPMENTS, (UNSIGNALIZED INTERSECTIONS ONLY) TRIAL PLANTS AND SERVICE STATIONS 4' MIN. I8' MIN. 24' MAX.12' MAX. 24' MAX. MINIMURADIUS = PROPERTY LINE rM THEORETICAL RADIUS MINUS 1 SHOULDER WIDTH THE CURBED DIVISIONAL ISLAND SHALL NOT I EXCEED. 4' HEIGHT -(AND HAVE NO PROJECTION ABOVE THE CURB LIMIT OF PARKING AREA HEIGHT WITHIN THE R:O.W. OR CLEAR ZONE) (SEE NOTE 4 ) I R.O.W. LINE 30' THEORETICAL RADIUS X t CURB `v X30' THEORETICAL RADIU: (IF PRESENT MIN 14�JI MIN. SHOULDER EDGE SE 12' --- J-T--_ SEE DETA E HOU DER EDGE OF TRAVELED WAY HIGHWAY A = PAVEMENT MINIMUM T 90° 90DESIRABLE _ DETAIL G PERSPECTIVE SKETCH OF' DRIVE INTERSECTION SHOWING DEPRESSION CLEAR ZONE DISTANCE VARIES WITH D� HIGHWAY CLASS AND TRAFFIC VOLUME. DRIVE USE WITH DETAILS C AND 0 WHEN VOLUME WARRANTS FOR SEE RIGHT TURN LANES ARE MET,. LIMIT OF PARKING AREA ( SEE NOTE 41 R.O.W. LINE � X X 30' MIN. RADIUS MIN. RADIUS 30' LESS SHOULDER WIDTH ---I-4' ]_,,CURB (IF PRESENT EDGE EDGE OF TRAVELED WAYI A = 60' MINIMUM PAVEMEN 90° DESIRABLE HIGHWAY *STORAGE LENGTH IS VARIABLE DEPENDING ON TAPERS TRAFFIC VOLUME AND MUST BE ADJUSTED TO SPEED (MPH) 30 35 q0 50 PROVIDE PROPER DECELERATION LENGTH. I AOLENGTH (MIN)(FT)(T) 100 120 140 180 REFER TO VAOT STANDARD E-192 I RATE B:I 10:1 12:1 15:1 DETAIL H PROFILE OF . D.RIVE INTERSECTION SHOWING 5" DEPRESSION ( CUT SECTION ) 12 -0" • 5" MIN. SHOULDER TRAVELED WAY O DEPRESSION �"LENGTH 1 0 CROVkO ROUNDIN DRIVE GRADE _ -----I (15 X MAX.FOR AT LEAST A - J 12 FEET FROM POINT CULVERT IF NEEDED TO BE SIZE OF VERTICAL INTERSECTION) SHOWN ON PLANS BUT NO LESS THAN 15 "INSIDE DIAMETER . ( SEE NOTE 7 ) " CROWN 2% — END SECTION 24" MINIMUM - (OPTIONAL) REFER TO AASHTO SUBGRADE LINE "ROADSIDE DESIGN GU�DE"�� FOR TREATMENT AT CULVERT ENDS _ LOCAL GRADING C.11,1992 -THIS STANDARD SUPERCEDES B-71(7/23/BORFPPRO AS NEEDED B-71A (3112190), AND B-13 (12/14/71).,�--� JE 1,1994 -'REISSUED, ND R NEWITHOUT W SIGNATURES. 3.10,1995 - REISSUED, WITHOUT CHANGE,IRECTOR OF ROGRAM DEVELOPMENT UNDER NEW SIGNATURES..16,2000 -CHANGES MADE TO CONFORM WITHLANGUAGE AND DIMENSIONS IN ACCESSEF OF TILITIES AND PERMITS MANAGEMENT PROGRAM GUIDELINES. I, 2004 'TO CONFORMA WITH NEWEST AASHTO CRITE A. 8, 2005 - .CHANGE MADE TO.OBJECT HEGHT TODERAL HIGHWAY ADMINISTRATION CONFORM WITH NEWEST AA4Nrn r171TCO.A SEMON A A DETAIL. C TWO-WAY UNDIVIDED COMMERCIAL DRIVE FOR SINGLE STORES, BUSINESSES, SMALL HOUSING DEVELOPMENTS MIN. RADIUS = THEORETICAL / RADIUS MINUS iaw SHOULDER WIDTH 24 MINIMUM LIMIT OF PARKING AREA rol MAXIMUM h ( SEE NOTE 4 ) 10' THEORETICAL -- I —" R.O.W. LINE RADIUS(URBAN) — 30''MIN. RADIUS 30' THEORETICAL j (RURAL) RADIUS (RURAL) i I CURB _(IF _PRE_SE_NT)-)�� --- -- -- SEE DETAIL SHOULDER EDGE SHOU DER EDGE OF TRAVELED WAY 5 A = 60° MINIMUM MIN. PAVEMENT HIGHWAY 90' DESIRABLE THIS DETAIL WILL ALSO APPLY TO COMMERCIAL SERVICE DRIVES,WHEN AUTHORIZED,HAVING A MAXIMUM WIDTH OF 20'. THE SERVICE DRIVE WILL HAVE A "SERVICE VEHICLES ONLY" SIGN PLACED AT THE HIGHWAY ROW LINE.SIGN SHALL BE 1811X 24" AS PRESCRIBED IN THE "STANDARD HIGHWAY SIGNS BOOK", A SUPPLEMENTAL PUBLICATION TO'MUTCD. DETAIL F MINIMUM HORIZONTAL SEPARATION BETWEEN DRIVEWAYS AND INTERSECTING SIDEROADS w o :4n 0 o� � a � w w H s N dI a axa o I VARIABLE ~ I ~ VARIABLE BASED ON POSTED SPEED I BASED ON ON. -230'1 POSTED 1 SPED I ��l DER TRAVELED WAY --- -- HIGHWAY - - - - - - ----------------- TRAVELED WAY SHOULDER a MINIMUM UNLESS NO OTHER REASONABLE ACCESS IS AVAILABLE AND PRIOR APPROVAL •IS GRANTED BY THE VAOT ITEMS SUCH AS TRAFFIC SIGNALS, HIGH TRAFFIC VOLUMES, OR FUNCTIONAL CLASS OF HIGHWAY SHOULD BE CONSIDERED WHEN DETERMINING APPROPRIATE SEPARATION DISTANCE. WHEN CURRENT RECOMMENDED SEPARATION DISTANCE CANNOT BE OBTAINED RESTRICTION OF TURNING MOVEMENTS MAY BE REQUIRED. DETAIL I PROFILE OF DRIVE INTERSECTION ( FILL SECTION MIN 10' ROUNDING LENGTH OF EDGE OF HIGHWAY )ER TRAVELED WAY I I 1 -3'/. MAX. GRADE ( -0.03) I MAX (-0•)5) ___ ___ __________ IX - ^-- SUBGRADE LINE I IF GRAVEL DRIVE : SURFACE WITH 3" AGGREGATE SURFACE COURSE. SEE DRIVE SIDE SLOPES TABLE _;-JTCH LINF__ STANDARDISFOR AND COMMERCIAL DRIVE SIDF SI__OPFS LOCATION OF SLOPE SLOPE RATE V > 40 MPH L•6 OR FLATTER URBAN AREAS, OR V < 40 MPH - 114 DESIRABLE 1:2 ALLOWABLE OUTSIDE CLEAR ZONE I:2 OR FLATTER RESIDENTIAL Ihh�� I.. NOTES: I, THIS SHEET IS INTENDED FOR USE BY DESIGNERS ON HIGHWAY PROJECTS AND IN CONJUNCTION WITH A PERMIT FOR WORK WITHIN HIGHWAY RIGHTS OF WAY (FORM TA 218),. ALL CONSTRUCTION REQUIRED BY THE PERMIT AND INDICATED ON THIS SHEET SHALL BE THE RESPONSIBILITY OF THE APPLICANT AND IS SUBJECT TO THE APPROVAL of THE VT. AGENCY OF TRANSPORTATION. WHEN USED WITH THE PLANS FOR A HIGHWAY CONSTRUCTION PROJECT. THIS SHEET IS INTENDED TO BE A GUIDE FOR THE DESIGNER -CONCERNING DRWE410-THSr•HORIZONT'-AL, .-•- VERTICAL AND GEOMETRIC CHARACTERISTICS. 2. ALL COMMERCIAL DRIVES SHALL BE PAVED FROM THE EDGE OF THE TRAVELED WAY TO THE HIGHWAY RIGHT-OF-WAY, TO THE FARTHEST POINT OF CURVATURE ON THE DRIVEWAY EDGE OR AS DIRECTED BY THE DISTRICT TRANSPORTATION ADMINISTRATOR.THIS• PAVING IS INDICATED IN DETAILS (B THRU E) BY HATCHING. 3:DEPTH OF SUBBASE AND PAVEMENT TO BE THE SAME AS HIGHWAY OR AS SHOWN'IN•DETAIL J WITHIN 'TI1E'L•IMIT$'OF'THE HIGHWAY RIGHT-OF-WAY. 4. VEHICULAR ACCESS FROM PARKING AREAS TO THE RIGHT-OF-WAY AT OTHER THAN APPROVED ACCESS POINTS WILL BE PREVENTED BY THE CONSTRUCTION OF CURBING OR OTHER SUITABLE PHYSICAL BARRIER. 5. IF CURB IS PRESENT, SEE APPROPRIATE CURB DETAIL STANDARD OR MATCH TOWN/CITY STANDARD CURB TREATMENT. G. WHERE TRAFFIC VOLUME FOR A PROJECT IS SUBSTANTIAL THE AGENCY MAY REQUIRE SPECIAL LANES FOR TURNING, SIGNALS OR OTHER MODIFICATIONS. BASED ON TRAFFIC STUDIES THE AGENCY WILL DETERMINE SPECIFIC TREATMENT TO BE USED. ON DEVELOPER PROJECTS THE AGENCY WILL WORK WITH THE APPLICANT TO IMPLEMENT CHANGES TO THE STATE HIGHWAY. 7. CIRCULAR DRAINAGE CULVERTS UNDER DRIVES SHALL HAVE A MINIMUM INSIDE DIAMETER ( I.D.) OF 15". PIPE ARCHES USED UNDER DRIVES SHALL" HAVE A MINIMUM INSIDE CR0SS=SECT10NAt " AREA EQUIVALENT TO THAT PROVIDED BY A 15" CIRCULAR PIPE. B. THE OFFSET BETWEEN THE PROPERTY LINE AND THE EDGE OF THE DRIVEWAY MAY BE GOVERNED BY LOCAL ZONING LAWS. DRIVEWAY WIDTH RESTRICTIONS SHOWN PERTAIN ONLY TO THE AREA WITHIN THE HIGHWAY R.O.W.OR THE END OF THE TURNING RADIUS WHICHEVER IS GREATEST. 9. DRIVEWAY GRADES STEEPER THAN THOSE SHOWN MAY BE ALLOWED ' AS LONG AS A 20' APPROACH AREA IS ACHIEVED FOR THE VEHICLE TO PAUSE BEFORE ENTERING THE HIGHWAY. (WHERE CURB & SIDEWALKS EXIST. SEE STANDARDS C-2A & C-28) 10. INTERSECTION SIGHT DISTANCES, EQUAL TO OR GREATER THAN THOSE SHOWN BELOW, SHOULD BE PROVIDED IN BOTH DIRECTIONS FOR ALL DRIVES ENTERING ON PUBLIC HIGHWAYS, UNLESS OTHERWISE APPROVED BY THE AGENCY OF TRANSPORTATION. INTERSECTION SIGHT DISTANCE 1S MEASURED FRONT• A 'PAINT ON THE DRIVE AT LEAST 15 FEET FROM THE EDGE OF TRAVELED WAY OF THE ADJACENT ROADWAY AND MEASURED FROM A HEIGHT OF EYE OF 3.5 FEET ON THE DRIVE TO A HEIGHT OF 3.50 FEET ON THE ROADWAY. SIGHT DISTANCE CHART POSTED SPEED OR DESIGN SPEED l M.P.H. ) MINIMUM STOPPING. SIGHT DISTANCE (FT) MINIMUM INTERSEC-TION SIGHT DISTANCE ° (FT) 25 155 200 30 200 335 35 250 390 40 305 445 45 360 - 500 50 425 555- 55 495 610 __. 60 65 645 1720 THE ABOVE VALUES ARE TAKEN FROM THE 2004 AASHTO " A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS & STREETS." NOTE : ADVANCE WARNING -SIGNS WILL BE REOUIRE-04F -OBTAINABLE INTERSECTION SIGHT DISTANCES ARE BELOW MINIMUM STOPPING SIGHT DISTANCES. THE CHART IS ENTERED TO SELECT DESIGN VALUES BASED ON THE POSTED SPEED LIMIT IN MPH. VALUES FOR' DESIGN ARE CALCULATED BASED ON THE DESIGN SPEED IN MPH. ASSUMES A GAP OF 7.5 SECONDS IN THE TRAFFIC STREAM ON THE HIGHWAY MAINLINE BASED ON THE HIGHWAY DESIGN SPEED IN MPH. THIS ALLOWS A STOPPED 'PASSENGER VEHICLE TO ENTER THE MAINLINE FROM THE DRIVE WITHOUT -UNDULY INTERFERING WITH THE HIGHWAY OPERATIONS. a. ir Q m 10).ARAE3 10 South Burlington Planning Zoning } New Non -Residential Construction Impact Fees Project Completed by April 1, 2o18 Square feet of existing structure to be removed Creditable amount Existing Single family homes to be removed Existing 2-3 Family structures to be removed Existing 4+ Family Structures to be removed Creditable Amount Current Grand List Value of Site Past Payments credit: Estimated Post -Construction Value Future payments credit: NET POLICE IMPACT FEE 1 $0.00 1 $0.00 660800 $422.91 $1,157, 310.00 $104.16 $3,046.46 TABLE PD-7 ESTIMATED POST -DEVELOPMENT VALUES PER SQUARE FOOT OF FLOOR SPACE Type of Use Industrial/Manufa Engineerin cturing g and Office (General) Medical Office General Retail Auto Service Elderly Care Motels Fireproofed Steel Sketloton or $76 $100 $141 $152 $96 NA $117 NA Reinforced Concrete Structure SF Masonry or Concrete Bearing $56 $79 $110 $129 $81 $62 $96 $85 Wall Structure SF Wood Frame Structure $53 $74 1 $106 1 $126 $79 $58 $93 $82 SF Pre -Fab Steel Structure $53 $73 $101 $119 $77 $47 $89 $82 I 1 15,030 SFI Project Name & Address Property Owner Effective Date TOTAL IMPACT FEE Value of New Construction: Type of Use Industrial/Manufacturing Engineering & Research General Office Medical Office General Retail Auto Service Facilitv Elder Care Facilitv__. - South Burlington Planning Zoning New Non -Residential Construction Impact Fees Project Completed by April 1, 2018 1775 Shelburne Road Burlingtonwood, LLC 1 $40,124.70 1 Type of Construction Fireproofed Steel Masonry Skeleton or SF or Reinforced Concrete Concrete Bearing - S66 __ S69 588 _ S96 -_ 5123 S1.13 5133 571 S84 S54 ��102 S84 _S74 Total Value of New Structure: Total Value of New Structure & Contents: Current grand list value of property: Post construction value of structure & land Road Impact Fee PM Peak Hour VTEs Past payments credit: Future payments credit: OTHER CREDITS: NET ROAD IMPACT FEE Police Impact Fee Square Feet of New Structure or Addition Base Fee: Wood SF Frame Structure S6 59 S11 S6 -- 55 58 S7 $616,230 $1,540,575 $660,800 $1,277,030.00 39 $1,520.43 5395.88 1 $37,078.231 15030 $3,573.53 Pre -Fab SF Steel SF Structure S64 S88 5104 S67 S41 15 S78 S72 04/10/2018 City of South Burlington Grand List Page 1 of 1 07:59 am Parcel Report ray For Parcel: 1540-01775. BURLINGTONWOOD LLC Name BURLINGTONWOOD LLC 1529 WESTERN AVE ALBANY NY 12203 Location 911 1775 SHELBURNE RD Tax Map 64-018-000 Desc. 2.36A LOT Codes: (1) (Category)M (Equipment) (Owner)C Wood Crop Pasture Other Site Total Acres: 0.00 0.00 0.00 0.00 0.00 2.36 Real Land Building Equipment Inventory Values: 660,800 660,800 0 0 0 Homestead Veterans Farm Stab. L.U. Acres Land Use 0 0.00 0.00 0.00 0.00 Contract Lease Prev. Eqpm Land Use Amt Prev. Real 0 0.00 0 0.00 660,800 Housesite Special Exmp Grand List 0.00 0.00 6,608.00 Misc: Status: T Bill #: 56365 Updated: 01/08/2018 Last sale was: Valid on 12/22/2017 for $1000000 recorded on 1405/329 Grievance Info: Flag: N Remarks: (1) Misc Fields: (0): 150428000 (8) : N (9): 06/16/00 SPAN: 600-188-15907 r ray From: ray Sent: Wednesday, December 20, 2017 8:23 AM To: 'Justin Dextradeur'; dmarshall@cea-vt.com Cc: sleppert@cea-vt.com; Marla Keene Subject: RE: 1775 Shelburne Road, LLC _ Harbor Freight Justin, Please be advised that the Development Review Board at their December 19, 2017 meeting approved your request for a one (1) year extension to the expiration of Site Plan Approval #SP-17-34. This approval will now expire on January 19, 2019 unless a zoning permit is obtained for the construction of the approved building. Ray Belair Administrative Officer City of So. Burlington 575 Dorset Street So. Burlington, VT 05403 802-846-4106 www.sburl.com www.sbpathtosustainabilit\/.com Notice - Under Vermont's Public Records Act, all a -mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a City of ficial or stt! f, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. lf'you have received this message in error, please notifi' us immediately by return email. Thank you.for your cooperation. From: Justin Dextradeur[mailto:jextradeur@redstonevt.comj Sent: Friday, December 15, 2017 10:34 AM To: ray <ray@sburl.com>; dmarshall@cea-vt.com Cc: sleppert@cea-vt.com Subject: RE: 1775 Shelburne Road, LLC _ Harbor Freight Ray — Per our discussion this morning I'd like to formally request our one-time extension of the site plan approval for the 1775 Shelburne Road project (for 1 year just to be safe), though we do still expect the Harbor Freight developer to be following through with their zoning/building permit application in the very near future. Thanks again - Justin Justin Dextradeur Development Manager Redstone 210 College Street, Ste 201 Burlington, VT 05401 C: (802) 734-9217 F: (802) 860-3594 iustin(&,,redstonevt.com -�,vww.reds ton evt.com From: ray [mailto:ray@sburl.com] Sent: Friday, June 16, 2017 8:06 AM To: dmarshall(-Ocea-vt.com 1 Oil s PLANNING & ZONING July 26, 2017 Re: #SP-17-34 Dear Applicant: Enclosed, please find a copy of the Findings of Fact and Decision rendered by the Development Review Board concerning your recent application. Please note the conditions of approval including that a zoning permit must be obtained within six (6) months. If you have any questions, please contact me. Sincerel , aymond J. Belair Administrative Officer Encl. CERTIFIED MAIL -Return Receipt Requested # 7016 3010 0001 1194 1900 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com ray From: Dave Wheeler Sent: Friday, July 14, 2017 3:26 PM To: ray Subject: RE: Harbor Freight Ray, The Stormwater Section has reviewed the "Harbor Freight" site plan prepared by Civil Engineering Associates, Inc., dated May, 2017 and last updated on 6/21/17. We would like to offer the following comments: This project is located in the Bartlett Brook watershed. This watershed is listed as stormwater impaired by the State of Vermont Department of Environmental Conservation (DEC). Also, the project proposes to create greater than 1 acre of impervious area and disturb greater than 1 acre of land. It will therefore require a stormwater permit and construction permit from the Vermont DEC Stormwater Division. The applicant should acquire these permits before starting construction. The DRB should include a condition requiring the applicant to regularly maintain all stormwater treatment and conveyance infrastructure. Thank you for the opportunity to comment, Dave D , id P_ sa tant Stormwater superintendent partment o-f blrc �Vor , .—. City of South Burtmeton (S02) 65 8-7?961 Est_ 611 Notice - Under Vermont's Public Records Act, all e-mail- e-mail attachments as welt as paper copies of documents received or prepared for use in matters concerning City business, concerning a City official or staff, or containing intointation relating to City business are likely to be regarded as public records which may be inspected by any perxm upon request, unless otherwise made confidential by law. It you have received this message in error, please notify us immediately by return email. I hank you for your cooperation. From: ray Sent: Monday, July 10, 2017 9:48 AM To: Dave Wheeler <dwheeler@sburl.com> Subject: Harbor Freight Dave, I'm sending a hard copy set of revised plans for Harbor Freight, the added some stairs in front. Please let me know if you have any additional comments from your original ones. Thanks. Ray Belair Administrative Officer City of So. Burlington 575 Dorset Street So. Burlington, VT 05403 802-846-4106 www.sburi.com www.sbpathtosustainabilitV.com Notice - Under Vermont's Public Records Act, all e-mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a City official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. If you have received this message in error, please notify us immediately by return email. Thank you for your cooperation. ray From: Craig Lambert Sent: Tuesday, June 20, 2017 12:31 PM To: ray Subject: RE: 1775 Shelburne Road - Harbor Freight Ray, The plan looks good overall, they just need to include Tree Planting Details and Specifications. Craig Lambert South Burlington City Arborist 104 Landfill Rd South Burlington, VT 05403 Ph: 802-658-7961 Fax: 802-658-7976 email: clam bert(cDsburl.com Notice - Under Vermont's Public Records Act, all e-mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a City official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. if you have received this message in error, please notify us immediately by return email. Thank you for your cooperation. From: ray Sent: Tuesday, June 20, 2017 10:41 AM To: Craig Lambert <clambert@sburl.com> Subject: RE: 1775 Shelburne Road - Harbor Freight Craig, See attached. Ray Belair Administrative Officer City of So. Burlington 575 Dorset Street So. Burlington, VT 05403 802-846-4106 www.sburl.com www.sbpathtosustainability.com Notice - Under Vermont's Public Records Act, all e-mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a City official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. If you have received this message in error, please notify us immediately by return email. Thank you for your cooperation. From: Craig Lambert Sent: Tuesday, June 20, 2017 10:39 AM To: ray <ray@sburl.com> Subject: RE: 1775 Shelburne Road - Harbor Freight Ray, I've been trying to track down the plans but haven't had any luck. If you have a pdf email it to me and I'll look at it this afternoon. Craig Lambert South Burlington City Arborist 104 Landfill Rd South Burlington, VT 05403 Ph: 802-658-7961 Fax: 802-658-7976 email: clam bert(cDsburl.com Notice - Under Vermont's Public Records Act, all e-mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a City official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. If you have received this message in error, please notify its immediately by return email. Thank you for your cooperation. From: ray Sent: Thursday, June 15, 2017 2:49 PM To: Craig Lambert <clambert@sburl.com> Subject: 1775 Shelburne Road - Harbor Freight Craig, Any comments for the Harbor Freight project? Ray Belair Administrative Officer City of So. Burlington 575 Dorset Street So. Burlington, VT 05403 802-846-4106 www.sburl.com www.sbpathtosustainability.com Notice - Under Vermont's Public Records Act, all e-mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a City official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. If you have received this message in error, please notify us immediately by return email. Thank you for your cooperation. southburlington PLANNING & ZONINO Permit Number SP- I - (office use onl APPLICATION FOR SITE PLAN REVIEW ❑Administrative ElDevelopment Review Board 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 site plan 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 #): 1775 Shelburne Road, LLC, c/o Redstone, 210 College Street, Suite 201 Burlington, VT 05401, Ph 802-658-7400, Fax 802.860.3594 1 2. LOCATION OF LAST RECORDED DEED(S) (Book and page #): Vol 180 Pg 517 3. APPLICANT (Name, mailing address, phone and fax #): 1775 Shelburne Road, LLC, c/o Redstone, 210 College Street, Suite 201 Burlington, VT 05401, Ph 802-658-7400, Fax 802.860.3594 1 4. CONTACT PERSON (person who will receive all correspondence from Staff. Include name, address, phone & fax #): Justin Dextradeur, c/o Redstone, 210 College Street, Suite 201 Burlington, VT 05401, Ph 802-734-9217, Fax 802.860.3594 4a. CONTACT EMAIL ADDRESS:: jextradeur@redstonevt.com 5. PROJECT STREET ADDRESS: 1775 Shelburne Road 6. TAX PARCEL ID # (can be obtained at Assessor's Office): 1540-1775 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com 7. PROJECT DESCRIPTION a. General project description (explain what you want approval for): Construction of a 15030 SF retail building with supporting parking and utility infrastructure. b. Existing Uses on Property (including description and size of each separate use): None (former VTrans Lavdown area for the reconstruciton of Route 7) c. Proposed Uses on property (include description and size of each new use and existing uses to remain): 15030 SF retail buildinq with 69 varkinq spaces d. Total building square footage on property (proposed buildings and existing buildings to remain): 15,030 SF e. Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine): One story, 17 to 21 Ft (w parapet) above FF. First floor of the building is 2.6 feet above average existing grade. Total Height 19.6 feet to 23.4 feet. f. Number of residential units (if applicable, new units and existing units to remain): None g. Number of employees (existing and proposed, note office versus non -office employees): 12 proposed retail type employees. h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): None Site Plan Application Form. Rev. 12-2011 8. LOT COVERAGE a. Building: Total Parcel Size: 96,703 Existing 0 % / Proposed 15.5 % / Sq. Ft. sq. ft. 15030 sq. ft. b. Overall impervious coverage (building, parking, outside storage, etc) Existing 0 % / sq. ft. Proposed 54.1 % / 52316 sq. ft. c. Front yard (along each street) Existing 0 % / sq. ft. Proposed 15.9 % / 1426 sq. ft. d. Total area to be disturbed during construction (sq. ft.) 33,000 * Projects disturbing more than one-half 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 acre require a permit from the Vermont Department of Environmental Conservation. 9. COST ESTIMATES a. Building (including interior renovations): b. Landscaping: $ 75,0000 $12,500 c. Other site improvements (please list with cost): $460,000 10. ESTIMATED TRAFFIC a. P.M. Peak hour for entire property (In and out): 4:45 to 5:45 PM 11. PEAK HOURS OF OPERATION: 8 to 6 PM 12. PEAK DAYS OF OPERATION: Monday throuqh Saturdav 13. ESTIMATED PROJECT COMPLETION DATE: Sprinq, 2018 14. SITE PLAN AND FEE A site plan shall be submitted which shows the information required by the City's Land Development Regulations. Five (5)' regular size copies, one reduced copy (I I" x 17"), and one digital (PDF-format) copy of the site plan must be submitted A site plan application fee shall be paid to the City at t e time of submitting the site plan application in accordance with the city's fee schedule. C 1 4W co 0Y 71% l 7 Administrative site plan applications require three (3) regular size copies, one reduced copy (11" x 17"), and one digital (PDF-format) copy. 3 Site Plan Application Form. Rev. 12-2011 NOTE: NOTIFICATION of ADJOINING PROPERTY OWNERS: Notification of adjoining property owners, in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations, is the responsibility of the applicant. After deeming an application complete, the Administrative Officer will provide the applicant with a draft meeting agendas or public hearing notice and sample certificate of service. The sworn certificate of service shall be returned to the City prior to the start of any public hearing. 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. OF APPLICANT J. Larry Williams Jr. ATUR949f PROPERTY OWNER PRINT NAME Do not write below this line DATE OF SUBMISSION: REVIEW AUTHORITY: evelopment Review Board FlAdministrative Officer I have reviewed this site plan application and find it to be: Comp Uate The applicant orpermittee 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. Site Plan Application Form. Rev 12-2011 CIVIL ENGINEERING ASSOCIATES, INC. 10 Mansfield View Lane South Burlington, VT 05403 June 30, 2017 Mr. Ray Belair City of South Burlington Planning & Zoning 550 Dorset Street South Burlington, Vermont 05401 Re: 1775 Shelburne Road, LLC Site Plan Application SP-17-34 Dear Mr. Belair: Phone: 802-864-2323 Email: dmarshall@cea-vt.com RECEIVED JUL 0 Q 2017 City of So. Burlington As a follow-up to the continued public hearing before the Development Review Board, we wanted to offer the following supplemental information as it relates to the open issues before the board. 1. Traffic Generation — Harbor Freight commissioned a traffic study of its store located off of State Highway 30 in Amsterdam, New York to determine the AM and PM vehicle trip end characteristics. • The store has a gross square footage of 19,152 SF (See Attached Site Plan Sheet AO prepared by Keystone Architects). This is slightly larger than the 15,030 SF stored propose off of Shelburne Road. • This store is located in a portion of the mall that shares the access with a limited number of stores. It is our understanding that the consultant conducting the traffic counts, ABD Engineers of Schenectady, New York, was able to segregate and allocate the traffic to and from the store with a high level of confidence. • The results of the observations and documentation showed that there were 49 PM Peak hour vehicle trips ends to and from the store (See attached Letter summary from ABD Engineers) • Prorated to the 15,030 SF store proposed in South Burlington would yield 38.4 PM Peak Hour VTE's. • The applicant's original use of the ITE land use code 810 "Tractor Supply Store" where that land use description best fit that of the characteristics of a typical Harbor Freight store yielded 21.0 PM Peak Hour Trip ends. Mr. Ray Belair Page 2 of 2 June 30, 2017 • Staff's proposal to utilize the ITE Land Use Code 816 " Hardware/Paint Store" yielded 72.7 PM Peak Hour trip ends. The applicant has concerns with the use of this land Use as it captured clientele purchasing common everyday household items not present at a typical Harbor Freight Store. • Based on the best available information, the applicant proposes that 39 VTE's be assigned to his project for the PM Peak Hour generation. 2. Stormwater Utility Comments - The design of the stormwater system has been updated to provide complete infiltration of the WQ storm per section 12.03 (C) of the City LDRs. The forebay of the originally pond proposed pond has been replaced with infiltration basins that extend down through the site's limiting low permeable surface layers to a more permeable underlying layer. The wet pond has been replaced with a dry pond which is designed to mitigate the large storm peak flows from the property. We have attached three sets of the revised plan sheets of Sheets C2.0 and C2.1 showing the updated conditions and have added details sheets C4.4 and C4.5 covering the new infiltration basins. 3. Stairs from Route 7 to Store Entry — These have been added to the site plans and a detail can be found on Sheet C4.6 — Misc. Details. 4. Landscaping - We have added a typical detail sheet and specifications in Sheet C4.7. This completes our summary of the recent revisions to the plan set. If you should have any questions, please feel free to contact me at 864-2323 x310 or J. Dextradeur at 879- 4477. Respectfully, David S. Marshall, P.E. Project Engineer Enclosures: Sheet AO — Harbor Freight Site Plan, Amsterdam NY ABD Engineers Letter Summary 3 Sets of Full Size updated CEA Design Plans — One Set of 11 x17 Sheets C2.0, C2.1, C2.3, C4.4 — C4.7 E-mail of complete set of updated project plans in PDF format. CC: (all with enclosures) J. Dextradeur, CEA File 15170.00 P:\autocadd projects\2015\15170\3-Permitting\1-Local Applications\3-Site Plan\Belair Final Site Plan Cover Letter3.doc nSITEPLAN' 0 UTURE ELOPM CROSSHATCHED AREA IS AREA WHICH SHOPPING CENTER: 1,800 SF OUTPARCEL BUILDING: IS SUBJECT TO RESTRICTIONS IN LEASE 1466 PARKING SPACES 46 PARKING SPACES PROJECT M. 15124 GATE. 05/01A5 SCALE: AS SFEE c SITERAN EET N, AO isi2a D ENGINEERS, LLP M 411 Union Street NENERS Schenectady, NY 12305 THOMAOSEPH J. BIANC ENS, RE. 518-377-0315 Fax 518-377-0379 DEDICATED JOSEPH J. BIANCHINE, P.E. RESPONSIVE WIG[ A. PALLESCH, PE. www.abdeng.com PROFESSIONAL June 28, 2017 Re: Harbor Freight Tools Town of Amsterdam Proiect #4793A Kenneth T. Brownell Vanguard -Fine, LLC 1529 Western Avenue Albany, NY 12203 Dear Ken: As requested, on Tuesday, June 27, 2017, ABD Engineers, LLP counted the customers entering and exiting the Harbor Freight Tools store in Amsterdam, NY during the morning and afternoon peak traffic hours. The morning had a peak one hour customer count of 24 trips (13 entering and 11 exiting) from 8:00am to 9:00am. The afternoon had a peak one hour customer traffic count of 49 trips (24 entering and 25 exiting) from 5:00prn to 6:00pm. Should you have any questions or need additional information, please do not hesitate to contact me. JJB.jms cc: 44793A - 062817 ray From: Dave Wheeler Sent: Friday, June 16, 2017 9:26 AM To: ray Subject: RE: 1775 Shelburne Road, LLC _ Harbor Freight Ray, Yes, I spoke with Andres of Watershed Consulting and I am OK with the approach described in the narrative of providing infiltration below the parking lot, etc. I had not discussed the matter of making these changes between approval and before a Zoning Permit, but I am OK with that if you are. Dave �m David P-1,7heekr : is*tant Stormwater Superiilatendtrit Deparrmeet o f ?u b lic `,V 6:z . ( iv of South ur no -ton S021)65C-'961 Ext-6113 Notice - Under Vermont's Public Records Act, all c-mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concen»ng a City official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. If you have received this message in error, please notify us immediately by return email. Thank you for your cooperation. From: ray Sent: Friday, June 16, 2017 8:41 AM To: Dave Wheeler <dwheeler@sburl.com> Subject: FW: 1775 Shelburne Road, LLC _ Harbor Freight Dave, Please see attached letter. Dave Marshall is responding to your comments with some solutions. What do you think? Ray Belair Administrative Officer City of So. Burlington 575 Dorset Street So. Burlington, VT 05403 802-846-4106 www.sburl.com www.sbpathtosustainabilitV.com Notice - Under Vermont's Public Records Act, all e-mail, e-mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a City official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. If you have received this message in error, please notify its immediately by return email. Thank you for your cooperation. From: David Marshall [mailto:dmarshall@cea-vt.com] Sent: Friday, June 16, 2017 7:51 AM To: ray <ray@sburl.com> Cc: sleppert@cea-vt.com;'Justin Dextradeur' <jextradeur@redstonevt.com> Subject: RE: 1775 Shelburne Road, LLC _ Harbor Freight 10 Mansfield View Lane South Burlington, VT 05403 June 15, 2017 Mr. Ray Belair City of South Burlington Planning & Zoning 550 Dorset Street South Burlington, Vermont 05401 Re: 1775 Shelburne Road, LLC Site Plan Application Dear Mr. Belair: Phone: 802-864-2323 E-Mail: dmarshall@cea-vt.com We want to thank staff for taking the time to meet with the representatives of 1775 Shelburne Road, LLC to review the opportunities to further improve the proposed site plan for the proposed Harbor Freight retail facility at 1775 Shelburne. The applicant has implemented a number of revisions which have been outlined below to assist in staff's reconciliation of the draft staff report and the currently proposed conditions. In accordance with the requirements set forth in the South Burlington Land Development Regulations, we have developed the following narrative and supporting information in support of this application. As it relates to enabling internal circulation with adjacent parcels, the project parcel is currently restricted by the presence of a thread of Potash Brook immediately on the south side of the site. The applicant has proposed the relocation of the future inter connection between this parcel and that to the north at a location which better aligns with the circulation aisles to facilitate the goals of the City. The implementation of this access will impact a handful of parking spaces located at a point furthest away from the building. At the time that the inter- connect option is effected, the impacts on parking needs for the use oat 1775 Shelburne Road will need to reviewed and potentially mitigated. 2. The plans have been revised to eliminate the originally proposed six (6) parking spaces located in the northeast quadrant of the site. In furtherance of the goals Mr. Ray Belair Page 2 of 3 June 15, 2017 to consolidate the site to an appropriate size for the proposed land use, the applicant is proposing a waiver of the parking requirements for the project. The required number of parking spaces is 76 with 63 spaces being proposed. This represents a reduction of 13 spaces or 17% of the required total which is less than the 20% maximum allowed in the SBLDRs. It should be noted that if a future use on this property does require additional parking beyond that approved as part of the site plan review process, the area at the north end of the site has been graded to readily accept the introduction of additional parking spaces. 3. Curb stops have been introduced along the north fagade of the building to preclude parked vehicle overhang from reducing the available walkway surface. 4. The three pine trees originally proposed to be located near the stormwater management facility have been relocated to the north end of the site to improve the screening along that portion of the property. 5. The project is subject to the requirements to acquire an authorization to operate under the State Operational Stormwater Permit and the Construction Stormwater General Permit. The City Stormwater Utility has asked the applicant to further investigate the opportunity for on -site infiltration of the stormwater runoff consistent with the requirements of Article 12 of the LDR's. In this case the ability to infiltrate is limited by the presence of a groundwater table. Supplemental soil investigations at the site indicate that the requirements of Article 12 can be met with the following best management practices: Amend the perimeter swale we have with check dams and add some washed stone behind each dam to allow direct infiltration to the native materials 2. Add a Stormtech infiltration chamber system in along the low point of the parking lot. 3. Retain the stormwater management facility but convert it to a dry basin by eliminating the permanent pool. The infiltration chamber would overflow to the dry basin. This documentation and approach has been coordinated with Dave Wheeler from the City's Stormwater utility and the applicant requests that the Ms. Lindsey Britt Page 3 of 3 April 22, 2016 implementation of these design upgrades be implemented prior to the application for a Zoning Permit. This completes our summary of the recent revisions to the plan set. If you should have any questions, please feel free to contact me at 864-2323 x310 or J. Dextradeur at 879- 4477. Respectfully, David S. Marshall, P.E. Project Engineer Enclosures: 3 Sets of Full Size updated Design Plans — One Set of 11 x17 E-mail of complete set of updated project plans in PDF format. CC: (all with enclosures) J. Dextradeur, CEA File 15170.00 P:\autocadd projects\2015\1 5170\3-Permitting\1 -Local Applications\3-Site Plan\Belair Final Site Plan Cover Letter2.doc 0 P TRUCK TURN -AROUND CIVIL ENGINEERING ASSOCIATES, INC. HARBOR FREIGHT Project r15170o 10 MANSFIELD VIEW LN., SO. BURLINGTON, VT 05403 802-864-2323 FAX: 802-864-2271 A PARKING LOT GREENSPACE DP—MNG Scale: 1" =40' Drawn by _,SA L C 1 . 0 Date MAY, 2017 Checked by DSM SOUTH BURLINGTON VERMONT I 4 - CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD SP-17-34_ 1775ShelbumeRoad— HarborFreight_Redstone_staff_comments DEPARTMENT OF PLANNING & ZONING Report preparation date: June 6, 2017 Plans received: 5/24/2017 Harbor Freight 1775 Shelburne Road SITE PLAN APPLICATION 11SP-17-34 Meeting date: June 20, 2017 Owner/Applicant Property Information Redstone Tax 1540.1775 210 College Street, Suite 201 Commercial 2 Zoning District Burlington VT 05401 CITY OF SOUTH B URLI NGTON 2 DEVELOPMENT REVIEW BOARD DEPARTMENT OF PLANNING & ZONING PROJECT DESCRIPTION Site Plan application SP-17-34 for the construction of a 15,030 square foot retail building with supporting parking and utility infrastructure, 1775 Shelburne Road. COMMENTS Administrative Officer Ray Belair, referred to herein as Staff, have reviewed the plans submitted on June 2, 2017 and have the following comments. Zoning District & Dimensional Requirements: Industrial -Commercial Zoning Zoning District Required Proposed 4 Min. Lot Size 40,000 S.F. 95,832 S.F. 4 Max. Building Coverage 40% 15.5 % 4 Max. Overall Coverage 70% 54.1 % J Max. Front Yard Coverage 30% 15.9 % J Min. Front Setback 30 ft 50ft. 4 Min. Side Setback 10 ft. 11 ft. 4 Min. Rear Setback 30 ft. 78 ft. 4 Max. Building Height 35 ft. 21 ft.10 in. l Zoning Compliance Site Plan Review Standards A. Relationship of Proposed Development to the City of South Burlington Comprehensive Plan. Due attention by the applicant should be given to the goals and objectives and the stated land use policies for the City of South Burlington as set forth in the Comprehensive Plan. This area is planned for "medium to higher intensity — mixed use" in the 2016 City of South Burlington Comprehensive Plan. According to the plan, "these lands are intended to be the most compact and most intensely developed in the City and support employment. Infrastructure is efficient, and transportation is emphasized towards access to transit, pedestrians and cyclists." Staff considers the proposed building and uses to be consistent with the Comprehensive Plan. B. Relationship of Proposed Structures to the Site. (1) 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 slopes downward from Route 7, making it difficult to integrate the building into the - streetscape. The applicant states that the building is as close to Route 7 as possible while providing a - - stable transition from the existing sidewalk to the building. The proposed building and the current sidewalk are proposed to be connected by a switchback walkway. The walkway has a slope of 5% or less and therefore complies with accessibility requirements. 1) Staff suggests the addition of a staircase connecting the sidewalk along Route 7 and the SP-17-34 CITY OF SOUTH BURLINGTON 3 DEPARTMENT OF DEVELOPMENT REVIEW BOARD PLANNING & ZONING building directly, to further connect the building's entrance with the streetscape. 2) 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. Parking is located to the side of the building. A total of 68 parking spaces including three (3) handicapped space and a bike rack are available for the future !uses. This represents a waiver of commented [pl]: where to mention requested waiver? And 10.5% of the requiredtotal. Up to a 20% waiver is allowed by the South Burlington Land the fact that staff thinks this is probably too much parking? i Staff suggests a reduction in the amount of parking and Development Regulations. Staff suggests a further reduction' in amount of parking proposed, and would supporta larger waiver than the one currently bung would support a larger waiver than is currently being requested.. requested. (b) N/A (c) N/A ' (d) N/A (3) 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 anticipated adjoining buildings. The proposed building is 21 feet 10 inches high. This site currently does not have any buildings, and no other buildings are proposed, but the building will be compatible with adjoining properties. Staff considers this criterion to be met. (4) Newly installed utility services and service modifications necessitated by exterior alterations or building expansion shall, to the extent feasible, be underground. The plans indicate that new utility services will be located underground. Staff considers this criterion to be met. C. Relationship of Structures and Site to Adjoining Area. (1) The Development Review Board shall encourage the use of a combination of common materials and architectural characteristics (e.g., rhythm, color, texture, form or detailing), landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. Only one building is proposed for the site. As noted above, the applicant has submitted a landscaping plan. The City Arborist offered the following comments on the landscapingplan: Staff considers this criterion...? (2) 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.. As noted above, the proposed building is located on a lot that slopes downward from Route 7. The addition of a walkway from the street to the building helps integrate it into the streetscape. However, staff believes that the addition of a staircase would improve the integration of the building and the streetscape—see staff comment 1 above. Additionally, windows have been added to the street -facing side of the building, and it appears that landscaping will screen the part of the street facing side of the building without windows. Staff considers this criterion to be met. S P-17-34 CITY OF SOUTH BURLINGTON 4 DEVELOPMENT REVIEW BOARD DEPARTMENT OF PLANNING & ZONING 14.07 Specific Review Standards A. Access to Abutting Properties. 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 or collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. The applicant has indicated the presence of a permanent 20' wide construction easement connecting the property's stormwater pond to Bartlett Brook. The easement will include a 15" HDPE discharge pipe. Additionally, the applicant has indicated a 24' reserved future connective access to 1693 Shelburne Road, extending from the north side of the parking lot. Staff considers this criterion met. B. Utility Services. Electric, telephone and other wire -served utility lines and service connections shall be underground insofar as feasible and subject to state public utilities regulations. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. The plans indicate that all new utility services will be located underground. However, overhead utility lines run along Route 7 currently, and a utility pole is currently located in the northeast corner of the property. The applicant proposes to relocate that utility pole to the southeast corner of the property and does not propose to bury these lines. Staff considers this criterion to be met. C. Disposal of Wastes. 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). Small receptacles intended for use by households or the public (ie, non-dumpster, non -large drum) shall not be required to be fenced or screened. The plans show a clumpster pad and enclosure with opaque fencing at the rear of the parking lot. Staff considers this criterion to be met. D. Landscaping and Screening Requirements. See Article 13, Section 13.06 Landscaping, Screening, and Street Trees. The applicant has submitted a landscape plan detailing new plantings along the front of the lot, around the parking lot and in parking lot islands, screening the clumpster enclosure and HVAC units, and behind the stormwater lfore bai Section 13.06(B)(1) states that "the purpose of perimeter planting shall be to mitigate the view of the parking lot from the public way and from adjacent uses and properties.' Staff recommends more landscape screening between the road and the parking lot, perhaps through relocating the trees proposed behind the stormwater forebay. Section 13.06(B)(4)b requires that "At least one major deciduous shade tree shall be provided within or near the perimeter of each parking area, for every five parking spaces. -Trees shall be placed a minimum of thirty feet apart." There are 68 parking spices currently proposed, meaning that 14 trees SP-17-34 enough 3r intenor doesn't met per the north CITY OF SOUTH BURLINGTON 5 DEVELOPMENT REVIEW BOARD are required (68/5 = 13.6,,rounded up). There are currently 13 trees1proposed: DEPARTMENT OF PLANNING & ZONING Staff recommends that the Board discuss tree spacing and required numbers of trees with the applicant. The islands within the parking lot are proposed to be curbed. The side of the parking lot facing the street and the driveway are curbed, as is the edge of the parking lot adjoining the building. However; the rest of the parking lot is not curbed. [Is it because of LID requirements? Wait for Stormwater Section comments.] Building construction cost is estimated at $750,000. Required minimum landscaping is calculated as follows First $250,000 x 3% = $7,500 Next $250,000 x 2% = $5,000 Balance over $500,000 x 1% = $2,500 Minimum required landscaping budget = $15,000. The applicant has proposed $15,190 in landscaping. The landscaping budget requirement is met. E. Modification of Standards. No waivers are required. STORMWATER Commented [p5]: Is this right? ` Commented [p6]: Does thearborist think there's enough. space in. the islandsfor trees? - Also, meet with ,applicant about the requnemebnts for interior landscaping. Need some improvements for this. Are they trying to"count" the cut -in on the north side of the lot? Because that's reserved for future access to adjoining parcel, so it shouldn't be counted. Also it's snow storage. Emily emailed about this on 6/6l17. In an email to staff dated June XX, 2017, the Department of Public Works provided the following comments to staff 5. The Board should direct the applicant to comply with the recommendations of the Department of Public Works. _ {Commented [p7]: Update as appropriate.. Trip Generation This parcel is located within the Traffic Overlay. Based upon proposed construction of a 15,030 SF Tractor Supply Store (ITE LUC #810), the weekday PM Peak Hour average vehicle trip ends is calculated as follows: 1.40 (trip generation per 1,000 SF g.f.a.) x 15 = estimated number of PM peak hour vehicle trip ends generated by the proposed use is 21.0. The maximum allowable PM peak hour trip generation for this parcel is 125.1. Therefore, no mitigation is necessary. Access Because the parcel will access Route 7, a copy of a Letter of Intent from VTrans has been provided by the applicant. Lighting Section 13.07 of the Land Development Regulations discusses exterior lighting and states that: A. General Requirements. All exterior lighting for all uses in all districts except for one -family and two-family uses shall be of such a type and location and shall have such shielding as will direct the light downward and will prevent the source of light from being visible from any adjacent SP-17-34 CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD DEPARTMENT OF PLANNING & ZONING residential property or street. Light fixtures that are generally acceptable are illustrated in Appendix D. 'Source of light" shall be deemed to include any transparent or translucent lighting that is an integral part of the lighting fixture(s). Site illumination for uncovered areas shall be evenly distributed. Where feasible, energy efficient lighting is encouraged. Cut sheets for the proposed light fixtures meet the requirements of Appendix D for minimizing glare and light trespass, and are downcast and shielded. The lighting plan submitted shows fixtures throughout the property. Staff considers this criterion to be met. B. Specific Requirements for Parking Areas. Light sources shall comply with the following: 1) The number and spacing of required light pale standards in a parking area or lot shall be determined based on the type of fixture, height of pole, number of fixtures on the pole, and the desired lighting level. Unless the applicant can demonstrate a reasonable alternative, lighting shall be considered evenly distributed if the light fixtures are placed at intervals that equal four times the mounting height. The fixtures in the parking lot will be placed on the parking lot islands. The fixtures are located at intervals ranging from 60-110 feet apart. These fixtures will be mounted 20 feet above the ground. The distance between the fixtures is not equal to 4x the height (80 feet). 1. Staff recommends that the board discuss lighting distribution with the applicant. 2) Pole placement, mounting height and fixture design shall serve to minimize lighting from becoming a nuisance. All light sources shall be arranged so as to reflect away from adjacent properties. All light sources shall be shielded or positioned so as to prevent glare from becoming a hazard or a nuisance, or having a negative impact on site users, adjacent properties, or the traveling public. Excessive spillover of light to nearby properties shall be avoided. Glare shall be minimized to drivers on adjacent streets. The lighting plan indicates that light trespass will be minimal. Staff considers this criterion to be met. 3) Poles shall be rustproof metal, cast iron, fiberglass, finished wood or similar structural material, with a decorative surface or finish. The poles are proposed to be metal covered with: a textured polyester powder coat paint which is resistant to discoloration and salt spray. Staff considers this criterion to be met. 4) Poles in pedestrian areas shall not be greater than 30 feet in height and shall utilize underground wiring. S) Poles in all other areas shall not exceed thirty (30) feet in height, and shall utilize underground wiring. No poles are greater than 20 feet of height, and staff considers this criterion to be met. Staff recommends that underground wiring be a condition of final plat approval. Other Staff suggests that the DRB direct the applicant to remove the signage included on the building elevations, SP-17-34 Commented [p8]: IS THIS A PROBLEM? DISCUSS. Commented [p9l: RECHECK THIS - WHAT IS THE' MATERIALFOR.THESE POLES? CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD as signage is not evaluated during site plan review. 7 DEPARTMENT OF PLANNING & ZONING SP-17-34 CIVIL ENGINEERING ASSOCIATES, INC. 10 Mansfield View Lane Phone: 802-864-2323 South Burlington, VT 05403 C-Mail: dmarshall@cea-vt.com May 22, 2017 Ms. Lindsey Britt, DRB Administrator City of South Burlington Planning & Zoning 550 Dorset Street South Burlington, Vermont 05401 Re: 1775 Shelburne Road, LLC Site Plan Application Dear Ms. Britt: 1775 Shelburne Road, LLC is seeking approval to construct a 15,310 square foot single story commercial building with 69 parking spaces on the 2.22 acre parcel located at 1775 Shelburne Road North of Poulin Auto and south of the AutoHaus/Oil `n Go. A letter of intent has been acquired from VTrans for all work within the Route 7 ROW. In accordance with the requirements set forth in the South Burlington Land Development Regulations, we have developed the following narrative and supporting information in support of this application. 1. The applicant met with staff on March 30, 2017 to review the proposed improvements. 2. The project utilizes easement from the abutting property for the installation of the water service to the site as well as the means of stormwater discharge from the property. 3. The supporting ITE based traffic generation modeling shows that the values are less than what is allowed by the traffic overlay district. 4. The proposed landscaping plan is shown on Sheet C2.3. Peter Norris of Greenhaven Gardens prepared the design and CEA completed the drafting. The estimate for the landscaping improvements is shown on that sheet. 5. Section 14.06(B)(4) of the attached Code Compliance Review addresses the proposed re -location of the existing overhead utility lines servicing the property. 6. As it relates to enabling internal circulation with adjacent parcels, the project parcel is currently restricted by the presence of a thread of Potash Brook immediately on the south side of the site. The applicant has proposed the Ms. Lindsey Britt Page 2 of 2 May 22, 2017 reservation of a future inter connection between this parcel and that to the north to facilitate the goals of the City. 7. The applicant is proposing a waiver of the parking requirements for the project. The required number of parking spaces is 76 with 69 spaces being proposed. This represents a reduction of 7 spaces or 9% of the required total which is less than the 20% maximum allowed in the SBLDRs. 8. Since the proposed parking lot has more than 27 spaces, Compliance with the requirements of section 13.06 (B) of the LDRs is depicted on the attached parking green space sketch. 9. The project is subject to the requirements to acquire an authorization to operate under the State Operational Stormwater Permit and the Construction Stormwater General Permit. This completes our summary of the proposed features of the project. If you should have any questions, please feel free to contact me at 864-2323 x310 or J. Dextradeur at 879- 4477. Respectfully, David S. Marshall, P.E. Project Engineer Enclosures: Site Plan Application Application Fee $1,539.50 Base Fee $ 275.00 Recording Fee $ 13.00 Commercial Lot 1st 10,000 SF 10,000 SF x $ 0.10 = $1,000.00 Commercial Lot Remaining SF 5,030 SF x $0.05 = $_251.50 $1, 539.50 List of Abutters Location map Lighting Catalog Cuts Stormwater Narrative Code Compliance Review Parking Green Space Sketch Maximum Traffic Generation Calc. VTrans Letter of Intent 3 Sets of Full Size Design Plans — One Set of 11x17 Perimeter Boundary Survey Civil Plans Architectural Elevations CD of plans and documents CC: (all with enclosures) J. Dextradeur, CEA File 15170.00 P:\autocadd projects\2015\15170\3-Permitting\1-Local Applications\3-Site Plan\Britt Final Site Plan Cover Letter.doc �1 �VAV I `.lam south -I-lington PLANNING & ZONING Permit Number SP- - (orfice use only) APPLICATION FOR SITE PLAN REVIEW ❑Administrative ElDevelopment Review Board 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 site plan 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 ft 1775 Shelburne Road, LLC, c/o Redstone, 210 College Street, Suite 201 Burlington, VT 05401, Ph 802-658-7400, Fax 802.860.3594 I 2. LOCATION OF LAST RECORDED DEED(S) (Book and page #): Vol 180 Pq 517 3. APPLICANT (Name, mailing address, phone and fax #): 1775 Shelburne Road, LLC, c/o Redstone, 210 College Street, Suite 201 Burlington, VT 05401, Ph 802-658-7400, Fax 802.860.3594 4. CONTACT PERSON (person who will receive all correspondence from Staff. Include name, address, phone & fax #): Justin Dextradeur, c/o Redstone, 210 College Street, Suite 201 Burlington, VT 05401, Ph 802-734-9217, Fax 802.860.3594 4a. CONTACT EMAIL ADDRESS:: Idextradeur@redstonevt.com 5. PROJECT STREET ADDRESS: 1775 Shelburne Road 6. TAX PARCEL ID # (can be obtained at Assessor's Office): 1540-1775 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.coni 7. PROJECT DESCRIPTION a. General project description (explain what you want approval for): Construction of a 15030 SF retail building with supportinq parkinq and utility infrastructure. b. Existing Uses on Property (including description and size of each separate use): None (former Wrans Lavdown area for the reconstruciton of Route 7) c. Proposed Uses on property (include description and size of each new use and existing uses to remain): 15030 SF retail building with 69 parkins spaces d. Total building square footage on property (proposed buildings and existing buildings to remain): 15,030 SF e. Height of building & number of floors (proposed buildings and existing buildings to rclimin, specify if basement and mezzanine): One story, 17 to 21 Ft (w parapet) above FF. First floor of the building is 2.6 feet above average existing grade. Total Height 19.6 feet to 23.4 feet. f. Number of residential units (if applicable, new units and existing units to remain): None g. Number of employees (existing and proposed, note office versus non -office employees): 12 proposed retail type employees. h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): None Site Plan Application Form. Rev. 12-2011 F 8. LOT COVERAGE Total Parcel Size: 96,703 a. Building: Existing 0 % / Proposed 15.5 % / Sq. Ft. sq. ft. 15030 sq. ft. b. Overall impervious coverage (building, parking, outside storage, etc) Existing 0 % / sq. ft. Proposed 54.1 % / 52316 sq. ft. c. Front yard (along each street) Existing 0 % / sq. ft. Proposed 15.9 % / 1426 sq. ft. d. Total area to be disturbed during construction (sq. ft.) 33,000 * Projects disturbing more than one-half 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 acre require a permit from the Vermont Department of Environmental Conservation. 9. COST ESTIMATES a. Building (including interior renovations): b. Landscaping: S 75.0000 $12,500 c. Other site improvements (please list with cost): $460,000 10. ESTIMATED TRAFFIC a. P.M. Peak hour for entire property (In and out): 4:45 to 5:45 PM 11. PEAK HOURS OF OPERATION: 8 to 6 PM 12. PEAK DAYS OF OPERATION: Mondav throuah Saturdav 13. ESTIMATED PROJECT COMPLETION DATE: Sorina, 2018 14. SITE PLAN AND FEE A site plan shall be submitted which shows the information required by the City's Land Development Regulations. Five (5)1 regular size copies, one reduced copy (I V x 17"), and one digital (PDF-format) copy of the site plan must be submitted A site plan application fee shall be paid to the City at the time of submitting the site plan application in accordance with the city's fee schedule. ' Administrative site plan applications require three (3) regular size copies, one reduced copy (11" x 17"), and one digital (PDF-format) copy. 3 Site Plan Application Form. Rev_ 12-2011 } NOTE: NOTIFICATION of ADJOINING PROPERTY OWNERS: Notification of adjoining property owners, in accordance with 24 V.S.A. §4464(a) and Section 17.06(B) of the South Burlington Land Development Regulations, is the responsibility of the applicant. After deeming an application complete, the Administrative Officer will provide the applicant with a draft meeting agendas or public hearing notice and sample certificate of service. The sworn certificate of service shall be returned to the City prior to the start of any public hearing. 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 PRINT NAME Do not write below this line DATE OF SUBMISSION: REVIEW AUTHORITY: Development Review Board Administrative Officer I have reviewed this site plan application and find it to be: Complete R Incomplete Administrative Officer 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. Site Plan Application Form. Rev. 12-2011 �4'.z 1775 Shelburne Road Location Map VEtRMONT Vermont Agency of Natural Resources VermOnt.gOV 'I. 4 ' ".1%1"W. h�- `' r.. illie s1` arer `� • �_ vrolel e, i /Pizzagall Town Boundary VFR�1i'NT L i ks Cha»rpf3- • FAontpdief V YORK Map created using ANR's Natural Resources Atlas Concord - � NFVt' • 1: 5,000 \ • Y Alban HASIFSHIRF April 6, 2017 833.0 0 416.00 833.0 Feet DISCLAIMER: This map is for general reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. ANR and the State of Vermont make no representations of WGS_1984_Web_Mercator Auxiliary_Sphere 1" = 417 Ft. 1cm = 50 Meters any kind, including but not limited to, the warranties of merchantability, © Vermont Agency of Natural Resources THIS MAP IS NOT TO BE USED FOR NAVIGATION or fitness for a particular use, nor are any such warranties to be implied with respect to the data on this map. /�. 1775 Shelburne Road Abutters VERMONT 1W6_1 Vermont Agency of Natural Resources vermont.gov Buildings (E911) «R M ON T LJ Waterbody Stream Montpelier Parcels (where available) V YO A h Town Boundary S N..., •Concord \ Albany HAWSHIRF. 417.0 0 208.00 417.0 Feet I I WGS_1984_Web_Mercator_Auxiliary_Sphere 1" = 208 Ft. 1cm = 25 Meters © Vermont Agency of Natural Resources THIS MAP IS NOT TO BE USED FOR NAVIGATION Map created using ANR's Natural Resources Atlas 1: 2,500 O March 16, 2017 DISCLAIMER: This map is for general reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. ANR and the State of Vermont make no representations of any kind, including but not limited to, the warranties of merchantability, or fitness for a particular use, nor are any such warranties to be 1775 Shelburne Road List of Abutters Subject Property 600-188-15907 1540-01775 1775 SHELBURNE RD 1775 Shelburne, LLC 210 COLLEGE ST SUITE 201 BURLINGTON VT 05401 Span Lot Number Street Address I Owner Mailing Address 600-188-12177 1540-01693 1693 SHELBURNE RD 1693 SHELBURNE RD LLC 1693 SHELBURNE RD S BURLINGTON VT 05403 600-188-15753 1540-01700 1700 SHELBURNE RD SMART SUITES LLC 410 SHELBURNE RD S BURLINGTON VT 05403 600-188-13172 1540-01718 1702 SHELBURNE RD 1OHN LARKIN INC 410 SHELBURNE RD S BURLINGTON VT 05403 600-188-13535 1540-01720 1720 SHELBURNE RD LARK INNS LP 410 SHELBURNE RD S BURLINGTON VT 05403 600-188-13094 1540-01785 1785 SHELBURNE RD CATAMOUNT/SOUTH BURLINGTON LLC 210 COLLEGE ST SUITE 201 BURLINGTON VT 05401 600-188-11192 1215-00068 68 NESTI DR CATAMOUNT / MIDDLEBURY LLC 210 COLLEGE ST SUITE 201 BURLINGTON VT 05401 Page 1 43 ALED4T78 Specification grade area lights available with IES Type IV dismbution. Suited for mounting on the sides of buildings and walls, and for illuminating the Perimeter of parking areas. Patent pending management system. 5 year Warranty. Color: Bronze Weight: 31.0 Ibs Project: Type: Harbor Feight Area Light Prepared By: Date: CEA 5-16-17 Driver Info LED Info Type: Constant Current Watts: 78W 120V: 0.66A Color Temp: 5000K 208V: 0.41A Color Accuracy: 71 CRI 240V: 0.35A L70 Lifespan: 100000 277V: 0.30A Lumens: 10157 Input Watts: 77W Efficacy: 132 LPW Efficiency: WA Need help? Tech help line: (888) PAS-1000 Email: sales@rabweb.com Websile: wnnii-bweb.com Copyright ® 2014 RAB Lighfing Inc. All Rights Reserved Note: Specifications are subject to change at any time without notice Page t of 3 littps://www.rabweb.com/specSheet.php?product=ALED4T78 5/16/2017 Page 2 of 3 ALED4T78 Technical Specifications Listings UL Listing: Suitable for wet locations as a downlight. DLC Listed: This product is listed by Design Lights Consortium (DLC) as an ultra -efficient premium product that qualifies for the highest liar of rebates from DLC Member Utilities. DLC Product Code. P0000170X IESNA LM-79 & IESNA LM-80 Testing: RAB LED luminaires have been tested by an independent laboratory in accordance with IESNA LM- 79 and 80, and have received the Department of Energy "Lighting Facts" label. Dark Sky Approved: The Intemational Dark Sky Association has approved this product as a full cutoff, fully shielded lummaire. Optical Lifespan: 100,000-hour LED lifespan based on IES LM-80 results and TM-21 calculations. BUG Rating: B1 UO G2 Replacement: Replaces 250W Metal Halide. Construction IES Classification: The Type IV distribution (also known as a Forward Throw) is especially suited for mounting on the sides of buildings and walls, and for illuminating the perimeter of parking areas. It produces a semiCircular distribution with essentially the same candlepower at lateral angles from 90' to 270`. Effective Projected Area: EPA = 0.75 Ambient Temperature: Suitable for use in 104' F (40" C) ambient temperatures. Cold Weather Starting: Minimum starting temperature is -40° F (-40° C) Thermal Management: Superior heat sinking with external Air -Flow fins. Housing: Die cast aluminum housing, lens frame and mounting arm. IP Rating: Ingress Protection rating of IP66 for dust and water Reflector: Specular vacuum -metallized polycarbonate Gaskets: High temperature silicone gaskets. Finish: Formulated for high -durability and long lasting color. Green Technology: Mercury and UV free. RoHS compliant components. Polyester powder coat finish formulated without the use of VOC or toxic heavy metals. For use on LEED Buildings: IDA Dark Sky Approval means that this fixture can be used to achieve LEED Credits for Light Pollution Reduction LED Characteristics LEDs: Six (6) multi -chip, 13W, high-outpul, long -life LEDs. Color Consistency: 3-step MacAdam Ellipse binning to achieve consistent fixture -to -fixture color. Color Stability: LED color temperature is warranlied to shift no more than 200K in CCT over a 5 year period. Color Uniformity: RAB's range of CCT (Correlated Color Temperature) follows the guidelines of the American National Standard for Specifications for the Chromaticity of Solid Slate Lighting (SSL) Products, ANSI C78.377-2015, Electrical Driver: Constant Current, Class 2, 2000mA, 100-277V, 50- 60Hz, 1,1 A, Power Factor 99 % THD: 5.1 % at 120V. 13.2% at 277V Surge Protection: 4kV Surge Protector: ALED78 Is available with a 6kV surge protector (SP6). SP6 available Other California Title 24: See ALED4T78/D70, ALED4T781BL, ALED4T78tPCS. ALED4T78/PCS2, or ALED4T78/PCT for a 2013 California Title 24 compliant product. Any additional component requirements will be listed in the Title 24 section under technical specifications on the product Page. Warranty: RAB warrants that our LED products will be free from defects in materials and workmanship for a period of five (5) years from the date of delivery to the end user, including coverage of light output, color stability, driver performance and fixture finish. Patents: The AILED design is protected by patents In the U.S. Pat. 668,370, Canada Pat. 144956, China ZL201230100154.X, and Mexico Pat, 38423. Pending patents in Taiwan. Need help? Tech help line. (888) RAB-1000 Email: &des@rabweb.com Webstle. www.rabweb.com Copyrighi RAB Lighting Inc. Alt Rights Reserved Note: Specifications are subied to change at any time without notice Page 2 of 3 littps://www.rabweb.com/specSlieet.php?product=ALED4T78 5/ 16/2017 Page 3 of 3 ALED4T78 Dimensions 13.4` _ Sg.4 cm _ 4.5" 11.+scm �38.1 cim Ordering Matrix Family Distribution Watts Mount Color Temp Finish Voltage Photocell Dimming BI-Level ALED 2T = Type II 360 = Blank = Blank = 5000K Blank = Blank = 120-27TV Blank = No Photocell Blank = No Blank = No Bi- 3T = Type III 36OW Arm (Cod) Bronze 1480 = 480V (Only 36OW 8 /PC = 120V Button Dimming Level 4T = Type 260 = SF = Y = 3000K W = White 260W) /PC2 = 277V Button /D10 = Dimmable /BL = Bi-Level IV 260W Slipfitter (Warm) RG=Grey /PCS = 120V Swivel 150 = N = 4000K •277V Swivel 150W 125 = (Neutral)/PCS2 /PCT = 120.277V 125W Twistlock 105 = /PCS4 = 480V Swivel 105W /PCT4 = 480V 78 = 78W TwisBock Need help? Tech help line. (868) RAS-1000 Email. sales@mbweb.eom Webs6e: www.mbweb.com Copyright O 2014 RAB Lighting Inc. All Rights Reserved Note: SpecRcalions are subject to change at anytime without notice Page 3 of 3 https://www.rabweb.com/specSheet.php?product=ALED4T78 5/16/2017 WPLED104Y LED 104W Wallpacks. 3 cutoff options. Patent Pending thermal management system. 100,000 hour L70 lifespan. 5 Year Warranty. Color: Bronze Weight: 26.0 Ibs Technical Specifications Listings UL Listing: UL Suitable for Wet Locations as Uplight and Downlight Wall Mount Only. DLC Listed: This product is listed by Design Lights Consortium (DLC) as an ultra -efficient premium product that qualifies for the highest tier of rebates from DLC Member Utilities. DLC Product Code: P000017B2 IESNA LM-79 & LM-80 Testing: RAB LED Luminaires have been tested by an independent laboratory in accordance with IESNA LM- 79 and LM-80, and have received the Department of Energy "Lighting Facts" label. Construction IP Rating: Ingress Protection rating of IP66 for dust and water Cold Weather Starting: Minimum starting temperature is -40" F (-40° C) Maximum Ambient Temperature: Suitable for use in 104" F (40"C) ambient temperatures Housing: Precision die-cast aluminum housing, door frame arm and wall bracket. Mounting: Die-cast aluminum wall bracket with (5) 1/2" conduit openings with plugs. Two-piece bracket with tether for ease of installation and wiring. Arm: Die-cast aluminum with wiring access plate. "AB L I G H T I N G Project: Type: Harbor Freight Wall pack W10 Prepared By: Date: CEA 5-16-17 Driver Info LED Info Type: Constant Current Watts: 104W 120V: 0.95A Color Temp: 3000K 208V: 0.59A Color Accuracy: 70 CRI 240V: 0.51A L70 Lifespan: 100000 277V: 0.44A Lumens: 12979 Input Watts: 108W Efficacy: 120 LPW Efficiency: 96% Cutoff: Standard (15°) Lens: Tempered glass Reflector: Specular vacuum metallized polycarbonate. Gaskets: High -temperature silicone Finish: Formulated for high -durability and long lasting color. Green Technology: Mercury and UV free. RoHS compliant components. Polyester powder coat finish formulated without the use of VOC or toxic heavy metals. LED Characteristics LEDs: Four multi -chip, high -output, long -life LEDs. Lifespan: 100,000-hour LED lifespan based on IES LM-80 results and TM-21 calculations. Color Consistency: 3-step MacAdam Ellipse binning to achieve consistent fixture -to -fixture color. Color Stability: LED color temperature is warrantied to shift no more than 200K in CCT over a 5 year period. Color Uniformity: RAB's range of CCT (Correlated Color Temperature) follows the guidelines of the American National Standard for Specifications for the Chromaticity of Solid State Lighting (SSL) Products, ANSI C78.377.2011. Electrical Driver: Constant current, Class 1, 100-277V, 50/60 Hz, 4kV Surge Protection, 700mA, 100-277V = 0.95A, Power Factor 99.3%. THD: 4.9% at 120V, 9.8% at 277V Power Factor: 99.6% at 120V, 92% at 277V Other California Title 24: See WPLED104/BL for a 2013 California Title 24 compliant product. Any additional component requirements will be listed in the Title 24 section under technical specifications on the product page. Patents: The design of the WPLED104 is protected by patents pending in US, Canada, China, Taiwan and Mexico. Country of Origin: Designed by RAB in New Jersey and assembled in the USA by RAB's IBEW Local 3 workers. Need help? Tech help line: (888) RAB-1000 Email: sales@rabweb.com Website: www.rabweb.com Page 1 of 2 Copyright ) 2014 RAB Lighting Inc All Rights Reserved Note: Specifications are subject to change at any time without notice WPLED104Y Technical Specifications (continued) Other GSA Schedule: Equivalency: Buy American Act Compliant: Suitable in accordance with FAR Subpart 25.4. Equivalent to 40OW Metal Halide. This product is a COTS item manufactured in the Warranty: Optical United States, and is compliant with the Buy American Act. RAB warrants that our LED products will be free from BUG Rating: defects in materials and workmanship for a period of Recovery Act (ARRA) Compliant: five (5) years from the date of delivery to the end user, B1 U1 G3 This product complies with the 52.225-21 'Required including coverage of light output, color stability, driver Use of American Iron, Steel, and Manufactured performance and fixture finish. Goods-- Buy American Act-- Construction Materials (October 2010). Dimensions Ordering Matrix Family WPLED 12 1/8- 30.8 cm 9 3/8' 23.8 cm Cutoff Watts Color Temp Features High performance LED light engine Maintains 70% of initial lumens at 100,000 hours Weatherproof high temperature silicone gaskets Superior heal sinking with die cast aluminum housing and external fins Replaces 40OW MH 100 up to 277 Volts 5-year warranty Finish Voltage Photocell Bi-Level Blank = Standard 104 = 104W Blank = 5000K (Cool) Blank = Bronze Blank = 120-277V Blank = No Photocell Blank = No Bi-Level C = Cutoff Y = 3000K (Warm) W = White /480 = 480V /PCs = 120V Swivel /BL = Bi-Level FC = Full Cutoff N = 4000K (Neutral) /PCS2 = 277V Swivel Need help? Tech help line: (888) RAB-1000 Email: sales@rabweb.com Website: www.rabweb.com Page 2 of 2 Copyright © 2014 RAB Lighting Inc. All Rights Reserved Note Specifications are subject to change at any time without notice Attachment 1: Narrative, Location Map, and Soils Map 1775 Shelburne Road 1. Introduction Watershed Consulting Associates, LLC are writing on behalf of 1775 Shelburne, LLC to apply for a State Individual Stormwater Discharge Permit pursuant to General Permit INDS for the above referenced project. 2. Project Description The proposed Harbor Freight Facility on 1775 Shelburne Road, South Burlington Vermont involves new commercial construction of a building, parking area, truck turn -around, access drive, and sidewalk. Development for the 1775 Shelburne Road Development project consists of 1.19 acres of new impervious surface. The project site is located off from Shelburne Road also known as Route 7. The newly proposed development consists of one building that is accessed from the public road. The project is under jurisdiction of the Environmental Protection Rules, Chapter 22 as it is within the Bartlett Brook watershed. 3. Existing Condition The 1775 Shelburne Road site is currently undeveloped with a mix of grass and woodland landuse coverage. The only impervious surface that currently exists on site is a sidewalk that runs parallel to Route 7 and a partially constructed access road. The existing sidewalk will be incorporated in the site design, while the existing assess road will be partially removed and redeveloped with conduction of the new access drive. A wooded wetland area and Bartlett Brook occupies the western edge of the property. Under existing conditions there is one discharge point on the northwest corner of the drainage area. As the land slopes to the west, rainfall currently appears to infiltrate or sheet flow and travel to the wooded wetland area and then Bartlett Brook. Bartlett Brook flows into Shelburne Bay of Lake Champlain. There are two dominate soil types within the project area. On the northern half of the site soils are mapped as Belgrade and Eldridge soils with 3 to 8% slopes. These soils are typically loamy fine sands that are moderately well drained and have a medium rated runoff class. The Belgrade and Eldridge soils have been assigned to Hydrologic Soils Group (HSG) B series soils. On the southern half of the site soils are mapped as Vergennes Clay soils with 12 to 25% slopes. These soils are clays that are moderately well drained and have a very high rated runoff class. The Vergennes Clay soils have been assigned to HSG D series soils. 4. Existing Stormwater System 1775 Shelburne Road does not currently have coverage under an existing stormwater permit, as it is an undeveloped site. There is no formal stormwater system on the project site. 5. Proposed Stormwater System: i) Description of Impervious Area: The future conditions at the Harbor Freight Facility include 1.19 acres of new impervious surface. ii) Receiving Body: Bartlett Brook iii) Fish Habitat Designation for Receiving Water: Cold Water iv) Description of compliance with each of the 5 Unified Sizing Criteria in the 2002 VSMM Vol. I including the treatment practices or credits/waivers used to meet each of the following standards: (a) Water Quality Treatment Standard (WQv): 1. S/N 001: The required WQv is met by two grass channels that manage runoff from the building rooftop and the sidewalk. The remaining WQv for the parking lot is managed within the permanent pool in the wet pond. (b) Groundwater Recharge Treatment Standard: The groundwater recharge standard has been met by the two grass channels. (c) Channel Protection Standard (CPv): 1. S/N 001: The required CPv is met by the wet pond. (d) Overbank Flood Protection Standard (Qp10) : 1. S/N 001: The required Qp 10 is met by the wet pond. (e) Extreme Flood Protection Standard (Qp100): This standard is waived as less than 10 acres of impervious surface existing (and is proposed) on the site. The following items are attached for review: (only included in State Stormwater submittal package) • Complete NOI form • Attachment 1: Narrative: Narrative, Location Map, Soils Map, Existing Conditions Map, and Future Conditions Map. • Attachment 2: Worksheets: Schedule A's, waivers and BMP worksheets- grouped by discharge point. • Attachment 3: Modeling: Runoff modeling and calculations demonstrating; compliance with the applicable treatment standards. 2 • Attachment 4: Plans: Pertinent plan sheets with all required information outlined in Part 5 of the General Guidance Document. A check in the amount of $1,263.40 Payable to "State of Vermont". 3 A 143 ir y I _ bs Q4 Z a Legend m ^ Post Drainage Area ro 4 t .• k,4'*Site Location B a 'S H E I. Location Map 4 1775 Shelburne Road GATERSHEP 0 0.5 1 Miles I I l South Burlington, VT Map Produced:4/11/2017 Bartlett Brook - Legend Post Drainage Area - Stream Centerline Hydrologic Soil Group B C D N 0 75 150 Feet I i I Soils Map 1775 Shelburne Road South Burlington, VT RENEENC7 I&ATERSHEP �owsuvInc -95" Map Produced: 4/11/2017 Existing Conditions Map i& A 1775 Shelburne Road ATERSHED 0 50 100 Feet I i I South Burlington, VT Map Produced:4/11/2017 Future Conditions Map 1775 Shelburne RoadATERSHEL� A 50 100 Feet i I i South Burlington, VT Map Produced:4/11/2017 ARTICLE 14 SITE PLAN and CONDITIONAL USE REVIEW 14-1 CODE COMPLIANCE REVIEW 14.05 Application, Review, and Approval Procedure A. Pre -Submission (Sketch Plan). Prior to a formal submission, the applicant should meet in person with the Administrative Officer and other City officials as desired to discuss the proposed site plan. The intent of such a conference is to enable the applicant to inform the Department of Planning and Zoning of the proposal prior to the preparation of a detailed site plan and for said Department to review the basic site design concept, advise the applicant as to potential problems and concerns, and to determine generally the type of information to be shown on and submitted with the site plan. The applicant met with staff on March 30, 2017 to review the proposed improvements. B. Submission. A site plan generally shall be prepared by a registered architect, licensed landscape architect, licensed land surveyor, licensed engineer, or professional land planner. The site plan shall be submitted to the Development Review Board for approval. The plan has been prepared under the guidance of David Marshall, P.E. C. [Reserved]. D. Application for Site Plan. A site plan application and five (5) sets of plans, including one copy reduced to 11" by 17" and one copy in digital form, each drawn to scale, shall include the following information for the Administrative Officer to deem the application complete and ready to send to the Development Review Board for its review: (1) Legal data: (a) A list of the owners of record of abutting properties, which may be generated by the Department of Planning and Zoning or by the applicant. This is attached in the application materials. (b) Boundaries of existing zoning and special districts on the subject property and adjacent zoning and special district boundaries. The perimeter boundary survey is included in the plan set. (c) Area and boundaries of the property, building or setback lines as required in this chapter, and lines of existing streets and adjoining lots, as shown on a survey. These are shown on the site plan in the plan set. (d) Streams, drainage ways, and associated stream buffer areas as set forth in Article 12. There are none of these features on the property but the stream just to the south of the property is depicted on the plan. (e) Reservations, easements and areas dedicated to public use, if known, shall be shown. Easements are required for the installation of the water service main and for the stormwater discharge to the receiving water. The extents of these easement are depicted on the site plan. South Burlington Land Development Regulations Effective May 6, 2013 ARTICLE 14 SITE PLAN and CONDITIONAL USE REVIEW 14-2 (f) Lot dimensions and survey data, and section and lot numbers of the subject property. The perimeter boundary survey is included in the plan set. There is no proposed subdivision of the property. (2) General project description: (a) The title of the development, date, North arrow, scale, name and address of the owner of record and of the applicant, if other than the owner, and of the engineer, architect, landscape architect or surveyor preparing the plan shall be shown on a preliminary site plan map. The title block of the plan set includes this information. Where the applicant or owner is a corporation, the Development Review Board may require the names and addresses of all officers, directors and principal stockholders of said corporation. The preferred scale shall be not less than one (1) inch equals thirty (30) feet. The site plans are shown at a scale of 1 " = 20'. (b) Such map shall show the applicant's entire property, adjacent properties, streets within two hundred (200) feet of the site, approximate location and dimensions of all existing structures, and location of all existing structures on adjacent properties and within one hundred (100) feet of the site boundary. At the discretion of the Administrative Officer or Development Review Board, the required area of the site plan may be increased. Sheet C1.0 shows all of this information. (c) Such map shall show proposed structures, access points, and general internal circulation. Sheets C2.0-3.0 show all of this information. (d) Existing and proposed contours at a maximum vertical interval of two (2) feet. These are shown on Sheet C2.1. (3) Existing conditions: (a) Location of existing structures on the site, and showing all site conditions to remain. These are shown on Sheets C1.0 and C1.1 (b) Location of watercourses, waterbodies, wetlands, floodplains, and floodplain boundaries as determined by the Federal Emergency Management Agency or as mapped by the City of South Burlington, watercourses, wetlands, rock outcrops, wooded areas, existing vegetation, and other significant natural features on the site. These are shown on Sheets C1.0 and C1.1 (c) Topographic contours and profiles as needed.' The existing condition contours are shown on Sheets C1.1 (d) Existing structures and access points on adjacent properties, including those directly across a public street. These are shown on Sheet C1.0 (4) Development data: (a) All means of vehicular access and egress to and from the site onto public streets, and all provisions for pedestrian access and circulation. Sheets C2.0-3.0 show all of this information. South Burlington Land Development Regulations Effective May 6, 2013 ARTICLE 14 SITE PLAN and CONDITIONAL USE REVIEW 14-3 (b) One set of preliminary plans, elevations, floor plans, and sections of proposed structures showing the proposed location, use, design and height of all structures, roads, parking areas, access points, sidewalks and other walkways, loading docks, outdoor storage areas, sewage disposal areas, landscaping, screening, site grading, and recreation areas if required. Plans shall also show any proposed division of buildings into units of separate occupancy and location of drives and access thereto. Sheets C2.0-3.0 show all of this information along with the Architectural elevations. (c) The location and layout of any off-street parking or loading areas, traffic circulation areas, pedestrian walkways, and fire lanes. Sheets C2.0-3.0 show all of this information. (d) Analysis of traffic impacts, if required by the traffic overlay district and/or the DRB. The calculations depicting the VTE generation and comparison to the traffic overlay district allowances are attached. (e) Lot area in square feet and acres, and lot coverage calculations including building, overall, and front yard coverage. These are shown on Sheet C2.0 (f) The location of all proposed waterlines, valves and hydrants and sewer lines or of alternative means of water supply and sewage disposal and treatment. These are shown on Sheets C2.0 and C4.2 (remaining portion of the water main to the south of the site. (g) Cut sheets for all proposed outdoor lighting within the site. The specific models are identified on Sheet C2.2 while the catalog cuts are included in the application package. (h) Preliminary grading, drainage, landscaping and buffering plan in accordance with Article 13, Supplemental Regulations. The grading plans is shown in Sheet C2.1 while the landscaping plan is shown on Sheet C2.3 (i) The extent and amount of cut and fill for all disturbed areas, including before -and - after profiles and cross sections of typical development areas, parking lots and roads, and including an erosion and sedimentation control plan, and proposed locations of sediment sink/setting pond and interceptor swales. The "neat" cut and fill analysis shows that the site will require 1700 CY of fill. (j) Proposed stormwater management system, including (as applicable) location, supporting design data and copies of computations used as a basis for the design capacities and performance of stormwater management facilities. A portion of the supporting information being submitted to the State Stormwater section is attached. (k) Detailed specifications and locations of planting, landscaping, screening, and/or buffering materials. The proposed landscaping plan is shown on Sheet C2.3. Peter Norris of Greenhaven Gardens prepared the design and CEA completed the drafting. (1) The location of all existing and proposed site improvements, including drains, culverts, retaining walls and fences. These are shown on Sheet C2.O. South Burlington Land Development Regulations Effective May 6, 2013 ARTICLE 14 SITE PLAN and CONDITIONAL USE REVIEW 14-4 (m) The location of any outdoor storage for equipment and materials if any, and the location, type and design of all solid waste -related facilities, including dumpsters and recycling bins. Sheet C2.0 shows the proposed dumpster while Sheet C4.0 shows the proposed enclosure details. (n) Location and design of all energy distribution facilities, including electrical, gas, and solar energy. Sheet C2.0 shows the proposed power and natural gas lines. Solar panels are not proposed on the site at this time. (o) Lines and dimensions of all property that is offered, or to be offered, for dedication for public use, with purpose indicated thereon, and of all property that is proposed to be served by deed covenant for the common use of the property owners of the development. None is proposed. (p) Estimated project construction schedule, phasing, and date of completion. There is no proposed phasing of the project. Construction is slated to begin, August, 2017 with completion in Spring 2018. (q) Estimated cost of all site improvements. This is depicted on the application at $460,000. (r) Estimated daily and peak hour traffic generation, and an estimate of traffic generation during the peak hour of the adjacent street traffic. This is identified in the traffic overlay district VTE computation which is included in the application package. (s) Finished grades of walls, pavements, and storm drains. This is depicted on Sheet C2.1. (t) Detailed plans of retaining walls, steps, ramps, paving, and drainage structures. All supporting details are shown on Sheets C4.0 — C4.4 (u) Estimate of all earthwork, including the quantity of any material to be imported to or removed from the site or a statement that no material is to be removed or imported. The "neat" cut and fill analysis shows that the site will require 1700 CY of fill. (v) Location and dimensions of all proposed water supply, sanitary sewerage, stormwater system, and other utility lines and equipment, including connections to existing facilities. These are depicted on Sheets C2.0 and C4.2 (w) Detailed landscaping plan, including type, size, and location of all materials used and plans for buffer screening and fencing in conformance with Article 13, Section 13.06, Landscaping, Screening, and Street Trees. The proposed landscaping plan is shown on Sheet C2.3. Planting details are shown on Sheet C4.4 (x) Locations, types, and cut sheets for all exterior lighting. The specific models are identified on Sheet C2.2 while the catalog cuts are included in the application package. (5) Other: Any other information or data that the Administrative Officer or Development Review Board shall require for a full assessment of the project pursuant to this article. South Burlington Land Development Regulations Effective May 6, 2013 ARTICLE 14 SITE PLAN and CONDITIONAL USE REVIEW 14-5 G. Waiver of Application Requirements. The Development Review Board shall have the authority to, when reasonable, waive any application requirements for site plan approval. Any such waiver may be exercised in the event any such requirements are 1) found not to be requisite in the interest of public health, safety, or general welfare or 2) inappropriate to a particular site plan because of the particular character or limited nature of a new development or change in use or conditions peculiar to a site or 3) will cause extraordinary and unnecessary hardship. Please see Section 14.07(E) later herein. 14.06 General Review Standards The following general criteria and standards shall be used by the Development Review Board in reviewing applications for site plan approval. They are intended to provide a framework within which the designer of the site development is free to exercise creativity, invention, and innovation while improving the visual appearance of the City of South Burlington. The Development Review Board shall not specify or favor any particular architectural style or design or assist in the design of any of the buildings submitted for approval. The Development Review Board shall restrict itself to a reasonable, professional review, and, except as otherwise provided in the following subsections, the applicant shall retain full responsibility for design. A. Relationship of Proposed Development to the City of South Burlington Comprehensive Plan. Due attention by the applicant should be given to the goals and objectives and the stated land use policies for the City of South Burlington as set forth in the Comprehensive Plan. B. Relationship of Proposed Structures to the Site. (1) 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 slopes away from Route & in manner that precludes ready integration o the proposed building at the same elevation as the Route 7 roadway. The design balance was to site the edge of the building as close to Route 7 as possible while providing a stable transition from the existing Route 7 sidewalk down into the site. The transition from the Route 7 sidewalk to the building entry is provided through a switchback walkway that has slopes of 5% or less so as to comply with accessibility requirements. (2) 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. The majority of the proposed parking is located to the side of the building. (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. Not requested (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. Not applicable as only one building is proposed for this lot. (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 South Burlington Land Development Regulations Effective May 6, 2013 ARTICLE 14 SITE PLAN and CONDITIONAL USE REVIEW 14-6 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. Not applicable as this is not a through lot nor is it located on an interstate. (3) 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 anticipated adjoining buildings. The existing building on both the north and south sides are one-story structures. The Poulin Auto Building to the north has a building footprint of approx. 11,000 SF. The Bouyea-Fassetts bulding to the southwest has a footprint of approx.. 55,000 SF. (4) Newly installed utility services and service modifications necessitated by exterior alterations or building expansion shall, to the extent feasible, be underground. All of the new utility services will be located underground. There is an existing electrical and communications overhead line that crosses Route 7 that is proposed to be relocated to the south of the parcel. The ability to complete the sending and receiving pit for a directional bore under Route 7 is limited by the proximity to stream corridors or a very limited rights -of -way not already encumbered with other utilities. When Route 7 was reconstructed, all of the existing overhead utilities were retained. This application seeks to adopt this same standard. This will call for the relocation of the existing utility pole from the northeast quadrant of the parcel to the southwest quadrant. The new electrical and communication (telephone and cable) services from the relocated pole will be run underground to the building. C. Relationship of Structures and Site to Adjoining Area. (1) The Development Review Board shall encourage the use of a combination of common materials and architectural characteristics (e.g., rhythm, color, texture, form or detailing), landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. The proposed landscaping plan provides a level equal to or greater than the existing screening features present along this section of the Route 7 corridor. (2) 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. The majority of the existing structures to the south of the site are oriented in the east -west direction similar to that proposed by this application. 14.07 Specific Review Standards A. Access to Abutting Properties. 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 or collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. The parcel is currently restricted by the presence of a thread of Potash Brook immediately on the south side of the site. The applicant has proposed the reservation of a future inter connection between this parcel and that to the north to facilitate the goals of this section. B. Utility Services. Electric, telephone and other wire -served utility lines and service connections shall be underground insofar as feasible and subject to state public utilities regulations. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and tn th,- -ow All of the new utility sendces will be located underground There is an South Burlington Land Development Regulations Effective May 6, 2013 ARTICLE 14 SITE PLAN and CONDITIONAL USE REVIEW 14-7 existing electrical and communications overhead line that crosses Route 7 that is proposed to be relocated to the south of the parcel. The ability to complete the sending and receiving pit for a directional bore under Route 7 is limited by the proximity to stream corridors or a very limited rights -of -way not already encumbered with other utilities. When Route 7 was reconstructed, all of the existing overhead utilities were retained. This application seeks to adopt this same standard. This will call for the relocation of the existing utility pole from the northeast quadrant of the parcel to the southwest quadrant. The new electrical and communication (telephone and cable) services from the relocated pole will be run underground to the building. C. Disposal of Wastes. 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). Small receptacles intended for use by households or the public (ie, non-dumpster, non -large drum) shall not be required to be fenced or screened. The application has identified a proposed location for a screened dumpster with the details of the proposed enclosure being outline don Sheet C4.O. D. Landscaping and Screening Requirements. See Article 13, Section 13.06 Landscaping, Screening, and Street Trees. E. Modification of Standards. Where the limitations of a site may cause unusual hardship in complying with any of the standards above and waiver therefrom will not endanger the public health, safety or welfare, the Development Review Board may modify such standards as long as the general objectives of Article 14 and the City's Comprehensive Plan are met However, with the exception of side yard setbacks in the Central District 1, in no case shall the DRB permit the location of a new structure less than five (5) feet from any property boundary and in no case shall be the DRB allow land development creating a total site coverage exceeding the allowable limit for the applicable zoning district in the case of new development, or increasing the coverage on sites where the pre-existing condition exceeds the applicable limit. The applicant is proposing a waiver of the parking requirements for the project. The required number of parking spaces is 76 with 69 spaces being proposed. This represents a reduction of 7 spaces or 9% of the required total which is less than the 20% maximum allowed in the SBLDRs . South Burlington Land Development Regulations Effective May 6, 2013 Harbor Freight 1775 Shelburne Road South Burlington Traffic Overlay Requirements 45 Zone 3 Allowable Peak Hour Trip Ends per 40,000 SF of Land Area 2.22 Acres of Land Area 96,703 SF of Land Area 108.8 Maximum No. of PN Peak Hour Trip Ends 15% Alowable Increase for Access to a Divided Highway 125.1 Max Allowable PM Peak Hour Trips w/o Mitigation 15,030 SF of Proposed Building 8.32 Max. Trip ends per 1000 GSF Proposed Conditions 810 Tractor Supply Store - Land Use Code (See ITE Description) 1.4 PM Peak Hour Trip ends per 1000 GSF (See Attached ITE chart) 15,030 SF of Proposed Building 21.0 Proposed PM Peak Hour Trips w/o Mitigation The proposed value is less than allowed value Land Use: 810 Tractor Supply Store Description A tractor supply store is a free-standing facility that specializes in the sale of agricultural and garden equipment, power tools, vehicle maintenance parts and heavy-duty outdoor machinery. They may also offer ancillary items such as clothing, footwear and other accessories. Additional Data Outside storage areas are not included in the overall gross floor area measurements. However, if storage areas are located within the principal outside faces of the exterior walls, they are included in the overall gross floor area of the building. Peak hour of the generator — The Saturday peak hour varied between 11:00 a.m. to 1:00 p.m. The sites were surveyed in 2008 in New Jersey, Source Number 737 1412 Trip Generation, 9th Edition • Institute of Transportation Engineers Q Tractor Supply Store (810) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 7 Average 1000 Sq. Feet GFA: 44 Directional Distribution: 47% entering, 53% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 1.40 0.75 - 1.83 1.24 40 -t 30--T--f- . T _ , i_ t___ , 40 41 42 43 44 45 46 47 48 49 50 51 X = 1000 Sq. Feet Gross Floor Area X Actual Data Points ------ Average Rate Fitted Curve Equation: Not given R2 = **** Trip Generation, 9th Edition • Institute of Transportation Engineers 1413 �� VERMONT State of Vermont Agency of 7),ansportation Policy, Planning & Intermodal Development Division Policy, Planning and Research Bureau Development Review & Permitting Services Section One National Life Drive [phone] 8o2-828-2653 Montpelier, VT 05633-5001 [fax] 802-828-2456 Vtrans.vermont.gov [ttd] 800-253-0191 1 LETTER OF INTENT 1 THIS IS NOT A PERMIT April 26, 2017 1775 Shelburne LLC J. Larry Williams 210 College Street, Suite 201 Burlington, VT 05401 Subject: South Burlington, US7, L.S. 14+15 — 17+25 LT and L.S. 11+10 LT Dear Mr. Williams: Your highway permit application to eliminate an existing access and construct a new 40-foot commercial access at L.S. 17+00 LT; reconstruct sidewalk; connect to existing water line at L.S. 11+10 LT; connect to sewer force main at L.S. 14+15 LT, and install hydrant; and relocate light pole, at the above -referenced location, has been reviewed and found to meet the requirements for work within the highway right-of-way. Please note that the removal of the light pole needs to be coordinated with District #5. Please contact Steve Guyette (802) 343-2188 to discuss the relocation of this light pole. Title 19 VSA § 1111 requires that we ensure compliance with all local ordinances and regulations relating to highways. Your highway permit application will be processed after you provide us with copies of your Act 250 and/or local approvals, including all conditions. In cases where local zoning does not exist, a letter from the legislative body of the municipality will be acceptable. When issued, the permit will contain, but will not be limited to, the attached Special Conditions. This commitment is valid for two years from the date of this letter. Should your other permits require a longer time period, please contact us relative to an extension of time. This Letter of Intent addresses only access to, work within, and drainage affecting the State highway. It does not address other possible transportation issues, such as access to town highways, use of private roads, and use of railroad crossings. If relevant to the proposed development, such issues must be addressed separately. If you have any further questions about this matter, please call me at (802) 279-1098. Sincerely, James Clancy Permit Coordinator Permitting Services Attachment Reviewed by: z,z. `1 Date: Craig S. Keller, P.E., C ief of Permitting Servi es cc: Town of South Burlington District Environmental Coordinator #4 (via e-mail) Chittenden County Regional Planning Commission 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 — 17+25 LT April 26, 2017 Page 1 of 5 SPECIAL CONDITIONS This permit is granted subject to the restrictions and conditions on the back of the permit, with particular attention given to the Special Conditions listed below. This permit pertains only to the authority exercised by the Vermont Agency of Transportation (Agency) under Vermont Statutes Annotated, Title 19, Section 1111, and does not relieve the Permit Holder from the requirements of otherwise applicable statutes, rules, regulations or ordinances (e.g., Act 250, zoning, etc.). The Permit Holder shall observe and comply with all Federal and State laws and local bylaws, ordinances, and regulations in any manner affecting the conduct of the work and the action or operation of those engaged in the work, including all orders or decrees as exist at present and those which may be enacted later by bodies or tribunals having jurisdiction or authority over the work, and the Permit Holder shall defend, indemnify, and save harmless the State and all its officers, agents, and employees against any claim or liability arising from or based on the violation of any such law, bylaws, ordinances, regulations, order, or decree, whether by the Permit Holder in person, by an employee of the Permit Holder, by a person or entity hired by the Permit Holder, or by a Subcontractor or supplier. The Permit Holder shall accomplish all work under this permit in accordance with the profile and notes of standard drawing C-213, copy attached, and standard drawing B-71, copy attached, and the attached plans date stamped April 6, 2017 Permitting Services. A preconstruction meeting to discuss work to be completed must be held prior to the Permit Holder's employees or contractor beginning work. The Permit Holder is required to notify the District Transportation Administrator five (5) working days in advance of such meeting. Please note that the Vermont Agency of Transportation is not a member of Dig Safe. The Permit Holder shall also contact Steve Guyette (802) 343-2188. Mr. Guyette will need to locate and mark all existing buried utility facilities owned by the Agency near the location of the proposed work. Please note that the removal of the light pole needs to be coordinated with District #5. Please contact Steve Guyette to discuss the relocation of this light pole. Roadway shoulder areas must be maintained free of unnecessary obstructions, including parked vehicles, at all times while work is being performed under this permit. All grading within the State Highway right-of-way associated with the proposed construction shall be subject to inspection and approval by the District Transportation Administrator or his or her staff. The Permit Holder shall be responsible for ensuring that all grading work in or on the State Highway right- of-way complies with applicable statutes, rules, regulations or ordinances. In areas to be grass covered, the Permit Holder shall restore turf by preparing the area and applying the necessary topsoil, limestone, fertilizer, seed, and mulch, all to the satisfaction of the District Transportation Administrator. The Permit Holder shall be responsible for ensuring that all turf restoration work in or on the State Highway right-of-way is in compliance with applicable statutes, rules, regulations or ordinances. In the event that area lighting proves to be a hazard to the traveling public, the Permit Holder will be ordered to remove or modify it at his or her expense to the satisfaction of the District Transportation Administrator. 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 — 17+25 LT April 26, 2017 Page 2 of 5 Open trenches or pits shall be filled at the end of each day. With permission from the District Transportation Administrator, trenches and pits may be left open for short periods of time if properly protected. In no case shall trenches or pits be left open over a weekend. The Permit Holder shall be responsible for ensuring that all trench or pit work in or on the State Highway right-of-way is in compliance with applicable statutes, rules, regulations or ordinances. Where a trench is excavated within the roadbed, all backfill material within 24 inches of the bottom of pavement shall be new material from a source approved by the District Transportation Administrator. All backfill material shall be placed in six inch layers and compacted to not less than 95% of the material's maximum dry density as determined by AASHTO Standard Method of Test, T-99, Method C, using air or mechanical tampers. (This is a contingency condition in the event the "open cut method" is approved during construction.) Upon completion of the work, the Permit Holder shall be responsible to schedule and hold a final inspection. The Permit Holder is required to notify the District Transportation Administrator five (5) working days in advance of such inspection. This permit does not become effective until the Permit Holder records, in the office of the appropriate municipal clerk, the attached "Notice of Permit Action". The access must be constructed in such a manner as to prevent water from flowing onto the State Highway. If the access is not constructed satisfactorily, the District Transportation Administrator can order reconstruction of the access at the Permit Holder's expense. This access will serve as the only access to this property and to any future subdivisions of this property unless approved otherwise by the Agency. The Permit Holder is required to allow a connection and to grant an associated right to pass between the access and adjoining properties (in the future) that will result in a combination of accesses to serve more than one property or lot. By issuance of this permit, the Agency revokes all previous permits for access to this property. The Permit Holder must install curbing or other suitable physical barriers to restrict ingress and egress of vehicles to the approved access only. Curb material is as specified on the attached plan date stamped April 6, 2017 Permitting Services. In the event traffic from this project increases to the point where traffic signals, additional lanes for turning or any other modifications are necessary, the Permit Holder shall bear the expense of such improvements or facilities. The Agency may require the Permit Holder to update or provide a traffic study to determine if additional modifications are necessary. The Permit Holder is responsible for access maintenance (beyond the edge of paved shoulder). "Access maintenance" will include, but not be limited to, the surface of the access, the replacement and maintenance of the culvert, as necessary, the trimming of vegetation, and the removal of snow banks to provide corner sight distance. In conformance with Vermont Statutes Annotated, Title 19, Section 1111(0, the Agency may eliminate this access in the future where development has burdened the highway system to such an extent that a frontage road or other access improvements (which may serve more than one property or lot) must 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 - 17+25 LT April 26, 2017 Page 3 of 5 be constructed to alleviate this burden. The Permit Holder shall bear the expense of the frontage road or other access improvements. The Agency shall determine the need of a frontage road or other improvements based upon and justified by standard Agency procedures. The Permit Holder shall pave the access (drive) from the edge of paved shoulder to the State Highway right-of-way. In the event of the Permit Holder's failure to complete all the work, approved under this permit, by the "work completion date," the Agency, in addition to any other enforcement powers that may be provided for by law, may suspend this permit until compliance is obtained. If there is continued use or activity after suspension, the Agency -may physically close the driveway or access point if, in the Agency's opinion, safety of highways users is or may be affected. Should any portion of the utility facility installed within the State Highway right-of-way require relocation due to future highway improvements, the Permit Holder shall bear all expenses, and all necessary adjustments shall be completed in a timely manner. The Permit Holder shall promptly and unconditionally pay for full repair and restoration of any and all damages to existing underground utility facilities (meaning any underground pipe, conduit, wire or cable, including appurtenances) that have been brought about by the execution of the permitted work. The Permit Holder also is required to pay for any costs to repair the highway following and resulting from any repairs to existing utilities occurring as a result of the work covered by this permit. Except with the specific, written permission of the Engineer, the Permit Holder or his or her contractor shall expose all underground facilities to verify their location and depth, at each location where the authorized boring or drilling work crosses a facility; and at reasonable intervals when closely paralleling a facility. Whenever possible, existing facilities should be crossed at a perpendicular angle. The Permit Holder shall be responsible for obtaining the modification of this permit, if necessary, for any additional survey work before initiating boring or drilling operations under the permit. The Agency will treat the Permit Holder's failure to fully, promptly, and conscientiously comply with all of conditions of this paragraph, including but not limited to the obligation to pay for repairs, as grounds for the Agency to refuse to grant any further requests by the Permit Holder for any other permits for subsurface work unless the Permit Holder furnishes irrevocable financial security, in a type and an amount deemed sufficient by the Agency in its sole discretion, prior to such future subsurface work. The Permit Holder shall verify the appropriate safety measures needed, prior to construction, so proper devices and/or personnel are available when and as needed. Traffic control devices, shall be in conformance with the MUTCD (Manual on Uniform Traffic Control Devices), Agency standards and any additional traffic control deemed necessary by the District Transportation Administrator. The Permit Holder's failure to utilize proper measures shall be considered sufficient grounds for the District Transportation Administrator to order cessation of the work immediately. The Permit Holder will perform construction in such a way as to minimize conflicts with normal highway traffic. When two-way traffic cannot be maintained, the Permit Holder shall provide a sign package that conforms to the MUTCD (Manual on Uniform Traffic Control Devices) or Agency standards, as well as trained Flaggers. The District Transportation Administrator may require a similar sign package with trained Flaggers whenever it is deemed necessary for the protection of the traveling public. In addition, the District Transportation Administrator may require the presence of Uniform Traffic Officers (UTOs); 1775 Shelburne LLC South Burlington, US7, L.S. 14+15 - 17+25 LT April 26, 2017 Page 4 of 5 moreover, the presence of UTOs shall not excuse the Permit Holder from its obligation to provide the sign package and Flaggers. The Permit Holder shall ensure that all workers exposed to the risks of moving highway traffic and/or construction equipment wear high -visibility safety apparel meeting the requirements of ISEA (International Safety Equipment Association) "American National Standards for High -Visibility Safety Apparel," and labeled as ANSI (American National Standards Institute) 107-2004, or latest revisions, for Performance Class 2 or 3 requirements. A competent person - one designated by the Permit Holder's Contractor to be responsible for worker safety within the activity area of the State highway right-of-way shall select the appropriate class of garment. The Engineer may suspend this permit until compliance is obtained. Independence; Liability: The Permit Holder will act in an independent capacity and not as officers or employees of the State. The Permit Holder shall defend the State and its officers and employees against all claims or suits arising in whole or in part from any act or omission of the Permit Holder or of any agent of the Permit Holder. The State shall notify the Permit Holder in the event of any such claim or suit, and the Permit Holder shall immediately retain counsel and otherwise provide a complete defense against the entire claim or suit. After a final judgment or settlement, the Permit Holder may request recoupment of specific defense costs and may file suit in the Washington Superior Court requesting recoupment. The Permit Holder shall be entitled to recoup costs only upon a showing that such costs were entirely unrelated to the defense of any claim arising from an act or omission of the Permit Holder. The Permit Holder shall indemnify the State and its officers and employees in the event that the State, its officers or employees become legally obligated to pay any damages or losses arising from any act or omission of the Permit Holder. Insurance: Before beginning any work under this Permit the Permit Holder must provide certificates of insurance to show that the following minimum coverages are in effect. It is the responsibility of the Permit Holder to maintain current certificates of insurance on file with the State for the duration of work under the Permit. No warranty is made that the coverages and limits listed herein are adequate to cover and protect the interests of the Permit Holder for the Permit Holder's operations. These are solely minimums that have been established to protect the interests of the State. Workers' Compensation: With respect to all operations performed under the Permit, the Permit Holder shall carry workers' compensation insurance in accordance with the laws of the State of Vermont. General Liability and Property Damage: With respect to all operations performed under the Permit, the Permit Holder shall carry general liability insurance having all major divisions of coverage including, but not limited to: Premises - Operations Products and Completed Operations Personal Injury Liability Contractual Liability 1.775 Shelburne LLC South Burlington, US7, L.S. 14+15 - 17+25 LT April 26, 2017 Page 5 of 5 The policy shall be on an occurrence form and limits shall not be less than: $2,000,000 Per Occurrence $2,000,000 General Aggregate $2,000,000 Products/Completed Operations Aggregate $ 50,000 Fire/Legal Liability Permit Holder shall name the State of Vermont and its officers and employees as additional insureds for liability arising out of this Permit. Automotive Liability. The Permit Holder shall carry automotive liability insurance covering all motor vehicles, including hired and non -owned coverage, used in connection with the Permit. Limits of coverage shall not be less than: $1,000,000 combined single limit. Permit Holder shall name the State of Vermont and its officers and employees as additional insureds for liability arising out of this Permit. ji �. •� 3 Y�'s r ' ;ply . - f!r!�l ._ !I I pp -Y, y f � ' J •' ti `' � � � � /T 1693 9HELSURNE RD., LLC ��"�w!• �I. -71 1775.SHELBURNE RD. LOT SIZE 6 96,762 S.F. 11c \ 77 . 'L. _ "i rIE ` ��tt, t- .r 'a•b r y�'�'• •- ' - :�t ,y ,,-,^ _ tiM ate-?`•.�!� :,./ 'T r• ,�!: \ • . I•' .` �. t }j •,pt��IynOUNT/SOUTH BURLINGTOR- tL LLC (�• ,•� .�. ^+ C31S ` E N17 LARK INNS LP S xLy a _�I 11 7777 �+ SSA GRAPHIC SCALE: SEE SHEET C1.1 FOR DETAILED EXISTING CONDITIONS rml TOPOGRAPHICAL INFORMATION OSM DSM 1775 SHELBURNE,LLC 270 COLLEGE ST. SURE 20I BURLINGTON, VERMONT r9war. OSI01 HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, VT LOCATION MAP ae tc OVERALL SITE PLAN MAP., 2017 •.. •,~^ t•=30' C 1 • O ]5170 LEGEND I cAh Im I w rnrowLBURNI msrw°c°nr°w � " O I � ml th,In,ItlNG /SY/.wR IW.. 0.5M y 1775 17— • \ 7 1 I I I I SHELBURNE, LLC :� '1 I � � ' I d• I 'I 27000LLEGEST SUITE 20I ACLU eMINGTON. vERA10NT --4oj r� ttT os/m U .,K=e.aw"e 1775 SHELBURNE RD. ` ! } I LOT SIZE = 96,762 S.F. 1 d, HARBOR FREIGHT f (2.22 AC.) I I i GENERAL NOTES 1 I ! 1 ✓ e1 p I 1 I1775 R N la SOUTH BURLINGTON, VI ,w[,w v..,n>,mw mMr cvanxcnuv °wcawm.cvwwa'� Tc" /I 1ii 1 ` \ I • Ir I m tl = I .,AAer enA.a,awi°t,w.rreo,o, °,•..,A"°.,.,aw„a� 1" \ \ `1'1' \ 11'1 �r �,r l I �� —^ / I r I ¢ + o,,.wo,,,o,"aoa.,to „o.�•A..°.,",«.,t,r�a,�o. \ 1 i / � I I o�rWT`LOCATION MAP r A If ' w.r�...,,w..�...ww.»w.,...,�,.",°,o"°,.,,•.,w., � 77—�\�--�--� ��°a�,wa,a„A,mca�,n,,,w°,w...•„ ,,.,.,a,..,,�," ,�\ \\ '� � r �eu�alhara+ j� '—M— � Mies r � I j _ a"".r,w .".d..,.,,.. as .wta ..,a a•. , r .. i � , EXISTING PERMR CONDITIONS SITE PLAN APR 06 ZV n","n"orww","n r, wrrww,wura,ror«,.w.,".°r, GRAPHIC SCALE ;,;A, 2017 „ PERMITTING iERVI -W C1.1 ,ww-w n 15170 WF ww tilt stoRm uT ! W^7RN I \ \ ` II�OOl9Y1111WIF BD POND !I I I r LEGEND 12 a Pno flose"o CtCGcSS�/GI 5. 1.jfec AL E � [NGiMEPNG ASSOCNiES. iPC. SAL os m . .a.l I �I H I I i i. .� n ". I 1775 SHEL6URNURNE,LLC arocoUMESi. SIMIE 401 awAna10N PEB mr owl raelPcr• HARBOR FREIGHT r 11 { = I IM SHELBURNE ROAD SOUM BURLINGiON, W I :� IrLu PROPOSED BUILDING F.F.E. = 150.0 /� ...... • I ,ulna, I I 15,0302 SF ° a { LOCATION MAP I ��nlYelluq:l,�llM.uLv aTDN \ •act r .A,,.,.P1 r.PP,.,Pa I --- I u` � 11 \'IA rew ' PROP SED O TRACTOR -TRAILER PERMIT # MOVEMENTS �G( Fi1IF11 (ARRIVAL) APR 06 i.;, i i y.,...,,... f HAI'HIC SCALY. PERMITTINL SERVICES z° C2.0 1 > / uNsf •xtnAw 1 1 1 Y%ATFfl i � FQflFOAY 1 \ i ii ICI 1 1` \ i � 5 1. `) STORM d•'•�y'•':•l,-II�Ot/fMgl LLC , 1 I \ POND 11 I LEGEND ZONING DISMM COAM49VC11L 2 PARKING SUMMARY M Allon PAGPMW Iam ar. 5 So— 110000RE . M16 • " Lor AREA dW AC. Lf AC. 70 ••-••x, Arr.w�Fw1��w.rw.�- w — LOTFRONTAGE 2w��00 - a Ir.+.o..w*...rl.srs - o �^^-� WliiMfEM�AOrA�/ - I - c FRONTSETBACK - 50 - _ ewvc• MIFSErBACK +0 1+' rD • xwr•, REM SETBACK Z >s ® uv •rwu wxNau BMD. COVERAGE 10%00R) 15.5% O o naro•eo c.rcx uux LOI COVERAGE 105:(61A%) 54.1% 0 O-U •Aoxo•EO NaNrxa[ FRONT YARD COVERAGE .N1N. MAX) 15.9% PERMIT oGr�n��r APR 06 1^,17 CMl CNCNf lxiNC ASSIXNIlS. NC •RiN\ n e;iu SAL DSA/ QSM ..xrx 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE T01 BURLINGTON. VERMONI ru+ccr. 05101 HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON, YF PROPOSED ! F CONDITIONS I I SITE PLAN I I GRAPHIC SCALE ANR. WIT L//]] I... V.O � I I J I a�I.EE . - IE I I CNt ERG.+EfV.wr � . • r ,. Dsm 1 1775 SHELBURNE, LLC zloc Sr I , I I omvea.� 20,E SUITE 10 r BURLING70N. VERAIOM ' Ei f I I u R�roM X401 Dire.. \ HARBOR FREIGHT 11 o' I o W1775 Z SHELBURNE ROAD SOUIHBURLMGTON. VF II I tc I u, H V1, M. YG/ffl PRUPOSED BUILDING F.F.E. = 150.0 > E I 15,030± SF w � _ ' - m uous�.utnww / � ' I LOCATION MAP 1 .i • PROPOSED _ = ` FERMIT# GRADING PLAN APR 06 2NII PERMITTING 3ERV_I ES C,RAYHIC SCALE. BAR Z017 ^ ' Y DRIVEWAY ENTRANCE PROFILE _ _.. +'=zo C2.1 X'• � n n 15170 mri+ur+uA ACCESSIBLE PARKING SIGN DETAIL BB.A..BBBK: � r ;; •� roKaKlw PM l0 1 AWOB• I—•—� L.f.J—n'—a STANDARD PARKING SPACE ACCESSIBLE PARKING SPACE =oMn 1.1A STRIPING1.1DETAIL ALL• LINE REPLACEMENT OF EXISTING PAVEMENT k T—® !- I BIKE RACK (PARK -IT -BIKE RACKS) OR APPROVED EQUAL .71 ACCESSIBLE PARKING MARKING DETAIL Bevel oaa�� wKa la�.•ses � r [y1f+o°uu(n —r, \ ,, I TYPICAL PAVEMENT SECTION a+s Me rw I NArw•Ar PAB1 "ro,+uMKI°KaM w,UUYign KOE L TRANSITION CURB DETAIL FRONT ELEVATION PLAN DUMPSTER ENCLOSURE .11 aaww Awraao�.ar wmlwrBT�a m�ar� wM•Ba�ll] A•a wAVA�wea .BltlalEallrl -� CAa ENGNEDAIIC A�u, a.:•.:m r" w• 1775 �« ^ •••^«_« °" "' ua co"a•n cu+r r°r. SHELBURNE, LLC CURB w/SIDEWALK DETAIL 210 COLLEGE ST SUITE $11 BURLMYGTON, VERMONT osaDt In"u+vnrr�our •BnvAw ++•. HARBOR FREIGHT 1I75 SHELBURNE ROAD SOUTH BURLINGTON. VT / OI eft °Mwi ,a of r1Ml R. aKw P+P.•,.+. PERMIT# RFrFnfPn CONCRETE SIDEWALK DETAIL APR 0 6 PERMITTING: SEA aar. uo �B.n SITE DETAILS *: ' aKOK,E �I � L.° AuaTMBM° - rwnw a (nv.l ..,. .�....... ]te ]fa AMR., 2017 REAR ELEVATION �;sHGwY C4.0 15170 - F- GATE VALVE DETAIL AFT ^0 d �— =w' NVDRANTASSEMBLY DETAIL WATER MAIN PLAN — ,.w :a TYPICAL WATER TRENCH DETAIL ma DJm mmm mmmmmm� D7rD®mmmmm®La mm mmm mmm� mmm D]� S ammII""^SSS22222FQQ2fLLLLLTTII4+la.�i 0 mmmmB]famY]mmm®0]mmm,iTSSm mm®Qlmmmmmm��9SmmIIIISmS�Ssri':: SS�IIY.++..k il•..� �•�i0 lDmmQlmmmm�.Smm S�Sm256.TS.2�2� m mvexu w /�IAI?Alf �0/IY.N t� drance uux PLANVIM I lA H......w .MIIwA WATERIBEWER CRO89ING OF REO'D) nsM osw 1775 SHELBURNE,LLC 210 COLLEGE ST SUITE 201 BURLMX3TON, VERMONT 05401 HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTHBURUNGTON, VI APR 06 2;? PERMITTING iERV ICES WATER DETAILS MM.. 20I7 •1••. Y1Y�• C4.2 16/70 CURB AND SIDEWALK GREEN TO E FLUSH STRIP 9� T— T'• nallAmoms CONCRETE APRON \SIAFAOADWAY CE A, cRi 5" FOR RESIDENTIAL DRIVES 8-FOR COMMERCIAL DRIVES TYPE 5 — LEVEL LANDING WITH RETURN RADIUS GREEN STRIP S� E E� .1! 5" FOR RESIDENTIAL DRIVES VFOR COMMERCIAL DROVES TYPE 7 — PARALLEL CROSSING WITH LANDING WAS ... VARIES. SDER1 VARES I" LIP r--------------------- _ y -2.OY. MAX. SLOPE ROADWAY -.... it .a.. SURFACE L_J V BITUMINOUS CONCRETE APRON SECTION B—B - - IMENERAL i+iOM I. THESE TYRCALS APPLY WHERE GRADE OF DRIVE IS BETWEEN -6.0% AND •7.0%. FOR GRADES IN EXCESS OF THESE, ALTERNATIVE CROSS SECTION OF RAMP ADD SIDEWALK MAY BE �t6 � ..7tPPROVEO-BY-i4/E-ENCIN@ER. 2. DUMMY JOINTS SHALL BE PROVIDED AT TRANSITIONS (GRADE CHANGES) OF RAMPS AND FLARES. -FOR RESIDENTIAL DRIVES FOR COMMERCIAL DRIVES 3. DRIVEWAY RAMPS TO BE PAID FOR AS PORTLAND CEMENT CONCRETE SIDEWALK. -4..SDEWALKS THAT. ARE-LESS..TRAN 5' WIDE REQUIRE 5' WIDE BY 5' LONG PASSING AREAS (NO GREATER THAN 2.0% CROSS SLOPE) AT INTERVALS NOT TO EXCEED 200'. DRIVEWAYS MEETING THESE REOUIREMENTS MAY BE USED AS A WHEELCHAIR PASSING AREA. 5. IN NO CASE SHALL THE CROSS SLOPE OF AN ACCESSIBLE ROUTE EXCEED 2.0%. TYPE 6 — LEVEL LANDING WITH FLARE SSEEE (NOTR EE -4 5" RESDENTIAL I/," HAD GREEN 8" COMMERCIAL1—j 2.0% MAX. — STRIP FULL SIDEWALK WIDTH ; • ;� .SDEWALKY 6- SUBBASE OABL) ;A SURFACE ---2.07. MAX. SLOPE _ Y'LP I i_ •' -g > ASPHALT TREATED FELT TO BE USED DETNEEN SIDEWALK AND CONCRETE ROADWAY SURFACE ) i 3' BIT. CONC. APRON OR VERTICAL rRANITE CUR8 (SLOPE VARIES) —PORTLAND ICEAAENT -CONCRETE SECTION A —A SIDEWALK OTHER STANDARDS REOUIREO: R-7t REVISIONS AND CORRECTIONS DEC. 14,1971 -ORIGINAL APPROVAL DATE OCT. 25,1985-REVISED TO CONFORM TO APPROVED v. PORTLAND CEMENT CONCRETE SIDEWALK pNT ACE,, °� �.��I_D�.��p --- 1986 SPECIFICATIONS N»T OF PROGRAM DEVELOPMENT DRIVE ENTRANCES WITH SIDEWALK AND _� JUNE 1.1994 - REISSUED WITHOUT CHANGE, UNDER NEW SIGNATURES. JAN. 3, 2000 -UPDATED TO REFLECT METRIC STD. rA�H✓- WL4!�? ROADWAY PROGRAM MANAGER GREEN STRIP --- CHANGES. NSPOR OCT, 14, 2005 -UPDED TO REFLECT REVISED TVAAGAT STANDARDS A Ff�• NIAr AOMINXNISTRAT TPA JAIL A RESIDENTIAL DRIVE 12' MN 2 ' MAX. NNWDy flA0IU5 = SEE NOTE THEORETICAL 5 RADIUS IN15 SHOIIOER WIDTH X R XR X 20' THEORETICAL RADIUS CLIMB l IF PRESENT 1 �-_ TREATED SHOULDER DER FOOE DF TRAVELED WAY ... A - 60° IDS PAVEMENT 90' DESIRABLE _J— I WO -WAY COMMERCIAL DRIVE WITH DIVISIONAL VG CENTERS, LARGE HOUSING DEVELOPMENTS, PLANTS AND SERVICE STA I IONS 4' NN. - LETICAL 24' MAX. U' ' 2 MAX. PROPERTY LINE AUIU5 MINUS THEORETICAL RA WIDTH SHOULDER IYIDTH D TRF CURD DIVISIONAL ISLAND SHALL NOT I EXCEED 4'HEICHi'(A1M) HAVE NO PROJECTpN THE CURB (EIGHT WITHIN THE BID W. LIMIT OF PARKING AREA ( SEE NOTE 4 ) OR OR ttEAR ZDIEI I 35' TNEDRETDALXRADIUS R.O.W. LINE 7 zD. X70'TIEORET ICLL RABA R IMF PRESEM 11- II.+�+J ` _ `=___ >_iIII GET SHOULDER EDGE i1NU DER EDGE OF TRAVELED WAY I\\� HIGHWAY E _^ A = 60° MINIMUM — PAVEIENI 90_OESNIL AE IETAIL G PERSPECTIVE SKETCH OFT DRIVE INTERSECTION SHOWING DEPRESSION CLEAR ZONE DISTANCE VARIES WITH s �pjA HIGHWAY CLASS AND TRAFFIC VOLUME. DEC. II, N92 -THIS SD SUPERCEDES B-TIT74 B-71A 1TANDAR3/12/90), AND B-13 02/14/70. )PIE 1, 1994 - REISSUED, WITHOUT CHANGE, UNDER NEW SIGNATURES. AR. 10, 1995 - REISSUED, WITHOUT CHANGE, UMOER NEW SIGNATURES. TV. 16, Z000 - CHANGES MADE TO CONFORM WITH LANGUAGE AND DIMENSIONS N ACCESS MANAGEMENT PROGRAM GUIDELINES. H 1, 2004 - CHANGES MADE TO SIGHT DISTANCE CF lY 8, 2005 TCHANCECONFMADE TTO�OFLFFTAlaSIITO T TOI OMMERCIAL DRIVE TO HE USED ONLY UtIAIL (: IWu-IvAT uPulYl.— -•--- UNDER SPECIAL CONDITIONS SINGLE STORES, BUSINESSES, SMALL HOUSING DEVELOPMENTS GINS SHEET IS INTENDED FOR USE BY DESIGNERS ON HIGHWAY PROJECTS W. RADIUS - AND N CONJUNCTION WITH A PERMIT FOR WORK WTHN RGHWAY RIGHTS THEORETICAL OF WIALY (FORM TA 2p1. ALL CONSTRUCTION REOUIREO DY IMF. RADIUS MINUS �" PERMIIT AND INDICATED ON THIS SHEET SHALL BE THE RESPONSIBILITY SNOUlOER WITH OF THE APPLICANT AND IS SUBJECT TO i[IF APPROVAL OF PROPERTY LINE '0• xµa CURBLON R.O.W. r R•5' H • WIDTH OF ACCESS FOR TI£ VT, AGENCY OF TRANSPORTATION. BILLER USED WITH THE PLANS ONE LAY TRAFFIC LIMIT OF PARKING AREA z UNl/IlY FOR A HIGHWAY CONSTRUCTOR PROJECT.THIS SHEET 6 INTENDED TO BE OPERATIONS OIN'-24'1 (SEE MOTE 4 1 40'IIA)NRIN a A GUIDE FOR THE DESIGNER ZONCERHING DRIVE. WIDTHS,"IZOMTAL, .-- _ R.O.W.LIE VERTICAL AND GEOMETRIC CHARACTERISTICS. SEE NOTE 2 -IO YHEdRE O L --I 2. ALL COMMERCIAL DRIVES SHALL BE PAVED FROM THE EDGE OF TILE PAWS IIINeAO 30`M14 RADI15 R-20' EDGE .-5'IN OO OFSMMLE OF TRAVEL t U '� 11PLlPJ PAVEMENT WA'! MINIMUM A —HGNWAY E� A• ED• D_UK 90_OF3IABLE DETAIL E RIGHT TURN LANE FOR COMMERCIAL DRIVE (UNSIGNALIZED INTERSECTIONS ONLY) SEE EI USE WITH DETAILS C AND D WHEN VOLUME WARRANT5 FOR 5g RIGHT TURN LAWS ARE MET,. _ _ - SEE NOTE 4 1 __ RO,W. LINE X X 3O MN RADIUS , / MIN. RADIUS 30' LESS SHOULDER MTN 1F PRESENT I EDGE OF' TMVEAID HAT! -- PAVEMEW 90° OFSRMIE HGHIIAY E • STORAGE LENGTH 6 VARIABLE DEPFNWO ON TAPERS TRAFFIC VOLUME AND MOST BE ADJUSTED TO SPEED OPRI JO 35 40 50 PROVIDE PROPER DECELERATION LENGTH. SPEED OANIPTIfTI 100 35 HO NO REFER TO VAOT STANDARD Ei92 RATE ad IOU DA fad DETAIL H PROFILE OF.DRIVE INTERSECTION SHOWING 5" DEPRESSION ( CUT SECTION ) S. 5" �� METER EO�y-i _AD OERtEssDN LETDTH i A� OPoVE GRADE) (15 X MAX. FOR AT LEW A—J 12 FEET FROM PORT CU.VERT F NEEDED TO BE SIZE OF VERTICAL NTFABECIW SHOWN ON PLANS BUT 1D LE THAN 6 "INSIDE DIAMETER . (SEE NOTE 7 1 TRAYELEO WAY TO THE HGNWAY RIGHT -OF -NAY TO THE 3O THEORETICAL (RU A6 FAR HEST POINT OF CURVATURE ON THE. ORNEiAY EDGE OR AS RADIUS III L) DIRECTED BY THE DISTRICT TRANSPORTATION ADMWNISTRATOR.INIS PAVING I CINB (E PRESENTI --- - - - - - - E METAL IS NACATEO IN DETAILS (D T14RU F)BY HATCHING, E 3. MPTH OF SUBBASE AND PAYEMDEr TO BE THE SNIIANE AS SHOULDER EDGE ODT RIGAY OR AS SHOWMAN DETAIL J WITHIN IIE'rWTS'CF'THE EDGE OF TRAVELED WAY 5, ` HGNWAY RIGHT-OF-WAY. A ° PAVEAIFNi 4. V 60• yN,Iy MIN. EHICIK.AR ACCESS FROM PARKING AREAS TO THE RIGHT-OF-WAY HIGHWAY 90° DESIRABLE AT OTHER THAN APPROVED ACCESS POINTS WILL BE PREVENTED BY THE CONSTRUCTION OF CURBING OR OTHER SUITABLE PHYSICAL BARRIER. 7N5 DETAIL WILL ALSO APPLY TO COMMERCIAL SERVICE ORNES,WNEN AUTNORZED.HAYNG 5. F CURB IS PRESENT. SEE APPROPRIATE CURB DETAIL STANDARD OR A MAXIMUM 11OTH OF 20'. TIE SERVICE DRIVE WILL HAVE A "SFRVICE VEHICLES ONLY" MATCH TOWN/CITY STANDARD CURB TRF.AIMIENT. SIOR PLACED AT THE HCHNAY ROW LNE.SDN SHALL BE O"X 24" AS I'MICRDEO N THE "STANDARD HIOIWAY S 000I" A SUPPLEMENTAL Pl6LOATON TOMU'CO. S. WHERE. TRAFFIC VOLUME FOR A PROJECT IS SUBSTANTIAL THE gGFNCY NAY RFOARF. SPECIAL LANES FOR ISM SIGNALS Ofl OTHEfl DETAIL F MINIMUM HORIZONTAL SEPARATION UETWEEN MWIFOATIONS. BASED ON TRAFFIC S UOF.S THE AGENCY WILL DRIVEWAYS AND INTERSECTING SIDEROADS OETFRIANF SPEC6IC TREATMENT TO BE USED. ON DEVELOPER PROJECTS THE.. AGENCY WILL DORK WITH THE APPLICANT TO IMPLEMENT CHANGES TO THE STATE HIGHWAY. y s Ws w 7. CRCL'1 AR DRAINAGE CULVERTS UNDER DRIVES SHALL HAVE A >- MMMUM INSIDE DIAMETER (1.D.)OF 15". PPE ARCHES B USED UNDER DRIVE5 SMALLHAVE A MINIMUM 717510E CROSS' SECTTOWAL Gi ag.i AREA EOUVALENT TO THAT PROVIDED BY A 15" ORCLLAR PIPE. z di �s� H, B. THE OFFSET BETWEEN THE PROPERTY LINE AND THE EDGE VARIABLE ~ OF THE DPoVEIIAY MAY BE GOVERNED OY LOCAL ONLY 1 LAWS. c VARIABLE BASED ON POSTED SPEED I OHIVF.NAY IIIOTH RESTRICTIONS SF:oYlN PERTAIN ONLY TO THE AREA DASED ON -230� I WHO ER HIGHWAY R.O.W THE END OF IRE TURNING RADIUS POSTED I WHICHEVER IS GREATEST. S FAQ j 9. EWAY GRADES STEEPER THAN THOSE SHOWN MAY BE Al. LOBED AS LONG AS A 20'APPROACH AREA 6 ACHIEVED FOR SHSUL THE VEHICLE TO PAUSE OEFOIE ENTERING THE HIGHWAY. TRAVELED WAY OWERE CURB A SIDEWALKS EXIST. SEE STANDARDS C-2A A C-2B1 --m"AT (-------- '------------------ 10. INTERSECTION SIGHT OSTANCCS,EOUAL TO OR GREATER THAN THOSE TMVEIED WAY SHOWN BELOB.SHOUA BE PROVIDED IN BOTH DIRECTIONS FOR ALL DRIVES ENTERING ON PUBLIC NIGHWATS. UNLESS OTFERNISE APPROVED BY THE AGENCY OF TRAHNSPORTATION. MINIMUM UNLESS NO OTHER REASONABLE ACCESS 6 AVAILABLE AND PRIOR APPROVAL IS INTEBISECTIN SIGHT DISTANCE 15 MEASURED FROM A PORT ON THE ° GRANTED BY THE VAOT ITEMS SUCH AS TRAFFIC SIGNALS, HIGH TRAFFIC VOLUMES. DRIVE AT LEAST 15 FEET FROM THE EDGE OF TRAVELED WAY OF TIE OR FUNCTIONAL CLASS OF HIGHWAY SHOULD BE CONSIDERED WHEN OETERYMD ADJACENT ROADWAY AND MEASURED 0 FROM A NULWIT O' EYE D J.. APPROPRIATE SEPARATION DISTANCE. WHEN CURRENT RECOMMENDED SEPARATION FEET ON THE DRIVE TO A HEIGHT OF 3.50 FEET ON THE ROADRAY, 0N57ANCE CANDT 0E OBTAINED RESTRICTION OF T(HIEIG MOVEMENTS MAY BE REOUNED. DETAIL I PROFILE OF DRIVE INTERSECTION ( FILL SECTION) SIGHT DISTANCE cITART lal to, EDGE OF EDGE OF LENGTH -0" M.SHOULDER TRAVELED WAY 20' 1 -37, MAX. GRADE I -O 03 1 I MA% -_-- sUBGRADE LINE I SECTION 2v Lay" AOCREGATE SURFACEEND (OPTIONAL) _E '-VER TO AASHTO sumckAGE LINE SEE DRIVE SIDE SLOPES TABLE SIDE DESIGN GUIDE'. kT CULVERT ENDS ltlr-- AS NEEDID) POSTED SPEED DESIGN SPEED I M.PR.1 MINIMUM STOPPED. SIGHT DSTANCE FTI -IITI'DRSEGTDN . SIGHT DLS7ANCE PT) 5 29D 30 _ zoo 335 35 250 390 705 9 45 360 - SOD 50 425 .555. ' 55 495 6D 60 510 665 65 645 720 THE ABOVE VALUES "A POLICY ON GEOMETRIC ARE TAKEN FROM THE 2004 AASHTO DESIGN OF HIGHWAYS L STREETS." NOTE ,ADVANCE WARNING SIGNS WILL BE REOUREDBELOW IF OBTAINABLE M INTERSECTION SIGHT DISTANCES ARE BELOW MINIMUM STOPPING ' 3„ SIGHT DISTANCES. DRIVE SIDE SLOPES LOCATION OF SLOPE SLOPE RATE THE CHART 6 ENTERED TO SELECT DESIGN VALUES BASED ON THE POSTED SPEED LIMIT N MPN VALUES FOR DESIGN ARE V X 40 MPH K OR FLATTER CAI.CILATED BASED ON THE DESIGN SPEED NH MPH, IN DES • ASSUMES A CAP OF 7.5 SECONDS N TIE TRAFFIC STREAM ON BAN AREAS. OR W C 40 MPH h2 ALLOWABLE THE HIGHWAY "NAME BASED ON THE. RGHWAY DESIGN SPEED N MPH.THS ALLOWS A STOPPED PASSENGER VEHICLE TO ENTER OUT CLEAR 20HE h2 OR FLATTER TFE MARLINE FROM THE DRIVE WITHOUT UNDULY INTERFERING WITH THE HIGHWAY OPERATIONS. APPROVED ONY ACEN / ECTOR OF ROOCC/RAN DEVELOPMENT STANDARDS CST A ND A lC9 ��US O REj SID NTIAL �P� _0 CIIE�OF4F (TIES RD PFAMITSANO PERMITS J A 17iCOMMERCIAL 1'r�1 asR.C�1\ 1�L,{�Fw y� C N�L�I DRIVES F�,D g � ��l_..•,.�_ 'i. �l°Il l`X%�iC'1�I�1L� :l�'IIiI 0' �� 4NSPORTP �0 FEDERAL HGNWAY ADMWSTRATDN L A� TRUCK TURN -AROUND CIVIL ENGINEERING ASSOCIATES, 10 MANSFIELD VIEW LN., SO. BURLINGTON, VT 05403 INC. Cjhk HARBOR FREIGHT Pr 1,5ect170 a 802-864-2323 FAX: 802-864-2271 a PARKING LOT GREENSPACE DRAWING Scale: 1" =40' Drawn by SAL C 1 0 Date MAY, 2017 Checked by DSM SOUTH BURLINGTON VERMONT I . ray From: Dave Wheeler Sent: Friday, June 09, 2017 3:12 PM To: Emily Nosse-Leirer Cc: ray Subject: RE: Harbor Freight Site Plan Review Question Emily, The Stormwater Section has reviewed the "Harbor Freight" site plan prepared by Civil Engineering Associates, Inc., dated May, 2017 and last updated on 5/30/17. We would like to offer the following comments: 1. This project is located in the Bartlett Brook watershed. This watershed is listed as stormwater impaired by the State of Vermont Department of Environmental Conservation (DEC). Also, the project proposes to create greater than 1 acre of impervious area and disturb greater than 1 acre of land. It will therefore require a stormwater permit and construction permit from the Vermont DEC Stormwater Division. The applicant should acquire these permits before starting construction. 2. The applicant should confirm that requirements in Section 12.03(C)(1) are met and that the Water Quality Volume is infiltrated using Low Impact Development (LID). If it is not possible to infiltrate the volume of stormwater runoff specified in Section 12.03(C)(1), please provide justification and demonstrate why the use of LID approaches is not possible, in accordance with Section 12.03(D)(1)(d). 3. The applicant should provide any hydraulic modeling files that are available. 4. The Vermont Stormwater Management Manual (VSMM) indicates that a maintenance access should be provided in order to facilitate equipment for maintenance of stormwater ponds. It is recommended that the 8' wide berm is reinforced for vehicle access to the outlet structure. 5. The DRB should include a condition requiring the applicant to regularly maintain all stormwater treatment and conveyance infrastructure. Thank you for the opportunity to comment, Dave ...... . David P. tVheeter ---- i "x %tant Storm i ater Superintendent Department a f �'tablr: '?�,Lrb"�. C fti of South tiL€t23�ton (862) fz 3-` 51 J %t- 6113 Notice - Under Vermont's Rrblic Records Act, all e-mail, a -mail attachments as well as paper copies of documents received or prepared for use in matters concerning City business, concerning a Citv official or staff, or containing information relating to City business are likely to be regarded as public records which may be inspected by any person upon request, unless otherwise made confidential by law. Ifyou have received this message in eror, please notify us immediately by return email. Thank you for your cooperation. From: Emily Nosse-Leirer [mailto:enosse-leirer@ccrpcvt.org] Sent: Tuesday, June 06, 2017 2:17 PM To: Dave Wheeler <dwheeler@sburl.com> Cc: ray <ray@sburl.com> Subject: Harbor Freight Site Plan Review Question Hello Dave, I'm filling in as a temporary development review planner during the City's hiring process. I'm writing with a question about the Harbor Freight application you're reviewing for the DRB right now. I haven't seen your comments yet, but Ray asked me to drop you a line about the curbing in the parking lot. We just noticed that while there is curbing along the front of the lot, there is not curbing on the other sides of the lot, and he wanted to make sure that was reflected in your review. Thank you! Emily CITY OF SOUTH BURLINGTON CERTIFICATE OF SERVICE I hereby certify that on this 9th day of June , 20 17, a copy of the foregoing public notice for zoning application [type of application] # _77-17 _S [application number], 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: (full names and addresses) 1693 SHELBURNE RD LL;� 1693 SHELBURNE RD, S. BURLINGTON, VT 05403 LARK INNS LP/JOHN LAR,4 410 SHELBURNE RD, S. BURLINGTON, VT 05403 k.". SMART SUITES LLC 410 SHELBURNE RD, S. BURLINGTON, VT 05403 CATAMOUNT S BURL LQ. 210 COLLEGE ST, STE 201, BURLINGTON, VT 05401 CATAMOUNT MIDDLEB4,9,, 210 COLLEGE ST, STE 201, BURLINGTON, VT 05401 Dated at Burlington [town/city], Vermont, this 9th day of June 12017 Printed Name: Phone number and email: Justin Dextradeur 802-734-9217 Signature: _ --- Date: 6/9117 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 ray From: David Marshall <dmarshal I@cea-vt.com> Sent: Wednesday, May 24, 2017 11:51 AM To: ray Subject: 1775 Shelburne Road, LLC Harbor Freight Hi Ray - Please accept my apology for the cover letter for the application which incorrectly identifies the square footage of the building as 15,310 SF when the plans and remaining portions of the application correctly identify it as 15,030 SF. Please advise if you need any additional action items on this. Thank you David S. Marshall, P. E Civil Engineering Associates, Inc. 10 Mansfield View Lane South Burlington, VT 05403 P 802-864-2323 x310 F 864-2271 , oI N/F 1693 SHELBURNE RD., LLC •�\.. � _*yam �. . � 16 1775.8HELBURNE RD. LOT SIZE = 96,762 S.F. (2.22 AC.) "N/F ` • �\ CQTAMOUNT/MIDDLEBUFO' .-LLC - 01. p • Its. x ,•� �. CATAMOUNT/SOUTH BUR LINGTOFF• 7 z �.,. ` ; • LLC ,. •. T< SITE ENGINEER: CIVIL ENGINEERING. ASSCXIATES. INC, 10 MANSFIELD VIEWLANE, SOUTNBURUNGTON, I? 05403 R02.B 2= FAN BO2RN22]1 weG. WNw cee r[cam • CDP.RR DRARN SAL :, !1 CHECKED .:.,.., „ ... N DSM N; F i• JOHN LARKIN INC., - O • LuLU ��►`r ir N/F LARK INNS LP- Lu 0 7�1 --w a 1 • .' I* v r: V. . AL A It .4. MMAL PHOTO CWJKMBYOF: 0000LE WITH SEE SHEET C1.1 FOR DETAILED EXISTING CONDITIONS TOPOGRAPHICAL INFORMATION GRAPHIC SCALE ( IN FEET ) I inch — 30 It. APPROVED DSM oH\ee. 1775 SHELBURNE, LLC 210 COLLEGE ST. SUITE 201 BURLINGTON, VERMONT 05401 PROJECT HARBOR FREIGHT 1775 SHELBURNE ROAD SOUTH BURLINGTON. VT IAll" AiN LOCATION MAP 1• - 200V OVERALL SITE PLAN MAY, 2017 1 "=30 V l . O P— NO. 15170