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BATCH - Supplemental - 1741 Spear Street
Ad4L%* DELL _TRU ,%10,�* Consulting Engineers February 7, 2018 Ray Belair Planning & Zoning Administrative Officer City of South Burlington Department of Planning & Zoning 575 Dorset Street South Burlington, Vermont 05403 Subject: Synergy Development, Chaplin Lane- Stormwater Certifications TCE Project # 14-087 Dear Ray: Based on our observations during and post construction, we certify that the stormwater treatment systems located within the Synergy Development site on Chaplin Lane are in general conformance with the approved plans. We have observed the system during stormwater events and have confirmed that the system is operating as designed. As -built shots were obtained on the stormwater pond located on the west side of Lot 1. As -built shots were obtained for the location of the Unit 3B house and pool only. The small stormwater pond on the northwest side of Lot 3 was adjusted slightly during construction. TCE's survey crew staked out the proposed adjustments, which included accounting for the proposed pond volume. Please refer to the attached Synergy Development Record Drawing C9-01, last revised February 7, 2017. Should you have any questions, please do not hesitate to contact me directly. Sincerely, Jennifer A. Desautels, P.E. Sr. Project Manager/Engineer ) 4 7 H 13L.;Jy Ar Ro',-t, )_ :ji e t'.c r:t-t.t:c}tti 0 _ �• L! ,hD 2� / 3 � � �I I Taw I_... �.�.,,.+I 29,30 APCA POND Q356, It / LOTS ^I I - : .+ - g.: vl1. ........•... t...•RCF G. FI. ,' 92,364S 01 ' IB Poo, 2.12 Acm �I ! .. ll . ' � I yAT � •' Q O BOAS j 18C:%?• j� � � :. • '' �,• .1 PS A. c .... .. { Ig. 7 CHAPLIN LANE 'r .. `�� / 4 k-.CC' Co S/' R'✓/ RCITAR Nv+JF-• II( /: ,y.'r/ - q f �" yam{ E r . rya 1 - L17 tC: r • N/ .4 - .1(S777u0 /l - _ I�' ('%157F"i :; PAP I.C41 ' FR lvA77.R SfRV II V CyA v > ... O 8. LLON Q\ LOT 2 ptinL+ AL. TAPON /.O ,. 3 a675 ASa. FT. O 1 i 1 1 . l A. TATIO O \� i ! -' i0 .7 c1e8 t.O .fig " R=357.8 • E,t 0 , : ` ' RETAINING I E•911 ADDRESS : •. I LOT 1 \ 9 M , ( I o Wnli z "Rslt ® _ I 1. ' I SIMP.CI M �•✓ 1"JF..F .11a I32,- / � b -'f� 1 0 l I If /` r i 670 FT. • U ' ` a 1 - r 1 0.75 + .. _':l,aIl •,.... 1.. 1. 6,'-- ..T ._,....,.,... .� ... ::-,._.... I... , ,, .'� ,, ..,.. n E.911 ADDRESS r \ + 25 1 • IF 6" ill H LN NE I °•' +: • ... I I 6 - A5� PI \ 2" SUR 21 PVC .- - yy _ I `L I _D-� _ D - 32B --'-�-�M _ P.. Y _ _ ID - A P • - w H Fill XSTNIAi r P F!. I - -- - :. _ _- w En,FVEaT ........ � �\ WATER SFRVIr`.E I -366.88 SO a \ "i l a v r � •,P / M C COPPER JrII ITYr.ASHMt.N1'' if WATMA SERVCCr .361 i , w v 8 I + ' • (7 lay )� Graphic Scale a' .uvn .. t F,C .P. .vAr �L URA7PJ I F••t �f L � HEADA I LEGEND PAVEDDRIVEORROAD SIGN 4 GRAVEL DRIVE OR ROAD - - - - - - - - - - - SEWER MANHOLE fSMH) O TREE LINE STORM DRAINAGE O MANHOLE (D-) TOPOGRAPHIC CONMURS -- --- -12d - - - CATCH BASIN (CB) ❑ STREAM ---<--- _ OUTLETOR E-,Fc ION SEWER MAINS AND SERVICES VALVE w SEWER FORCEMAIN---rN--- CURB STOP (Cl) WAIERMAINS _-- --_ AND SERVICES w FIREHYORANTfHYO) (`7 STORM DRAINAGE ---D-- END CAP [ LIQUID PROPANE _-- --_ OR NATURAL GAS D UNUI POf£ Q OVERHEADPOWER --- --- MTC OR ID TRANSFORMER UNDERGROUND POWER -uv --- IRON PIPE - CABLE TELEVISION rv--- STEEL REBAR 3 PROPERTY LINE CONCRETEMONUMEN7 AEUTIERS PROPERTY - - - - - - - IRON PIN fIPJ O EASEMENTS BUILDING SETBACKS 1 30 0 30 60 90 120 RECORD DRAWING NOTES: I. THE PURPOSE OF TH E R ECORD D RAW IN G CC N DITIONS PLAN B TO DEPICT PERTINENT EXISTING CONDITIONS AS OF THE DATE OF SURVEY FROM JULY MI TO OCTOBER 2i15 AND AUGUST 20 17 TO NOV EMBER WI7. 2. BEA RINGS SHOW N ARE BASED UPC N VERMONT GRID N ORTH. 3. VERTICAL DATUM IS BASED O N NAVDBB(GEOD 12). 4. COORDINATE SYSTEM B BASED ON V ERMONT STATE PLANE U.S. SURVEY FEET!. 5. HORIZONTAL AND VERTICAL CONTROL ESTABLISHED WITH UK GPS OBSERVATIONS FRDMTHE VERMANTCORS STATION VTUV. A MIMBLE R6 RTK GPS UNIT WAS EMPLOYED FOR THESE OBSERVATIONS. b. THE LOCATIONOFIXISTMGUNDERGROUND UTILITIES AND IMPROVEME- SHOWN ARE BASED ON RESEARCH. UNLTIY PLANS PROVIDED BY OTHERS, AND/ORSURFACE EVIDENCE ENCOUNTERED AND WERE OBTAINED IN A MANNER CONSISTENT W ITH THE ORDMARY STANDARD OF PROFESSIONAL CARE AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR THE DESIGN ENGINEER. ADDITIONAL UTILITIES NOT SHOWN MAY EXIST. ENGINEER SHALL BE NOTIFIED IF ANY DISCREPANCIES ARE ENCOUNTERED, ACTUAL LOCATION OF UNDERGROUND UTILITIES MAY VARY. DIGSAFE MUST BE CONTACTED PRIOR TO ANY EXCAVATION. CALL ]-BB * SAFE (S44-7233). 7. PERIMETER BOUNDARIES SHOWN HEREON BASED ON A SUBDIVISION PLAT FOR SYNERGY DEVELOPMENT, U.C. DATED 2/1607. DATE OF SURVEY 6/2611A BY TRUDELL CONSULTWG ENGINEERS. B. THE POND SHOWN ON LOT I E DRAFTED USING AS -BUILT SURVEY SHOTS. THE POND SHOW N ON LOT 3 C DRAFTED USING PROPOSED STAKE OUT SHOTS. - TRUDELL CONSULTING ENGINEERS (TCE) TH 15 PLAN IS SUITABLE FOR THE PURPOSE Of A "RECORD DRAWING" THIS RECORD PLAN IS BASED ON ACTUAL FIELD LOCATION OF SURFACE EVIDENCE TAKEN ON AUGUST AND AND NOVEN:EER 28. -7 BY TRUDELL CONSULTING ENGINEERS (TCE). THE ACTUAL UNDERGROUND LOCATION MAY VARY 5LIGHTLY FROM THE PLAN. THE PROPERTY LINES SHOWN ON THIS PLAN ARE BASED ON A SUBOIVEION PLAT FORSYNERGY DEVELOPMENT ULC BYTRUDELL CONSULTING ENGINEERS. THE INTENT E THAT EASEMENTS ASSOCIATED W EH THE NEW UTILRIES SHOULD RUN WITH THE ACTUAL PHYSICAL LOCATIONS. BEFORE USING THESE PLANS ENSURE THAT YOU HAVE THE LATEST REVISION LAST REVISED: 1 02/07/2018 LOT3FORC rat SMH R=367.65 ffN=362,51 (8" PVC) ifN=362.00 (2" PVC) i,N=361.95 (8" PVC) MT=361.53 (10, PVC) SMH R = 372.76 IN = 3,56.52 (6" PVC) RN = 367.71 (2" FM) MT = 366.52 (8" PVC) tee LANIN! rel . Ear,„ <O, iMENTA'- a'%n BLA1R. s:AItK :x::AD i 'A:wsmx. •n_RM9N* esdrs 802 879 6:531 I WyfN.TCEVT.COM -I-, N. D•aedp#- De» BY TAX ID u.. elm«. D-1l 1. U.I.. a III-b. -, Ih.w Drodnq. en Inbnda hw pMiminary pW.-g .owdl.- w Ih dM1- db6phn.. w uNIN.x and/w opp-I hwn Ih. 1.9U1elwy ouMwM.a. mar e..:.ee IN.na.a Pa Ponah.cHen amwbea 9N..a nd.a such w merh.d eppmv.d by a.. -f-, euMody R By - N 11- dmwine. bra cenahudion of - Proi.d, Ih. Own- n .. h IhPH Ih.y M1av 1-. approved, b»n•d nd -pW Ih. drewmgx oe8 n.c.uary p.rm Ix entl M1ay. mN wlh el epph-Pl• R-Wiliacphnex Indudln9 bW nN il- le, M. Eng+near and Ih. -bi-t 1 I-. m.w plan. -p My coved-Indudir bud 1 Tim- le, <enhod de<um.nh, a ift.fi- n.r/mnhadw e9 -K b.1-9 end m.eheni<N planx PHI-. and pubhc W Il I- and emer RM n. f p-mB. - condru.... ndbl. br flnel dad n end D own« endsli.g. A c r..pe In<naln .e.eW w locetl.n of bWkinga shown I 9 an Pr.P m m nimum A- (5) M --d any bu Idinq and <eerd n•hne Bml uNNy -... ch--.n en Ih•., plena d Pdw It ..In9 Ih". plan. M ....b. len Icy- M. us - Nab ceded ME W .n.un Ih. Rb. eon»Ins H- mod ,..f mI.- S Th.- Drewlnpa era ap.dflc b M. rreNd eM an nol henalwebl. 4a indrum.nh of a.rvlew M.a. -in and c mn Ih..wl --d by WE - M .xduev. prep•Hy. Ch-g- to Ih. d-1.9. moy enly b. mad. by ME If n db<ev.W dh.Y 0 b• b ghl» IM1a.z... oI TCE i-di.hdy. 6. It 1, M. Ua-a r.apondbtlNy le -- Ihi. copy <enleina Ih. meal cun•n1 r-»onx R unaun PI.- ME ' r; crvu i OFr, 2W 'rrrrrr6/Ill�jll111\\�\`\ I h iiNe Synergy Development, LLC Chaplin Lane South Burlington, Vermont Sh- N.H. Record Drawing Dale' 12/26/2017 S.W. Shown Prged Numb-: _ 16-195 Dmwn By: RMP oi•d En9inean JAD pp oved By: JAD -d Book 325 C9-01 SYNERGY DEVELOPMENT, LLC 7 CHAPLIN LANE SOUTH BURLINGTON, VERMONT PROJECT DESCRIPTION: THE PURPOSE OF THIS PLAN SET IS TO DEPICT THE NEW SINGLE-FAMILY RESIDENCE ON LOT 3 (UNIT 3B). UNIT 3A REFERS TO THE EXISTING SINGLE-FAMILY RESIDENCE ON LOT 3. Owner/Applicant Engineer: SYNERGY DEVELOPMENT, LLC TRUDELL CONSULTING FINGINEERS (TCE) 151 MURPHY ROAD 478 BLAIR PARK ROAD CHARLOTTE, VT 05445 WILLISTON, VT 05495 (802)879-6331 SUBMISSION SET (FOR PERMITTING) Drawing Index COVER C1-00 LEGEND AND NOTES C1-01 SUBDIVISION PLAT C1-02 EXISTING CONDITIONS C2-01 SITE PLAN C5-01 LOW RISK EPSC HANDBOOK C5-02 LOW RISK EPSC HANDBOOK C8-04 UNIT 3B DETAILS C8-05 UNIT 3B DETAILS USE AND INTERPRETATION OF THE DRAWINGS BEFORE USING THESE PLANS ENSURE THAT YOU HAVE THE LATEST REVISION LAST REVISED: mNa/zon PRELIMINARY L FINAL SUBMISSION TCE PROJECT NO: 14-087 Ec e4N-10 TRUDELL CONSULTING ENGINEEPS \\F\lE `O� I VE'��i crel� T` =W FEB 17 2017 City of So. Burlington SITE PAVED DRIVE OR ROAD GRAVEL DRIVE OR ROAD PAVED DRIVE OR ROAD WIN CURB FLEE ONE FLAP WEMND LIME TOPOGRAPHH: CONTOURS STREAM SILT FENCE UTILITIES SEWER MANS AND SERVICES SEWER FORCEMAIN WATER MANS AND SERVICES STORM DRANAGE CURlAINORAIN UNDERDRAN ROOF DRAIN FOOTING DRAIN LID UN) PROPANE OR NATURAL GAS OVERHEAD POWER UNDERGROUND POWER OVERHEAD TELEPHONE UNDERGROUND TELEPHONE OVERHEAD POWER 0 TELEPHONE UNDERGROUND POWER 0 TELEPHONE OVERHEAD POWER. TELEPHONE A CABLE UNDERGROUND POWER, TELEPHONE 0 CABLE CABLE TELEVISION FIBER OPTIC SURVEY PROPERTY UNE RKMEOF-WAYLNE EASEMENTS FENCE STONEWALL BUILDING SETBACKS LEGEND NOTE: EXISTINI PROPOSED REMOVED/ABANDONED SITE ....................................... SIGN 12, X SOME INFORMATION MAY BE PROVIDED BY OTHERS AND COULD BESHOWN WITH A DRI EREW SYMBOL NOT SHOWN ON THIS LEGEND. HOWEVER. THEY ARE LABELED ON RFSPECIIVE PLANS, IN SOME CASES A CHANGE IN SCALE OR PRINTER CAN ALTER INFORMATION TO NOT SHOW AN EXACT MATCH ON THB LEGEND, IF ANY QUESTIONS EXIST CONTACT THE ENGINEER TO CIARIFY. ADDITIONAL LEGEND INFORMATION IS SUPPLIED SEPARATELY ON EROSION CONTROL PLANS AND SOME SURVEY PLATS. EXISTING CONDITIONS NOTES: 1. THE PURPOSE OF THE EXISTING CONDITIONS PLAN B TO DEPICT PERTINENT EXISTING CONDITIONS AS OF THE DATE OF SURVEY. 2. BEARINGS SHOWN ARE BASED UPON VERMONT GRID NORTH. 3. VERTICAL DATUM 6 BASED ON NAVDBB IGEOD I2). 4. COORDINATE SYSTEM BBASED ON VERMONT STATE PLANE (LB, SURVEY FEET). 5. HORIZONTAL AND VERTICAL CONTROL ESTABLISHED WITH RTK GM OBSERVATIONS FROM THE VERMONT CORS STATION V LV. A TRINERE R6 RTK CAPS UNIT WAS EMPLOYED FOR THEE OBSERVATIONS. UTILITIES SEWER MANHOLE (SMH) SEWER CLEANOUT (CO) PUMP STATION (PS) STORM DRAINAGE MANHOLE (DMH) CATCH BASIN (CBI STORM DRAINAGE CLEANOUF II OR END LSECTION VALVE CURB SOP (CS) FIRE HYDRANT INTO) WATER SUPPLY WELL END CAP BLOWOFF UTILITY POLE MTC OR TRANSFORMER TELEPHONEMANHOLE TELEPHONE PEDESTAL WMINAIRE BOLLARD UGH! TELEVISION PEDESTAL FIELD CALCULATED POINT OBSERVATION WELL PERCOLATION TEST SOIL TEST PF SDI, RORNG BENCHMARK SURVEY IRON PIPE STEEL REPAR CONCRETEMONUMENT MARBLE OR STONE MONUMENT IRON PN I") .RECORD DRAWING REQUIREMENTS: II TIE TCJ ALL BENDS. VALVE. JOINTS. CONNKTOES AND DEIGN FEATURES SHALL BE PROVIDED. TIE SHALL N PULLED FROM EASILY LOCATABLE PERMANENT ABOVE GROUND FEATURE THATARE VISIBLE YEAR AROUND SUCH AS BUILDING CORNERS. HYDRANTS. SEWER AND STORM OWN COVERS THAT WILL BE CLEARED IN WIMER. UTILITY POLE, ETC. REFRAIN FROM PROVIDING TIE WITH ACUTE ANGLE. TIE SHOULD BE PULLED AT ANGLES AS CLOSE TO 90 DEGREES AS POSSIBLE. TIES WAIN ANGLE TOO ACME MAY BE REJECTED. 2) RECORDINFORMATION SHALL INCLUDE BOTH VERTICAL AND HORIZONTAL LOCATIONS. THIS INCLUDES BUT IS NOT OWED TO FINISHED FLOOR EEVATIONS. RIMS AND INVERTS OF STRUCTURES AND PIPING, INVERtS AT CROSSINGS, EPIC 31 ANY UTILITIES ENCOUNTERED THAT ARE NOT SHOWN ON THE PLANS SHALL BE ADDED TO THE PLANS WITH APPROPRIATE TIES. 4) TIES SHALL INCLUDE ALL UTILITIES INSTALLED BY CONTRACTOR WHICH INCLUDE BUT ARE NOT LIMITED TO SEWER ,WATER. STORM, ELECTRIC , CABLE, TELEPHONE, GAS, ETC. 5) RECORD DRAWINGS SHALL BE SUPPLIED ON BOTH HARD COPY AND ELECTRONIC DATA. ELECTRONIC DATA SHALL BE COMPUTER -AIDED DESIGN LOAD) FILES INCLUDING NATIVE FILE FORMATS IDWG). 6) THE CONTRACTOR SHALL SUBMIT PROJECT PHOTOGRAPHS, THE INFORMATION WILL BE SUBMITTED TOME ENGINEER IN ELECTRONIC FORMAT WITH EACH PICTURE BEING LABELED BY DATE, LOCATION AND ACTNIIY. AT A MINIMUM ME CONTRACTOR WALL SUBMIT PICTURE Of ALL THRUST BLOCKS. CONNECTIONS TO EXISTING FACILITIES AND STRUCTURE BEFORE AND AFTER BACKFILL. PROVIDE AUXILIARY LIGHTING AS REQUIRED 10 PRODUCE CLEAR. WELL -I n PHOTOGRAPHS WITHOUT OBSCURING SHADOWS. THE CONTRACTORS LL MAINTAIN ONE CHECK SET OF PHOTOGRAPHS AT THE SINE FOR REFERENCE. UPON REQUEST THE CONTRACTOR SHALL PROVIDE PICTURES OF VARIOUS AREAS DEEMED NECESSARY BY THE ENGINEER OR OWNER. 71 CE" CATIONS BY ME ENGINEER AND SUCCESSFUL TEST RESULTS DO NOT RELIEVE ME CONTRACTOR OF PILL COMPLIANCE WITH THE DEIGN PLANS, SPECIFICATIONS AND PERMITS SHOULD A DEFICIENCY BE DISCOVERED AFTER SAID CERTIFICATION OU TESTING. SYMBOL EXISTING PROPOSED REMOVED/ABANDONED a � a O • O O • O ❑O we ❑O ® R M TT4 tii Q 1l- L C 8 B • -a ❑ ❑ O • O 00 H as 23 AA Y • FOUND TO BE SET • 0 O ■ ❑ 0 • 991 PROJECT INFORMATION: OWNEt OF RECORD: JASON PIDGEON SYNERGY DEVELOPMENT. LLD 151 MURPHY ROAD CHARLOTTE. VERMONT 05<45 I. TAXPARCELID: 1640-01741 2. PHYSICAL ADORE55 1741 SPEAR STREET OF PROP.- SOUTH BURLINGTON. VERMONT Q5,0 3. OVERALL PROJECT SIZE: 3.62 ACRES 4. ZONING DISTRICT: RESIDENTIAL I / RESIDENT. 2 APPLICANT: SYNERGY DEVELOPMENT, LLC 151 MURPHY ROAD CHARLOTTE, VERMONT 05445 CIVIL ENGINEER: TRUDELL CONSULTING ENGINEERS ITCE) ATTN. JENNIFER DESAUTELS, PE 478 BLAIR PARK ROAD WILLISTON, VT 05495 PHONE: 1=)879-6331 _4_ CONSTRUCTION NOTES FOR CONTRACTOR & CLIENT/OWNER: I. CONTRACT DOCUMENTSTHESE PLANS WERE PREPARED BY TRUDELL CONSULTING ENGINEERS(ICEI AND ARE INTENDED TO BE USED N CONJUNCTION WITH THE STANDARD GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT. RCJBD PREPARED BY THE ENGINEERS JOINT CONTRACT DOCUMENTS COMMITTEE (EJCDCI, LATEST EDITION. COPIES ARE AVAILABLE AT W W W.NSPE.ORG/EJCDC 2. UNDERGROUND IMPROVEMENTS. THE LOCATION OF EXISTING UNDERGROUND UTILITIES AND IMPROVEMENTS SHOWN ARE ASSUMED BASED ON RESEARCH, UTILITY PLANS PROVIDED BY OTHERS, AND/OR SURFACE EVIDENCE AVAILABLE AND WERE OBTAINED IN A MANNER CONSISTENT WITH THE ORDINARY STANDARD OF PROFESSIONAL CARE AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR THE DESIGN ENGINEER. 3. DIFFERING SUBSURFACE OR PHYSICAL CONDITIONS: IF CONTRACTOR BELIEVES THAT ANY SUBSURFACE OR PHYSICAL CONDITION AT OR CONTIGUOUS TO THE SITE THAT IS UNCOVERED OR REVEALED EITHER: III IS OF SUCH A NATURE AS TO ESTABLISH THAT ANY "TECHNICAL DATA" ON WHICH CONTRACTOR RELIED IS MATERIALLY INACCURATE', OR (2) IS CESUCH A NATURE AS TO REQUIRE A CHANGE IN THE PLANS/ CONTRACT DOCUMENTS: OR (3) DIFFERS MATERIALLY FROM THAI SHOWN OR INDICATED IN THE PLANS/CONTRACT DOCUMENTS: OR (4) IS OF AN UNUSUAL NATURE. AND DIFFERS MATERIALLY FROM CONDITIONS ORDINARILY ENCOUNTERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE CHARACTER PROVIDED FOR N THE PLANS/CONTRACT DOCUMENTS: THEN CONTRACTOR SHALL. PROMPTLY AFTER BECOIWNG AWARE THEREOF AND BEFORE FURTHER DISTURBING ME SUBSURFACE OR PHYSICAL CONDITIONS OR PERFORMING ANY WORK IN CONNECTION MEREWRH (EXCEPT IN AN EMERGENCY). NOTIFY OWNER AND ENGINEER ABOUT SUCH CONDITION. CONTRACTOR SHALL NOT FURTHER DISTURB SUCH CONDITION OR PERFORM ANY WORK IN CONNECTION MEREWRH (EXCEPT AS AFORESAID) UNTIL RECEIPT OF WRTITEN ORDER TO DO SO, ALL PARTIES INVOLVED (OWNER. ENGINEER. ARCHITECT. AND MUNICIPALITY IF APPLICABLE) SHALL AGREE UPON HOW TO PROCEED AND ANY RELATED COST IMPLICATIONS. 4. UTILITIES: PRIVATE AND PUBLIC UITUTIES SUCH AS ELECTRIC. TELEPHONE, GAS. CABLE. FIBER OPTIC ETC. ARE ME RESPONSIBILITY OF THE RESPECTIVE UE1I COMPANY. ANY INFORMATION SHOWN BY TCE SHOULD R CONSIDERED PRELIMINARY (USUALLY TO ASSIST WITH PERMITTING!. FINAL DESI CONSTRUCTION AND MAINTENANCE ARE THE RESPONSIBILITY OF RESPECTIVE UTILITY COMPANIES. COMPLIANCE WITH EASEMENTS AND REGULATIONS (STATE AND LOCAL) ARE THE RESPONSUUUTY OF RESPECTIVE UTILITY COMPANY. S. DIGSAFE: IN ACCORDANCE WFH VERMONT STATE LAW IVSA TITLE W CHAPTER 86 AND PSB RULE 3,800) THE CONTRACTOR SHALL BE RESPONSIBLE TO CONTACT DIGSAFE SYSTEMS, INC. "DIGSAFE". AT LEAST 48 HOURS . EXCLUDING SATURDAYS, SUNDAYS, AND LEGAL HOLIDAYS, BUT NOT MORE THAN 30 DAYS BEFORE COMMENCING EXCAVATION ACTIVITIES. EXCEPT IN AN EMERGENCY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PRE -MARKING THE SITE AND MAINTAINING DESIGNATED MARKINGS. FOR MORE INFORMATION ON DIGSAFE REQUIREMENTS SEE W W W.DIGSAFE.COM THE TOWN OF ESSEX WATER AND SEWER SYSTEMS ARE CONSIDERED A PRIVATE UTILITY AND ARE NOT INCLUDED IN THE DIGSAFE SYSTEM, AS SUCH, ME CONTRACTOR SHALL CONTACT THE TOWN OF ESSEX AT LEAST 48 HOURS BEFORE COMMENCING WORK TO LOCATE ALL WATER AND SEWER UTILITIES WITHIN THE PROJECT LIMITS. 6. JOBSRE SAFETY: NEITHER THE PROFESSIONAL ACTIVITIES OF TRUDELL CONSULTING ENGINEERS TICE), NOR THE PRESENCE OF ICE OR ITS EMPLOYEES AND SUB CONSULTANTS AT A CONSTRUCTION SITE, SHALL RELIEVE THE GENERAL COMRAC70R AND ANY OTHER ENTITY OF THEIR OBLIGATIONS, DUTIES AND RESPONSIMUTIES INCLUDING, BUT NOT LIMITED TO, CONSTRUCTION MEANS. MEMODS, SEQUENCE. TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING, SUPERNMNDING OR COORDINATING ALL PORTIONS OF THE WORK OF CONSTRUCTION IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY PRECAUTIONS REWIRED BY ANY REGULATORY AGENCIES. ICE AND ITS PERSONNEL HAVE NO AUTHORITY TO EX ROSE ANY CONTROL OVER ANY CONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYES IN CONNECTION WITH THEIR WONT OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CLIENT AGREES THAT ME GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR JOBSIIE SAFETY, AND WARRANTS THAT THIS INTENT SHALL BE MADE EVIONT IN ME CLIENT'S AGREEMENT WITH THE GENERAL COMRACTOR.IHE CLENT ALSO AGREES THAT ME CLIENT. TCE AND TOE CONSULTANTS SHALL BE INDEMNIFIED AND SHALL BE MADE 7. CODES AND STANDARDS COMPUANCETCE SHALL EXERCISE USUAL AND CUSTOMARY PROFESSIONAL CARE N ITS EFFORTS TO COMPLY WITH CODES. STANDARDS, REGULATIONS, AND ORDINANCES N EFFECT. ME OWNER ACKNOWLEDGES THAT SUCH REQUIREMENTS MAY BE SUBJECT TO VARIOUS AND CONTRADICTORY IWERERETATIONS. ICE. THEREFORE, WALL USE ITS REASONABLE PROFESSIONAL EFFORTS AND JUDGMENT TO INTERPRET APPLICABLE REQUIREMENTS AS THEY APPLY TO THE PROJECF, TCE, HOWEVER, CANNOT AND DOES NOT WARRANT OR GUARANTEE THAT ME PROJECT WILL COMPLY WITH ALL INTERPRETATIONS OF SUCH REQUIREMENTS. 8. CONSTRUCTION OBSERVATION: TCE MAY VISIT THE PROJECT AT APPROPRIATE INTERVALS DURING CONSTRUCTION TO BECOME GEN ERALLY FAMILIAR WITH THE PROGRESS AND QUALITY OF THE CONTRACTOR'S WORK AND TO DETERMINE IF THE WORK IS PRECEDING IN GENERAL ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE OWNER HAS NOT RETAINED TCE TO MAKE DETAILED INSPECTIONS OR TO PROVIDE EXHAUSTIVE OR CONTINUOUS PROJECT REVIEW AND OBSERVATION SERVICES. TCE DOES NOT GUARANTEE THE PERFORMANCE OF, AND SHALL NOT HAVE RESPONSIBILITY FOR. THE ACTS OR OMISSIONS OF ANY CONTRACTOR. SU&CONTRACTOR. SUPPLIER OR ANY OMER ENTITY FURNISHING MATERIALS OR PERFORMING ANY WORK ON THE PROJECT. TCE SHML NOT SUPERVISE. DIRECT OR HAVE CONTROL OVER THE CONTRACTOR'S WORK NOR HAVE ANY RESPONSIBILITY FOR THE CONSTRUCTION MEANS, MEMODS. TECHNIQUES, SEQUENCES OR PROCEDURES OF THE CONTRACTOR. IF THE OWNER DESIRES MORE EXTENSIVE PROJECT OWEVAUON OR FULUDME PROJECT REPRESENTATION, THE OWNER SHALL REQUEST SUCH SERVICES BE PROVIDED BY TCE AS ADDITIONAL SERVICES, 9. UTILITIES SHOWN ARE APPROXIMATE AND DO NOT NECESSARILY REPRESENT ALL UEUUES LOCATED ON OR ADJACENT TO ME AREA SURVEYED. THE CONTRACTOR SHALL FIELD VERIFY ALL UTILITY CO IFUGM. ALL DLSCREANCIES SHALL BE REPORTED TO THE ENGINEER. ID. ALL EXISTING UTILITIES NOT INCORPORATED INTO ME FINAL DESIGN ARE 70 BE REMOVED OR ABANDONED AS INDICATED ON THE PLANS. 11. ME 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. 12, ME CONTRACTOR SHALL REPAIR/RESTORE ALL DISTURBED AREAS (ON OR OFF THE SITE) AS A DIRECT OR INDIRECT RESULT OF THE CONSTRUCTION. 13. ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION IS ESTABLISHED. 14. PROTECT AND MAINTAIN ALL TREES OUTSIDE OF CONSTRUCTION LIMITS. 15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE FACILITIES AND UIILFIES. I& IN ADDITION TO THE REQUIREMENTS SET IN THEM PLANS AND SPECIFICATIONS. THE CONTRACTOR SHALL COMPLETE THE WORK IN ACCORDANCE WITH ALL PERMIT CONDITIONS, LOCAL PUBLIC WORKS STANDARDS AND ALL CONSTRUCTION SAFETY REGULATIONS. 17. ANY DEWATERNG NECESSARY FORME COMPLETION OFME SIMWORK SHALL BE CONSIDERED AS PART OF THE CONTRACT AND SHALL SE THE CONTRACTOR'S RESPONSIBILITY ITS. IF THERE ARE ANY CONRICTS OR INCONSISTENCIES WENT THE PLANS OR SHOMCPHOM. ME CONTRACTOR SHALL CONTACT ME ENGINEER FOR VERFICATKNN BEFORE WORK CONTINUE ON ME REMISI IN QUESTION_ 19. ALL SYSTEM COMPONENTS HANKS, PIPE, JONTSI SHALL BE WATERTIGHT. 20, CONTRACTOR TO ADJUST ANY POTABLE WATER LINE CROSSINGS AND CONSULT WITH ENGINEER TO MEET REQUIREMENTS SHOWN ON ME DETAIL SHEEI'W ATER/SEWER CROSSING" DETAIL, 21. SEWER LATERAL CONNECTIONS ARE SHOWN FOR CLARITY. CONTRACTOR TO CONSULT WITH ENGNEER AND SUPPLY BENOS, CLEANOUTS,ETC. AS NECESSARY TO FACILITATE PROPER CONNECTION BETWEEN FOUNDATION WALL AND SEWER MAIN LINE. 22, CONTRACTOR M RESPONSIBLE FOR COORDINATION WITH ALL RELEVANT PARTIES (INCLUDING, BUT NOT LIMITED TO OWNER, ARCHITECT AND UTILITY COMPANIES) TO DETERMINE FINAL LAYOLR AND DEIGN. 23. ALL CURB STOP VALVES TO BE INSTALLED WITH ACCESS COVER AT FINISHED GRADE. 24. ALL WATER UM TAPS SHALL BE LIVE TAPS: EXISTING WATER LINE MUST REMAIN IN SERVICE DURING CONNECTION, UNLESS INDICATED OTHERWISE. 25. THRUST BLOCKS FOR PRESSURE LNES NOT SHOWN FOR CLARITY. PROVIDE THRUST BLOCS AT ALL BENDS. TEE AND REVILES. PROJECT ENGINEER TO OBSERVE ALL THRUST BLOCS PRIOR TO BACOILL. 26. SEWER CONNECTIONS TO EXISTING MANHOLE SHALL INCLUDE WATERTIGHT CONNECTIONS, REFORMING INVERT TO PROVIDE SMOOTH HOW STREAM AND TESTING 10 ENSURE STRUCTURE B WATERTIGHT. IF AN EXISTING MANHOLE 15 FOUND NOT TO BE WATERTIGHT IT SHALL BE EXPOSED AND REPAIRED ON THE OUTSIDE. PRIOR TO CONNECTING TO EXISTING MANHOLE, SUBMIT SHOP DRAWINGS ON CORE LOCATION, ANY REWIRED PIPING IFOR DROP MANHOLESI AND CHANGE TO INVERT FORM. 27. FINAL RIMS OF SEWER MANHOLES AND WATER VALVES SHALL BE CONFIRMED AND COORDINATED WITH FINAL SITE GRADING. MINOR ADJUSTMENTS FROM DEIGN GRADES MAY BE REQUIRED BY OWNER OR ENGINEER AND SHALL BE INCLUDED. 28, ME GENERAL CONTRACTOR IS REQUIRED TO CONFORM TO THE STRICTEST INTERPRETATION OF THE CONTRACT DRAWING,SPECIFICATION, PERMITS AND CONSTRUCTION CONTRACT A EARTH MATERIAL RECEIVED OR DISPOSED FROM OUTSIDE SOURCE SHALL COMPLY WITH APPLICABLE PERMITS AND REGULATIONS. SHOP DRAWING SUBMITTALS SHALL INCLUDE CONTRACTORS CERTIFICATION STATEMENT OF COMPLIANCE AND COPIES OF RELEVANT PERMITS FOR OUTSIDE SOURCES. 29. CONTRACTOR SHALL PAY FOR ALL REQUIRED TESTING. THIS SHALL NCLUDE BUT IS NOT LIMITED TO: SOIL TESTING, COMPACTION TESTING, SIEVE ANALYSIS. CONCRETE TESTING. ASPHALT PENETRATION TESTING, BACTERIOLOGCAL TESTING FOR WATER AND OTHER TESTING AS PART OF STANDARD PRACTICE FOR A CONSTRUCTION PROJECT OF THB NATURE. UNLESS INDICATED OTHERWISE AND APPROVED BY THE OWNER. CONSTRUCTION PHASE: LISTED BELOW B A BRIE SUMMARY O COHSRUCIION PHASE REQUIREMENTS. TENS UST B NOT INTENDED TO BE ALL-INCLUSIVE, CONSTRUCTION SPECNCATONS, PERMIT REQUREMENTS AND SUBSEQUENT CONTRACTUAL AGREEMENTS FROM PARTIES NVOLVED SHALL PREVAIL. PRE.CONSTRucnON • OWN ER TO ESIABUMSCOPE OFSERVCES WITH PROJECT ENGINER(S) • OWNER TO IDENTIFY WORK SCOPE AND SCHEDULE • UPON OWNER REQUEST, ASSIST WITH CONTRACTOR BID AND SELECTION PROCESS FINALIZE PLANS FOR CONSTRUCTION READINESS INCLUDING SPECIFICATIONS MEETING BETWEEN OWNER, ENGINEEYBL CONTRACTORISI. ARCHIIECESI. REGULATORY AUTHORITIES AND OTHER PERTINENT PARTIES TO REVIEW AND DISCUSS THE WORK PRE -CONSTRUCTION MEETING • COWRACIOR TO IDENTIFY SLI9CONTRACIORS • CONLRACIOR TO ESTABLISH SCHEDULE • CONTRACTOR IO DEIGNAM RESPONSIBLE PERSONNEL • CONFRM PROCEDURE FOR RFI'S. CHANGE ORDERS. EXTRAS AND PAY REQUESTS • CONIRACIOR IO SUBMIT SHOP DRAVINCS • CONTRACTOR IO OURRE SAFETY. SECURITY. AND WORKING HOURS • CONTRACTOR OR OWNER TO IDENTIFY RESTING COMPANY CONSTRUCTION PHASE • INITIAL CONTROL SUPPLIED BY OWNER AND CONTRACTOR RESPONSIBLE FOR LAYOUT • OWNER TO PROVIDE PROJECT ENGINEER TO OBSERVE CDNSTRUCRON PERIODICALLY, WRING CRITICAL PHASES AND TESTING. • WEEKLY JOB MEERNGS DURING CONSTRUCTION • OWNER IO PROVIDE PROJECT ENGINEER TO REVIEW AND DSCUSS PLANS, ANSWER QUESTIONS. RESPOND TO CHANGES AND OTHER BUSINESS COMMON TO CONSTRUCTION SERVICES OWNER AND COWRACtOR TO CO 1B" ENGINEERING -SURVEY PLANNING • ENVIRONMENTAL eef-AXP 1 YIwwWTCRYT.COM✓:l oa..+. RRVWan No. D Phan Dat• IOU QUPd1NdFo1Final Approval 03/11/15 JAD S. Construction Aaa Unl130 02/W/17 JAD TAX ID: Ufe of These DawMps uMNr ofner.dfe noted, m.e Dowxnat ore inrenaea ra pre0minary planning, coardlrw0m MM Wh, dlt,Iplinea er Wflit s,and/PrPppravalnomthere91WMauMPr1- That' ore nol intended Ps cansnucdon MPwinps N, noted N tucb or marked approved by a repWalory pWhMW. 2. By use of MNe draWl for contnucHon W Me P,,1.0, Me Owner repreterdt Thal Mey M1ove reN NJ, approved, :Nd eccepted Me drawings, PNalned all nec ,P, PenNN, ant M1ove met wlm aN oppl-N. EPOIN/dHcIP-t. ciuding but not 11m to, me Engineer and Ih• A,.hh.t. LP Mture I— IF— are pope,, coardiA-d Including, but not I. -to, -Ft docaments. syecR-fi- wnN/connocbr Ppeementt, building and meMonl Nana. plvate and pudic Wiffi., ona oMer IF—. Pe , for -P.....' 3.0. antl ArcM1Hecl, are rNPomible la flnol design and baallen of bWlamgt anown. bplatlbg on arm meaaH.ee P m Rve (5) feet around any EURaing - coordlnonnp '-, amity,..... Mora fM1 on MNe pbna. 4. Pdur to udng there plans is confn-1. layout Me W., -0 contact ICE to enfare M<FIWN can Me m.t cWN-NNIdanf. K Th... DPwMRa are wecMc to Ina NNecf and are nol Yonaeroble. As Inthumenh d t•Mce. IN- dmwlnpt, and copl•t--f. Iumltnetl by ICE-,, exnl gaped. Chang. to Me drawings mPy oMy be mode by TCE. It omlt,lont ore dbc. d. TH., all be boughl to me anennon a TCE nnmeableW. 6. It 4 Ma Use/s respond EflUy to enlwe Mn c PY cPMolna Ma mode N!revlllonx. It unsure, Pleote contact ICE. V�;Q L0, 1 VET NYN Ik l- Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Legend and Notes Date 02/03/2017 Scale - Sh- NOlecl Number: _ -. 144X17 Cl -00 tax map I 0770-00011 I M. I: E. ALBERTSON v. 885 p. 49 _ I — map slide 1-3 1"0.D., UP 0.2' 0.6' WLY TO FENCE 20' DRAINAGE EASEMENT tax map no. 0770-00015 A. RICE REV. TRUST v. 1183 p.325 map.Ude 163 map slide 141 DRAINAGE EASEMENT -- v. 209 P. 140 1 15' PEDESTRIAN tax map no. EASEMENT 0770-00017 v. 211 p. 175 S. SWANSON v. 798 p. 633 map slide 163 map slide 141 SOUTH BURLINGTON CITY CLERK'S OFFICE RECEIVED FOR RECORD ----------------------------A.D. 201__ at — _______ O'clock _______ minutes __ m and recorded in Map Slide --------- At lest: City Clerk tax map no. 1330-00010 S. LIDOFSKY E. BARFOD v. 642 p. 213 mop slide 365 y./UPP 0.51—,q rI-1/4"O.D., UP 0. 1' / TRUSTED, T.O'SELY O FENCE CORNER \Sb•7Z COBS GE EASEME� NTS°y1'\5'R 0 Ri, 5lj p57 pC. / / to, O L Kr• / i Tl% BUILDING---. Z ENVELOPE In N$ f LOT 1 35.00 ' •; •' .�Z 0.75 Acres •� :. • g tax map no. ' 1 DRAINAGE i UTILITY 5 HERGENROTHER CONSTRUCTION, LLC. /13EMENIT ' " •• �^ f Z v. 1358 p. 77 S8 �04" IN 65.01 LEGEND REBAR I SET) IRON RIPE( FOUND) CONCRETT MONUMENT (FOUND ) ❑ CONCRETE MONUMENT( TO BESET) Q REINFORCING BAR( FOUND) Q CALCULATED POINT -0- LINE, IIIJI, Cl CURVE DATA TABLE REFERENCE Ll LINE DATA TABLE REFERENCE DRAINAGE 6 UTILITY EASMENT CONSERVATIONOPENSPACEEASMEM ax map no. 1330-00004 P. 8 M. MAHONEY REV. TRUST tax map no. v. 115 P. 51, 1330-00006 map slide 109 W. CALKINS v. 1119 P. 81 Bq' map slide 365 4" SQUARE UP 4� . 0.5'. 0.8' NIV 71J4� TO FENCE tax map — --- = 1330-00008 E 7311V e• g 1 J. B C. LYON 4'SQUARE UP 0.5' y76°1q 48 101p17 UP08', 0.4mapslide 365 NLY TO FENCE4' SQUARE '/�/ up 10, 0 8' j y` S 83°2604" Y.' NLY TO FENCE T�yO 85.00' �. z CONSERVATION/ FOOTPRINT 3B J�/6E 66. OPEN SPACE I 0.12 Acres EASEMENT COMMUNITY - LOT 2 0.56 AC. BUBDI��� OPEN SPACE ENVELOPE EASEMENT , 0.40 AC N 83`20'04" E ES LOT 2 \Y 0.75 A1:res fox map no. 4 = 0335-00093 \ AARON CHIARAVELOTTI v. 1336 p. 307 i S63°21a* �-- NO. 5, UP I.0' ALUM. CAP 3-112" SQUARE TICE LS488" UP 1.2', LEANING fax map no. 1783-00133 }ax map no. A. DOWNING 1783-00099 v. 1057 p. 236 B. 8 C. SHUMAN map slide 565 v. 555 p. 128 map slide 565 Sg3°25'Ob'°N 1-1/4"0.D., UP 1.3' YELLOW PLASTIC CAP 'TRUDELL C. E. LS488" tax map no. 1783-00070 J. 6 S. MACK v. 760 p. 203 map slide 475 NOTES: I. THIS PLAT IS BASED ON DEEDS RESEARCHED IN THE CITY OF SOUTH BURLINGTON LAND RECORDS AND A CLOSED FIELD TRAVERSE CONDUCTED WITH A TOTAL STATION ON 6/26/14. BEARINGS ARE BASED ON VERMONT STATE PLANE GRID NORTH ESTABLISHED WITH RTK OBSERVATIONS FROM VERMONT CORS STATION VTUV. 2. REBARS SET ARE NO. 5 REINFORCING BARS WITH ALUMINUM CAPS STAMPED'TRUDELL CONSULTING ENGINEERS, LS 488/LS 732'. 3. THIS PARCEL WAS CONVEYED TO SYNERGY DEVELOPMENT. LLC IN VOLUME 1226 PAGE 163. 4. DISTANCES ARE SHOWN TO THE HUNDREDTH OF A FOOT AND BEARINGS ARE SHOWN TO THE SECOND FOR MATHEMATICAL CLOSURE PURPOSES ONLY. 5. AN ATTEMPT HAS BEEN MADE TO IDENTIFY OR DELINEATE EASEMENTS, RIGHTS OF WAY, LEASE LANDS, ENCROACHMENTS, ETC. OBSERVED IN THE FIELD OR READILY FOUND IN THE LAND RECORDS. ADDITIONAL ENCUMBRANCES MAY EXIST WHICH ARE NOT SHOWN ON THIS PLAT. 6. UNDERGROUND UTILITY LINES SHOWN ARE BASED ON ABOVE GROUND STRUCTURES AND PLANS OF RECORD. ACTUAL LOCATION OF UNDERGROUND LINES MAY VARY. PLAT REFERENCE: I. "SUBDIVISION PLAT, 1741 PROPERTIES, LLC 1741 SPEAR STREET, SOUTH BURLINGTON, VERMONT" DATED 11/19/14 PREPARED BY THIS OFFICE. B3°2� 61.00' UP Otto. 5, UP 0.5' ALUM. CAP 'TCE LS488" Graphic Scale 30 0 30 60 I. - map no. 1640-01725 1741 PROPERTIES, LLC L. 6 C. LONG 4"SQUARE v. 941 p. 48 UP I.5' v. 91 p. 182 map slide 10 290.30' '_ __ _ 1.3' BENT FOOTPRINT BOUNDARY 562°35'S9'w � � / — 132.36' Bnn 3� %�61 FOOTPRINT BOUNDARY ._S78 557E 60. / Tp. / LOT / COMMON UNIT 1 AIR Acres }� H EXIST. 3 / fax map no. — BEDROOM 1640-01741 2 HOUSE FOOTPRINT 3A a 12 Acres -_.._-------- S. -CESS 8 \ LIBIIYEASSEMENT 1 ' 3-1/2"SQUARE J _ 350 98 FLUSH _ � I lax map no. 1640-01751 K. 8 M_ MCFARLAND v. 1126 p. 105 map slide 565 LINE DATA TABLE LINE I BEARING DISTANCE L1 I N75'53'15"E 5.73' L2 I N76-1448-E 10.62' RECEIVED APPROVED BY RESOLUTION OF THE DEVELOPMENT REVIEW BOARD OF THE CITY OF �L SOUTH BURLINGTON, VT. ON THE ____ DAY OF ________ ___ 201__, MAR '0(i L�9 SUBJECT TO THE REQUIREMENTS AND CONDITIONS OF SAID RESOLUTION. SIGNED THIS _____ DAY OF _______________ 207__, �'+ Burlington BY ____________________________ CHAIRMAN OR CLERK City of Jo, ax map no. 1640-01730 L. LONG FAMILY TRUST Subdivision Plat Date Ull°„ Scale: I "=30' Synergy Development, LLC Pr=re=,NNmbe. DI Drawn By SDi 7 Chaplin Lane SL—,dBy. JED Dote of S.— 1MM South Burlington, Vermont M6,325 cmee Field Baok: 14-087 90 120 Feet Re"BI=nr x De:=4wmn Dale Br —TRUDELLISTONCONSULTINGENGINEERS "�BLAi: C1_01 as WILL.v[RNONT °6"°6 m pFr I W—TCEW—M Street: Y� AtR RiLEASE.MH fPAV'ED ,VERI R '1.9± .t � I EMERGEN ECK 5Ph, .WAY m Graphic Scale Feet 30 0 30 60 90 120 � t- ,%lA► ENGINEERING -SURVEY PLANNING• ENVIRONMENTAL e7v f3 I Evr.w •.,.... MVWons No. Descepbon Dele ey IL Atltl uNt 38 01/03/MI7 JAD rA%ID'. uw d Meze —gs unle.f elnemfe netee, lbne aewingf «e Mrenaed rw weBmlrwry pmndnp. <o«dnonon wlm Omer df<ronnn « uXIIMn, and/« epwpval hom the repuldory ouMarlHez. M•y are not Mended oz <onzlrucnon arawingz unlew n.Md ,ouch «m«ned appoved by o regddory e~y. 2. XY me d Mne drawingf for comnudlon d the Molacl, Me owner rewnenb Met Mey have reM•wed, approved, end accepted the drewingz, abtelned ell neenwry p—ft, and— mN wnb on oppncable poBB•f/dbeiplinn clueing but not IF— to, the Engl—end the 4cnXecl, ro Mzure t), - prop are « dy ceoralneted Inclutllnp, but nd Ilmlled fo, cad 1documets, 1—C.Bom, nn/cenhacror eweemenn, bolting entl mechadcol plans, pevde and pubnc uhXBez. and .— paMnent p ft I«conroocn°n. 3. Owner and Arctlect are refponilble 1« MM dnipn and I«anon d bullEingr shown. includlnp en area memuretl a m Ave (5) reet «eund any bating aIt ceetinenrg Ilnol u ey conneclionf flown on Mew ptnf. 4. m« ro using Mesa wen f« conflwdlon layout lE• user shdl contcl LCE ro enwre Me plan content the moat cw..d revld•n.. s. rMza Drawings are wecac to the PM— are not heMneble. AS Inlhumentz d f•mp, Mne dmwingf, ana cW., Mereol. lumlahed b, XE are 1. eeclufiv< wopeM, Chongez to Me araM may only be made by iCE. If . re dxo d, Mey roan b• b—ght M•to a •nnonzol iCE lmmedeldy. f. II b lln ants rnponzlbMy to enfwe M4 copY <otdnz Me mozl cunenl reWbns.Xunawe, ptew co dICf. `1 `EP0 0IIIIk CCMl— BrplecllXle Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Existing Conditions Date 9/23/M16 Score I" • 30 nolect—b«: 1f 7 Orawn By. RW Cl -02 K EMERGF.N EC'I: SPILLWAY I NOTE: LOT I, 2, 6 UNIT SB WASTEWATER PUMP STATIONS AND FORCE MAIN TO BE INSTALLED AT THE TIME OF HOME CONSTRUCTION. TANK LOCATION IS SHOWN FOR ILLUSTRATIVE PURPOSES. GRAVITY SEWER SERVICE MUST BE INSTALLED WITH MINIMUM 1 /4' PER FOOT SLOPE. CONSULT WITH ENGINEER NOTE: PROPOSED DWELLINGS ON LOTS 1, 2, 8. UNIT 38 MUST BE SERVED BY AN NFPA 13D DOMESTIC SPRINKLER SYSTEM PER SOUTH j BURLINGTON FIRE DEPARTMENT NO AILABLE FLOOD PLAIN ONSITE PER AV FIRM MAPS G9apMc scale Feet 30 0 30 40 90 120 >a urvtt 1wA/e rurc urr-Sne slurcnnwAlcrc � ".� j Y11 "AQJ NIFRGENCY SPILL W'A� 'T HEREBY CERTIFY THAT THE DESIGN RELATED INFORMATION SUBMITTED WITH THIS APPLICATION IS TRUE AND CORRECT, AND THAT, IN THE EXERCISE OF MY REASONABLE PROFESSIONAL JUDGMENT. THE DESIGN INCLUDED IN THIS APPLICATION FORA PERMIT COMPLIES WITH THE VERMONT WASTEWATER SYSTEM AND POTABLE WATER SUPPLY RULES AND THE VERMONT WATER SUPPLY RULES" (REF. ENVIRONMENTAL PROTECTION RULES CHAPTER 1 S 1-302 (D)(U ALL PROPOSED BUILDING SIZE. SHAPE. LOCATION, AND DRIVEWAYS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY, (UNLESS NOTED OTHERWISE ON SITE PLAN). ME EXACT SIZE, SHAPE, AND LOCATION IS BY OWNERS IN ACCORDANCE WITH LOCAL ZONING REGULATIONS. BASIS OF DESIGN FOR MUNICIPAL SEWER CONNECTION THE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND 3 (UNIT 36) AND THE EXISTING HOME ON UNIT 3A TO THE COMMUNITY FORCE MAIN, A PORTION OF WHICH IS EXISTING TO ITS DISCHARGE POINT IN THE SEWER MANHOLE, SOUTH OF THE INTERSECTION OF SOUTH POINTE DRIVE AND SPEAR STREET. APPROVED BY W W-4-4296-1R. PER EPR CH.) SECTION 1.808 TABLE I (c). THE SANITARY DESIGN FLOW FOR PROPOSED LOTS 1,2 s UNIT 36 IS 210 GPD/UNIT x 3 UNITS - 630 GPD BASIS OF DESIGN FOR MUNICIPAL WATER CONNECTION THE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND UNIT 36 10 MUNICIPAL WATER VIA ANEW SERVICE CONNECTION PER EPR CH21 "WSR" SECTION 2.2.3.3 TABLE A2.1 UNITS 1 A 2 WATER DESIGN FLOW IS S BEDROOM x ISO GPD/BEDROOM z 2 UNITS = 1S00 GPD z 0.9 = 1350 GPD (10%REDUCTION FOR LOW FLOW FIXTURES) UNIT 38 WATER DESIGN FLOW IS 4 BEDROOM x 150 GPD/BEDROOM = 600 GPD x 0.9 - 540 GPD (10%REDUCTION FOR LOW FLOW FIXTURES) PUMP SPECIFICATIONS FOR COMMUNITY FORCE MAIN NETWORK PROVIDE GRINDER PUMP CAPABLE LOT 1: 25 GPM • 57' TDH LOT 2: 26 GPM ® 52' MH LOT 3: EXISTING PUMP TO REMAIN UNIT 3B: TEND OPEN SPACE NOTES: CONSERVATION OPEN SPACE: (INCLUDES STORMWATER MANAGEMENT AREAS) LOT 1 = 24.969 S.F. LOT = 24,297 S.F. LOT 3 = 0 S.F. TOTAL CONSERVATION OPEN SPACE = 49.296 S.F. OR I.1 AC. COMMUNITY OPEN SPACE: zX�X�c,-ti (INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE)\s' LOTS = 0S.F. LOT 0S.F. LOT 3 = 17.432 S.F. TOTAL COMMUNITY OPEN SPACE = 17,423 S.F. OR 0.4 AC. TOTAL CONSERVATION 8 COMMUNITY OPEN SPACE = I.I AC. - 0.4 AC. = 1.5 AC. IS OF TOTAL PARCEL = 157,704 S.F./66,719 S.F. = 42.3% MAR 0 9 2017 ENGINEERING -SURVEY PLANNING• ENVIRONMENTAL •mM Ws I www.TCM.COM R•vhbs. — aeFc4— /Jale Ry S-1. Ed.s 01/07/15 SMM WW 6l.cel Revew 02/I2/IS JAD m ww Review MM5115 JAD QUpdaed F« Fxwl Approval 6 Comlrucxon 03/11/IS JAD QS Ad—E-911 Address M(P/IS JAD © Revind pos and Power 05/II/15 JMM Q6 Add C.naele Pod 1« U141111 Wn6/I5 1MM e Add Wr138 02AWI) JAD QB Revise na'JSe Slarmwoi« 1)3/09/I) JAD SAX ID: uu a mme Mawlnps Unless etnerwlu naed. Meu Drew.np. are Intended for «el--y plannlnp, cooMMaxon w.M o1M1« dltclplln•F or uNXMes, antl/« aP«oval M1om Me npaotary aulnotlM•s. They ere na Inlentletl a. censxucllon tlrawlnps unles. notetl a. ucn ar markatl approved by o n9vla.ry a—ft 2. Ly use d Ma.a tlr.Mnps I« ...... PIkn I Me Protect, the Own«repuunn Mat I nave.eNawed,op —1, and accaplatl III. Crawings, eblalnetl all necessary pxmM. and nave met wMn all aPWkeble Palle./dlsclpRnes, Mcludnp b« net Ixntted 1.. Me Enp.neer antl 1ne.Ncnttecl. « ."y co«tl.nohtl.nc.udln9.ba n «.a mu<onnoct ao<om•as, wecm<onom, weer/<orMocbr o«eemenb, b—IIII, antl me<henlcel plops. p— mtl pubic uxlxbs, and aner p—.f p—ft 3. Dme. mtl u<h—, «e re.p. — t« nna tle..9..m on a bplwMp, .now.. M<IUdln9.n or.. m...or•d. m—U. xve (5) tea «o.M any b.-9 ona --II xn.1 umxy --c— I— en Mese Plans. 4. Prler udrp Mese pkns l«censeucXen kYeut. M<user Mall ceMecl ICE to msme Me pk. ceMaru Me moll cun•M nN.bns. 5. Ineu pawlnq. «e .pecmc t. Me haecl and ore rwl and«eae. A e. me.e drewlnp+.ape cope. m«e<P t«MMea by ICE «e M •zcNW propaM CMrp•s to M• bawMgs mvy -y w mode by ICE. x r oM..lons «e tlnco—d, Mey Mall be brou9M to Ine anannon dlCF Immedlaely. Ih x n Merespmxamy.. ms«e M4 c'My cant..-. most tuna-. reN.lon.H n contact lCF. vlry!/I//G C�NR. MI) clvx = Mole<I lme Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Site Plan Date.. 9/2J/x 16 stele I-=3U' olecl Number 1408/ Drown By RMP h.lecr Fndinee+ JAD C.2-01 & i. ( c So. Burlington The Low Risk Site Handbook for Erosion Prevention and Sediment Control HOW to comply ahead and ar- Ina ca,trvrcras wre in fro nog man Ina dean nee acreage s dine'. in one 1.11 ec war to OmM"n tlaMkm c,pmaa, sal r:ln seed and all pI aos:m ward n,anr,R belom colwwk in a1 saWnofthesits ,.m4 UYNIDanCe area ,u+euexwrae ..,r •_rwnu<m,+xwwnr�umw.<ox.ce Invan.,a ranee 1 The Low Walk Site Handbook for Erosion Prevention and Sediment Control Any coed tr mot enunln t « n«oar. ane. « n part or a saner xmkomem our• that»�e disturb 1 or more acre. requires a Vermont Bete Damn k, stornlweler discharges from cm 'r-i , ones. Constaclan Genial pit 39020 guides en anall in its cekwinatio, a the oolentk' risk to ware, 4a.'.ty han me con hnnion-vih'- co." 1. th pp'dam's oca ltY es Lon Risk Moderate Risk, a that which Vega nee Bn Inc vldwl perm t. fan standards n ll s nancbrok a«.ew as toe requrmd E roslon Peventwn and Sediment Walls Plan r« nine Ir,n, r"M l"nw R.-a- GP3 9020 COldut ftio nation VT DEC Weer Qualrh L-r Stormwater no.d in3 Scum area k 110. Iknbkg t] ..in Td S02ly. VT 05691430E Ta' E021413990 «432C w.v qu'aklY'p,g/aax,.alerh 3. Stabilize Construction Entrance A :uawldnl wx•l,,,u,«: ema,� lww rwnw.r rxkl Imm 1gt1!wA•ehM(xru�nl trxrrngaan sl,ttts Requirements: e will ce sny wniCk Fief is on a me consauNDn _. - anus' imtyl a au,t o d S. Divert Upland Runoff Purpose: Lags:«: Mums imen" ra-" rNn: - Ina n Nc pnl all a -and 4a: di,n T ar[a 'n s a-li,t, Ito rl watts ham oao r,mR m,.ddkN.n - Fir ,nits mrrahatc-n tie Requirements a st«mwaer Nan on. -11 . non, - ope areas dY ,one mansthefk.-As I»a cadin Yoc mini :note, a a.. - dam once c sturM.ng a. sal. L Y. aan M nave one c, « .grva of all e,00nad at any «.e ama pl,c,uaVls,cadsl. i Avcvao,,a- Firthedrstanka; ama is 20. or s:ttpn' ul Table of Contaeb Section 1: Introduction What :s erosion prevention am seoirrrant cannot? 1 Uo Ineed permlC ..... ... ... 2 Application Process ..... .................2 Section 2: The Requirements 1. Mark Site Boundanes ..... 3 'e. Limit Jetarbdnte Aroa... ' 3. Stabilize Construction Eint. .. ..._.. 7 4. Ill Sin Fence 11 5 Divert Upland Runoff ........... is 6. Saw Down Cllannelized Runoff... 19 ) Cornnuct Pe,manent Controls .23 8. S,.bidze E,,poseo Sal .. 25 9. V.'nta Stabdoati«t .... 29 10. stabilize Sou at Final Grade. _ 33 ,1 D,:.,lering M:;ivn:ns 35 12. instal Your S.te................. ...... 37 Section 3. Additional Resources How to calculate slope 1 1 39 Hmv to -mate area.. ...... ......... 39 Hnw to Install Rock sale Use a rxa a : M 4 Inch stone Dsptn: 8 nerves no - Wall 12 feet mnnanun Leal l: 40 ice: ,an 1« -,on a alwwaY. i1 tare, GeeleAlsc Race Ivor imp and. ennn; gravel bed Maintenance. Reores wnh clean atone es Icwoad to keep s.brrml nom narklry rpm Ine.:rcet. Haw uehaarur+s .Fix A ennn all 1.5 rant C--kadth 4teet a Berm Wlmr') Iem In i c-an 8 nines sick. 1ayw,s: 2A . flail. 1 (imam lM-Mxm wnnanndxarn garin mrn:r,g enoipmmt 2. Seed ane mukn Mrm or rove, wen elvslon mew: memng ran. gakn ane :nuauelcn 1 SmblUe Its tol channel wrtn sees arc straw mukn Onlyd maltng Llne Ina chemal wen 4 inch stce it rive char net slope a great. msn 20y,`. 4. Ereule lee term dra le to 1 b 1 d with. ,,no Enwm par M,en o.ovora 1,,Udet 5 Tic rakers a ron,"hal Ic :r ya. u I I. dilo. oareas are--c,-.1- See page 39 fw slope cakpktims aver• iaandnano. 1 Section 1 Introduction What Is erosion prevention and sediment will Sediment wasnrrg Fite soeams s one a Ina argent waercpalnya bl :, V [. Sed l-tca liol weaken i sn ane inner organ'srns aril atlwrwly impact ap,xd:c. Mbita' [Fie sa pnlmin paceoat ioalnacniin sites. vegcormn teal holds era prmects it non, erosive roues o• ane NnoR s-emwer, leaving urge areas a• sal .I_M rya id_ Dunng nalo s the e,posecl sdl,nar bB easily ackdenand lra,rsported In nee dry ilmnm5 lakes or wollands To p.'ew+m, iMs from tapper �. a sma9 namxl a sknpk arachces anan�n, Fires«, a coma n soil on ne,Z.. loon site must be uses .ayr . eves re...ew.rrndxra:. atmkv far nabi. �A s,evx.wn ..en <wum Mw pn a+M,ra..wnn r•� ewnxu,:r.w ,xn v� 1yw� 17 eked uakrd lh+oir Do I need a peanut? Al constr,nian act my that 1or nitre acres a la rd u e par UI a large, amkl I M' Ilbl wtll ms" m 1 or mom acres regmres a ve anent state re- " s.ormvreter eschargn from ems 11MM Sites Application Procea5 1 Omalr a copy of ane pal and detarr-the Risk Cetagmr I, he proposed «watt. 'Fie pam:t:s noble enure al: wwr,.Nwalarqualrty.crg%aMrm ...him. 2. suomn t. Naol :1_"(Nal awn:. roldyjll Departments W-chant M ape tan. `Sunni Ile-111 OEC elka. fir lkn,Deem you pen to begin rnn-no,: a a1rRCent time for aocess,ng 3 Lpm reeerpl or wain aa,an ace cram DEC. tau are meted Unor` Ina mamn and nosy bash -I- 4 11 you,aj lied kb low Psk,yva usr rakes Ih a I,aMDook for ewes are enUm and swlin:wll uwurul ur ouur mu,nN:.wi tile. S a you s4en not calickked as Lao Pn,. men you mina know the Oe nnen, glmance m GP! W20 t« kloa eRHk adaly"itsatMse re9unngan Mdrvkael Pomp. mlmd.ctkn --- 2 stabme cbrwrNctcn _rrsxrce 10 Section 2 The Requirements 1. Mark Site Boundaries Purpose'. Marts the SIB boomaries to identlry ane Ianns w nsbuclinn Delineating yur rainWilli 1,1 M li.al ln,: ten a a,sturbance. preserve emal vegelabm am ilm'.t eroakn pounnal on. Ine slip. Requiranents You must p1Y h matsane limns econanothon 3 3 4. Install Still Fence Purpose. sat ken-nteruvp, snuff ane aaow a,sPended Sec mini to setae out. Requirements'. 5,11 Fine, nest 0e instated. m the a.nniil side of the consoaction aiaivnles • .1-1 .1 all awak. s sewn i- a, waters a Inc SmM and Inc bell rbal sal m a-aerox. re er�mwrra,w w..p.t +ore os ?e•ssa+em �J 1 , 6. Slow Down Channelled Runoff Purpose. Same Mecn dart reduce nnake- drair:age -in I : try _,; dawn Ina :nk-an" e,rw Requlremel'. It mere rs.: mncennated ft.(eg in a dam of channel, a sinrniwai. - your ane. glen con : stall !Yon! t, a•t3, dprns. Hay tales must Mn La ux-d a=. rods rprm•. Row to install: Hill No g,eater Ina, 2 feet G,•nrar or cam drank M 9 -ha lava than the sits! el -on sale slopes: 2:1 w'ialla I- P a9 in, kepe,.akvlal Saone raze: Use a mWure or 2 M 9 arch a. - wan. Uama slwvN spar Ina ».inn a Its cnam.a and -end up the owes or tad barks sp wig space the dams so that Ina Dutton t(c l m me upstream dam n m Ira, -ono, as tap laeml or lee aownsveam dam. *Fits soeirgaeo-xllo the hill 0, the me.k de n divided evil dbnnel slope. solicing',n I- -Ill "' meek dam , feel Slope n raanrel rival, Malmerlm+ce. Remove ned mall accana ilea behind Me Jan, ..n __ .._.. Dr+erf uaark lnwon -__. _. _.-. -]8 19 __ __ How to comply eetore begin cecorlo ian. walk the site undeneaaMnagtrees. postmgns,c ...'a-go�rmv'mrm Fence :s hoUlred on any neard6n' w:tnln 50 feet c' a 4r-waeke. pans o, »etera. un-1 araa Is alreaa, ir�in., ro.atlng rna,il ^natlind:.. of : 2. Limit Disturbance Area Purpose.. Can I il:eannrol ufsvlca«-in wletneM madm mo noterdal a-, an s k Requlrenlel The pawned Disturbance area ISs iecilied an lee ale 6 wrntan aulhonxaaa' o ILsenargl. Only the .fees,• U51.1 m. IM1e aulhnn,alkx" loan rN,y Fie arpeed of fry gsen Irma. Nlad Sire ovvraBlres 4 ET__ where to pace: -. sa knee m ilre downhd cage or bare sal. M M bmtm' a story.,. tam -.1 10 -1 dr»nl,iil II: Ile- a tx uooe:n space w aYeneae Ensure in a. aae cac.,res ell NrM'tmm Mre son • Fite. mpm mal,+r,g< ama :: v.:,n,! k: fan t„et m wI kr,ce Mann • IrrstaY m,atiple rq,s a sa'awe m kn8 nrlls M Mee- un,- • n Iw kwnl.. , x a.,rs•;,km•. cn« Firs ,x r .bake How to instan sin rents. • DIRaIm.o S:rcnes deep anpssrR slope • unm sin n,„e NI«,g Inc reran • in fabErn,ae a:.r1v=. n :Ina donrlN:+:.. a` er:lernz - xxn rnkang b, `Meg Ina era stakBn v,gana - Gwa sakaar eerret dvrrntll ardedtreren D,iYe stable want 18 sr ech a laM m bavJl • push le to k. on- am9 bo(t«n l • Ft �nai�. wnh 1[0 eM «n'a ar,w, Mainlenance • Relrre'x ricanulatecsebreantawen.snelMal W Fin kn,y • Ensare tnai s..n. hnxnireMwd:n groure ale mere n Wit ',stan5.,: race 12 mNN to elk. ,ianrc n Cann I1,1-91Its C,` nets dean and arr'•'mt ease aeae t , ciel `m nam - •he Aarn 'sg 1.- analas palest., mod, -IS a f s21, -tce- ,- ENGINEERING -SURVEY PLANNING• ENVIRONMENTAL ,,Its rm[snlwww.rtsvrmr.: •.. .. eavlaerll No. ae<cpenn took tv .<aTnew aa.kv+ Ude+s omerwive nd<d,m w pan den ananwrawm a3row ascknne+w n. ane/a appoval ham Ina e,-ory cvmrwnes ore nd<e a+ owing! u led os oven p mode W.-al a, o <p dry auMoayno .< dprkv+Iw camvvmm d ice nq.c roe Owner rewe+enls Ma to nave r<deree .-v<e. aM Bcceaee Fie tlrownea. orb ned vN nece+aary permits, eve mN wan an appncond pades'dsclpfm crveiwg ea nor nmlr<e lo.Ina lnvk», ane m. A,aM.el. wre roan pies,+ we wopeM coorekwka In<iuelnp. nut n mike mrwdaa a«am.m,..p< Iin barmwrma mecsnonkm ton+. p.ryde o e pubic ux- and ome. p«nnml pemns Iw con+nucMen 3. Orxnn and MCMecI. w m+inle Iw snot e<ilpn one o baeinv+ma n aalwv an wee a x<Isl re a anemp arre�wamon,y 6roi uwhscmmcnwu+norn m ro<se Irmo. aalkn Iwpd.lk <, oc oenswe lM1e pan conlaks n+e mod vs cure we +gent ro in. ngecr aM we nd `+mnall at +•Voice. m<s< mwkv+ an .pre+ roe,ed.IumnMa Iw I<f we A e[cluilv< paoeM d enarrvm ro me daw,y+mar ear o< mane w r<e n ore a+cowr.d, roar+pal n<D,oaam to MK pren,loa1 d Ter--dreWl. pon+rossr to +c w,lam are mod urw,ldwion, n +are. a<ose tartlet, ICf Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Low Risk EPSC Handbook ode o2/mnol) N/A I,oa) nolecl damn... NPC «ar Y nq«I fnvin<w 1'� rAp:dpe seek w C5-01 ..reaps muwr« m vnee m cneeu cams nun n.N;a Meer InXum rare., Stow oown CheTmwuaed aurae 22 «ar<.r ram. rr wars m. MP.w en+r.me w rr„rwrwrae rrr„r¢� stabilize the site for the winter period. This includes roue of Erosion C"Iml Matting 11 nemng d A heavy mulch lAW, Sewing, wrm wems, The is sec --it. In allw fo1 early a minbuon during wet spring modish 1 Winerc mulch is sm,fied, apply roughly 2 inches with an 8090%core,. Much shouts be ticked m w stabilized with netting n open areas vulnerable to wind Win.1 slabaiaecron .... _--- so Mrem euw..seu an moue,anp w rr<nrmnrn win rR aennir 7. Construct Permanent Controls Purppse: Peemanam smrmwater to a rrem, practicee an,or- to .maintain water qu.lily, pnsum groundwwerfews. end prerenl a.mamaem flooding. Prect- Include detentldn no, antl wetlands. rn'- ie, doers, and siomwater fills. Requirements: If rite inlet Impervious • are• on your add, qr wimin me common Olen W deseiawnwn. will be 1 or more acres, you thus: apply mr a State Sronnwamn Ddtar rage P.mn and construct permanent in. -ph treatment Peoples on )our sue. These practices must be Installed cel.e the wns'vuction or any imp.maus suaeces How to comply: contact me Vermont Stomwater Program and told. In. requiremenLS it Uae -more sterlw9ter Management Manual. The. Stor mwat. Man.genonl Mamas rs available aI www.dwaleyua lity.orostwmwa'ar.Mm _ rF-Iuexq,W nnd,weu mreds hung.loots. r wnys, era wnnrxaya fmm whkm pnalplRwon run' on own. In,, manrews. Requirements for Winter Construdion 0 construction ach,rues Inwiving earth disturbance coo mp, peer October 15 or begin before April 15. tM f.tow.ng muir.mnts roues the adhered I. L EnlargW A- p«nra, stabilized . wosrde 1. sow .tmkpiling, 2. limits of dbtwbence moved or replaced tc renect boundary of wI'm work. 3. A snow rr-unagenoif plan weoe,cd with aapwt,, Woe' arch conths of mr lit-, nouidng r1olud anw to be Id down alope orate arena of dill urbana and out of stomw.er ueetm<nt structures. 4. A minimum 2b about bury•, snail de mamtatriedl from penmeler comrols Auch as sin tole. 5. In areas W dstwbance that drain to.'wa., body when 100 feet. two rows of sin f.ba must W matalled along me mnlou,. 6. Drainage slrudroras must be kept cram and free ul shw and lm dams section 3 Additionall Resources I < patNL/ APpro.lmao<sio on. en eraer.r a,.p• oaanw a' •cant 1 p. �Y MLLMte ssI,r1x ease'. .43,SB0'psaree. • Iabquare Merin AeYelwMninhn'oINW-m i .3 l Ra a Y1U 39 Y gi�yl d i �F�an. or�mm-.. n�nrxe✓wa+enrm e.ry aa._.o.nmimnrng rite m+nrpraxmw srnrammercr:.re erxmrrmnn tlln8 C«IAIrpcl P.manenr Conwls r„ 24 B. Stabilize Exposed Soil Purpose: seedling and mwchin, spWying emsmn cones. memo, and hydmsepdlIng are an methods on stabilize exposed sole. Mulches end meding protect me loll surface while gr»ss a establls,mg Requirements: All areas of disturbance must have temporary or pelm.mnt elabillx.ipn whir 7. 14, . 21 days fir Initial diaturcenm, as st.edim the or,-auln«izstion. Aft. this time. 8.ny MstumamGw In Ire area must Ic stabitired at the and W each work day. 'hero low rig exceptrons appty: • stamllcauses not required 4 earthwvM a to contmae In the area within he ne# 24 hours and there is no IsropiI.Or fienpe•t for II , and 24 hours • Slat) IiTdtiOr. hw regwre0 a me wont 5 osurdng in a see<oh aired exeavau'on ii.e. ro ouden wan a .In W 2 feet or greater (e.g. house foundation excayOtlon. Nility IT. itched. A'.I areas W eRlu,barae must hale p.m.ant slaMlvaliun wimin 48 hosts of omrfung final grade (San page 33). How to comply. Prepare bare soil To, swelling by grading the top 3 m 6 inches of so,1 and Temper, any large lacks or debris .11,11 .1111 ho�e"I n...1.111n 1 Sect1-wyegra'a lonnuInr perennNr; iI11M/ecrel scut. l5 Arad 15 - quint« ne:lxo Ilyecre sls -4-ill- asWNse es..�r,� _ note e.✓..r. Iwls.e.ea. wiadmrvewi cmprm/reNee 5 L.10 s coo C gmanwtr i tea. xvaLaMei 01e ram w sewap ---- cpmimr x o.bn IMa<a,IPsrmn vmrwny�m -__.__ L_ ....Mae ae.rvear:xmr,b s-vxn.s w.r+ 1,11135 gepr l5-Nay«Shaw 1lnohdrip(12 Oale{/]D00>l.) Sept I, -Apra Is Ile«seers x m.drcp(2-twW1(Kt .j OSYse O11NM stewtg nnmumrslmrudnns As Ise+mew1v 11-es-, SeeOil as L... Sell 29 slalr�i MsiNn�aMr-nl•+UwNwntwxl.dM<se ...re m'r^rr fie Fww vrdrveirN w .. imapm�,we.xr,,...r ana,m mmr f �Yadrequp rApvwn &qua•. hallne slwwrinvn runvrlxnd eiwm, dam mraa. n raww. SbcilOe Exhale ,soil 7. Sin ianm one other, wam-requiting earth 10. Stabilize Soil at Final Credit How to bumpy: 12. Dewaftdng Aetivlties oislurbarce must De lrsalled ahead of frozen Purpose: Br:ng the site or sections or me;sal Wfinal grade as Purpose: grouna stobl final mulchoerwlon as pXs,rpw after constructin, i completed. This Trees waverp-mgherourn enicding acBWUas so met 8. Much used lob temporary sta0rlizeton must fitting wirr. emw'reaches, conhol trotting wlen it reaches grace s me best will reduce the need for eaOMonalseeimentanae-on his clear w•hen'.eaving me crosuucdon site. li applied at gouda m. serdam rate. ore minimumw 3 inches with an 8P90%corer way, to prevent erosion wnilecmMrucdon caninues sou :amid measures and will msuce top t.a'. aialurom ,m. Requiemems: Requirements: q FoseedinganGmulching redeatoliwthe Wale, from uwateling activitas that flows it of 9. I. fir su a cox, ul dstobetl I' drarsm W a mail c1em, areas dfdwr.m d 1 us tw swbil,,.d Within 48 hours of first olden, It, esposea sou. s' o r.uuss s obi. Rule 8.. Ste Wbe rig Erwced soil'. cite mush -ton ate must be clear. ymrer must W. be . the end of each wont day, who the'olkw4ng must be seeded and mulched or --d wlm erns on pumped Into storm sewers -ekes, or wetlands unlm the cxceplims control mating. water rs clear. • n op precop elon women 24 hours is forecast To work wr. rag in the same iestulbed area within 24 hours, deity elabilizalion s nut noxsssary. a •g no - nclearthat coiiect andretainrunoff, such firoanoabw,s «open udmy, benches. 10. Pnnr to etabl8mdnn, sow or Iqr• mie:l on ramovcd to less than I inch in Ckneas. '.1. Laesonsmslebifizoam. sumasthis peit- of build raga man conawctbn or wham constructon vehicle hathe aantolpated. stone paltry should W 16 20 feet wide to accommodate wmk:ular tia8c lvmer&aanzewn -._._.______.._ _____-_ 32 Adam ems pesran ormliencarb nro «err0emsnw sal mere one emsan wrrv. All sad < NMZIr 51 iu bu cs s a tan wE .auN op� M Rm ere. L0.n Lake.l rr pnms.era ltydmgre<e rite;. obges This document a led fro.th. A Ereslon t <«an> 4H ,tile•poC cal Is a Rewu u, . ,fir, uizut wcpn o wares reeamrrE n e e. r s. r rim toes Eamrr Pw . s w, n r r a, xxoao Toa San nppa.. itsNins m«uN n.dDytore ki Netunr EnvironmenR Roler:loanrroee-Tmuyn a Raser,ter aany u s anti on: anpnnianrw Em,rowmmrai careprw pmmrwy aunt. era a+w. M pwwn �^. «twit: rmramme.o mlwr mn."m,a°«r,;,�" me am� awns. nmeam rrwnrara++r.r re.a•rw"r fa00IDe0191,pDKlalw ore �,v30'� 33 Yelment Department of E. hormartal Conserwilf. Water Quality Division Stwmwale•sectcn 103 Sovrh Main Sue., Building 10 North Waterbury. VT 05671-0408 Te,602 241-3770 or 3777 Fax: 802-241-3287 www.Nwah'.rqu611ty.orgJstormwater.h[m srcSo,' Sp«1..rnal crane 34 Now toempty Using sack finery or sediment finer Dogs on dew'atenng dlacharge hoses or ploes, discharge water into sin fence enclosures Installed in vegetated areas away win waterways. Ram- accumuMted seoimenl after the water has dispare and stabilize the area with seed and mulch. .xwercnn4 Aclnrlree - ----M 9. Wlntx Stabilization Purpose: Managing on-uct..'sAas to minimise.osiori and present seemenl losing W wTe s a year-round challenge. In Vermont, ma challenge becomes even greeter during the late fell, winter. and party spring m mins. -W an conal-pion as discussed hens, despite;, the period betw'oen October 15 and April 15, when mslbn prewrolon and sediment control Is signiflcart•. orc dos uIL m. Ism in late Ia14 haws lhrough- lire winter, an, spring man and rains car produce Ngnibcanl 9w's mr;r frozen and saturated ground greatly mr-ding the pum,hal for ercoion. Requirements for Winter Shutdown: Far those projects that will complete earth disturbance acr, ues pro, to the wort. period (October 151, tM f doss ng hae, irernents mull be adhered To 1. F.areasrobcstabiUlelloyvagetahon,... dingstrll hit vmopipl.: nit New Uom finM.nbpr l5 Iu anwrx adeq-growth and cover. 2. If seeding is not completed by September ] 5, eddulonal honroege[atn¢ wotrxllon must ch used to 12. mops& Your Site P.,poae: Pedonm ese Inapattrons to •more mat ell aemmem ant col M. m, furctionir,g properly. RageMr irapeoWra arch mamterarce erpreed-will wep. ,educe coats and probed water quality. Requirements: Irapec: Ilse site.1 kam once even 7 us, end alley emry snf.forsmwma tlwrresults". dw',e efrmr in, sue. r Awn, maintenance to ensure that wecti are run.cning accorarng m the sPrrdlicatmns outlined in In,. IanODcok testa ems Iles wnr aR.."" gee lasNaaoll venso,n y M i se�4m two a. rt.NereR..w«r...r, 31 Notice of Addition of VGl\1Y1�1V 1 Of Owner• or Operators To Coverage Inder Vermont Conawheon General Permit 3-9020 ENYISONMENTAt CONSERVATION siiMnwnan N role rnmmnrml mom rraemnhe finites in sr•.rhnn r..aks m nit anMd xi a rro- pernrmee n an exnerp authonzd«r m disco. 1 urrde pin et ai Parma Opesl from Ine ogem B. 31 h in section A. All ter A— o one spea«1 In' meal Inc l TAM is a Pnrnrpei Oppra cr (subparts 2.18. 3.18 of me CGP) and woo wprc rn1 i,xyrsdol on Ins «pinN NDI must suNnn n Npiaa W Addnnn mrtn. A Pradsic Mibmistion 1. favel rl- 2 Notice elliner Number a Dlfaaad Illinois""elfellnNtlbn --.. I.Neme' 2. Mafng Address: .. streel Box: b. OtyrTwn: c. stale. _. it. 21p:-. 3 Cwdert Ndwmedon a, Phone : b. FAX: c. Emed: C. New coPerminea mfamatlon Check arse fir both: New Landowner I I New Pdndpal Operabor (.Name. 2. Business Name: 3 Malfmg Addreas' a. ShmVPO Box. b. CityRown: c. Stale: d. Zip:_ 4. Contact information a. Phone. b. Fax: c Emad D. Request far Addition es Co-PemNNe i hereby request that the anlu, . Suction C be added as o-Ierrmitmm in the •dining authorizalisn to discharge stem- br from consn... artroses dated e, Sectan A. In ho- ing co-pemmuse Xl-s. I hereby cedfy order the p,mafty of law that I have read, urldeMand ant meal m afigibilny vrdilims W the CGP. that 1agree in cmnply with all apparaMe tame: ant conditions W the MP-, that I undiestand Thal continued audatizaliun under the CGP is eanhngenl on nainlaining elrylilodily Ion op stage, arch that the appleable maseces rn the aulfonze l Erosion Prevention Sediment and Conbo Plan must be k of ensi ted and m erfla e d for Its ruraDon d me ranee flon adowless, I agree to comply won as applicable terms and -MN- of the General Pemno 3-90M Signature - Date - -re' , Fnrlmnmemat cPn---Inn --we Manaaemenl nrmwi 5-«rowel«1,,'hrn nal Lee Uwe. Meer 2 IAmmla'.icr. Vf 0%2D 3n2� dd A ENGINEERING -SURVEY PLANNING• ENVIRONMENTAL a.. era ale aID l www.r6vr.eON>•: " , No oescnP on OaR sY TAX ID Uw of Tneae Powmq, 1. UNma plhe.wiae notch, IF se Gowinga «e keeneed to slimimory plomm�p c nadon wIM oM«dbcbanes « one/o, apwovol mom the requml«y authdllles onRucaen aowa., uni- nol<d aa,r smacked apwove by refl rya umY. I. ay u,<ol Me.e mowing, I., ri-h.. 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Mu copy c tin Me mad cun<nl,—. a unsw<, P w coded TCE. vsyiE yetiFIIIVrE �k' = dolt Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Low Risk EPSC Handbook oa-e 02/03/I0i/ Scold SHOWN nmecr Humbm. I AA7 grow y N1C 1 I q fir _ lAD Twee look.. - CS-02 FOR DI. CLASS 52 A DIRECT TAP (WITHOUT A SADDLE) 15 ACCEPTABLE. FOR PVC, PE. 6'E UNLESS INDICATED OR CLASS35CoFUSESMRH R= - OTHERWISE ON SITE PLAN SERIFS SADDLE OR EQUAL CURB STOPWIM A 2 X O NOTES: BROUGHT TO THE SURFACE WITH THE LETTER 1. 3/d" AND I" CORPORATIONS SHALL RE DIRECTLY TAPPED INTO DUCTILE " MARKED ON li IF IRON PIPE 6" AND LARGER IN CONNECTION WILL NOT BE MADE TO END USER DIAMETER. LARGER SIZE CORPORATIONS UP TO 2"SHALL REQUIRE USE OF A TAPPING SADDLE. A CONNECTION MADE TO A PIPE ERIE CURBBO%WITH THATREQUIRESASADDLEORDNOT $TALONARY RODANO ARCH PATTERN BASE DUCFL IRON WILL HAVE A BODY WITH A SUITABLE ONLEI, SEAL, AND STAINLESS STEEL ROD SUIT ABLE MEANS FOR ATTACHMENT TO THE MAIN. ME SADDLE SHALL lRIGID INSULATION OVER BEND (NOT NEEDED IF BURY IS 6 FT. OR MORE) PROVIDE A DRIP TIGHT CONNECTION AND SNALL BE TEFLON OR EPDXY COATED WITH STAINLESS STEEL DOUBLE STRAP EPDXY STRAPS, BOLTS, NUTS AND COATED STAINLESS STEEL MECHANISM FOR ATTACHING TO THE BANDS PIPE BARREL. CORPORATION STOP 2, INSTALL PER MANUFACTURES BALL VALVE STYLE INSTALLATION GUIDELINES AND TYPE K COPPER OR CIS POLY TOWN PUBIICWORKSTANDARDS CURB STOP WHEN APPLICABLE ALSO COORDINATE WITH TOWN ENGINEER 31,1- I' QUARIER THIN BALL VALVE WHEN APPLICABLE. CURBSTOPWIM IIOCOMPS"GON 3 PRIOR TO CONSTRUCTION SUBMIT CONNECTIONS, MUELLER N 2SN' SHOP DRAWING OF MATERIALS AND M CAMBRIDGE BRASS INSTALLATION PROCEDURE TO "X 8' X 16" CLASS D CONCRETE PROJECT ENGINEER. PAD ON COMPACTED BASE EXISTINGSOIL <. CHLORINATE AND SUCCESSFULLY TEST WATER QUALRY PRIOR TO 3/P'CRUSHEO STONE OR MAKING SERVICE AVAILABLE FOR SANO BEDDING USE. WATER MAIN TYPICAL COPPER SERVICE CONNECTION - IN NON PAVEMENTAREA MARK LOCATION OF CURB STOP WITH A- BROUGHT TO ME SURFACE WITH ME LEITER'W' MARKED PAVED AREAS 4 ON R. SET FLUSH TO GRADE NOTES: 3W AND I"CORPORATIONS SHALL BE DIRECTLY TAPPED INTO DUCTILE IRON PIPE 6" AND LARGER IN DIAMETER. LARGER SIZE CORPORATIONS UP TO T' $HALL REQUIRE USE OF A TAPPING SADUE. A CONNECTION MADE TO A PIPE THAT REQUIRES A SADDLE OR IS NOT DUCTILE IRON WILL HAVE A BODY WITH A SURABIE OUTLET, SEAL. AND SUITABLE MEANS FOR STAINLESS STEEL ATTACHMENT TO THE MAIN. THE SADDLE SHALL PROVIDE A DRIP TIGHT CONNECTION AND SHALL BE TEFLON OR EPDXY ROD COATED WITH STAINLESS STEEL STRAPS, BOLTS, NUTS AND MECHANISM FOR ATACaNG TO THE PIPE BARREL. 2. INSTALL PER MANUFACTURES INVALLATON GUIDELINES AND ERIE CURB BOX WIN TOWN PUBLIC WORK STANDARDS WHEN APPLICABLE. ALSO STATIONARY ROD AND ARCM PATTERN BASE COORDINATE WITH TOWN ENGINEER WHEN APPLICABLE. 3. PRIOR TO CONSTRUCTION SUBMIT SHOP DRAWING OF 3/4" - I"PLUG TYPE MATERIALS AND INSTALLATION PROCEDURE TO PROJECT ENGINEER. CURB STOP WITH COMPRESSION CONNECTIONS d. CHLORINATE AND SUCCESSFULLY TEST WATER QUAITY PRIOR TO MAKING SERVICE AVAILABLE FOR USE. IMUELLER H-25209) TYPE K COPPER OR CTS POLY CURB STOP 3Id" 1'QUARTER BURN BALL VALVE CURB STOP WIN COMPRETSION CONNECTIONS, MUELLER H 25209 OR CAMBRIDGE BRASS FOR 1 1/7'-2" ADO ENLARGED FOOTPIECE d" .9 X 16" CIASS D CONCRETE PAD ON COMPACTED BASE EXISTING SOIL �1l TYPICAL WATER CURB STOP 6" PVC RISER wI1H TRASX RACK CN TO ELEVATION A 353.5 COMPACTED d"PVC TEE ANATIVE M iERIAI 6" END CAP WITH 1- DRILLED ORIFICE AT I` VARIES ./Y. ELEVATION INSTALL TRASH RACK OVER ORIFICE _ 6'"PVC IOOUILET J52A TRST5 FED OF PIPE COMPACTED J NARVE MATERIAL (TYP. ALL DRY BASINS) TEE OUTLET STRUCTURE 4'Xd1 PRESSURE TREATED POST OR EQUIVALENT PLASTIC MARKER EVERY SEED AND MULCH, OVERFILL FOR NOTES: SOO AND AT ALL BENDS IGRASSED AREAS) P NNTD BLUE UNLESS BLUE SETIEMEM I. LENGTH Of OPEN TRENCH SHALL BE INDICATED OTHERWISE KEPT To A M N MUM BACKHU. FREE OF ORGANIC M FROZEN MATERIAL. COMPACTED T090% DENSITY 2. IF UNSUITABLE MATERAL O REMOVED 2d„ FOR PAVED p FOR GRASSED STANDARD PROCTOR IN GRASSED AREAS BROWN NG.FEP1_ACEWTTH GRAVEL SURFACES AREAS GRADE AT 2: I SLOPE MATERIAL APPROVED BY ENGINEER AND COMPACT TO ?A MAXIMUM WHEN DEPTH EXCEEDS 5' DENSITY. 3. NO MECHANICAL TAMPERS SMALL BE t2 ' z BACKFILI MATERIAL TO MATCH USED DIRECTLY OVER PIPE TO INSURE STRUCTURAL ROADWAY GRAVEL. SEE ROADWAY SECTION. COMPACTED TO PIPE IS NOT DAMAGED. 40 95%DENS STANDARD PROCTOR A BEDDING TO PROVIDE FIRM STABLE. U ALL BACKFIII TO BE COMPACTED IN CONTINUOUS AND UNIFORM SUPPORT E C LI%S FOR THE E FULL LENGTH OF . j INITIAL I T OF SELECT BACKALL FREE OF 5. INSTALLWATER MAIN IN I �0 ORGANIC OR FROZEN MAIERIAI, ACCORDANCE WITH MANUFACTURES i COMPACTED T095% DENSITY STANDARD PROCTOR IN GRASSED AREAS GUU 6. IF 6' OF COVER CAN NOT BE OO DETECTABLE METALLIC WARNING TAPE MAINTAINED DISCUSS WITH PROJECT LABELM'WATER" ENGINEER AND TOWN IF APPLICABLE) Op o WHERRE6 OFC OVER CANNOTBE PRIOR TO INSTALLING ADDITIONAL INSULATION OR OTHER MEASURES MAY WITH MAINTA-_ 7' INSULATION BOARD, AND ME MINIMUM BE REQUIRED DEPENDING ON COVER. 7' INSULATION BOARD ON SIDES. Ai ALL ROAD. DRNF AND SIYWALK (SURFACE)INSTALLATON. ). SUBMIT SHOP DRAWINGS PRIOR TO .. CROSSINGS INSTAL 7 NSUATON BOARD ON TOP AND SIDES AS SHOWN AND B. IN NO CASE SHALL THE WATER MAIN BE P3 EXTEND IO BEYOND SURFACE IN BOTH BURIED LESS NAN d 1/2 FEET BELOW DIRECTIONS. INSULATION SHALL BE FULL WIDTH OF TRENCH. FINISHED GRADE. WATER MAIN - - ISEE SITE PLAN FOR M INSTALL TRENCH DAIN PIPE SIZE IS MATERIAL) TRENCH OD A 2d" -� TRENCH TO PREVENT 3/a' CRUSHED STONE OR GROUNDWATER MOVEMENT SAND BEDDING IN NE %PE BEDDING. IW SPACING MAXIMUM. L TYPICAL WATER TRENCH REQUIREMENTS: I. WATER MAINS SHALL BE LAID AT LEAST TO- HORIZONTALLY FROM ANY EXISTING OR PROPOSED MANHOLE OR SANITARY SEWER. THIS DISTANCE CAN BE REDUCED TO 5' FOR STORM SEWERS. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. CONSULT WITH ENGINEER IF THESE SEPARATIONS ARE NOT AVAILABLE. 2. THE PROJECT ENGINEER SHALL PERIODICALLY OBSERVE THIS WRING CONSTRICTION 10 ENSURE ROPER SEPARATION. AND THE CONTRACTOR SHALL SUPPLY AS-BURTS REFERENCING PROPER SEPARATIONS PARALLEL WATER INSTALLATION WSR APPENDIX SUBSECTION 8.6.2 CONTRACTOR'S CERTIFICATION REQUIRED PRIOR TO THE DESIGN ENGINEER CERTIFYING NAT ME INSTALLATION HAS BEEN INSTALLED IN ACCORDANCE WIN NE PERMITTED DESIGN, ME CONTRACTOR SHALL PROVIDE A CERTIFICATION THAT ME WATER SYSTEM WAS INSTALLED AND TESTED IN ACCORDANCE WITH THE APPROVED DESIGN PLANS. STATE PERMITS REQUIRE THERE SHALL BE NO DEVIATIONS FROM THE APPROVED PLANS WITHOUT PRIOR APPROVALS. THE DESIGN ENGINEER SHALL BE NOTIFIED AND ALLOWED TO OBSERVE THE CRITICAL PHASES OF CONSTRUCTION INCLUDING ANY REQUIRED TESTS. LIKEWISE. THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM THE APPROVED PLANS, SINCE THE DESIGN ENGINEER DOES NOT CUSTOMARILY OBSERVE ALL PHASES OF ME WORK, OR ALL TESTING, HE MAY RELY ON THE CONTRACTOR'S CERTIFICATION AS THE BASIS FOR FINAL CERTIFICATION, THE CONTRACTOR SHALL THERETORE SIGN AND RETURN A COPY OF THE FOLLOWING CERTIFICATION UPON COMPLETION OF THE WORK: '1 HEREBY CERTIFY MAY I HAVE INSTALLED, PROPERLY TESTED, AND SUCCESSFULLY PASSED THOSE TESTS. AND THE WATER SYSTEM(S) ARE BUILT IN ACCORDANCE WITH ME APPROVED DESIGN PLANS AND APPLICABLE PERMIT CONDRONS' CONTRACTOR NAME: AUTHORIZED AGENTS NAME: SIGNATURE: DATE: NOTE ANY DEVIATIONS FROM APPROVED PLANS HERE' NOTE: THE CERRFICAPON AND THE PROJECT ENGINEER'S SUBSEQUENT CERTIFICAION DOES NOT VOID THE CONTRACTOR FROM REPAIR OR REPLACEMENT OF DISCREPANCIES DGCARDED AT A LATER ME. THE CONTRACTOR REMAINS RESPONSIBLE. INCLUDING CUSTOMARY GUARANTEE AND WARRANTY PERIODS. CONTRACTOR'S CERTIFICATION FOR POTABLE WATER SYSTEMS MINIMUM AREA 5' WIDE. ZY LONG :SE LENEFLARED END SECTION. ; ;I "Cyst QUAL. �1 W PLAN VIEW,''.. INLET OUTLET^ CONDITION CONDmON INTERIOR. CORRUGATED HIGH DENSITY LENE PIPE INDPE). ED DRAINAGE SYSTEMS (ADS) FINGERED GRADEEQUAL.PROVIDE I8"TYPE II RIPRAP i0 MATCH TAPERED OVER I7'TYPE P20d RIPRAP SIDES OF END SECTION FOR PIPES I5" Oq SMALLERUSE 16 TY"' ER I2' TYPE SLOPE AS PER P20d FOR PIPE OVER 15. SREP ANPEAS PERD'INLETLENE FLARED END SECTION.�OLIIV'l CONDITION ADS OR EQUAL CONDITION ELEVATION VIEWS= POLYETHYLENE (NDPE) END SECTION , WATER REQUIREMENTS: I. WATER MAINSCROSSINGSEWERS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF IS INCHES BETWEEN THE OUTSIDE OF WATER MAIN AND THE ONSIDE OF SEWER. THIS SHALL BE THE CASE WHERE THE WATER MAIN D EITHER ABOVE OR BELOW THE SEWER. AT CROSSINGS, ONE FULL LENGTH OF WATER PIPE SHALL BE LOCATED $0 BOTH JOINTS WILL BE AS FAR FROM THE SEWER AS POSSIBLE. IF THE SEWER MAIN IS OVER ME WATER IB MAN. ME FIRST SEWER PIPE JOINTS ` MIN ON EACH SIDE Of THE WATER MAIN MUST BE CONCRETE ENCASED. SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPES MAY - BE REQUIRED. WATER MAINS SHALL NOT PASSTHROUGH SEWER MANHOLES OR BE SUBMERGED IN BASINS CONTAINING SEWAGE OR - OTHER GROSSLY CONTAMINATED OR HAZARDOUS MATERIAL. INVERT - 2. THE PROJECT ENGINEER SHALL )III OBSERVE ALL CROSSINGS. PRIOR TO )III. III BACKFILL. 3. ANYDEVIATION TOTHISMINIMUM SEWER RE QUIREMENTISSUBJECT TO REVIEW AND APPROVAL OF COMPACTED REGULATORY AUTHORIRES. CRUSHEBACKAIDNCT BAGKFILLIN6"ll%S d' PRIOR TO CROSSING THE CONTRACTOR SHALL SUPPLY INVERT OF SEWER i0 PROTECT ENGINEER. TYPICAL WATER/SEWER CROSSING Y +} wa r. CRIGHFO GRAVEL NAOI AB.- NNE) +� GRAVELS IVAOT -N)UR B CRUSHED GRAVEL (WADI iBN.05A COMSEI :ABON fABRC ALIATICH:A-DACEWTH UACRUS' RECOMMENDATIONS SAND BORROW AND CUSHION TO BE USED IN POORLY.... SDCS OR OVER BFDROCX IVAOT-L.; SECTION NOTES: ASE SAND CUSHION AND SUBGRADE SHOULD BE CONSTRUCTED AND COMPACTED TO THE MENTIONS SHOWN IN ACCORDANCE WUH VERMONT AGENCY OF IRANSPO«AXON SPECIFICATIONS, STANDARD A Md WHERE MORE STRINGENT LOCAL ORDINANCES HAVE BEEN ,ADO%ED REIAIIVE M ROAD DMRROW AND CONSRUCIIOH.IHEY SIKOULD GOVERN. 2. COMPACT NI SUBBASE MATRIAIS *09M MAXIMUM MNUTY (STANDARD ROCTORI. 3.XGRON+OWNER OR SOH SPOTS ARE E CUHIH D CO. IACT Tnl NGVEER 10 CISCUSS wCC®NFASURES SUCH AS UNDERDRATH TYPICAL GRAVEL ROAD OR PARKING SECTION I'=, EE,:CET V E® MAR Q 9 2012 Citj ci So. Burlington A. ACLS �%J' ENGINEERING -SURVEY PLANNING ENVIRONMENTAL .,n61 SIN BR9assrl WWWW TCEK.<M+1..1 P.... BRNtlenS N.. D.,KdpRan DRM W WW BL-d ReVew 02/12/15 JAD APppval B CPnfhu.FY, 03/11/15 JAD Q3 Add UFM M 02/02/17 JAD Revise Houle STpmwPler N/09/I7 JAD AX ID USe of N.I. pa Unleaf Dowlnolnerwhe noted. Meu GmHnH ve Inlendea Iw peRIglwry pPnrwq. ce>annxon wM oMe, a.� P nes w ylxme.. Pna/p pppoym n.m Me.ewlavY PyMPmlea. _V ore na Inlended s <rnfhucnon d,d-9. u. noted H 1u11 p maned app.ved 1, P repo -1 PUMoay. 2. BY... W RHe arawingl ip c.mlmcNon a Me %o1Rc1 Me Own« K--h loot%. n.verewewed Ppp d ona accepted Me erawlnpa,.bb -d! of necessary p ft , a.d nw• m« wxn ql Pop mpae pPm.a/aagpBTH. -1,d ng Dul no111mX•d b Me Engineer and IHe A-Itecl I., Inane Pbm are PropeHy c.pangetl IncludMp, bw n.l Mlled lP.c Pcl aocumenh. apeclRcaHana wrier/a.nnonp PRreemema, wR i; —d meanPNPd na, pHo1• Pne pu uINHe , .nd oM« p•anenl pH-R, Ip conanuc0.n. 3.Own« Pnd Arcnlleq, ore reaponaDle br M.1 deagn Pnd baPnon a bwlebga an.wn maw. np an «eP medrorea p minimum INe IS) le« around Pny bwlang Pntl co --frog ...I wIIlly connHHona Mawn on I-. plena. •. Nlor FP uaing Meae p...K Ip con ... IF,., 1. user c �I n."tac MnpICSE 1. enfwe Me pan cenbba the mod S. M•fe Daf pe apecfic b Me hgecl.ntl are nq .nder.ge. Af I.I..-h tl a«wce. Male a.wlnps, Pnd ..plea aned by ICE arc ITS eacluMe p.-ft CM1.npea 1. Me drvwlnpa may eqy be male by TCE. X Pmhdona pe aacpv«ad, Mey aM1aR be broupM1l b Me PXRnXon q ICE XnmeaPT«Y 6. II hMe Uaer'a, SponalblMy benfure IN. copy I,— Me mod cuneM reWabna. H unsure, Pw.K. con TCE. E R9 ti Oft ho1RCNBIR Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Unit 313 Details DPI.: 1/U3/2U11 Scale: Shown Prgeq Numb«: Drawn BY: RMP ha1M [nRlle•r: JAD AH,a BY: C8-05 CONTROL PANEL TO BE FABRICATED REMOVABLE 2' MOUNTED ON- DOW STYROFOAM SUPPO RTS SET IN GROUND MOUNDED ON PRESSURE AT PUMP STATON OR IN TREATED PLYWOOD TO HOUSE. 'PROVIDE AUDIO PREVENT FREEZING AND VISUAL ALARMI NOTE VERIFY TANK DIMENSIONS AND RIM PRIOR TO ORDERMIG ELECTRICAL CONDUIT TO CONTROL T."A PANEL PRESS SEAL GASKET PRESS CAUTION 'HIS 6 A CONFINED SPACE DO NOT ENTER WITHOUT FOLLOWING OSHA CONFINED SPACE ACCESS REGULATIONS ALL FETING$ SCH. BO PVC ENGINEER MUST APPROVE 24" DIA. H2O UD OR // 3" VENT WITH ODOR CONTROL ORENCO SYSTEMS APPROVED EQUAL F / CPSOR I IEQUAL ODOR BECOMES AN ISSUE LOOK _ FOR ALTERNATIVE VENT LOCATION FOR AL L BUTYL RUBBER. ALL JOINTS TO BE WATERTIGHT �- PROTECTION AGAINST FREEZING INSULATE OVER TANK AND UNDER THE FRAME L D WITH RIGID INSULATON AS 36-A, NEEDED TO PREVENT FREEZING 3IT01 WELLTLE 24 HIGH SECTION CAST INTO TANK I,DoRI GALLON PRECAST CONCRETE SEAMLESS PUMP STATION, 5'e' X III C.D.) 2l T' UNION TPVC BALL VALVE T INC 9w ELBOW T' PVC CHECK VALVE (TWO TO BE USEDI ADJUSTABLE LEVEL CONTROL (2-FLOATS) T RUBBER BOOT ANY SUMMITIONS A. THE LOP OF THIS SEAMLESS TANK SHALL BE NO ARM DEEPER THAN 3 FEEE BELOW FINISH GRADE. IF TIE 3' UTANK ISDEEPER THAN 3 FEET THE CONTRACTOR _QN iY' SHOULD COORDINATE WITH RESPECINE SUPPUERS TO SELECT A SIMILAR TANK THAT CAN aOFF BE BURIED DEEPER,\ B. ENSURE TANK IS WATER TIGHT. C. FILL TANK WITH WATER AND CONSIDER ANTI _ BUOYANCY MEASURES IF FLOTATION IS A CRUSHED "ii' �%lY +fJ. CONCERN. DO NOT PUMP OUTFANK WHEN STONEOR - - WATER TABLE IS HIGH, GRAVEL BASE ELECTRICAL TO MEET APPLICABLE CODE -- REQUIREMENTS. REFERTOTHE PUMP DESIGN BRIEF FOR PUMP SIZE AND FLOAT SETTINGS, CONFIRM FIELD CONDITIONS MATCH DESIGN FPRIOR TO ORDERING. THE CONTRACTOR AND SLPPI ER AIC.00RDINATE THE POWER REQUIRFMFNTS PRIOR TO ORDER O Alli TNIVERY. 1000 GALLON GRINDER PUMP STATION FOR MUNICIPAL SEWER Y 41%"xXB' PRESSURE TREATED POST OR EQUIVALENT PLASTIC MARKER EVERT 200' AND AT ALL BENDS B VALVES (GRASSED AREAS) PAINTED GREEN 21' FOR GRASSED !' TOPSOIL ILOAMI SEED AND MULCH, FOR PAVED AREAS ANDOVERFILLFOR5ETTLEMENT SURFACES OI GRADE AT 2:1 SLOPE WHEN OEPTN EXCEEDS 5 I BACKFILL FREE OF ORGANIC OR q O FROZEN MATERIAL COMPACTED TO 95%DENSIIY STANDARD PROCTOR T) B !nr j) UNDER ROADS OR PAVED SURFACES, �uJ AND 9M DENSITY ELSEWHERE LI < INITIAL I T' OF SELECT BACKFLL FREE i l OF ORGANIC OR FROZEN MATERIAL COMPACTED T0951S DENSITY STANDARD PROCTOR F� �l WHERE VOF COVER CAN NOT BE j MAINTAINED COVER SEWER MAIN e WITH 2" RIGID INSULATION. PLACE INSULATION AT ALL ROAD, DRIVE AND Yi f SIDEWALK CROSSINGS. EMEND >M SIYROFOAM IO' BEYOND CROSSINGS i N WIN DIRECTIONS i PVC SDR 21 OR 26 FORCE MAN SEE SITE PLAN FOR SHE. INSTALL TO MANUFACTURER'S REQUIREMENTS. To SAND BED OR 1 1 /T CRUSHED STONE O �,,,... ;NOTES: .; I. INSTALL TRENCH DAM IN TRENCH TO PR V NiGROUNDWATERMOVEMENT PREVENT F E NIN TNF PIPE BEDDING, MIT SPACING MAXIMUM 2. INSTALL fORCE MAIN Al A CONSTANT D I ZI - GRADE MO HIGH POINTS OR LOW POINTS' INSUU11ON SHALL BE FULI 3. IF FM HAS LESS THAN I OF COVER INSTALL WIDTH OF THE NCH TWO LAYERS OF INSULATION ON TOP AND SIDES AND ONE LAYER BELOW PIPE TYPICAL FORCE MAIN TRENCH ' REQUIREMENTSICTEST MTERPR4 = V-N[F 3/ET = I N PRESSURE TEST UPON COMPLETION OF CONSTRUCTKN OF A FORCE MAIN, THE LINE SHALL BE PRESSURE AND LEAKAGE TESTED IN ACCORDANCE WITH THE FOLLOWING PROCEDURE: AFTER THE PIPE HAS BEEN LAID, ALL NEWLY LAID PIPE OR ANY VALVED SECTION THEREOF SHALL BE SUBJECTED r0 A HYDROSTATIC PRESSURE OF AT LEAST I S X THE HIGHEST WORKING PRESSURE IN THE SECTION 1. ITS PRESSURE RESTRICTIONS. ZEST PRESSURES SHALL A. NOT BE LESS THAN W PSI AT ME HIGHEST POINT ALONG THE TESL SECTKJN. B. NOT EXCEED PIPE OR THRUST RESTRAINT DESIGN PRESSURES. C. BE OF AT LEASt 2 (TWO) HOUR DURATON. D. HOT VARY BY MORE THAN! 5 PSI. E. NOT EX TWICE THE RATED PRESSURE OF ME VALVES WHEN THE PRESSURE BOUNDARY OF THE TEST SECTION INCLUDES CLOSED GATE VALVES. 2. PRESSURIZATION. A. EACHVALVEDSECTION OF PIPE SHALL BE FILLED WITH WATER SLOWLY AND THE SPECIFIED TEST PRESSURE, BASED ON THE ELEVATION OF THE LOWEST POINT IN THE LINE OR SECTION UNDER JEST AND CORRECTED TO ME ELEVATION OF THE TEST GAUGE, SHALL BE APPLIED BY MEANS OF A PUMP CONNECTED TO THE PIPE. B- AIRREMOVAL: BEFORE APPLYING THE SPECIFIED TEST PRESSURE. AIR SHALL SEEXPELLED COMPLOELY FROM ME PIPE VALVES. C. EXAMINATION: ALL EXPOSED PIPE. FIRINGS, VALVES. AND JOINTS SHALL BE EXAMINED CAREFULLY DURING THE TEST. ANY DAMAGED OR DEFECT VE PIPE. FRNGS. OR VALVES, THAT ARE DISCOVERED FOLLO WING THE PRESSURE TEST SHALL BE REPAIRED OR REPLACED WISH SOUND MATERIAL AND THE TEST SHALL BE REPEATED AT NO EXPENSE TO OWNER, LEAKAGE TEST A LEAKAGE TEST SHALL BE CONDUCTED CONCURRENTLY WITH THE PRESSURE THIS. 1. LEAKAGESHALL BE DEFINED AS ME GUMMY OF WATER THAI MUST 9ESUPPLED INTO ME NEWLY LAID PIPE, OR ANY VALVED SECTION THEREOF, TO MAINTAIN PRESSURE WRHIN 5 PSI GENE SPECNED TEST PRESSURE A ME NR IN THE PIPEUNE HAS BEEN EXPELLED AND THE PIPE HAS BEEN FILLED WITH WATER. 2. ALLOWABLE LEAKAGE: NO PIPE INSIALIAIION WILL BE ACCEPTED F THE LEAKAGE IS GREATER THAN THAT DETERMINED BY ME FOLLOWNG FORMULA: L= NDJP aD WHERE: LITHE ALLOWABLE LEAKAGE. IN GALLONS PER HOUR: N IS THE NUMBER OF JOINT IN THE LENGTH Of PIPELINE TESTED: D ISTHE NOMINALLDIAMESS DF ME PIPE IN NCHES: AND PIS THE AVERAGE LEST PRESSURE DURING THE LEAKAGE1ESi. N POUNDS PER SQUARE INCH GAUGE. NOTE IN THE E/EWTHATTHEFORCEMAIN 6 REWIVELYSHON(100 FEE OR LESS). THE PROJECT ENGINEER CAN JoUTE DISCRETION IN TEST REQUIREMENTS. TESTING FORCE MAINS IENVIRONMENTAL PROTECTION RULES CHI, EFFECTIVE 9129/07 SECTION I W(g)I REFERENCE FOR CONNECTION PURPOSES PRE-1 CONCRETE 4 FINISH GRADE COPOLYMER -" -- T' RUBBER BOOT, PREA SSED DJUSTMENT RING POLYPROPYLENE INTO S' HOLE 1TYPJ SECTION MINIMUM PLASTIC LADDER INCHES MAXIMUM - f ✓r ECCENTRIC CONICAL TOP SECTION RUNGSR IY O.C. F I.D. PRECAST CONCRETE 12 NCHES MANHOLE STRUCTURE 24 TPVCSCHeD T' PVC SCH 80 TRUE UNION BALL VALVE CONE 6'MIN. T' PVC SCH 60 TEE COPOLYMER Y SCH 80 PVC NPi BALL VALVE WITH POLYPROPYLENE LADDER RUNGS BNYLJOINTSEALANI g T POLYPROPYLENE MALE CAM 6 GROOVE %MALE HIM WIN 1" IT'O.C. LOCKING CAP FOR CAM AND GROOVE FITTING MANHOLE NOTES S' I. F OEPM OF MANHOLE 67 FEET OR LESS 46 FROM RIM 10 CENTERLINE INVERT. THEN A FLAT TOP WILL BE INSTALLED, IF DEPTH IS RISER (21 I/2 CIRCLE M" MORE THAN 7 FEET. THEN A CONICAL TOP WILL BE INSTALLED. RIGID INSULATION CUr TO FIT T ADJUST RIM AS NEEDED TO MATCH FINAL T PVC SCH 80 TRUE PAVEMENT' UNION TALL VALVE 11ALUMINUMU"SQUM RAK -L • a "'"" "''' -1 ' TT'ANGLE IRON SUPPORT BASE (TYPICALI 2" PVC 5CH 80 TRUE UNION BALL VALVE PIPE 6" PIPE SUPPORT TYPICAL) ALL PIPING OUTSIDE MANHOLE TO BE SM21 PVC PLAN VIEW ALLEMINGSINLDEMANHOLETOBESCHBOPVC - B'GRAVE' BEDDING 'MIN.1 SECTION VIEW �� UNDISTURBED SOIL EXISTING JUNCTION MANHOLE (DESIGN) NOTE: PIPING SHALL BE INSTALLED IN ACCORDANCE WITH THE STRICTEST INTERPRETATION OF THE PLANS. T SOR 26 PVC SPECIFICATION AND MANUFACTURER'S 190' RADIUS INSTALLATION GUIDELINES. 6" SOTS Zd PVC I50'RADIUS X'SDR26PVC IOU RADIUS 3" SDR 26 PVC 90'RADIUS 2 1/T$DR 26 PVC 76 RADIUS 2" SDR 26 PVC w RADIUS I 1/7' SDR 26 PVC 50'RADIUS ALLOW ABLE LONGITUDINAL BENDING FOR PRESSURE RATED HPE-ASTM D 22e1 M r: 25 Q `N S z o a g g $ g S r - ASSEMBLE PIPE IN STRAIGHT LINE IN TRENCH THEN OfESE. AVAILABLE IN EITHER INTEGRAL BELL GASKETED JOINTS AND SOLVENT WELD JOINTS. -t& ALLOWABLE BENDING FOR SDR 21 OR 26 PVC PIPE Y PRIOR TO THE DESIGN ENGINEER CERTIFYING THAT THE INSTALLATION HAS BEEN INSTALLED IN ACCORDANCE WITH THE PERMITTED DESIGN, THE CONTRACTOR SHALL PROVIDE A CERTIFICATION THAT THE WASTEWATER SYSTEM WAS INSTALLED AND MI IN ACCORDANCE WITH THE APPROVED DESIGN PLANS. STATE PERMITS REQUIRE THERE SHALL BE NO DEVIATIONS FROM THE APPROVED PLANS WITHOUT PRIOR APPROVALS. THE DESIGN ENGINEER SHALL BE NOTIFIED AND ALLOWED TO OBSERVE THE CRITICAL PHASES OF CONSTRUCTION INCLUDING ANY REQUIRED TESTS. UKEWISE THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM THE APPROVED PLANS. SINCE ME DESIGN ENGINEER DOES NOT CUSTOMARILY OBSERVE ALL PHASES OF ME WORK, OR ALL TESTING, HE MAY RELY ON THE CONTRACTORS CERTIFICATION AS THE BASIS FOR FINAL CERTIFICATION. THE CONTRACTOR SHALL THEREFORE SIGN AND RETURN A COPY OF THE FOLLOWING CERTIFICATION UPON COMPLETION OF THE WORK: T HEREBY CERTIFY THAT I HAVE INSTALLED. PROPERLY TESTED. AND SUCCESSFULLY PASSED MOTE TESTS. AND THE WASTEWATER DISPOSAL AND COUECTON SYSTEM(SI ARE BULL IN ACCORDANCE WITH THE APPROVED DESIGN PLANS AND APPLICABLE PERMIT CONDITIONS:' AUTHORIZED AGENTS NAME NOTE: THE CERTIFICATION AND ME PROJECI ENGINEERS SUBSEQUENT CERTIFICATION DOES NOT VOID 111E CONTRACTOR FROM REPAIR OR REPLACEMENT OF DISCREPANCIES DISCOVERED AT A LATER DATE. THE CONTRACTOR REMAINS RESPONSIBLE. INCLUDING CUSTOMARY GUARANTEE AND WARRANTY PERIODS. CONTRACTOR CERTIFICATION FOR WASTEWATER SYSTEM USE CLASS D 12500 PSI' CONCRETE FOR THRUST BLOCKS. PLACE a MIL. POLYETHYLENE BETWEEN FITTING AND THRUST BLOCK. PLACE THRUST BLOCK AGAINST UNDISTURBED TRENCH WALL - CONCRETE BEARING AREA ON FETING TO BE A MINIMUM OF 112 SQUARE FOOT. THRUST BLOCKS BASED ON W PSI TEST PRESSURE IF CHANGE IN ELEVATION BETWEEN ANY 2 POINTS IN THE LINE IS GREATER THAN 117 THRUST BLOCKS WILL HAVE TO BE ENLARGED. MINIMUM BEARING AREA IN SQUARE FEEL ON UNDISTURBED TRENCH WALL SOIL SAFE BEARNG2 ? 21/T' S A 6' FYPE LOAD LBS/FI. TEE 90° MS° 22.5° LEE 90° eT 225• 90' AS• 22.W TEE 90° LS- M.5° LEE 90° % 22S° CLAY 000 OS OS 0.5 OS D.5 OS 0.5 OS 0.5 0.5 0.5 o.8 o9 0,7 OS I 8 2A IS OR SAND GRAVE 30100 3000 0.5 0.5 X5 0.5 0.5 0.5 0.5 0.5 0.5 OS OS 0.5 0.5 0.5 0.5 OS OS 0.5 21 0.5 0.5 05 OS 0.5 0.5 o.5 OS OS OS 0.5 0.5 OS OS 0.90,5 0.5 0.5 0.5 0.5 TILL SHALE 1000 10000 05 D.5 0.5 0.5 0.5 0.5 0.5 0.5 OS 05 0.S OS 0.5 0.5 D5 OS 0.5 0.5 0.5 0.5 0,5 0.5 0,5 D.5 0.5 0.5 OS 05 0.5 0.5 OS 05 0.5 0.5 0.5 0.5 0.5 OS 05 0.5 NOTE : ENGINEER TO OBSERVE ALL THRUST BLOCKS PRIOR TO BACKHLL. _tce FORCE MAIN THRUST BLOCK SPECIFICATIONS Y IMPORTANT NOTE CHECK WITH STATE OR ENGINEER TO VERIFY SETBACK DISTANCES. SETBACK DISTANCES CAN VARY FROM WHAT IS SHOWN HEREON BASED ON THE SIZE AND SCOPE OF THE PROJECTOR NEWLY PUBLISHED RULES FROM OTHER STATE AGENCIES. ITEM HORIZONTAL DISTANCE IFEE ) DISPOSAL FIELD SEPTCIANK SEWER DRILLED WELL b So SO GRAVEL PACK WELL, SHALLOW WELL OR SPRING b 75 75 LAKES, PONDS, IMPOUNDMENTS SO 25 25 RIVERS AND STREAMS 5O ZS ID DRAINAGE SWALES. ROADWAY DITCHES 25 - - MAIN OR MUNICIPAL WATER LINES w w d ATMOSPHERIC WATER STORAGE TANKS w w 50 SERVICE WATER LINES Z5 25 d ROADWAYS, DRIVEWAYS, PARKING LOTS 10 5 c TOP OF EMBANKMENT OR SLOPE GRATER THAN 3056 25 ID - PROPERTY LINE 101 25 R W 10 TREES To To to OTHER DISPOSAL HELD OR REPLACEMENT SYSTEM W, - - FOUNDATION DRAINS. FOOTING MANS. CURTAIN DRAINS , s TO - PUBLICWATERSUPPLYIe) f f f SUCTION WATER LINE IDo 50 50 THESE DISTANCES MAY BE REDUCED WHEN EVIDENT THAT THE DISTANCE IS UNNECESSARY TO PROTECT AN REM. OR INCREASED IF NECESSARY TO PROVIDE ADEQUATE PROTECTION. INDIRECT DISCHARGE REQUIREMENIS SUPERSEDE THIS IF DIFFERENT. WATER SUPPLY RULES SUPERSEDE THIS IF DIFFERENT. ISOLATION DISTANCES ENVIRONMENTAL PROTECTION RULES, CHAPTER 21, EFFECTIVE 9/29/07 SECTION I-807 GENERAL CRITERIA REGARDING ISOLATION DISTANCES A. LOOCADON DISTANCES APPLY REGARDLESS OF PROPERTY LINE LOCATION AND OWNERSHIP. B. SEPARATION BETWEEN POTABLE WATER SUPPLIES AND LEACHFIELDS SHALLBE DETERMINEDBY THE METHODS N THE VERMONT WATER SUPPLY RULE, APPENDIX A. PART I I. SECTION 11.X. C. SEWERS UNDER ROAM DRIVEWAYS. OR PARKING LOTS MAY REQUIRE PROTECTIVE CONDUITS OR SLEEVES. D. SEPARATION OF PRESSURE WATER LINES CONSIDERED AS'SERVICE CONNECTIONS' AND SEWER LINES SHALL ADHERE TO THE VERMONT PLUMBING RULES. SEPARATION OF PRESSURE WATER UNITS CONSIDERED TO BE PART OF A PUBLIC WATER SYSTEM AS DEFINED BY THE VERMONT WATER SUPPLY RULE) AND SEWER LINES SHALL ADHERE r0 THE REQUIREMENTS OF THE VERMONT WATER SUPPLY RULE. E. THIS REFERS TO PUBLIC COMMUNITY WATER SYSTEMS, AS DEFINED IN THE VERMONT WATER SUPPLY RULE F. CONTACTMEDEPARTMENTOFENVILID WW&CONSERVATONSWATERSUPPLYDMSION.IMSOULH MAIN STREET. WATERBURY. VERMONT. SPECIFIC CRITERIA FOR ISOLATION DISTANCES I. THE ISOLATION DISTANCE TO SURFACE WATERS SHALL BE MEASURED FROM THE NEAREST PORTION OF THE LEACHFIELD, WHICH WILL BE THE TOE OF THE SYSTEM FOR MOUND AND Ai -GRADE SYSTEMS. THE ISOLATION DISTANCE MUST BE SATISFIED ON A YEAR ROUNMASIS, THEREFORE THE EDGE OF THE SURFACE WATER IS ME ANNUAL HIGH WATER LEVEL. 2. FOR MOUND WASTEWATER DISPOSAL SYSTEMS, ME UMII OF FILL MUST BE 25 FEET FROM ANY DOWNHILL PROPERTY LNE AND ID FEET FROM ALL PROPERTY UNES ON THE SIDE OR UPHILL. 3. NO DISPOSAL FIELD OR REPLACEMENT AREA SHALL BE CLOSER THAN 10 FEET TO ONE ANOTHER EXCEPT AS ALLOWED FOR TRENCH SYSTEMS IN SECTION 1.9071M). H. IF A CURTAIN OR FOUNDATION DRAIN IS DOWNSLOPE OF ME DISPOSAL FIELD, ME DEPOSAL FIELD CANNOT BE CLOSER MAN 75 FEET r0 THE DRAIN. IF THE CURTAIN OR FOUNDATION DRAIN IS UPSLOPE OF THE DISPOSAL FIELD, IT SHALL BE 35' IF POSSIBLE, AND A MINIMUM OF 20 FEET TO THE DISPOSAL FIELD. THE ISOLATION DISTANCES FOR MOUND SYSTEMS SHALL BE FROM THE EDGE OF THE MINIMUM BASAL AREA OR THE EDGE OF THE ABSORPTION TRENCH OR BED WHICHEVER IS CLOSER. THIS DISTANCE MAY BE REDUCED IF THE CONSULTANT PROVIDES ADEQUATE DATA AND ANALYSIS TO SHOW THAT EFFLUENT FROM THIS SOIL BASED SYSTEM WILL NOT ENTER THE DRAIN OR INCREASED IF EFFLUENT WILL ENTER THE DRAIN. NGINEERING SURVEY ANNING ENVIRONMENTAL n.rvl.-. wagRenIwww.TCGW.COM -_.ils BeMsima IBo. D..mpxefl Dale w IL W W B Locd Review w1I2/IS JAD QUpdated FOr Fin Apppval Bc-RUction 03/11/IS JAD QS Add Unit 38 02N2/17 JAD LAX 10: Uae d These dowinpi 1. UdeM oMenMse nded, Meu dawlnpa me Intended Tor mMary pinndng, coordination WRb oMer diciplinea er VNBIes, and/or approval hem Me repdalory - -To-They ere nd'Mended m cent ft, tlrawl Un I, - ea sucb m d approved by a r HI,.kd Y odbmw. 2. BY use d Mese tlrawlnpa im conahucXon el Hro PrelecL e Own« remeunis Mat Mey M1we reNewed approved, and -pled Ine drawln91o IPNJ aB necessary p-t , and nave met wXN all opPllcade PPMes/dlacb9n K 1 d pb P. I.- to, Me Enpinem arM Me APF.-I re pro ry coartllnabd Inc - but d rpnhacf documents, ipacXl<allons, / t for apre .m bLPdinp and mecbanlcPl pl TO t and pub.c UBM es, and F0. yeHlnenf p 11L Iw canahuction. ]. ma -Arc 1,. spwalbe Im Eeagn olM IocoHoP d bYXdPBL anpwn, iclVdlnR an mop mwawed o minimum Xve (S) feel mound any bulldlsp antl ceordnding Pool uMw cennechens mown on These plans A Pdm to udnp Meae plant for conshucXon layeul, Me user cnunlen mlPito +E to enawe Me plan contains IF. most 5. Mew.a IPRa are s 01F to Me Pre)ecf and are net andmabb. AS lndmmeMaduMce, Mete drdwings, alM ea Inmed, luml h- by TOE me Xa evcWave mopedy. Cbonpea to Me draxings may only be made by TICE. X amisdem are dbcevmed Mey M 14 be bough b Me aheM dTCE immedidel Y 6. B la Me User s respembgw to en W'e Mls copy conlalns Me most cunenl PIAL s. I unsure, please Fantod TCE. YAV1E L0 I'TEP Aei CIVIL he)ec1 MT. Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Unit 313 Details Date' ,:>/J3/2017 SFol 5ne'M1 Holed Number --... I4-087 dawn By _.. RMP .....e�� s......... JAD C8-04 000 45521 V = 1.38,ti FG = _� CITY CLERK'S OFFICE Received Jul 26r2i117 02:381P Recorded in VOL: 1333 PG.' 50 OF So. Burlington Land Records Attest Donna Kinville City Clerk AFFORDABLE HOUSING RESTRICTIVE COVENANT FOR UNIT 3A CHAPLIN LANE, SOUTH BURLINGTON, VERMONT This Restrictive Covenant (the "Covenant") is made this Oday of July, 2017 by Synergy Development, LLC. WHEREAS, in 2017 Synergy Development, LLC, filed Preliminary and Final Plat Application #SD-17-04 to amend the previously approved Planned Unit Development (PUD) to add one single family dwelling to Lot 3 at 7 Chapin Lane , South Burlington, Vermont (the "Property"); and WHEREAS, the South Burlington Development Review Board reviewed the Application under the City of South Burlington Land Development Regulations then in effect ( the "Regulations"), and approved the Application by the Findings of Fact and Decision on the Preliminary and Final Plat Application #SD-17-04 dated March22, 2017, (the "Approval"); and WHEREAS, the Approval imposed a condition requiring that the existing home identified as Unit 3A on a plat entitled "Subdivision Plat, Synergy Development, LLC, 7 Chaplin Lane, South Burlington, Vermont, pre by Trudell Consulting Engineers, dated February 16, 201 /, and recorded in Map Slide of the City of South Burlington Land Records (the "Plat"), include a deed restriction requiring that, for a period of twenty (20) years from the date of Approval, Unit 3A (the "Affordable House") be conveyed as "affordable" as defined herein below. WHEREAS "Affordable" is herein defined as: "Housing that is priced to be affordable to inhabitants, whose gross annual household income, as adjusted for household size, is one hundred twenty (120%) or less of the median income for the Burlington -South Burlington Metropolitan Statistical Area (MSA), as defined by the United States Department of Housing and Urban Development, and the total annual cost of the housing, including principal, interest, taxes and insurance, is not more than thirty-three percent (33%) of the household's gross annual income, should the buyer secure a 30 year mortgage at prevailing rates, without consideration as to buyer's choice of procuring shorter term debt, should they choose, based on personal savings or other grants, loans, gifts or personal contributions. THEREFORE, in consideration of the foregoing recitals, and for other good and valuable consideration, including but not limited to the Approval, the sufficiency of which is hereby acknowledged, Synergy Development, LLC, a Vermont limited liability company with a principal place of business in Charlotte, Vermont, for itself and its successors and assigns (the —1— 000455-21 V = 1383 PG = �9 "Owner") does hereby agree that it will convey the Affordable House subject to the following Covenant: 1. DEED RESTRICTION. The warranty deed conveying the Affordable House shall include the following restriction: The herein conveyed Property is subject to the Findings of Fact and Decision of the City of South Burlington Development Review Board on Preliminary and Final Plat Application #SD-17-04, dated March 22, 2017 (the "Approval'). Pursuant to said Approval, for a period of twenty (20) years from the date of the Approval, the Property is and shall be conveyed as Affordable. This restriction shall run with the land and apply to all conveyances until the restriction terminates twenty (20) years from the date of the Approval. 2. DEFINITIONS. The following terms have the following meanings in this Covenant: 2.1 "Affordable Income Limit" shall be 12 0 % of the annual Median Family Income for a household size of 4.5 persons (3 bedroom home) as established by the U. S. Department of Housing and Urban Development (HUD) for the Burlington -South Burlington Metropolitan Statistical Area NSA) as published annually by the United States Department of Housing and Urban Development. The income of households of 4.5 persons at 80% annual Median Family Income shall be calculated by averaging the annual Median Family Incomes of a 4 person household and a 5 person household. For example, the 2016 published Median Family Income was $84,000.00 and the Affordable Income Limit is $84,000 x 120% _ $100,800.00. 2.2 "Maximum Sales Price" shall be calculated as follows: 2.2.1 Multiply Affordable Income Limit by 33%, and divide the result by 12 months to establish the maximum allowed monthly outlay for payment of mortgage principal and interest, property taxes, and property insurance. (For example, for 2015, this would be $100,800.00 X 33%/12 months = $2,772.00 permitted monthly outlay.) 2.2.2 Subtract from the figure calculated in Section 2.2.1 the projected monthly property tax liability. 2.2.3 Subtract from the result of the figure calculated in Section 2.2.2 the projected monthly liability for homeowner insurance. 2.2.4 Assuming the balance from Section 2.2.3 as the monthly payment, calculate the mortgage amount that will be fully amortized using a level - payment thirty-year mortgage. The assumed interest rate must be —2— commercially reasonable and based upon a then in effect and readily available affordable housing program through the Vermont Housing Finance Agency or other licensed Vermont lender, or a blended rate of mortgages commercially available. The rate used shall assume a payment of not more than one point. 2.2.5 Notwithstanding any other provision of this Covenant, an Owner shall not be required to sell the Affordable House for an amount less than Owner's actual capital investment in the Affordable House, adjusted for inflation. Therefore, the Maximum Sales Price shall be the greater of: (a) the amount calculated in Section 2.2.4 above, or (b) the Owner's original purchase price adjusted for the actual documented costs of any capital improvements to the Affordable House during Owner's period of ownership. 3. RESTRICTIONS IMPOSED ON THE AFFORDABLE HOUSE. Subject to the terms and conditions hereof, during the term of this restriction, the initial sale and subsequent resale price charged by the Owner shall be limited to an amount less than or equal to the Maximum Sales Price. 4. DEMONSTRATION OF COMPLIANCE. The Affordable House shall not be sold without compliance with this Covenant. In order to demonstrate compliance with the Covenant, at the time of sale or resale, Owner shall record a Certificate of Compliance (the Certificate, attached hereto as Exhibit A-1) showing the calculation of Maximum Sales Price. The Certificate of Compliance shall be reviewed by Champlain Housing Trust (CHT), or its successor. CHT shall review the proposed Exhibit A-1 and provide Owner with a signed Certificate confirming its agreement to t h e Maximum Sales Price within 30 days of the receipt of the completed request or provide a revised approved Certificate if CHT believes the amounts in the Certificate are incorrect. Owner shall be responsible for any fees owed to CHT for review of the Certificate. The recorded Certificate shall serve as the record o f compliance with the Covenant. 5. DURATION. This Covenant shall run with the title to the Affordable House for a period of twenty (20) years from the date of the Approval. 6. MODIFICATION. This Covenant may be modified or terminated prior to its expiration only upon the written consent of the then record title holder(s) of the Affordable House and the City of South Burlington. 7. SUBORDINATION OF AFFORDABLE HOUSING COVENANT TO MORTGAGE. The Affordable Housing Covenant shall be automatically subordinate to a Mortgage Deed securing a purchase money mortgage or a refinance of the Affordable Unit. 00045521 V= 1333 PG: 61 IN WITNESS HEREOF, Synergy Development, LLC, hereunto sets its hand and seal this 4 day of 2017. Syner ve ment, LLC By: Duly u orized Agent STATE OF VERMONT CHITTENDEN COUNTY, SS At Vermont, this .=2% day of IL G �i,. 32017, personally appeared 1-1-1 dul authorized agent of Synergy Development, LLC, and acknowledged this instrument, by him/her sealed and subscribed_ to be his/her free act and deed and the free act and deed of Synergy Development, LLC. Before me, - jotary, ublic My Commission Expires: 2/10/2019 - I wpdocs /Dan/Synergy/AffordabiEty.CovenantRecordable. docs —4— EXHIBIT A-1 CERTIFICATE OF COMPLIANCE This form or an alternate approved by the Champlain Housing Trust shall be preparedby the Owner of the Affordable House and shall be submitted for approval to Champlain Housing Trust or its assignee prior to the proposed sale of the Affordable House in order to confirm the maximum resale price which would qualify under the conditions of the covenant. Step 1: Enter current HUD Median Family Income for a household size of 4.5 persons (3 bedroom home) as established by the U. S. Department of Housing and Urban Development (HUD) for the Burlington -South Burlington Metropolitan Statistical Area (MSA) Chittenden County, VT: $ [A] Attach published documentation from HUD median household income for Burlington - South Burlington Metropolitan Statistical Area iri effect as of the date of this request. Step 2: Multiply [A] x 120% _$ [B] This is the household income to be used to determine the maximum resale price for any eligible Purchaser. Step 3: Multiply [B] x 33%, then divide the product by 12 months: [B] X33% /12 =$ [C] This is the maximum monthly outlay allowed for "Principal, Interest, Taxes, and Insurance" as provided in the covenant. Step 4: Enter Projected Monthly Property Tax Liability and Projected Monthly Insurance Costs $ ID] Attach supporting documentation the City of South Burlington to document property taxes and attach recentproperty casualty quote or otherproof of insurance cost. Step 5: Subtract [D] from [C]: [C]-[D] _$ [E] This is the net amount available monthly for payments of principal and interest. Step 6: Mortgage amount amortized by monthly payments of [E), assuming a 30-yr fixed rate mortgage at the commercially reasonable rate of % with the payment of not more than 1 point. $ [F] Attach proof of rate and payment calculation. —5— 000455 22 V = 1383 PG r 63 CITY CLERK'S OFF Iq—!!�:]/y1E Received Jill 2612S {1 0,2:381P f Recorded In VOL: ''33 PG: 6a OF So. Burlington Land Records Attest: Donna Kinville City Clerk NOTICE OF CONDITION 7 CHAPLIN LANE, SOUTH BURLINGTON, VERMONT WHEREAS, on March 22, 2017, Synergy Development, LLC, ("Owner") obtained Preliminary and Final Plat Approval from the South Burlington Development Review Board (the "Board") by Findings of Fact and Decision #SD-17-04 (the "Approval") to amend the previously approved Planned Unit Development (PUD) to add one single family dwelling to "Lot 3, Common Unit, 1.88 Acres" at 7 Chaplin Lane, South Burlington, Vermont (the "Property"), all as shown on a plat entitled "Subdivision Plat, Synergy Development, LLC, 7 Chaplin Lane, South Burlington, Vermont, prepared by Trudell Consulting Engineers, dated February 16, 2017, and recorded in Map Slide 494 � of the City of South Burlington Land Records (the "Plat"); and WHEREAS the Board's Approval imposed a certain condition requiring that the two footprint lots identified as Unit 3A and Unit 3B located on the Property, now known as 7 Chaplin Lane, will be considered to be one (1) lot under the South Burlington Land Development Regulations. NOW THEREFORE, Owner hereby gives notice that the Property is subject to the following conditions and restrictions which shall run with and be binding upon the Property unless or until modified or removed by the Board or its successor: 1. The Property shall be developed and used in accordance with the terms and conditions of the Board's Approval of preliminary and final plat application #SD-17-04 granted on March 22, 2017. 2. For the purposes of planning and zoning compliance with the City of South Burlington Land Development Regulations now in effect or hereafter amended or adopted, the Property shown as "Lot 3, Common Unit, 1.88 Acres" on the Plat shall be considered one (1) lot of land for planning and zoning purposes (i.e., for coverage and dimensional requirements), even if the lots on the Property and/or the buildings constructed thereon are conveyed to separate owners. 3. Nothing in this notice or the conditions or covenants contained herein shall be construed to prevent the conveyance, lease, assignment, mortgage, or other transfer of any interest in or to any one of the lots on the Property as separate and apart from the other lots on the Property, provided that the Owner or its successors and assigns seeks Board approval for any subsequent subdivision of the lots on the Property pursuant to the Land Development Regulations, if applicable. 4. The proper party for purposes of submitting applications for approval from time to time under City of South Burlington ordinances and regulations, including zoning and subdivision regulations, shall be the Owner, or in the event of a sale of a lot or lots on the Property, the then owners of such lot or lots on the Property or their duly authorized representatives. The City shall act upon any applications submitted by all of the owners of the lots on the Property, or their duly authorized representatives, and shall not be required to resolve a dispute between the owners as to the respective rights of the owners. It shall be the duty of the owners to provide written notice of a,P: 133?3 PG-- 64 any such applications to all others having an interest in the Property that may be affected by the application proceedings of the commencement of such proceedings. 5. Any action to enforce any City ordinance or regulation, including zoning or subdivision regulations, against the Property or activities or events occurring on the Property shall be brought against the owners of the lots on the Property or their duly authorized representatives. It shall be the duty of the owners of the lots on the Property, or their duly authorized representatives, to provide written notice to all others having an interest in the lots on the Property that may be affected by the enforcement proceedings of the commencement of such proceedings. Any decision in an enforcement proceeding, including a decision granting injunctive relief or penalties, shall be enforceable at the City's sole discretion against the owners of the lots on the Property. 6. Any changes to the Plat shall require approval of the Board. 7. This Notice of Conditions shall be recorded in the City of South Burlington Land Records and shall be referred to in any deed conveying the Property or an interest in the Property. 8. This Notice of Conditions shall be binding upon the Owner and the Owner's successors and assigns. In witness whereof, Synergy Development, LLC, hereunto sets its hand and seal this `ay of , 2017. STATE OF VERMONT CHITTENDEN COUNTY, SS At Li,��iSlc� , Vermont, this day of j,;( , 2017, personally appeared j er�t r�-, WI ti-�s , d authorized agent of Synergy Development, LLC,d acknc&fedged this instrument, by him/her sealed and subscribed, to be his/her free act and deed and the free act and deed of Synergy Development, LLC. Before me ary Public My Commission Expires: 2/ 10/2019 Wpdocs/Dan/Synergy/Notice of Condition.docx VIA HAND -DELIVERY July 12, 2017 Attn Ray Belair, Zoning Administrator South Burlington Planning and Zoning 575 Dorset Street South Burlington, VT 05403 From: Synergy Development, LLC 151 Murphy Road Charlotte, VT 05445 Re: Documents for Recording Dear Ray, Enclosed please find several documents for recording regarding the Synergy Development permit # SD-17-04, 7 Chaplin Lane. Specifically: 1. Notice of Conditions regarding footprint lots; 2. Mylar of Final Site Plan: A mylar for recording of the final site plan is included. Please note that the mylar of the final plat was previously provided, and you have indicated you have this. 3. Affordability Covenant: The affordability covenant for the existing home is attached. It is Exhibit A to the draft deed included. Also included is a check for the requisite recording fee at $10/page for the documents, and $15/Plat. Lastly, a separate check for $60 is included for the GIS file that was previously submitted digitally. Please feel free to contact us with any questions or concerns. Thank you. zer Enclosure I \\ ` NOTE LOT i, 1, 6 UNIT 3B WASTEWATER PUMP STATIONS AND FORCE MAIN TO REINSTALLED AT THE TIME OF HOME CONSTRUCTION. TANK LOCATION IS SHOWN FOR ILLUSTRATIVE PURPOSES. GRAVITY SEWER SERVICE MUST BE INSTALLED WITH MINIMUM 1/4' PER FOOT SLOPE CONSULT WITH ENGINEER REGARDING ISOLATION DISTANCES AND PUMP CON13MONS UPON DETERMINATION OF FINAL BUILDING LOCATION. L !OUT=305. I r SUMP=301.1I EASEMENT �� / / ,' N390.7, , _U LrPAIUAGf / / /j E.SEht`TJr JEA9ERGENCr , V ^ Qm •� - � ll 7 LOT 32.670 SO. IT. L 0.7S A- PROPOSED OUTLET STRUCTURE tf (SEE DETAIL CS-DS) I EMSTING MATURE t,7, E1'EPGF,EEN SCREENING PROPOSED LEVEL SPREADER. C� BOTH FOOTING AND POND _ WOODED OUTLET PIPE TO OUTFALL AREA ` INTO LEVEL SPREADER 15 r ,b LOT 32,670 S . PI. r ZSERVICE DMINFECT PER WSR CHAPTER 21 APPENDIX A PART I I.B. 01 AND PER CWD 'SPECIFICATIONS 0.75 A es AND REQUIREMENR / /' I\ \ IXISIING CULVERT �,Pj; X,) Pt \ TIN=350.0 TIT DT / J v \ • / "\�•' -GRASS LINED SWALE FOR OFF -SITE STOFMvrATER T(PICAL)EAIERGENCYSPILLWAI ` NOTE: PROPOSED DWELLINGS ON LOTS 1, 2, & UNIT 3B MUST BE SERVED BY AN NFPA 13D DOMESTIC SPRINKLER SYSTEM PER SOUTH BURLINGTON FIRE DEPARTMENT NO FLOOD PLAIN ONSITE PER AVAILABLE FIRM MAPS T HEREBY CERTIFY THAT THE DESIGN RELATED INFORMATION SUBMITTED WITH THIS APPLICATION I57RUE AND CORRECT, AND THAT, IN THE EXERCISE OF MY REASONABLE PROFESSIONAL JUDGMENT, THE DESIGN INCLUDED IN THIS APPLICATION FOR A PERMIT COMPLIES WITH THE VERMONT WASTEWATER SYSTEM AND POTABLE WATER SUPPLY RULES AND THE VERMONT WATER SUPPLY RULES" (REF. ENVIRONMENTAL PROTECTION RULES CHAPTER 1 5 1-302 (b)(I). ALL PROPOSED BUILDING SIZE, SHAPE. LOCATION. AND DRIVEWAYS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY, (UNLESS NOTED OTHERWISE ON SITE PUN). THE EXACT SIZE, SHAPE AND LOCATION IS BY OWNERS IN ACCORDANCE WITH LOCAL 20NING REGULATIONS. AIR RELEASE MIH -% (PAVED OVER) ! 1 R=37i 9 < r CONSTRUCTION APPROX. M"DSF PER STAFF F TREEUWOODED NE CINC STA ' ,• ' ARE= R o K „1 290.3D' `I;-4.--1\ J �� � •sip .*t �`�a� vPv3y1 L 0 yA� ULOT O �/` If92, • 364 SO. FT, 2.12 Aces E-911 ADDRESS RETAINING tE LOJ" O/ PROPOSED 7 CHAPUN LANE WALL �/ "U ITT 4PPROX BUILDING 5 -.4 _x_G�p -I•Q E .4 -_D GAO ALLIFFE362-0OOEXISTING 1000 J PLmp ""'• �N I _ s•D GRAVEL DRIVE / / STAIRS -J FF-•vd ;T L CONCREi< _$ ° 3 "G • / SUNP.O.OPn WALY. B I I E'ft5�\FYtEj/,'rt / 2' Il PROPOSED 2" STIR \, yl • i=3ss.s 2T PVC FORCEMnIN --- -�' - = 36'y-y6-_•5st- '._ YG / ` .%�. 3sa ° --_- - - c- •r -_ -_`_ - - - - - XIS`iII.G 8" SSDR- 1:F - / � O�'fA !NR� •I �` I EXSTINAPUIN LAIJE _---- __— G 15' GRaVE_ DRIVE m - �c'f_ , w ads e I ll 1-355.0 u ' ----- w / I 71 355YS ACCESS L TWAT R=350.0 d UTILITY EASEMENT WORCEMAIN-34B.0 I I APP rt[ 31t CONTRACTOR TO PROVIDE VERTICAL I • .o_` SEPARATION AND I' P� INSULATION PER DETAILS$ I I BASIS OF DESIGN FOR MUNICIPAL SEWER CONNECTION OPEN SPACE NOTES: THE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND 3 (UNIT 3B) AND THE EXISTING HOME ON UNIT 3A TO THE COMMUNITY FORCE MAIN, A PORTION OF WHICH IS EXISTING TO CONSERVATION OPEN SPACE: ITS DISCHARGE POINT IN THE SEWER MANHOLE, SOUTH OF THE INTERSECTION OF SOUTH POINTE DRIVE (INCLUDES STORMWATER MANAGEMENT AREAS) AND SPEAR STREET. APPROVED BY W W-4-4294-1R. PER EPR CH.] SECTION 1-808 TABLE 1 (c). THE SANITARY DESIGN FLOW FOR PROPOSED LOTS 12 A UNIT 3B 15 210 GPD/UNIT x 3 UNITS = L30 GPD LOT 1 = 24.969 S.F. LOT 2 = 24297 S.F. LOT 3 / = 0 S.F. TOTAL CONSERVATION OPEN SPACE BASIS OF DESIGN FOR MUNICIPAL WATER CONNECTION = 49.296 S.F. OR 1.1 AC. THE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND UNIT 38 TO MUNICIPAL WATER VIA A NEW SERVICE CONNECTION PER EPR CH21 "WSR• SECTION 2.2.3.3 TABLE A2-1 COMMUNITY OPEN SPACE' UNITS 1 L 2 (INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE) 1 .� •L_1'_Y Y1 WATER DESIGN FLOW IS 5 BEDROOM x 150 GPD/BEDROOM x 2 UNITS = ISDO GPD x 0.9 = 1350 GPD (I C% REDUCTION FOR LOW FLOW FIXTURES) LOT 1 = 0 S.F. LOT 2 = 0 S.F. UNIT 38 LOT 3 = 17,432 S.F. WATER DESIGN FLOW IS 4 BEDROOM x 150 GPD/BEDROOM = 400 GPD x 0.9 = 540 GPD (10%REDUCTION FOR LOW FLOW FIXTURES) TOTAL COMMUNITY OPEN SPACE = 17.423 S.F. OR 0.4 AC. TOTAL CONSERVATION 6 COMMUNITY OPEN SPACE PUMP SPECIFICATIONS FOR COMMUNITY FORCE MAIN NETWORK-1.1AC. -0.4AC. =-SAC. PROVIDE GRINDER PUMP CAPABLE % TOTAL PARCEL = I S7.704 S.F./66.719 S.F. = 423% LOT 1: 25 GPM B S7' TDH LOT 2.25 GPM 1§ PUMP T � E [ � (S Qy � E LOT 3: EXISTING PUMP i0 REMAIN Ih-� ELL Q�i^F UNIT 3B: TBD Af f tt!jA� 0 0 20 K7 c; ( c. S©. S L, rl inrgtn N I c�Ce m P ENGINEEPING•SUP.VEY PLANNING' ENVIP.ONI✓ENTAL Rm Rn Rml Iwww.T�x.�H• ReWbm Na. DocdPMvn DPI< Ry Q Slprtnwvlu EdlU 0IM7115 S- WW 3LvevlReview MIMIS JAD WW Rrvicw Ow5/IS 'At, Fah --Approval QUpd,1,d 6C-I-Ibn n/11115 JAD © Added E41I Address Ol/29/15 JAD © Re Wed gm pnd pawn 0S/U/15 WM © ADd C-.- PPd I - .- 05/Td/Is JMM Add e Add Unn ]B -3117 JAD QR II- II.- 03/W/17 JAD tax m: We el lhue DmMngr 1. u,e... aMerM,e neba, me.< DraMna. ere bl<neea mr pxRminary plvnnlnB. cvvMinellan Mlh eln<. d-pnne' or ullnllRr, end/er vpprvvvl hvm Me regulelery aulnoeXes They ve nel lnlentl<0 ar-Mmdlvn ar-M un-nvlea m'ucM1 er mphed Ppprevetl by v regulvlvry auMedry. 2 by uva el Mere tlrvW npr Iw cvndmdlen of Me Prelecl. the Owner represenU Invl They hove reNewetl, approved, pnd eccepletl the OrnMngr, vblvined NI necepary pxmlh. and hove mel MIh ellpppRcobl< poM M6.1pll-, I-dln0 bN nel I-- Iv, Me Engl- pnd fh-hl-, ID Im x properly epatllnaletl Including, bul nol .,.1dgc-lnbvcl dvcumenb.'pe cotlem. a/conbacter vgreem-b, b.-D vntl mecnvnlevl plum, prlvale and pubnc NBllles vnd enter p-1-1 IF- IvrceMrvcnen 3. Dwn<r ena aRnnecl, me re,pamlwe lwr m eogn one bcml0n el banning. drawn ba adlnR an m<p m<mared a minimum Ova (5) feel around vrry buBding pna-eNInaling -I ANY connecllam'M1ewn vn Mme pion'. 4. Mm Iv utlng Mme plem for cembutllvn layout, the roar 'hall -revel TCE le emure the plan canlvlm the mad =unenl revb - 5. Thu= D-, are •pecnlc Iv IM1e heleel and ors -I hpn -le 4lndmmenb vl aervlce, Mm< d-ftr, and =adm Ih-d. lumhhed by TCE ore nr e-b-P-P-6y. Gunge' la the drn `may only be mbd, by TCL If aMvlam ore dbcvv . lhey-De bvughl le then 11-al TCE Im --y. 6. X b IM1e Utti r re.pondhmly Iv erawe IM1b copy cenlabs Ine mM-nm1-1- If umwe. pleas cpnlael TCE AttE iOF ITVFpJ//�i �� 'rull�imTtt�°•A�. nq.xl nne Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont snxel m< Site Plan Dale. 9/]]/ROII Scvle: 1-=30' Ma!ed Rumbr. 1-7 bvwn by RMP •._.__r______ JAD SYNERGY DEVELOPMENT., LLC Owner/Applicant SYNERGY DEVELOPMENT, LLC 151 MURPHY ROAD CHARLOTT, VT 05445 1741 SPEAR STREET SOUTH BURLINGTON, VERMONT PROJECT DESCRIPTION: THIS PROJECT IS A PROPOSED 3 LOT RESIDENTIAL SUBDIVISION ON 3.62 ACRES OF LAND LOCATED AT 1741 SPEAR STREET IN SOUTH BURLINGTON. TAX PARCEL ID 1640-01741 Engineer: TRUDELL CONSULTING ENGINEERS (TCE) 478 BLAIR PARK ROAD WILLISTON, VT 05495 (802)879-6331 SUBMISSION SET (NOT FOR CONSTRUCTION) DRAWING INDEX - COVER C1-00 LEGEND AND NOTES C1-01 SUBDIVISION PLAT C1-02 EXISTING CONDITIONS C2-01 SITE PLAN L1-01 LANDSCAPE PLAN, TREE DEMOLITION & PROTECTION PLAN C8-01 SANITARY DETAILS C8-02 WATER DETAILS C8-03 SITE & STORMWATER DETAILS e BEFORE USING THESE PLANS ENSURE THAT YOU HAVE THE LATEST REVISION TCE PROJECT NO: 14-087 DEC 15 2014 City of So. Burlington w tddLlft. TRUDELL CONSULTING ENGINEERS 2 SITE PAVED DRIVE OR ROAD GRAVEL DRIVE OR ROAD PAVED DRIVE OR ROAD TAN CURB TREE LINE (RAIL TOPOGRAPHIC CONTOURS STREAM SILT FENCE UTILITIES SEWER MANS A- SERVICES SEWER FORCEMAIN WATER MAINS AND SERVICES STORM DRAINAGE CURTAIN DRAIN UNDERDRAN ROOF DRAIN FOOTING ..IN LIQUID PROPANE OR NATURAL GAS OVEYHFADPOWER UNDERGROUND POWER OVERHEAD TELEPHONE UNDERGROUND TELEPHONE OVERHEAD POWER 6 TELEPHONE UNDERGROUND PO WER 6 TELEPHONE OVERHEAD POWER. TELEPHONE IS CMIE UNDERGROUND PO WER, _-NE IS CANE CANE TELEVISION FIBER OPTIC SURVEY EXISTING PROPOSED REMOVED/ABANDONED SITE .............. SIGN RIGHT-0E-WAY LINE EASEMENTS _ _ -.--_.----.-----.-- X If X STONEWALL MGXC� OOOOOOOmOCT'-YXOCSO nxSrx-.eXX_YX.e c: BUILDING SETBACKS LEGEND NOTE: SOME INFORMATION MAYBE PROVIDED BY OTHERS AND COULD BE SHOWN WITH A DIFFERENT SYMBOL NOT SHOWN ON THIS LEGEND. HOWEVER. THEY ARE LABELED ON RESPECTIVE PUNS. IN SOME CASES A CHANGE IN SCALE OR PRINTER CAN ALTER INFORNUTON TO NOT SHOW AN EXACT MATCH ON THE LEGEND. IF AHEY QUESTIONS EXIST CONTACT THE ENGIN ER TO CLARIFY. ADDITIONAL LEGEND INFORMATION IS SUFPUM SEPMATELY ON EROSION CONTROL PLANS AND SOME SURVEY PI EXISTING CONDITIONS NOTES: I. THE PURPOSE OF THE EXISTING CONDITIONS PLAN B TO DEPIM PENINENT EIONG CONDITIONS AS OF THE DATE OF SURVEY. 2, BEARINGS SHOWN ARE BASED UPON VERMONT GRID NORTH. 3, VERTICAL. UN1E BASED ON NAVOBB (GEC 121. 4. COORDINATE SYSTEM E BASED ON VERMONT STATE PLANE IU.S. SURVEY FEET). 5, HORUONTAL AND VERTICAL CONTROL ESTABLISHED WIN RTK GPS OBSERVATIONS FROM THE XXXXXXXX CORS STATION. ATRIMBLE R6 RTK GPS UNIT WAS EMPLOYED FOR TUBE OBSERVATIONS UTILITIES SEEKER MANHOLE ISMHI SEWER MEANOUT ICOI PUMP STATION IRS) STORM DRAINAGE MANHOLE (OMHI CATCH BASIN (CBI STORM DRANAGE CLEANOUr ONLETOR END SECTION VALVE CURB $Fop(CS) FIRE HYDRANT INYDJ WATER SUPPLY WELL END CAP BLONO,, UTILITY POLE MTC OR TRANSFORMER FELEPHONE MANHOLE TELEPHONE PEDESTAL LUMINAIRE BOLLARD LIGHT TELEVISION PEDESTAL FIELD CALCULATED POINT TCE CONTROL PONT STEEL REBAR TM CONTROL PONT MAG NAIL BENCHMARK SURVEY LEGEND CONSTRUCTION DOCUMENTS �OT�E�cOERRELDFUL CONTRACTOR BHC ING ENGINEERS I ) AND ARE (WENDED TO BE USED IN CONJU NC110N WIN THE STANDARD GENERAL LIENT/OWNER. ED BY _. . CONTRACT DOFFEEC EIHESEPIANS WERE ACTFREE,4RED 0 ERR PAR CONSULT SYBABOL ENGINEERS JOINT CONTRACT DOCUMENTS COMMITTEE IEJCDCI. IATFSI EDITION. COPIES ARE AVAILABLE EXISTING PROPOSED REMOVED/ABANDONED AT T W RE APED WED NRESEAR M TIIITY PLANS PROVIDED BY 0 • A • SET 3 FOUND TO BE SET SET IRON PIPE • STEEL RESAR • CONCRETE MONUMENT MARBLE OR STONE 0 MONUMENT SLOW EN III)• RECORD DRAWING REQUIREMENTS: 1) ACI.EANSETOFUP TO DATE RECORDDRAWINGS5 TOBEAVAILABLEFOR REVIEW ON SPEATALLTIMES, FOR JOBSLASTING MORE THAN 4 WEEKS A REVIEW OFTHE RECORD DRAWINGS WILL BE DONE BY ME ENGINEER EVERY 2 WEEKS AND COMMENTS OR DEFICIENCIES MAY BE PROVIDED. 2) PIES TO ALL BENDS. VALVES. JOINTS. CONNECTIONS AND DESIGN FEATURES SHALL BE PROVIDED. TIES SHALL BE PULLED FROM EASILY LOCATABLE PERMANENT ABOVE GROUND FEATURES THAT ARE VISIBLE YEAR AROUND SUCH AS BUILDING CORNERS. HYDRANTS. SEWER AND STORM DRAM WILL COVERS MAT BE CLEARED IN WINTER, WILTY' POLES, ETC. REFRAIN FROM PROVIDING TIES WIN ACUTE ANGLES, TIE SHOULD BE PULLED AT ANGLES AS CLOSE TO 90 DEGREES AS POSSIBLE. TIES WITH ANGLE TOO ACUTE, MAY BE REJECTED. 3) RECORD INFORMATION NEEDS TO BE PROVIDED ON THE APPROPRIATE DESIGN PLANS ON A WEEKLY WIS. RECORD INFORMATION REGARDING TCE DESIGN ITEMS PLACED ON INAPPROPRIATE DESIGN PUNS WILL NOT BE ACCEPTED. 4) IF ENGINEERING SERVICES FOR BEWEEKLY REVIEW OF RECORD INfORMAYION HAVE NOT BEEN OBTAINED FOR THE PROJECT ALL RECORD INFORMATION FOR TCE DESIGN TEXAS SHALL BE PROVIDED LET TCE WITHIN] BUSINESS DAYS OF ME COMPLETION OF ME WORK. 5) PUNS SUBMITTED AT THE END OF ME PROJECT SHALL BE REVIEWED FOR COMPLETENESS, ALL REQUIREMENTS LISTED MOVE APPLY. 6) IF DESIGN FEATURES WERE INSTALLED EXACTLY PER THE DESIGN PLANS TO TO THE FEATURE ARE STILL REQUIRED TO BE PROVIDED BY THE CONTRACTOR FOR THE OWNERS USE DIM . ANY FEATURE NOT INCATED DIFFERENT IN RED WILL N CONSIDERED TO SE EXACTLY PER DESIGN. 7) RECORDINCUTMA110NSHALL INCLUDE BOTH VERTICALAND HORIZONTAL LOCATIONS, THIS INCLUDES BUT IS NOT LIMITED TO FINISHED FLOOR ELEVATIONS, RIMSAND INVERTS OF STRUCTURES AND PIPING. INVERTS Al CROSSINGS, ETC III ANY UTILITIES ENCOUNTERED THAT ARE NOT SHOWN ON THE PLANS SHALL BE ADDED TO THE PUNS WITH APPROPRIATE TIES, 9) TES SHALL INCLUDE ALL UTILITIES INSTALLED BY CONTRACTOR WHICH INCLUDE BUT ME NOT LIMITED TO SEWER, WATER, STORM. ELECTRIC, CABLE, TELEPHONE. GM, ETC. 10) RECORD DRAWINGS SHALL BE SUPPLIED ON BOTH HARDCOPY AND RON ELECTIC DATA. ELECTRONIC DATA SHALL BE COMPUTER -AIDED DESIGN (CADI FILES INCLUDING, NATIVE FILE FORMATS IDWGI. III NEC ONTRACTOR SHALL SUBMIT ON A WEEKLY BASIS PROJECT PHOTOGRAPHS. THE INFORMATION WILL BE SUBMITTED TO ME ENGINEER IN ELECTRONIC FORMAL WRAP EACH PICTURE BEING LABELED BY DATE, LOCATION AND ACTVIY. AT A MINIMUM THE CONTRACTOR WILL SUBMIT PICTURES OF ALL THRUST BLOCKS, CONNECTIONS TO EXISTING FACILII¢ AND STRUCTURES BEFORE AND AFTER BACKHLL. PROVIDE AUXILIARY LIGHTING AS REQUIRED TO PRODUCE CLEAR, WELL -UT PHOTOGRAPHS WITHOUT OBSCURING SHADOWS. ME CONTRACTOR SHALL MAINTAIN ONE CHECK SET OF PHOTOGRAPHS AT ME WE FOR REFERENCE. UPON REQUEST ME CONTRACTOR SHALL PROVIDE PICTURES OF VARIOUS AREAS DEEMED NECESSARY BY THE ENGINEER OR OWNER. 121 GP CATIONB BY ME ENGINEER AND SUCCESSFUL TEST RESULTS DO NOT RELIEVE ME CONTRACTOR OF FULL COMPLIANCE WITH ME DESIGN PUNS, SPEaFICATIONS AND PERMITS SHOULD A DEFICIENCY BE DISCOVERED AFTER SAID CERTIFICATION OR TESTING. 0 UNDERGROUND IMPROVEMENTS: NE LOCATION OF EXISTING UNDER GROUND MfflB AND IMPROVEMEN SSHO NA ASSUMED O ARCH OTHERS, AND/OR SURFACE EVIDENCE AVAILABLE AND WERE OBTAINED IN A MANNER CONSISTENT WIN THE ORDINARY STANDARD OF PROFESSIONAL CARE AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR THE DESIGN ENGINEER. 3. DIFFERING SUBSURFACE OR PHYSICAL CONDITIONS: IF CONTRACTOR BELIEVES THAT ANY SUBSURFACE OR PHYSICAL CONDITION AT OR CONTIGUOUS TO THE SITE THAT IS UNCOVERED OR REVEALED ETHER: 11) IS OF SUCH A NATURE /S TO ESEH TAILLTHAT ANY "TECHNICAL DI ON WHICH CONTRACTOR RELIED IS MATERIALLY INACCURATE: OR (2) IS OF SUCH A NATURE AS 10 REQUIRE A CHANGE IN THE PLANS/ CONTRACT DOCUMENTS: OR (3) DIFFERS MATERIALLY FROM THAI SHOWN OR INDICATED N THE PLANS/CONTRACT DOCUMENT$: OR (4)15 OF AN UNUSUAL NATURE. AND DIFFERS MATERIALLY FROM CONDITIONS ORDINARILY ENCOUNTERED AND GENERALLY RECOGNIZED M INHERENT IN WORK OF THE CHARACTER PROVIDED FOR IN THE PLANS/CONTRACT DOCUMENTS. THEN CONTRACTOR SMALL. PROMPTLY AFTER BECOMING AWARE THEREOF AND BEFORE FURTHER DISTURBING THE SUBSURFACE OR PHYSICAL CONDITIONS OR PERFORMING ANY WORK IN CONNECTION THEREWITH (EXCEPT IN AN EMERGENCY(. NOTIFY OWNER AND ENGINEER ABOUT SUCH CONDITION. CON TRACTOR SHALL NOT FURTHER DISTURB SUCH CONDITION OR PERFORM ANY WORK IN CONNECTION IHEREW H)EXCEPTASAFORESAID)UNTS. RECEIPT OF WRITTEN ORDER TO DO SO, ALL PARTIES INVOLVED IOWNER. ENGINEER. ARCHITECT. AND MUNICIPALf1Y IF APPLICABLE) SHALL AGREE UPON HOW TO PROCEED AND ANY RELATED COST IMPLICATIONS. A UTILITIES: PRIVATE AND PUBLIC UTILITIES SUCH AS ELECTRIC,TELEPHONE,GAS,CABLE, FIBER OPTIC ETD. ARE THE RESPONSIBILITY OF TH E RESPECTIVE UTILITY COMPANY. ANY IN FORMATION SHOWN BY TCE SHOULD M CONSIDERED KWMINARY IUS UYTO ASSIST WRH PERMITTINGI_ FINAL DESIGN, CONSTRUCTION AND MAINTENANCE ME THE RESPONSIBILITY OF RESPECTIVE UTILITY COMPANIES, COMPLIANCE WIN EASEMENTS AND REGULATIONS (STATE AND LOCAL) ARE ME RESPONSIBILITY OF RESPECTIVE UTILITY COMPANY 5. DIGSAFE'. IN ACCORDANCE WITH VERMONISTATE LAW(VSATITLE SJCHAPTER%AND PSIS RULE 3AUDI THE CONTRACTOR SHALL BE RESPONSIBLETO CONTACT DIGSAFE SYSTEMS. INC. "DIGSAFE". ATLEAST40HOURS EXCLUDING SATURDAYS, SUNDAYS. AND LEGAL HOLIDAYS, BUT NOT MORETHAN N DAYS BEFORE COMMENCING EXCAVATION ACTIVITIES. EXCEPT IN AN EMERGENCY. THE CONTRACTOR SHAD BE RESPONSIBLE FOR PRE-MARDNG THE SITE AND MAINTAINING DESIGNATED MMKINGS. FOR MORE INFORMATION ON DIGSAFE REQUIREMENTS SEEWWWOIGSAFECOM THETOWN OF ESSEX WATER ANDSEWERSYSTEMS ARE CONSIDEREILT D APRIVATE UTY AND ARE NOTINCLUDED IN THE DIGSAFE SYSTEM.AS SUCH. THE CONTRACTOR SHALL CONTACT THE TOWN OF ESSEX AT LEAST 48 HOURS BEFORE COMMENCING WORK TO LOCATE ALL WATER AND SEWER UTILITIES WITHIN THE PROJECT LIMITS. 6. JOBSITE SAFETY: NEITHER THE PROFESSIONAL ACIIVITIES OF TRUDELL CONSULTING ENGINEERS (TCE), NOR THE PRESENCE OF TICE OR ITS EMPLOYEES AND SUB CONSULTANTS AT CONSTRUCTION SITE. SHALL RELIEVE THE GENERAL CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS, DUTIES AND RESPONSINLIIES INCLUDING, BUT NOT LIMITED TO. CONSTRUCTION MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING, SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE WORK OF CONSTRUCTION IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. ICE AND ITS PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY CONSTRUCTION CONTRACTOR OR OTHER ENTITY ORTHEIR EMPLOYE¢ IN CONNECTION WITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CLIENT AGREES THAT ME GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR JOBSEE SAFETY. AND WARRANTS THAT THIS INTENT SHALL BE MADE EVIDENT IN THE CLIENTS AGREEMENT WITH THE GENERAL CONTRACTOR, THE CLIENT ALSO AGREES THAT THE CLIENT, TCE AND ICE'S CONSULTANTS SHALL BE INDEMNIFIED AND SHALL LE MADE ADDITIONAL INSURED UNDER ME GENERAL CONTRACTORS GENERAL LIABILITY INSURANCE POLICY 7. CODES AND STANDARDS COMPLIANCEICE SHALL EXERCISE USUAL AND CUSTOMARY PROFESSIONAL CARE IN ITS EFFORTS TO COMPLY WITH CODES, STANDARDS, REGULATIONS, AND ORDINANCES N EFFECT. THE OWNER ACKNOWLEDGES THAT SUCH REQUIREMENTS MAY BE SUBJECT TO VARIOUS AND CONTRADICTORY INTERPRETATIONS, TCE, THEREFORE. WILL USE ITS REASONABLE PROFESSIONAL EFFORTS AND JUDGMENT TO INTERPRET APPLICABLE REQUIREMENTS AS THEY APPLY TO THE PROJECT. TCE HOWEVER, CANNOT AND DOB NOT WARRANT OR GUARANTEE THAT THE PROJECT WILL COMPLY WITH ALL INTERPRETATIONS OF SUCH REQUIREMENTS, 8. CONSTRUCTION OBSERVATION: TICE MAY VISIT THE PROJECT AT APPROPRIATE INTERVALS DURING CONSTRUCTION IO BECOME GENERALLY FAMILIAR WITH THE PROGRESS AND QUALITY GF THE CONTRACTOR'S WORK AND TO DETERMINE TITHE WORKES PRECEDING IN GENERAL ACCORDANCE WITH THE CONTRACT DOCUMENTS. ME OWNER HAS NOT RAINED TCE TO MAKE DUMLED INSPECTIONS OR TO PROVIDE EXHAUSTIVE OR CONTINUOUS PROJECT REVIEW AND OBSERVATION SERVICES. TCE DOES N01 GUARANTEE NE PERFORMANCE d. AND SHALL NOT HAVE RESPONSIBILITY FOR, THE ACTS OR OMISSIONS OF ANY CONTRACTOR. SUBCONTRACTOR, SUPPLIER OR ANY OTHER ENTITY FURNISHING MATERIALS OR PERFORMING ANY WORK ON ME PROJECT. TCE SHALL HOT SUPERVISE. DIRECT OR HAVE CONTROL OVER THE CONTRACTOR'S WORK NOR HAVE ANY RESPONSIBILITY FOR THE CONSTRUCTION MEANS. METHODS. TECHNIQUES. SEQUENCES OR PROCEDURES OF THE CONTRACTOR. IF THE OWNER DESIRES MORE EXTERSNE PROJECT OBSERVATION OR FULL-TIME PROJECT REPRESENTATION, THE OWNER SHALL REQUEST SUCH SERVICES BE PROVIDED BY TCE AS ADDITIONAL SERVICES. 9. UTILITIES SHOWN ARE APPROXIMATE AND DO NOT NECESSARILY REPRESENT ALL OUTIES LOCATED ON OR ADJACENT TO THE AREA SURVEYED. THE CONTRACTOR SHALL HELD VERIFY ALL UTILITY CONFLICTS, ALL DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER, 10. ALL EXISTING UPPLITES N07 INCORPORATED INTO THE FINAL DESIGN ARE TO BE REMOVED OR ABANDONED AS INDICATED ON THE PLANS. II. MECOWR TORSHALLMAINTAINASBUILTPUNS(WIHMI FOR ALL UNDERGROUND UTILITIES. THOSE PLAWSSNALL BESUBMIDED TO THEOWNER AT THE COMPLETION OF ME PROJECT. 12. THE CONTRACTOR SHALL REPABUREDORE ALL DISTURBED AREAS (ON OR OR THE SITE) AS A DIRECT OR INDIRECT RESULT OF THE CONSTRUCTION. 13, ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION IS ESiMLETTED. 14. MAINTAIN ALL TREES OUTSIDE OF CONSTRUCTION LIMITS. 15. ME CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE F ACILITRi AND UTRJTIES. 16, IN ADDITION TO THE REQUIREMENTS SET N THESE PLANS AND SPECIFICATIONS, THE CONTRACTOR SHALL COMPLETE THE WORK N ACCORDANCE WIN ALL PERMIT CONDITIONS, LOCA. PUBLIC WORKS STANDARDS AND ALL CONSTRUCTION SAFETY REGULATIONS. 17. ANY DEW TERNG NEGESSMY FOR THE COMPLETION OF THE SITEWORK SHALL BE CONSIDERED AS PAN O THE CONTRACT AND SHALL BE THE CONTRACTOR'S RESPONSINLIIY. 18. If MERE ME ANY CONFLICTS OR INCONSISTENCIES WITH THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR VERIFICATION BEFORE WORK CONTINUES ON THE ITEMS) IN QUESTION. I9. ALL SYSTEM COMPONENTS (TANKS. PIPES, JOINTS) SHALL BE WATERTIGHT. S0. CONTRACTOR TO ADJUST ANY POTABLE WATERLINE CROSSINGS AND CONSULT WITH MONEERTO MEET REQUIREMENTS SHOWN ONTHE DETAIL S.A.-WATERAEWER CROSSING" DETAIL. 21. SEWER LATERAL CONNECTIONS ARE SHOWN FOR CLARITY. CONTRACTOR IO CONSULT WITH ENGINEER AND SUPPLY BENDS. CLEANOUIS, ETC. M NECESSARY TO FACILITATE PROPER CONNECTION BETWEEN FOUNDATION WALL AND SEWER MAIN LINE. 22. CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH ALL RELEVANT PARTIES (INCLUDING, BUT NOT LIMITED TOOWNER. ARCHITECT AND OIL" COMPANIES) TO DETERMINE FINAL LAYOUT AND DESIGN. 23. DESIGN AND CONSTRUCTION OF PEDESTRIAN WAYS. RAMPS AND DECKS BETWEEN BUILDINGS AND PARKING LOTS IS PROVIDED BY ME ARCHITECT AND INCORPORATED INTO THE BUILDING DESIGN. 24. ALL CURB STOP VALVES TO BE INSTALLED WITH ACCESS COVER AT FINISHED GRADE. 25. ALL WATER UNE TAPS SHALL BE LIVE TAPS: EXISTING WATER LINE MUST REMAIN IN SERVICE DURING CONNECTION, UNLESS INDICATED OTHERWISE. 26. ROOf DOWNSPOUT CAN CONNECT TO RO MR N MANIFOLD (RDI M DETERMINED BY ARCHITECT AND OWNER. THE CONNECTION PIPE E INCLUDED AS PART O THE DESIGN PUN BUT NOT SHOWN TO ALLOW FLEXIBILITY IN LOCATION AS NEEDED. 27. THRUST BLOCKS FOR PRESSURE ONES NOT SHOWN FOR CLARITY. PROVIDE THRUST DOCKS AT ALL BENDS, TEE AND REDUCES. PROJECT ENGINEER TO OBSERVE ALL MR=BLOCKS PRIOR TO BACKFILL. 28. WATER MAN OPERATED AT HIGH PRESSURE. ALL BUILDINGS SHALL CONFIRM STATIC INTAKE PRESSURE AND PROVIDE PRESSURE- REDUCING VALVES M DEEMED APPROPRIATE BY THE MECHANICAL ENGINEER (OR ARCHITECT) 29. CONTRACTOR TO SUPPLY DAYLIGHT PIPING FOR FOOLING DRAINS WITHIN CONSTRUCTION LIMPS. THE EXACT LOCATION 6 NOT CRIITCAL. SI. FOOTING DRAINS AROUND BUILDING MAYBE NOUN BY O ERS (BECAUSE IT IS WITHIN NE 5' ZONE MOUND BURPING.) fO TNG DRAINS AND PIPE TO DAYLIGHT MALL M INCLUDED EVEN IF NOT SHOWN. DAYLIGHT PIPE LOCATION TO SCALE IS NOT CRITICAL SO LONG AS IT DOES NOT CREATE ANY CONFLICT WITH OTHER UTILITIES, OR IMPACT ENVIRONMENTALLY :EMOTIVE AREwi SUCH AS WETLANDS. 31. SEWER CONNECTIONS TO EXISTING MANHOLES SHALL INCLUDE WATERPGHT CONNECTIONS, REFORMING INVERT TO PROVIDE SMOOTH FLOW STREAM AND TESTING IO ENSURE STRUCTURE E WATERTIGHT. IF AN EXISTNCG MANHOLE IS FOUND NOT TO BE WATERTIGHT IT SHALL BE EXPOSED AND,EPAIRED ON THE OUTSIDE. PRIOR 10 CONNECTING 10 EXISTING MANHOLES. SUBMIT SHOP DRAWINGS ON CORE LOCATION, ANY REQUIRED PIPING (FOR DROP MANHOLES) AND CHANGES TO INVERT FORM. PROJECT INFORMATION: 32, FINAL RIMS O SEWER MANHOLES AND WATER VALVES SHALL BE CONFIRMED AND COOIDINAIEp WITH FINAL SIZE GRADING, MINOR ADJLLSLMENR FROM DESIGN GRADES MAY BE OWNER OF RECORD: JASON PIDGEON REQUIRED BY OWNER OR ENGINEER AND SHALL BE INCLUDED. SYNERGY DEVELOPMENT. LLC 33. ROCK REMOVAL WORK FOR BOULDERSN UNDER 2.5 CUBIC YARDS IS INCLUDED AS PAOF EXCAVATION. ANY ROCK REMOVAL FOR 2.5 CUBIC YARDS ce GREATER SHALL BE NUIED I5T MURPHY ROAD CHARLOTTE, VERMOW M445 AS LEGGE REMOVAL. N. ME "R ON••' CTOR E REQUNRED iO C01.`^^M i0 ME 51RIC1EST INTERPRET TON OF ME CONTRACTOR ING SPEGIHCAIIEMJ PERMITS AND CONSTRUCTION COMB CI 1. TAXPARCELID' 164D01]41 ALL EARTH MATERIAL RECEIVED OR DISPOSED FROM OUTSIDE SOURCES SHALL COMPLY WITH APPLICABLE PERMITS AND REGULATIONS. SHOP DRAWING SUBMITTALS SHALL INCLUDE CONTRACTORS CENFICATiN STATEMENTOF COMPLIANCE AND COPIES OF RELEVANT PERMITS FOR OUTSIDE SOURCES, 2. NYSICAL ADDRESS 1741 SPEAR STREET 35. CONTRACTOR SHALL PAY FOR ALL REQUIRED TESTING, THE SHALL INCLUDE BUT IS NOT LIMITED TO: SOIL VESTING, COMPACTION TESTING, SIEVE ANALYSE. CONCRETE TESTING, ASPHALT OF PROPERTY: SOUTH BURLINGTON, VERMONT (15403 PENETRATION TESTING, BACTERNJLOGICAL TESTING FOR WATER AND OTHER TESTING AS PART O STANDARD PRACTICE FOR A CONSTRUCTION PROJECT OF THIS NATURE. UNLESS 3. PARCEL SIZE: 3.62 ACRES INDICATED ONERWSE AND APPROVED BY ME OWNER. 4. ZONING DETECT: RESIDENTIAL I / RESIDENTIAL 2 APPLICANT: CONSTRUCTION PHASE: SYNERGY DEVELOPMENT, LLC LIM BELOW B A BRIEF SUMMARY OF CONSTRUCTION PHASE REQUIREMEFIS. THIS LIST IS NOT INTENDEDTO SE ALLANCLURVE. CONSTRUCTION SPECIFICATIONS, PERMIT ISMUEEMENIS AND SUBSEQUENT 151 MURPHY ROAD CONTRACTUAL AGREEMENTS FROM PMIIES INVOLVED SHALL T REVAL. CHARLOTTE, VERMONT 05445 PRE{CNSIRUCTON CIVIL ENGINEER' OWNS[ FO EPASUUH SCORE O SERVK:ESWITH PROJECT ENGRRER(S) WNER TO IDENTIFY WORK SCOPE AND SCHEDULE TRUDELL CONSULTING ENGINEERS ITCEI UPON OWNER REQUEST. MUST WITH CONTRACTOR BID AND STELECTION PROCESS ATTN. JENNIFER DESAUTELS, PE FINALIZE PLANS FOR CONSTRUCTION READINESS INCLUDING SPEMFICAI S • MEETING BETWEEN OWNER.ENGINEER(SL CONTRACTORISI. ARCHTTI REGULATORY AUTHORITIES AND OTHER PERPHIEW PARTIES TO REVIEW AND DISCUSS THE WORK 478 BLNR PARK ROAD WILLISTON, VT 05495 PRE CONSTRUCTION MEETING PHONE: I8021879-6331 44_ ''111��VN� CONTRACTOR TO IDENTIFY SIRNN COACTORS CONTRACTOR TO ESTABLISH SCHEDULE • CO NTRACTORTOOESIGNATERESPONpOLEPERSONNE • CONFRM PROCEDURE FOR RFR. CHANGE ORDERS. EXTRAS AND PAY REQUESTS • CONTRACTOR TO SUBMIT SHOP DRAWINGS • CONIRwCT 70 DUTLRR SAFETY. MCVRIIY. AND WORKING HOURS • CONTRACTOR OR OWNER TO IDENTIY TESTING COMPANY CONSRUCLON PHASE • INITIAL CONTROL SUPPLIED BY OWNER AND CONTRACTOR RESPONSIBLE FOR LAYOUT WNER iO PROVIpF PROlEC1ENGINF£R tO OBSERVE CONSTRUCMIN PERIODCALLY. DURING CN1K.Al PHM¢ANDIBMG. • WEEXLYJOB MEUFNGSDURNGCONSTRUCTION • OWNER TO PROVIDEPROJEMENGINEER TOREVIEW AND DISCUSS PLANS, ANSWER QUESTIONS.R¢PONDIO CHANGES AND OTHER BUSINESS COMMON TO CONSTRUCTONSERVICES • OBSERVETESTINGARESULTS • OWNER AND CONTRRACTORTOR TO IO COMPLY WITH PERMITS I� Add - ,%y,r TRUDELL CONSULTING ENGINEERS No. DescAr"I Dille CHIVE DEC 15 2014 of So. Burlington Use of These DTOW'i^I2s I. Unless Ol F*KFNX holed, mere DI with ., insentletl 1, P p.111.,., plvnP coOFFRH the wIM1 olM1er-Uhllin or UNItIes. pntl/N approval ham the repM,ory aumpiees. iM1eY Ue not Mtentletl Os censivction tlrawings unless noted as such. 2.ONV droWP P specllicoIK,I 'For Conslru,flon"are Tended fo be used In a g-Ftbn PNH conhat documents. specifica8ons. K Wnev/canhactor aSPPHPPnis antl to be ILIA, coordlnaled Will 01-a iwine8 Mlutlinp W Tot limited t Be AFCNtect.I Oppicww THett Drpw,ng snO11 not be used for comtmclbn layout. Conlpcl TCE for any to,M1ucfion surveying servbes a to FI eMchonic.1. suiltllle for coma -PH, layout. S. Phase OF -in, ore sped( to Ine P, e 1 OM - not R eSfie.- As IMrseslents al service, these dl,, tr , and cop'Ies thereof. fu STI by TICE are its exclUFlve property. CnonpestomedrawbpsmoY Wybemodeby TCE.( ore discovered. They moll be -uMt to the aN.Ft,w Of TCE immediately. 4. By Use of these drowfngs for comnucI of the Eotect, the Owner represents fWt they M1ave reviewed, pPMOved, and octepted the dravAnps and nave met vAM aX applicable pOslies/tliscipllnes to inswB IM1ett plans o2 psoperM co«a^oled Aim ether aspects of Ine Prajeat. The Owner Ord A,M1I h are respo Xed m F.Y b.Adinps shown, indudinp an area measured o minimum live (S) feel oroVM aM buiOnp. 5. 11is 1. users resppnslLslllh to ensure INS copy contains The most cvrmt revldrRo. J�`E LOFIL VEp4A YAeB Prated TMe Synergy Development, LLC 1741 Spear Sheet Sheet Phe Legend and Notes Onsa 12/12/201a -._ Scale: N/A - Protect Number pawn By: RMP Proect EHpineer: Alsproved By: - - Ted BAR: Cl -00 LEGEND O REEAR(T0 BE SET) IRONPIPE(FO(IND) ■ CONCEF7 MONUMENT! FOUND) ❑ CONCRETE MOW —(TO BE SET) 0 REINFORCY* BAR (NJi1ND) A CALCIIlATo VOMt o Ui IEOLE �.--- OVERHEAll UPiitt LINE WOVEN WIRE FENCE C1 CURVE DATA TABLE REFERENCE LT LINE DATA TABLE REFERENCE SOUTH BURLINGTON LAND RECORDS AND A CLOSED FIELD TRAVERSE CONDUCTED WITH A TOTAL STATION ON 6/26114. BEARINGS ARE BASED ON VERMONT STATE PLANE GRID NORTH ESTABLISHED WITH RTK OBSERVATIONS FROM VERMONT CORS STATION VTUV. 2. REBARS SET ARE NO.5 REINFORCING BARS WITH ALUMINUM CAPS STAMPED'TRUDELL CONSULTING ENGINEERS, LS 4W'. 3. THIS PARCEL WAS CONVEYED TO 1741 PROPERTIES, LLC IN VOLUME 942 PAGE 45. 4. DISTANCES ARE SHOWN TO THE HUNDREDTH OF A FOOT AND BEARINGS ARE SHOWN TO THE SECOND FOR MATHEMATICAL CLOSURE PURPOSES ONLY. 5. AN ATTEMPT HAS BEEN MADE TO IDENTIFY OR DELINEATE EASEMENTS. RIGHTS OF WAY, LEASE LANDS, ENCROACHMENTS, ETC. OBSERVED IN THE FIELD OR READILY FOUND IN THE LAND RECORDS. ADDITIONAL ENCUMBRANCES MAY EXIST WHICH ARE NOT SHOWN ON THIS PLAT. 6. UNDERGROUND UTILITY LINES SHOWN ARE BASED ON ABOVE GROUND STRUCTURES AND PLANS OF RECORD. ACTUAL LOCATION OF UNDERGROUND LINES MAY VARY. APPROVED BY RESOLUTION OF THE DEVELOPMENT REVIEW BOARD OF THE CITY OF DEC 15 2014 SOUTH BURLINGTON, VT. ON THE __ DAY OF _ 2Oi_, ``�Ypq\\i\xbu��yi SUBJECT TO THE REQUIREMENTS AND CONDITIONS OF SAID RESOLUTION. a�.P score �� SIGNED THIS ___ DAY OF __ ___ 201, _ __ City of So. Burlington = • :� BY _—__— __ CHAIRMAN OR CLERK a {o Subdivision Plat """'" s<o.: I 1741 PROPERTIES, LLC D-8, °� SDT Cmwn 8y: SDT 1741 Spear Street r*LED c"apmcs`a" South Burlington, Vermont API --by. TMM Fieltl Book: 206, 325 \ � CM file: 14 7 30 B 30 ao 90 120 RE -a oe,�nPl;«, Dare ENGINEERS C1-01 4J8 BIAIR PARK ROAD ) VpE\B�pK YERMOIIT B518$ 882 8A H33T 1 5ttee)'. IAG DISH NAME NOTES TAG UHF NAM: Nl)iES LAG DBH NAME Noo,.S IAG J8H NAME NON LAG UAH NAME _. NOTES \ V . — - -. .. 71e0 B lr21( r258 28 OAK D % ea 1q U 1T70 13 C C 12 15 SUGAR MAPLE D T71 16 C TI41 I2 C T211 / D F260 22 MAPL U 27 OAK D 772 !0 C "" 7 C r717 3 F260 1L MAPI (i 14 26 OAK D 173 10 C TI43 6 C T213 13 �� F264 Id U 24 SUGAR MAPLE D "I 9 C T144 ] C T214 7 D F262 18 MAPL D 99 i6 15 D T75 C 1145 7 C 1215 13 D F263 20 MAPLE D T,% IA C 776 I3 C T141 7 C 7216 I3 D F264 24 MAPLE D T8 IS SUGAR MAPLE D T77 13 C Ti47 11 ! T218 1 C F2G5 18 b (9 l/ SUGAR MAPIE D I/8 C TI48 5 C 7218 I4 G I'26/. 22 D 118 24 SUGAR MAPLE U 171i 6 C TI49 8 T219 12 U T267 18 U C ` 180 13 C 1150 13 C T220 4 D F268 26 D I12 24 U 181 9 C 7151 7 C 122I 12 1: r269 20 HICKORY D 113 �5 C T82 A C TI.52 5 C' T222 14 C F279 8 C 7 Tld 4A WILLOW D T83 II C T153 6 C i223 11 _ F271 IZ — Try 2q D i154 12 C. T224 12 C' F272 8 HEMLOCK C T!6 26 D T85 IL C TI55 5 C T22.5 13 C F273 �9 HEMLOCK C l $' Ti7 24 C 186 8 C T156 5 C T22b 5 C F214 6 SPRUCE C 5 H T16 18 RED MARLF D T81 12 C 1157 4 C T211 6 D F215 6 SPRUCE C 719 i9 D T88 12 C T158 8 C r228 6 J F276 16 C T20 19 RED MAPLE D !A9 6 C T1,59 12 C: T229 3 U F277 14 D T21 27 RED MAPLE D T90 12 C TI60 5 C T230 7 U F278 Ib OAK D T22 24 C T91 13 C T161 7 C T231 13 C F179 I4 OAK U T23 27 OAK D T92 7 C TI62 5 C 132 5 D F280 I6 SPRUCE C PROJECT LOCATION T24 19 C T93 / C Tib3 5 C T133 17 D F281 12 SPRUCE C F25 48 WILLOW D 194 7 C TI64 4 C T234 7 is F282 8 SPRUCE C T26 16 APPLF D 195 11 C 1165 7 C 1235 IS C F283 18 MAPLE D T27 9 APPLF D i96 10 C T166 5 D T236 11 D F284 22 MAPIE D T2A 24 APPLE E, 197 9 C TI67 6 D T237 9 D F285 26 MAPLE D T19 211 APPLE D T98 4 C 7168 5 C T238 6 D T30 24 AP D T99 13 C TI69 10 D T239 7 D 131 24 APPLE G TI00 A C TI70 5 C T2A0 '2 C i32 24 APPIE D i101 IS D H71 II C T24' 6 D T33 24 APPI.1: 1) 11,12 6 C TI72 3 D 1242 6 U T34 8 APPLE D 1103 8 C 7173 / D P243 20 D T35 (2 APPLE U 7104 11 C T174 6 C F244 11 C T36 15 APPLE D T105 6 C i175 6 C F24.5 10 D i37 II APPI t:? U T'06 4 D T176 7 C F216 10 C T38 12 APPLE e 1) i107 6 C i177 7 C F247 12 D T39 12 APPLE D TI08 9 C 1178 9 U `248 20 141 ' AP 11 D 1109 10 C T179 7 C FU9 1, T41 6 APPLE: D 1110 IO C T180 4 (iA, D F250 142 6 APPLE D T111 14 C Ti81 7 C F251 T43 8 APPLE D TI I2 9 C TI82 3 D F257 c T44 12 APPLE D ril3 5 C T183 4 D F253 20 745 1 APPLE D TI14 8 C T18d d C F254 20 T46 IS APPIE ? U T115 fo C 1185 8 C F255 12 fax map 04 _ 141 IC A,PPLF2 D TI 16 10 C 7186 d C F256 20 1330-00004 (PI„KEG IVERI I I I4A 11 APPLF- D I I II 8 U T187 7 C 1257 12 P. 8 M. MAHONEY R= 7 _ t ST F49 12 APPIE? D 1118 I I C TIE 13 D TI89 4 C vp8115 pU5D0 tax maP no. F50 IC APPLE D 1119 I: C 1640-01725 F51 IA APPLE? D 1120 9 C TI90 3 D map slide 109 F52 19 APPLE? D T121 6 C T191 4 D / 1747E PA. LONG ILC FS2 19 APPI F? D T721 10 C Ii92 5 C v. 942 p.4B F53 24 C T123 8 C 1193 5 C F53 14 (- 7123 24 G 7194 5 C v. 91 p. 112 CONST N FSS 20 OAK G 1125 I I C T195 6 C tax map no. map slide 10 &OWS, T T56 24 C T126 8 C T196 5 C 1330-00006 CWD $TAF I 157 15 D 1127 10 C T197 9 D W. CALKINS T58 26 C I128 9 C i198 8 C: v. 1119p. 81 T59 6 BUCKTHORN G 7129 2 C TI99 4 C map slide 365 T60 14 LARCH D 7130 7 C 1200 �' 7201 5 tax map 761 8 CEDAR C TI31 9 IJ30-W008 1 F T132 6 T202 5 62 17 G C 1. 8 C. LYON T63 D r133 I0 T204 4 C v. 1015 p. 17 •rzy / T64 8 U T134 9 i., r2D< 7 r f65 7 C TI35 8 T205 6 C map slide 365 T66 6 D T136 II T206 IC D O / e T67 e C T137 2_ T207 4 C a T138 8 1208 4 - -- TG8 4 C T208 6 L' arT • g T69 4 D T139 12 O a, p TTT�I, , _ G"'L''p 0-00010 - S.LIDOFSKY 'V�rros 9, zt r>i '�s zx O O `4 l,r ..�..... ,9,9 Oa]5 r+ E. SARFOD r (D rwJ I `? ✓ v. 642 P. 213 �rz.. ya9-�� map slide 365 \rr , v rror w:.., r4Yrh� W 0,,. Qs, y5 , W rre ant Orriny O w EXISTING 1000 9/ o T STATION PUMP � "'3/4" WAT SERVICE • �� IIIh � � � '^:: r,T4x zrz • r • I as / / ' Qi to r O/Oie tax map h'vr� O p nz. (7,'-z��ze •,z Q:3P •r M. B E ALBERTSON r - cs , Orrs. O G— O • T ' • PA VED DRIVE v. 885 pe 49 • map slid 163 _ rrer • rl" /�—J�4\ 0 R=LO .91 ,4 O.zz� Orzzd Qrs/ a" �.Y,z2. 0411 /a I5'PEDESTRIAN ' as •rl ,l/ OTaa 3, I l l EASEMENT re.T�^_ as 3xI O res Yf; Os 'DRAINAGE ^ Qz.r r My lI -' EASEMENT• sza z I Onz O •;r. .<, I tax .38 tax M. a rem O '!O K. 6 M4mop no - 15NlF1711ARL A. RICE REV. TRUST 1183 e. 163 101 � • , s v. 1126 P. 105 p slide 163 ra map slide 565 T I I l p slide 141--7 • v,✓• Z 1703-00070 / • m se F¢a3 - - 1. 6 S S. MACKCK lax map no. ro�lszn I � � v. 760 P. 203 I640-01720 tax map no. mop slide 475 1763-00099 C. LONG REV. TRUST / tax map no. B. B C. SHUMAN 1783-00133 V. 555 p. 528 A. DOWNING map slide 565 tax map no. DMH- R=313.96 v. 7057 p. 236 1640-01730 .OUT=308 18 map slide 565 L. LONG FAMILY TRUST tax map no. 0 GropMc scd• 0770-00017 S. SWANSON Feet I.L798 p. 633 :. 0 p slide 163 map slide 141 < 30 0 30 60 90 120 t e TRUDELL CONSULTING ENGINEERS —sx 4Rx RaAo 1-1-15i—Yas—n eras etas»4431—TCEIT.Cael RevWans No, Oescviel- Dole By QI Furcemoh dometer pB/21/11 3A1M Q2 Add iae, )0/22/14 !AD RECEIVED DEC 1 5 2014 City of So. Burlington do of These D,wdnly 1. unless otnerwse noted, theft dawlrps aro--d la aellmina, PI—I'G. c.ortlinafion weh other dl-pilnes a UNIT., and/a --I bone the reaulplary.u—.s. m" de, not intended as cansRuclion dawin,s unless noted ]. Ody drawn,, pe d—V maxed 'Fa ComM,cign' ae intended to be used in conluncfion Will, conbact document,. specillcalionz, owner/conb.ctar o,reemenfs and to be fuly cPd dn.fed wim other dscpiset —Pp but not Broiled ta. Me A Kfect, if appl-ble. Then 13,0 n shall not be used far—l"clieP byoul. cenlact ICE la any comiruclbn saveybr, services a 10 obtain ebcbonic dot. wloble fa corahuction loyout 3. These Drawin,s as zpepllc la the 1-1.nd as, not Reml—ble. Az inshumenis of service. ease —m . and copes thereot furnished by ICE ore Ih exclutive Property. Cnon,es to the tlraw'm,s may only be m.tle by' iCE. II o,e dscmeTd, mey snag be brought to the anenaonsof TCE immedl.lely. 4. By un of I—e downs la combuclan of the Pnjeat. the Ovine, reaesenrs —1 Mey have reviewed, approved. antl epted the drawngs — hose met with PB apoldl ic ble ede✓deaip'1nn to roue lh piers propeM dnoted win otha aped IMe P,oj r The Own 0 Hrep. are respoWpe to y b ldl , ,sown during pn aea me.sxed ommiman lire I51 I ova otry buidmg. s. It - Me Usm„esponWxlfy to trove INs copy canbNs ins nf.a curent revlsi.ns. AY`st sOFlllvE 4�4i Rojlct T le Synergy Development, LLC 1741 Spear Street Sheet Till. Existing Conditions Dote'. 12/12/Nr14- Scala: I"•30' - Projed FAarrber 14 7 - dawn lN: RMP _. P,alecr Enginom: JAD -_-. App,Pwd By: — -_ fwltl Bpok'. 2BB.20n -. Cl -02 J.l /QQ /HQ rYv Graphic Scale Feet SO 0 30 60 90 120 NOTE: PROPOSED LANDSCAPING ALONG PROPERTY UNE SEE SHEET LI-01 _- NOTE: PROPOSED DWELLINGS ON LOTS 1 & 2 MUST BE SERVED BY AN NFPA 13D DOMESTIC SPRINKLER SYSTEM 'Y HEREBY CERTIFY THAT THE DESIGN RELATED INFORMATION SUBMITTED WITH THIS APPLICATION IS TRUE AND CORRECT, AND THAT, IN THE EXERCISE OF MY REASONABLE PROFESSIONAL JUDGMENT, THE DESIGN INCLUDED IN THIS APPLCATION FOR A PERMIT COMPLIES WITH THE VERMONT WASTEWATER SYSTEM AND POTABLE WATER SUPPLY RULES AND THE VERMONT WATER SUPPLY RULES' (REF. ENVIRONMENTAL PROTECTION RULES CHAPTER I S 1-302 /b)10 ALL PROPOSED BUILDING SIZE. SHAPE, LOCATION. AND DRIVEWAYS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY (UNLESS NOTED OTHERWISE ON SITE PLAN). THE EXACT SIZE, SHAPE AND LOCATION IS BY OWNERS IN ACCORDANCE WITH LOCAL ZONING REGULATIONS. OPEN SPACE NOTES: CONSERVATION OPEN SPACE: (INCLUDES STORMWATER MANAGEMENT AREAS) LOT I = 24,%9 S.F. LOT 2 = 24,297 S.F. LOT = 0S.F. TOTAL CONSERVATION OPEN SPACE = 49.296 S.F. OR I AC. COMMUNITY OPEN SPACE (INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE) LOT 1 = 0 S.F. LOT 2 = 0 S.F. LOT 3 = 17,432 S.F. TOTAL COMMUNITY OPEN SPACE = 17,423 S.F. OR 0.4 AC TOTAL CONSERVATION & COMMUNITY OPEN SPACE = 1.1 AC. 10.4 AC. = 1.5 AC. % TOTAL PARCEL = 157,704 S.F./66,719 S.F. = 42.3$ AIR RELEASE MH 12 EXISTING PAVED DRIVE TO BE RELOCATED rL► �tce �- TRUDELL CONSULTING ENGINEERS ' !T8 BLAB PARK RMD I e1l(blQl, YFle1MT 65105 BD'2 BN 8111 I No. Descrip RECEIVED DEC 15 20% City of So. Burlington Ilse of — DawYsg[ I. jze otherwise noted. mere Dawings we intendM IIr «ellminwY PI—g. cowdx�won w;m omw deccq&�es « 116- —/« b bi from the raB-latory v-thwflies. the, ore not Inlended az connuclion dawings -mess noted as such. ]. ONY 1-- spetifcllry mwketl 'For Cwsdruclion" «e inteMed to be used ii --ion connect wee— tlocumants, specifications, owrrer/conNactw and to be Jury Cowd—d w lh he, dbdplines, including dN hIt —m 11. the ATNtect. B oppliclble. These Dawings shag not be ased I« c ft—hon layoul. Contocl ICE b any conshucllon suneylrq serJcas w to obtain alecnervc tlob su4abb Iw comlruclion layout. tew ]. These Do Al wa spe<Nlc to the Project d «e , b nmslerape. Ai N'h,hh senh If service, Noe» wl Plb z, and Copies to ig hh lIh_ha by TCE are its exclusive property. Cfgrpes M 1M dw4nge moV oNY be mo ICE. If we tlncovered. meY shall Dea brouglt to me omention of iCE hnmedataN 4. By use of mere dawngs b coninupiwr of the Rb ect, the Owrrer ropresenls thol they hove reviewed. ap«oved, «M acceptetl the tlTwvgs Intl hove met with 0 -pi— parties/dncce— to insure mesa pans we properly cowdinat,d w th other aspect, of me Project. The Owner Intl ArcNlact. we rasponYpe Iw onY DWdrgs shown, inclutltrg on wee medvned annnnrxun five (51 teal wound any b��ding. 5.11 n the Usels responY6Bty to — IN, — contains the "NNNIIIIIII///7 E CF FR N�ii q CIVB n S IQVnI cE�\� '''yam/MImNNS�\ Synergy Development, LLC 1741 Spear Sheet sit r+� Site Plan Dote _. Pnryect Numb«- 14-087. Dawn BY: RMP_. Prmpct EhJmeer Ue App,I a BY: Fietl eoo¢� roe C2-01 E NOTES:' STAKE ONLY M EXTREMELY WINDY CONDITIONS AS APPROVED BY LANDSCAPE ARCHITECT (n� ' IF KNOWN, PLANT THIN BARKED TREES SUN ENTATI WITHTHE 5AMET N OR WRAP YEHWHISPOLYF OPYLENE WRAP •BURIN: Bull CURT REMOVE NAkTURAROOT REMOVE ROM TOP I /2 O TOOL BALL. REMOVE SYNTHETIC BURLAP ��w00pslAtlN • UT BASKEDBO WW W1Vn CUTAWAYBOTLOMRINGS. ENR PARTIALLY WITRE, I THEN REMOVE •`W REMNNING WIRE. • PLANT TREE TO EXPOSE ROOT FLARE. MAIN ORDER ROOT AND IN SAME ORIENIA80N AS TREE WAS GROWN. GO NOT PLANT TOO DEEP 2 DU • T LAYER SHREDDED BARK MULCH MULCHRING Ito BE APPROVED BY LANDSCAPE MCHRECTI OVER PERMEABLE WEED FABRIC. DJ NOT PLACE NEXT TO 6"CLEARANCE TREE TRUNK SLOPEGROUND TO DRAIN C SAUCER RIM _ DIG TREE PIT ONLY M DEEP AS ROOT BALL BACKFILL WITH EXCAVATED II ��II�� —III—III—III—III=III—III— �" MATERIAL. IF SOL6 IIIf�IH II�II=11H naIR PREDOMINATELY CLAY OR GRAVEL INCORPORATE PLANT PIT wilt. ORGANIC MATERIAL AS J%BALL DIA. DIRECTED AND APPROVED BY LANDSCAPE ARCHITECT TREE PLANTING DETAIL 'FJ� ' "'� 3' LAYER SHREDDED SAUTE MULCH m� DO BE APPROVED BY LANDSCAPE ARCHRECTI OVER PERMEABLE WEED qqnn OOv m� FABRIC. DO NOT PLACE CLOSE TO ®D m m M.VN STEM. �3'1AUCER RIM — BACKFILL WITHEXCAVATED — I _ _ _— I L MATHBAL. IF SOIL IS PREDOMINATELY CIAV OR GRAVEL INCORPORATE rtT m m—W--r—W—III—W� ILr,�111n�1LTWr 11enLL�.�:., mI1F ORGANIC MATERIAL M DIRECTED AND APPROVED BY LANDSCAPE ARCNFECT PLANT PR WIDTH 3X NOTES: 'PLANT SHRUB AT SAME DEPTH AT BALL DIA. WHICH SHRUB HAD PREVIOUSLY GROWN 'LOOSEN, CUT. B REMOVE BURLAP FROM TOP I a OF ROOT BALL -SHREDDED BARK MULCH AND WEED BARRIER FABRIC TO SE CONTINUOUS WHEN USED IN BEDS. �l BALL AND BURLAP SHRUB _, Y TRUNK DIAMETER —A. TREE PROTECTION FENCE (TEMPORARY) NOTES • PRUNE LIMBS IN THE WAY OF IMPROVEMENTS. CONSULT WITH • LANDSCAPE ARCHITECT PRIOR TO PRUNING. —It.. AND WATER TREES. • UTILIZE WOOD CHIPS FROM CLEARING ON SIRE TO PREVENT 501 COMPACTION OF DRIP LINE, R APPLICABLE. • PLACE FENCE • FENCETOBEINSTALLEDPRIORTO CONSRLUCIION_ WHEREPLANS SHOW DSTURBANCEWRXINTREE PROTECTION AREA, TEMPORARILY REMOVE FENCE TO PROCEED WITH WORK, THEN IMMEDIATELY REPLACE FENCE WHEN WORK IS COMPLETED WDTHH THE PROTECTED AREA. • 4HIGH WOVEN ORANGE PLASTIC SAFELY FENCE ON FIRMLY DRIVEN ME1AL1'VAET OR EGUIVAIENT, STAKE 6'-0 O.C.. BURY POST 3' MINIMUM. • WHERE ROOT LOSS, ENCOUNLERED, PRUNE ROOT I' BEYOND FENCE USING A VIBRATING XNRE OR NARROW TRENCHER AND BACKFILL IMMEDIATELY. • PLACE 21REE PROTECTION ZONE DO NOT DISTURB" SIGNS IN EACH DESIGNATED AREA FW 60 90 120 PLANT LEST KEY SCIENTIFIC NAME COMMON NAME QUAN. SIN COAIUA IS CC Carpinus carollniana Amencan Hornt.eam 1 2"-21/i B B CS Corpus sedcea Red TWIT; Dogwood 9 3 gal. CONE. 'Ba11eyl' IV Ile%Y"Clllofa Jim Dandy B Berry We 9 3 gal. CONT. 'Jim Dandy 2. Berry Nice' Winterberry TON Thula occldentalf, 'nlgra' Dark American Atb—doe 32 R'-S Ni VAC Vaccinlum corymbosum Highbush Blueberry 7 3 gal. CON. 'Blue Jay' �L -tce *1Nor TRUDELL CONSULTING ENGINEERS 478 BLAIR PARK ROAD I 'AILLISTON. WAMONT 05495 802 879 633t WWYI. TCEVT.CON RavUlms No. Desaiplion Dale By RECEIVED DEC 15 2014 City of So. Burlington use of mesa Drawls, I. U—a.— n—al, I— On—ngs arc mended Ia am min- Planning,—allnaflon win other elsclpt— a ulBties. ono/a apawdi Ban The rogualory euthantle, Wray ore rot — es canslrvclbn d—ngs UNest roletl an 1 CAP, davnps slsaad .11, ma%ed 'Fa Canslsuct'Ion' ae Mende! to be used in confuncfion W11, con —I Documents. speciticolions. owns/conhociar agreements Ors0 to be IULY coadnoled win e,, including DE rrotA0 Ifa,theoninua—dfact.Bst—li-la These TCE fa,a shillnot cTusedfa COnsBUclion.,touF. Co,lact TCEfa anYc1.-1 lion lot.-, c...n1 ar to obtab ebcM1onic Dula svilape fa comBUclion layout. 3. 1— DrawRgs at, s Tc to tiro Pmea and ae not Iron0-1,,. As Bolrumenls of service. these dowinl aW copes there,., fumBnad by TICE am Its exclusive aapwty. Changes to the drawings may—y be mode by TCE. K art dscoverea. Inet final be" e bwgM to foe aneneonsO TCE Immediately. A. BY use of these dawfngs fa "nanucti- of ine Project. anal the Owner r—thn is Wn , naveo et Win apaovetl. —oa- ab the drawings ono nave met Paall appticabk ponies/duciPlines to VnsuM these pbns ae O-nw coadineted — olhd mpects an, the Project. The Owner an0d.ng an a rosaAAedM foranym IIN,IS Olawn, m,lueing on aec mepFMee a ntirimum fNe ISI feel voala om Lwsdng. 5. Ir b the users responziLtillN to emaro Inez cwr c,dalns the matanentrava , Prd.af Tale Synergy Development, LLC 1741 Spear Street South Burlington, Vermont Street Tine Landscape Plan, Tree Demolition & Protection Plan Dote' 12/I2/2C,14 Scale: Shown _ Project Numbs. 1L007 _ Dawn BY: RMI_. _. Prated Engineer Approved 1, — - - - Field Boon. '/Ua Ll -01 En CONTROL PANEL TO BE N SYSTEMS "V Ni WRH ODOR CONTROL ORE CO SYS " I BAR N R821 FRAME 3 E O REMOVABLE?' 24 DA LEBARON MOUNTED ON h! DOWSATFD DOU )LID OR APPROVEDEWK OREQUAL. ODOR BECOMES AN ISSUE LOOK SUPPORTS SET IN GROUND M PUMP STATION OR ON PR MOUNDED ON PRESSURE MOUNDED TREATED PLYWOODTO FCF3OR FOR ALTERNATIVE VENT LOCATION (ROOF. UP A IVE TREE, EICI HOUSE. (PROVIDE AUDIO PREVENT FREEZING BUTYL RUBBER. ALL JONTS TO BE WATERTIGHT AND VISUAL ALARM) NOTE: 24' PROTECTION AGANSi FREE3WG VERITY TANK DIMENSIONS INSULATE OVER TANK AND UNDER THE AND RIM HEIGM PRIOR FRAME LID NTH RIGID INSULATION AS TO ORDERING M, MOTO PREVENT FREEZING ELECTRICAL CONDUIT WDIAL W'DIAL WELL TILE TO CONTROL PANEL JB 24- HIGH SECTION CAST INTO TANK PRESS SEAL GASKET I.OW GALLON PRECAST CONCRETE SEAMLESS (PBX) PUMP STATION, 5'4' x 5410.0.1 7' UNION 7'PVC BALL VALVE " . INLET PVC FROM SEPTIC TANK 7 PVC 90° ELBOW CAUTION 7' PVC CHECK VALVE THIS 5 A CONFINED SPACE GO NOT ENTER WITHOUT (TWO TO BE USED) FOLLOWING OSHA CONFINED SPACE ACCESS REGULATIONS ADJUSTABLE LEVEL CONTROL (2-FLOATS) 2 RUBBER BOOT 5-7 12' ALL RINGS SCH. BO PVC NOTES' �. ENGINEER MUST APPROVE ANY SUBSTRUTIONS A)DRILL 3/I6 WEEP HOLE" IN ELBOW (DISCUSS WITH ENGINEER)CONTRACTOR/OWNERSH(ULOTAKE ALARM NECESSARY PRECAUT10N510 PREVENT THE FORCE i' MAIN AND STATION FROM FREEZE UPS. n' B) ME TOP OF THI5 SEAMLESS TANK SHALL BE NO MAN 3 FEET BELOW FINISH GRADE. IF TANK . a d IS DEER UL ISDEEPERMA NSFEE?LMECONTRACTOR SHOULD COORDINATE WITH T0SELECT A CMESP ANBETBURIEDSUPPLIERS SRAKAR ETA K15 CAN BE BURIED DEEPER. C)FNSVRE TANK IS WATER iMID 17'GRAVEI` - `t �_ C D)FILL TANK WITH WATER AND CONSIDER ANTI BUOYANCYMW IF ACONCERN. BASE J_ - -___ J.z Y _. _ _._ (11 III I I', -III III I 1 -- TA WHEN AAS DO HOT PUMP OLRTANK WHEN WATER TABLE IS NIGH. REFER TO THE DESIGN BRIEF FOR PUMP SUE AND AGAT SETTINGS. CONFIRM CONOITIONS MATCH DEIGN MIFF PRIOR TO ORDERING, THE CONTRACTOR AND SUPPLIER SHALL COORDINATE ME POWER REQUIREMENTS PRIOR TO ORDERING AND DELIVERY. 100D GALLON PUMP STATION I/2'. 14 TOPSOIL SEED, AND MULCH. OVERFILL FOR SETTLEMENT TOP OF SUBGRADE - APPROVED BACKFILL COMPACTED IN I T LIFTS NITIM BACKFILL i0 BE FREE OF DEBRIS, STONES ORGANK: REFUSE. OR FROZEN SO'l COMPACT SOLLN Tl1FlS TO ftfR 3T,WDMDPRIX.'FOR /��f WHERE I OF COVER CANNOT BE MMNINNED COVER SEWER MAW WITH T RIGID INSULATION BOARD. USE,` • RIGID INSULATION BOARD AT ALL ROAD r AND PARKING LOT CROSSINGS. EMEND SfYROFOAM to BEYOND ROAD INBOTHDIRECTIONS . - -- --- SEWER SERVM")SEE PLANI -{� SDR 35 PVC `- CLASS 1 BIDDING TO TOP OF PIPE 3/," NO PROVIDE TRENCH l< STONE OR CLAss 28EDDING COARSF SANOI GRAVEL W/MAXIMUM PARTICLE SIZE OF I I /T DAM EVERY KID TO PREVENT MOVEMENT OF GROUNDWATER TYPICAL SEWER SERVICE TRENCH 3H'yl' PRESSURE TEST UPON COMPLETION OF CONSTRUCTION OF A FORCE MAIN, THE LINE SHALL BE PRESSURE AND LEAKAGE MSFED IN ACCORDANCE WHIT THE FOLLOWING PROCEDURE: AFTER THE PIPE HAS BEEN LAID, ALL NEWLY LAID PIPE OR ANY VALVED SECTION THEREOF SHALL eE SUBlECMDT0 A NYDR03TM C PRESSURE OF AT LEAST 1.5 X ME HIGHEST WORKING PRESSURE IN THE SECFON. I. TEST PRESSURE RESTRICTIONS. TEST PRESSURES SHALL'. A. NOT BE LESS THAN ED PSI AT THE HIGHEST POINT ALONG THE TEST SECTION. B. HOT EXCEED FIFE OR THRUST RESTRAINT DESIGN DESIPRESSURES. C. SE OF A? LEAST 2 (WO) HOUR DURATION, D. NOT VARY BY MORE MAN 15 PSI, E. NOT EMCEED TWICE THE RATED PRESSUREOFMEVALVS WHENTHE PRESSURE BOUNDARY OF THE TSTSEC110N INCLUDES CLOSED GATE VALVE. 2. PRESSURIZATION. A. EACH ION VALVED SECTOF PIPE SHALL BE RUED WIN WATER SLOWLY AND THE SPECIFIED TEST PRESSURE, BASED ON ME ELEVATION OF ME LOWEST POM IN ME LINE OR SECTION UNDER TEST AND CORRECTED TO THE ELEVATION OF THE ZEST GAUGE, SHALL BE APPLIED BY MEANS OF A PUMP COWIECTED TO THE PIPE. S. AIR REMOVAL. BEFORE APPLYING THE SPECIFIED TEST MISLURE, MR SHALL SE EXPELLED COMPLETELY FROM ME PIPE VALVES. C. EXAMINATION. ALL EXPOSED FIFE. FITTINGS. VALVES. AND JOINTS SHALL BE EXAMINED CAREFULLY I. DURING ME PSANY DAMAGED OR DEFECTIVE PPE, FUIINGS. OR VALVES, THAT ARE DISCOVERED FOLLOWING ME PRESSURE LEST SHALL BE REPAIRED OR REPLACED WIN SOUND MATERIAL AND THE TEST SMALL BE REPEATED AT NO EXPENSE TO OWNER. LEAKAGE TEST A LEAKAGE TESL SHALL BE CONDUCTED CONCURRENTLY W IM IHE PRESSURE TESTS, I. LEAKAGE SHALL BE DEFlNED M THE QUANTIFY OF WATER THA1 MUST BE SUPPLIED NTO THE NEW lY LAID PINE. OR ANY VALVED SECTION THEREOF, TO MAINTAIN PRESSURE WUHIN 5 PSI OFME SPECIFIED LEST PRESSURE AFTER THE AIR IN THE PPEL ME HAS BEEN EXPELLED AND THE PIPE HAS BEEN FILLED WITH WATER. 2. ALLOWABLE LEAKAGE. NO PIPE INSTALLATION WILL BE ACCEPTED IF THE LEAKAGE IS GREATER THAN THAT DETERMINED BY ME FOLLOWING FORMULA: L= ND�P W HERE: Li THE ALLOWABLE LEAKAGE. IN GALLONS PER HOUR: N I TIENUMBER OFAM IN MELENGTH OFPIPELINE OIUATESTED: D t$ THE NOMINAL DIAMETER R ME FIPG IN INCHES; AND P IS ME AVERAGE TEST PRESSURE DURING THE LEAKAGE TEST. IN POUNDS PER SQUARE INCH GAGE. NOTE: IN THE EVENT THAT THE FORCE MAIN IS RELATIVELY SHORT I I W FEET OR LE55). ME PROJECT ENGINEER CAN UTILUE DISCRETION IN TEST REQUIREMENTS, TESTING FORCE MAINS )ENVIRONMENTAL PROTECTION RULES CN, EFFECTIVE 9ISSN7 SECTION I-A-05(gIi COPOLYMER POLYPROPYLENE PLASTIC 2 RUBBER BOOT, PRESSED INTO T HOLE III LADDER RUNGS 0 17 O.C. ,' ID PRECAST CONCRETE MANHOLE STRUCTURE i` 7" PVC SCH B0 T PVC SCH W TRUE UNION BALL VALVE 2" PVC SCH RD TEE B 1"SCHBDP eY F BALL VALVE WIIN 1" POLYPROPYLENEME MATE' CAM 6 GROOVE % MALE NPf, WITH I" LOCKING CAP FOR CAM AND GROOVE A NNG 2" PVC SCH BD TRUE UNION BALL VALVE 7' PVC SCH BO TRUE UNION BALL VALVE ALL PIPING OUTSIDE MANHOLE TO BE SDR 21 PVC AL. FITTINGS INSIDE MANHOLE TO RE SON ED PVC JUNCTION MANHOLE _ 1-=ra' 2014 TRUDELL CONSULTING ENGINEERS LAST REVISED IZ/a5/2JI, _. ZSPECIAL 4NIT PRESS ETREATED OR EQUIVALEN? PLASTIC MARKER EVERY - AND AT ALL BENDS I VALVES (GRASSED AREAS) PAINTED GRFFN 24' 4 FOR GRASSED d'TOPSOIL ILoAMI AREAS SEED AND MULCH, AND FOR FAMED ON11i FOR SETLENENT SURFACES GRAM Ai l:I SLOPE MEN IN EXCEEDS 5' BACKFILL FREE OF ORGANIC OR Z FROZEN MNERIAL COMPACTED iO 95% DENSITY STANDARD FROCTOR UNDER ROADS OR PAVED SURFACES. AND 904 DEN MI ELSEWHERE O n 1 - NmAt IZ OF SELECT BACKFILL FREE z 7 I OFORGANI OR FROZEN MARRIAI jW COMPACTED T095%DENSITY STANDARD PROCTOR / WHERE 5 OF COVER CAN NOT BE MAINFARWD COVE! FORCE MAIN WITH 7' RIGID INSULATION. PACE / INSULATION AT EXTEND AD INSULATION SU CROSSR ROAD DINS INSULATIONIO BEYOND ROAD IN BOTH DIRECTIONS PVCSITE SDRPLAN F21 OR OR 26 SFORITE CE MAIN SEE SANG BED OR I I /2" CRUSHED STONE IT �~ ` NOTEINSTALL TRENCH DAM IN FRENCH TO IT PREVENT GROUNDWATER MOVEMENT IN _ +� THEPPEBEDDING. IM SFMCNG 2. MAXIMUM INSTALL FORCE MAW AT A CONSTANT GRADE S L HIGH POLAR OR LOW PDNLSI 3. TWO LAESSF INS YOf COVER INSTALL TWO LAYERS NE INSULATION ON TOP AND SIpE AND ONE LAYER MOW PPE TYPICAL FORCE MAIN TRENCH 3/1'= Fa' CONTRACTOR'S CERTIFICATION REQUIRED PRIOR TO MF DESIGN ENGINEER CERTIFYING THAT ME INSTALLATION HM BEEN PNSiMLEO IN ACCORDANCE WINTHE PERMITTED DESIGN, THE CONTRACTOR SHALL PROVIDE A CERTIFICATION MAT ME WASTEWATER SY WAS INSIMIED AND TESTED N ACCORDANCE WITH T E APPROVED DESIGN PLANS, STATE PERMITS REQUIRE THERE SHALL R' NO DEVIATIONS FROM THE APPROVED PLANS WITHOUT PRIOR APPROVALS, THE DESIGN ENGINEER SHALL BE NO-11'ED AMID ALLOWED TO OBSERVE THE CRITICAL PHASES OF CONSTRUCTION INCLUDING ANY REOUXRFD MSS..NEWUF THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM ME APPROVED PLANS. SINCE THE DESIGN ENGINEER DOES HOT CUSTOMARILY OBSERVE ALL PHASES Of irk W ORK. OR ALL TESTING. HE MAY RELY ON THE CONTRACTOR'S CERTIFICATION AS ME BASIS FOR ANAL CERTIfIOATION.?HE CONFRACTOR SHMI THEREFORE SIGN AND RETURN A COPY OF THE FOLLOWING CERTIFICATION UPON COMPLETION OF THE WORK: "I HEREBY CERTIFY THAT I HAVE INSTALLED, PROPERLY TESTED. AND SUCCESSIULLY PASSED THOSE TESTS. AND THE WASTEWATER DISPOSAL AND COLLECTION SYSF IS)ARE BUI.-IN ACCORDANCE WITH THE APPROVED DESIGN PLANS AND APPLICABLE PERM' CONDInONS.' CONTRACTOR NAME _ AUTHOR D AGENTS MAW _.. SIGNATURE GATT NOTE ANY DEVIATIONS FROM APPROVED PL ALAS HER[ CONTRACTOR CERTIFICATION FOR WASTEWATER SYSTEM Y USECLASSD12So0PSICONCRETEFORTHRUSTBLOCKS. PLACE,MIL. POLYETHYLENESEFWEENFFF NGANDTMHJSf BLOCK. PLACETHRUSi BLOCK AGAINST UNDISTURBED TRENCH WALL -CONCRETE BEARING AREA ON FIRING TO BE A MINIMUM OFI /2 SQUARE FOOT. THRUST BLOCKS BASED ON SO PSI TEST PRESSURE IF CHANGE IN ELEVATION BETWEEN ANY 2 POINTS IN THE LINE LS GREATER N 110' THRUST BLOCKS WILL HAVE TO BE ENLARGED MINIMUM BEARING AREA IN SQUARE FEET ON UNDISTURBED TRENCH WALL NOTE' FNGIWM TOOBSERVE Att MRMT BLOULS PRIM iO BACKRLI FORCE MAIN THRUST BLOCK SPECIFICATIONS SOl SAFE BEARBK. 7 R I(I ITYPE LOAD LBS/Ft. 2 TEE SIT `5, 27.5" TEE 90" 5 ,22S' TEE 9LI" 45° Z2.5° FEE 00 90" ,5° 22S TEE 90° ,5' 22.E CLAY 1000 OS OS OS 0.3 0.3 OS OS 0.5 OS 0.5 OS OS D8 0.9 0.7 OS 1.8 2.0 IS 08 SAND CRAVE 2000 30m 0.3 as OS as OS as os as OS as 0.5 os OS as 0.5 as 0.5 as OS as OS as 0.5 8.s OS os QS o5 0.3 os 0.9 as 10 as 08 as OS as 1u SHAtE ,IX10 10 000 as 0.3 as asas0.5 So's as os OS as OS as 0.5 as 0.5 as 0.5 as 0.5 as a5 as OS s OS qs 0.5 as OS as 0.5 as Os as OS as OS as 0.3 -- COVER WITH LIFT HOLE ) (PLAN VIEWPIP --_._ I LEBARON lA0910 CLEANOUi RING AND COVER 4' PVC SDR SS RISER "PVC SDR 75 ELBOW IYh1" a d YS'N' PVC SDR 0515" WYE T OW a6' Y'OR d"SDR 35 PVC PIPE SEE SITE PLAN FOR SUE - TYPICAL SEWER CLEANOUT =1 IMPORTANT NOTE CHECK WITH STAtt OR ENGINEER i0 VERIFY SETBACK DISTANCE. SETBACK DISTANCES CAN VARY FROM WHAT 6 SHOWN HEREON BASED ON ME SIZE AND SCOPE OF ME PROTEGE OR NEWLY PUBLISHED RULE FROM OFHER STATE AGENCIES. HORIZONTAL DISTANCE (FEE) • ITEM DISPOSAL FIELD SEPTIC TANK SEWER DRILLED WALL 0 SD SD GRAVEL PACK WELL, SHALLOW WILL OR SPRING b ]s 75 LAKES, PONDS. IMPOUNDMENTS 50 25 23 RIVERS AND STREAMS 50 25 10 DRAINAGE SWALES.ROADWAY DITCHES 25 - - MAIN OR MUNICIPAL WATER LINES 50 50 tl ATMOSPHERIC WATER STORAGE TANKS 50 SD 50 SERVICE WATER LINES 25 23 tl ROADWAYS. DRIVEWAYS. PARKING LOTS IO 5 c TOP OF EMBANKMENT OR SLOPE GRAZER THAN 30% 25 10 - PIROPERfY LINE (pI 23 s 10 10 TREE 10 10 10 OTHER DISPOSA', FIFO OR REPLACEMENT SYSTEM to' - - FOUNDATION DRAINS, FOOTING DRAMS, CURTAIN DRAWS 35° 10 - PUBUC WATER SUPPLY Tel 1 1 1 SlIC110N WATER LINE I W 50 50 • THESE DISTANCE MAY BE REDUCED WHEN EVIDENT THAT THE DISTANCE IS UNNECESSARY i0 PROTECT AN IIFM. OR INCREASED IF NECESSARY TO PROVIDE ADEQUATE PRORCTION. 'INDIRECT DISCHARGE REQUIREMENTS SUPERSEDE THIS IF DIFFERENT. • WATER SUPPLY RUTS SUPERSEDE THIS IF gFFEREM. ISOLATION DISTANCES ENVIRONMENTAL PROTECTION RULES, CHANTER 21, EFFECTIVE 9/29/07 SECTION IEO] 5' SDR?b PVC 1SKY RADIUS 6"SDR 26 PVC 1. RADIUS ' SDR 26 PVC I W' RADIUS 5' SdR 26 PVC 90' FADIUS 21/T Sqt 26 PVC ]5 RADIUS Z SOR 26 PVC La RADIUS I IR' SDR 26 PVC SO RADII/5 ALLOWABLE LONGITUDINAL L BENDING FOR PRESSURE RATED .'Y PIPE-ASIMDEdI ASSEMBLE PPE IN STRAK;M INEIN N TRENCH THEN OFFSET. LIABLE IN EITHER INTEGRAL BELL GASKETED JOINTS AND SOLVENT WELD JOINTS. .L ALLOWABLE BENDING FOR SDR 21 OR 26 PVC PIPE -- GENERAL CRITERIA REGARDING ISOLATION DISTANCES a. ISOUTION DISTANCE APPLY REGARDLESS IX PROPERTY LINE IOCATK)N Alq O WNERSHIP. b. SEPARATION BETwEFN POTABLE WATER SUPPLIS AND LEACHFIE.DS SHALL EE pEIERMMED BY LHE �IN THE VERMONi WATER SUPPLY RULE, APPENDIX A, PART 11. SECTION 11.4. C. SEWERS UNDER ROAD$. DRIVE WAYS. OR PARKING LOTS MAY REQUIRE PROTECFNE CONDLXIS OR SLEEVE. tl. SEPARATION IX PRESSURE WATER LINOS CONSIDERED AS'SERVICE CONNECTIKBNS" AND SEWER ONES SHALL ADHERE 10 THE VFRMONi PLUMBING RULES, SEPARATION OF PR65lXRE WATER LINES CCONSIDERm t0 BE PART OF A PUBIC W ATCR SYSTEM AS DEFINED BY THE VERMOM WATER SUPPLY RUIEI AND SEWER LIVE SHALL ADHERE TO THE REQUIREMENTS OF ME VERMOM WATER SUPFIY RULE. e. THIS REFERS TO PUBLIC COMMUNIry WATER SYSTEMS. AS DEFINED IN THE VERMONi WATER SUPPLY RULE. 1, CONTACT ME DEPARTMENT OF ENVIRONMFMAL CONSERVATION'S WATER SLPP'_Y ONISION, IDS SOUTH MAN STREET. WATERBURY. VERMONI. SPECIfiC CRITERIA FOR ISOLATION DISTANCES 2, FOR MOUND WASTEWATER DISPOSAL SYSTEMS, ME LIMIT OF FILL MUST RE 25 fEEY FROM ANY DOWNHILL PROPERTY LINE AND 10 FEET FROM ALL PROPERiV LINES ON THE SIDE OR UPHLLL. 3, NO DISPOSAL FIELD OR REPLACEMENT AREA SMALL BE CLOSER THAN 10 FEETTO ONE ANOTHER EXCEPT AS ALLOWED TOR TRENCH SYSTEMS IN SECTION 1 iD)(M). d. IF A CURTAIN OR FOUNDATION pR,JN IS OOWNSLOPE OF ME pSPOSAL FIELD.IHE DISPOSAL FIELD CANNOT BE CLOSER THAN 75 FEET TO THE DRAIN. R THE CURTAIN OR FOUNDATION DRAIN 6 U3LOPE IX THE DISPOSAL FEUD. IF SHALL BE>5' IF POSSIBLC. MID A MINIMUM Of 20 fFET LO ME DISPOSM FE.D. ilE ISOLAUON DISTANCE FOR MOUND SYSTEMS SHALL BE FROM THE EDGE OF THE MINIMUM BASAL AREA OR ME EDGE OF iNE ABSORPTION TRENCH MUD WHICHEVER IS CLOSER. THIS DISTANCE MAYBE REDUCED IF THE CONSULTANT PROVIDE ADEQUATE DATA AND ANALYSIS i0 SNOW MA? EFFLURNT FROM MIS SO'. BASED SYSTEM WILL NOT ENTER THE DRAIN OR INCREASED IF EFFLUENT WILL ENTER THE GRAIN. tce TRUDELL CONSULTING ENGINEERS .NBLA R PARK eoAp i WMVTffYI ro�r �� ReMTions No. Descnplion Dula By DEC 15 2014 City of So. Burlington Ure of Mme OnrMngs I. UNas olhaLMse noletl. Inau dwdngs ora inlentletl Tor rmlwnary olpnWng coobl,pnon. wnn M d 'PMav utlli antl/pr oppmvol franlhe repulalory Ih 'I' . MeY on, rolIntended as comimct on p noletl as sacn. 2. Only tlmwtngs speclfKdly maM1etl "Fa ConNmclbn` are - enmtl to ce Irsetl in cprjmclnn wXn conKvct tlacunenti specllkobons.owns/t'onnoctor plieements antl to be N ry cooTd natetl wlih other oliscbliNss, IncMFRng bLA F. BMetl to. IM A2nllecl X ppp3cabk. M dovdngs Ma I nol be uutl Tor consNuchon IaY GOnMd iCEfor any conslNelbn wMeying rervk bf In eleclrorJc mfa sWlade lorromlNclbn void. J. Mae Dlvwings are Pe -f �I CPrple 1 tl nol fmnslembe AS InfiN i m tiPwingi altl copkz llMveoi. funNM b TOES Its ov -sive properly. CNpnUr-'s fo Me baw gs Ny be motle by TOES II ar omiR'om are tl tl then, snag be bmspnl to ine oOelNon of LICE WxrcablNy. 4. By use of Mae tlraW g I slNcilon of Fine Pmlecl, totNS Owner repesenfi Mat oyroMve revkwetl aaamYm. rq pcaepletl lNe dawlp[ npve met wlM1d aPFNIcoble ppHks/tl fclPlnes to lmurc ihesP plans ere pmpeM coadnaletl Ynlh olha apecis of MIe Pro(ept. The Owns am NCNacI ne resPor,>'tle l Culdlgs I-. Rscwtllrp ao area meapmtl a m nXnl,m rYe I51 reel omunC anV blNtlng. 5. If Is the UrcYs respomibilRy to enwrc the copy Tonto ns Me maxi F.vlrent masons AWE 111.411411, F nn ry 4� =mpct It. Synergy Development, LLC 1741 Spear Street South Burlington, Vermont SM1peI TBk Sanitary Details Hale: 11/12rzc14 Smk: Si Plplxl Number: I 44*] dawn BY RMP Pmlect Eryineae JAD APPmvetl BY: A NOTE: I IF I: IF `I I I H I I I H I I IF I I Ir I I II UA THREE QRTER INCH AND ONE INCH CORPORATIONS SHALL BE DRECRYTAPPED INTO DUCTILE IRON PIPE IAND LARGER IN DIAMETER. LARGER SUE CORPORATIONS UP TO SHALL REQUIRE USE OF A TAPPING SADDLE. A CONNECTION MADE TO A PIPE THAT REWIRES A SADDLE OR IS HOT DUCTILE IRON WILL HAVE A BODY WITH A SUITABLE OUTLET. SEAL. AND SUITABLE MEANS FOR ATTACHMENT TO THE MAIN. THE SADDLE SMALL PROVIDE A DRIP TIGHT CONNECTION AND SMALL BE TEFLON OR EPDXY COATED WITH STAINLESS STEEL STRAP$, BOLTS. NUTS AND MECHANISM FOR ATTACHING TO THE PPE BARREL. SER VICE CONNECTION MARK LOCATION OF CURB STOP WIN A 2 X BROUGHT 10 THE SURFACE WITH THE LEPER W' MARKED ON IT.IF CONNECTION WILLNOT BE MADE TO END USER ERIE CURB BOX WIN STATIONARY ROD AND ARCH PATTERN BASE STANLESS STEEL ROD 31IK2 RIGID INSULATION OVER BEND KNOT NEEDED IF BURY 6 6 FT. OR MORE) BRASS SERVICE SADDLE WITH BRONZE BOLTS CORPORATION STOP SEEN PE (USE STAINLESS STEEL INSERTS FOR PE PIPE) PLUG TYPE CURB STOP WTH COMPRESSION CONNECTIONS. SEE SITE PLAN FOR SIZE AND SERVICE CONNECTION, X" X W X 16" CONCRETE PAD ON COMPACTED WATER MAIN FOR D.L. CLASS 32 A DIRECT TAP IWJO ASADDLE) SMrl N�IRBSIX SR ES SADDLE ORREEO� D.I. USE IN NON PAVEMENT AREA MARK LOCATION PAVED AREAS OF CURB STOP W6H A 2N BROUGHT TO NFSURFACf WTH IH LETTER' -MARKED ON IT ERIE CURB BOX WITH STATIONARY ROD AND ARCH PATTERN BASE 31 -- I- PLUG TYPE CURB STOP WITH COMPRESSION CONNECTIONS (FAUELLER IB25209) A' x B' x W CLASS D CONCRETE PAD ON COMPACTED EASE NOTE: REFER TO PLANS FOR LINE SIZE AND MATCH WIN CURB STOP TYPICAL WATER CURB STOP Ew -a'o TESTING WATER MAINS 'ALL TESTING SMALL BE PERFORMED N THE PRESENCE OF THE TOWN ENGINEER OR PUBLIC WORKS DEPARTMENT IF APPLICABLE OR PRNATE OWNER/OPERATOR AND PROJECT ENGINEER IAS DESIGNATED BY OWNER). CONTRACTOR SMALL PRE -TEST SUCCESSFULLY PRIOR TO CONTACTING PROJECT ENGINEER THE PRE -TEST 6 TO ENSURE PASSING RESULTS PRIOR TO OFFICIAL TESTING OBSERVATION. A. AFTER THE PPE HAS BEEN LAID AND 7 DAYS AFTER THECONCRETE THRUST BLOCKS AND ANCHORS HAVE BEEN PACED. NF WATER MAIN SHALL W HYDROSTATICALLY TESTED ACCORDING TO THE LATEST AMIDN OF THE AW W A SPECIFICATION Cf W. B. CONTRACTOR SNALL SUPPLY ALL NECESSARY APPARATUS TO PERFORM THE HYDROSTATIC TEST. C. TEST PRESSURE SHALL BE R00 POUNDS PER SQUARE INCH OR 1.5 TIMES THE WORKING PRESSURE MEASURED ATOR NEAR ME NIGH FoW IN THE SYSTEM. WHICHEVER 6 GREATER. TEST SHALL SE A MINIMUM OF 2 HOURS N DURATION. TNEEWLLYY LADE OR ANY VAANCE IMALL LVED SECTION THEREOF TO MANTAN MESAS WTHN 5 FS1 INSS WI OF THE ME SPECIFIED TEST PRESSURE AFTER THE PIPE HAS BEEN FILLED WITH WATER AND THE AIR HAS BEEN EXPELLED. TESTING ALLOWANCE SMALL HOT BE MEASURED IN A DROP IN PRESSURE IN A TEST SECTION OVER A PERIOD OF TIME REFER TO PIPE MANUFACTURERS RECOMMENDED TILTING PROCEDURE INCLUDING PPE STABILUATKJN PRIOR TO START OF TEST. D. ME PROJECT ENGINEER AND THE MUN CPALTY SHALL BE CONTACTED AE HOURS PRIOR TO TESTING. E. ALL VALVES SHOULD BE VERIFIED AS BEING OPEN OR CUED AS APPROPRIATE FOR ME PORMIN OF THE WATER MAIN BEING TESTED. F. ALLOWABLE LEAKAGE SHALL BE COMPUTED BY THE FORMULA: L=(S X D F ft],18,000 WHERE L 6 LEAKAGE IN GALLONS PER HOUR, S $ THE LENGTH OF FIFE TESTED IN FEET, D IS ME NOMINAL DIAMETER OF ME PIPE N INCHES AND P S THE AVERAGE TEST PRESSURE IN POUNDS PER SQUARE INCH WRING THE TEST. G. REPLACE AND RETEST ANY WORK FOUND TO BE DETECTIVE AT NO EXPBISE TO OWNER, TESTING HYDRANTS (IF APPLICABLE) A. AFTER TILTING TH WATER MAINS, OPEN THE HYDRANT FULLY AND ALL WIN WATER. TO PREVENT CAPS FROM BEING BLOWN OFF. VENT AIR FROM ONE OF ME CAPS WHILE IT IS KING FILLED. WHEN ALL ME MR HAS ESCAPED. TIGHTAJ THE CAP. B. ALLOW THE PRESSURE TO BOLO UP TO MAIN LINE PRESSURE AND CHECK FOR LEAKAGE AT FLANGE, NOBLES AND THE OPERATING STEM. C. CLOSE THE HYDRANT, REMOVE ONE NOZZLE CAP AND PUCE ME PALM OF YOUR HANG OVER NE OPENING. DRAINAGE SHOULD CREATE A NOTICEABLE SUCTION. IF NO SUCTION OR HYDRANT DOONT HAVE MAN, MANUALLY PUMP WATER OUT OF BARREL. D. ATPROJECTENGNEERDISCREFECH ASSIST WITH FLOW VESTING, ENGINEERTO RECORDSTATUSANDRESIWAL PRESSURE AS WELL AS FLOW RATE. TESTING WATER MAINS AND HYDRANTS r TOPSOIL, SEED . AND MULCH. / OVERALL FOR SETTLEMENT PAVEDAREAS LJ _ - SLOPE OR SHEET THE SIDES OF TRENCHES DEEPER THAN 5 FEET --1---'- --- -�' APPROVED BACKPLL TO BE FREE OF DEBITS. ORGAN K REFUSE OR FROZEN -- -- - SOIL. FILL TO BE COMPACTED IN 17 LIFTS INEA1 12OF SELECT BACKALL FREF OF ORGANIC OR FROZEN MATERIA, COMPACTED TO 9Sl% DENSITY STANDARD PROCTOR. WHERE 6' OF COVER CANNOT BE MAINTAINED, COVER WATER MAN WITH 7 INSURATON BOARD. USE 2' —____ INSULATION BOARD AT ALL ROAD ----- _ - CROSSINGS. EXTEND FTYROFDAM IO' BEYOND ROAD IN BOTH DIRECTIONS. SEE PLAN FOR PIPE SIZE AND MATERIALS ILA SAND BEDDING _A. TYPICAL WATER SERVICE TRENCH WATER MANS SHALL BE LAD AT LEAST ID HORIZONTALLY PROM ANY E%ETNG OR PROPOSED MANHOLE OR SANITARY SEWER. THIS DISTANCE CAN BE REDUCED TO 5' FOR STORM SEWERS. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE CONSULT WIN ENGINEER IF THESE SEPARATIONS ARE NOT AVAILABLE. PARALLEL WATER INSTALLATION WSR APPENDIX SUBSECTION 8.6.2 DISINFECTING WATER MAINS AND SYSTEMS ALL TESTING SHALL BE PERFORMED IN ME PRESENCE OF THE TOWN ENGINEER OR nIBLIC WORKS DEPARTMENT AND PROJECT ENGINEER (AS DESIGNATED BY OWNER). A. PRIOR TO BBNG PUT INTO SERVOS, WATER MANS SHALL BE DISINFECTED ACCORDING TO ME LATEST EDITION OF AWWA SPECNCATION C-01. LNE TABLET ME CD IN AWWA STANDARD-6 NOT ACCEPTABLE. B. THE NEW LINE SNALL BE FLUSHED AT A VELOCITY OF NOT LESS MAN 2.5 FEET PER SECOND (OPEN ]-I / INCH HYDRANT CONNECTION). FLUSH IM A PERIOD DETERMINED BY ME PROJECT ENGINEER FOR THE LENGTH OF MAIN TO BE DISINFECTED. C. CHLORINATION SHALL BE ACCOMPLISHED BY INTRODUCING A SODIUM 11100H1.01M SOLUTION FOR A RESULTANT CONCENTRATION DF GREATER MAN 25 PARTS PPR MILLION OF FREE CHLORINE. D. USING A NOZZLE AT EACH EPA HYDRANT. CONTROL NE RAZE OF FLOW INTO THE NEW MAN AND PROPORTIONALLY FEED THE SODIUM HYPOCHLORITE SOLUTION INTO THE MAIN. AFTER THE SOLUTION HAS REACHED ALL POINTS IN THE SYSTEM, CLOSE THE VALVE SUPPLYING WATER FROM ME EXISTING MAIN AND ME END HYDRANTS_ MAINTAIN THE HEAVILY CHLORINATED WATER IN THE MAN FOR 24 HOURS WRING WHEN TIME ALL MAN LINE VALVES SHOULD M OPERATED, AFTER 24 HOURS THE MINIMUM CHLORNE RESIDUAL MUST BE AT LEAST 10 PARTS PER MILLION. E. FLUSH HEAVILY CHLORINATED WATER FROM THE ME AND REFILL THE LINE FOR SERVICE (USE CHLORINE DIFFUSER). TAKE AND SUBMT TWO BACTERIOLOGICAL SAMRES (TAKEN 24 HOURS APART) OF THE WATER TO THE STATE OF VERMONT OR A STATE APPROVED TESTING LABORATORY. IF THE RESULTS ARE UNSATISFACTORY, THE DISINFECTION PBOCEDURF WILL BE REPEATED UNTIL SATISFACTORY RESULTS ARE OBTAINED. F. FINISHED WATER STORAGE STRUCTURES SHALL BE DISINFECTED IF APPLICABLE, IN ACCORDANCE WITH CURRENT AWWA STANDARD CES2. TWO OR MORE SUCCESSIVE SETS OF$A %TAKEN AT 24 HOUR INTERVAL$, SHALL INDICATE MICROBOLOGICALLY SATISFACTORY WATER BEFORE THE FACILITY B PLACES INTO OPERATION. G. DISPOSAL Of HEAVILY CHLORINATED WATER FROM THE DISPIR ION PROCESS SHALL BE DE -CHLORINATED OR OTHERWISE HANDLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE VEtMONT AGENCY Of NATURAL RESOURCES, H. ME DISINFECTION PROCEDURE (AWWA CHLORINAT" MFTMOD 3. SECTION A 3 C652) WHOM ALLOWS USE OF THE CHLORINATED WATER HELD IN THE STORAGE TANK FOR DISINFECTION PURPOSES IS HICTRECOMMFNDED WHEN THAT PROCEDURE 6 WED. IT 6 RFGIUIREDNATME INfAL HEAVILY CHLORINATED WATER BE PROPERLY DISPOSED IN ORDER TO PREVENT RELEASE OF WATER WHICH MAY CONTAIN VARIOUS CH, ORINATED ORGANIC COMPOUNDS INTO ME DISTRIBUTION SYSTEM. DISINFECTION OF WATER SYSTEM WATER --IS- NSCROSSING SEWERS SHALL BE LAID TO PROVIDE A MNIMUM VERTICAL DISTANCE OF 18 INCHES BETW EEN NE OUTSIDE OF WATER MAIN AND THE ONSIDE Or SEWER. THIS SHALL BE THE CASE WHERE THEW ATER MAIN IS EITHER ABOVE OR BELOW THE SEWER. AT CROSSINGS, ONE FULL LENGTH OF WATER WE SHALL BE LOCATED SO BOTH JOINTS WILL BE AS FAR FROM THE SEWER AS POSSIBLE. IF THE SEWER .IN MAIN IS OVER THE WATER MAIN. THE FIRST SEWER MAIA EACH WATER SIDE OF THE WATER MN MUST BE CONCRETE ENCASED. SPECIAL STRUCTURAL SFOR ME WATER AND SEWEREWER PINES MAY BF REQIRED. WATER MAINS SHALL NOT ES OFPASS THROUGH SUBMERGED WEB MANHIXES OR BEWINGEWG BARNS CONTAINING SEWAGE OR OTHER GROSSLYCONTAMI OR HAZARDOUS MATERIAL. SEWER TYPICAL WATER/SEWER CROSSING CONTRACTOR'S CERTIFICATION REQUIRED PRIOR TO THE DESIGN ENGINEER CERTIFYING THAT THE INSTALLATION HAS BEEN INSTALLED IN ACCORDANCE WIN THE PERFUMED DESIGN, ME CONTRACTOR SHALL PROVIDE A CERTIFICATION THAT THE WATER SYSTEM WAS INSTALLED AND TESTED IN ACCORDANCE W6H THE APPROVED DESIGN PLANS. STATE PERMITS REQUIRE THERE SHALL BE NO DEVIATIONS FROM THE APPROVED RAMS WITHOUT PROP APPROVALS. THE DESIGN ENGINEER SMALL BE NOTNED AND ALLOWED TO OBSERVE ME CRITICAL PHASES OF CONS'1RUCEON NCLUDING ANY REQUIRED TESTS. LIKEWISE, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROM THE APPROVED PLANS. SINCE ME DESIGN ENGINEER DOES NOT CUSTOMARILY OBSERVE ALL PHASES OF THE WORK.OR ALL TESTING. HE MAY RELY ON ME CONTRACTOR'S CERTIFIC-ON A$ ME BASIS FOR ANAL CERTIFICATON. ME CONTRACTOR SHALL THEREFORE SON AND RETURN A COPY OF ME FOLLOWING CERTIFICATION UPON COMPLETION OF ME WORK: "I HEREBY CERTIFY THAT I HAVE INSTALLED, PROPERLY TILTED, AND SUCCESSFULLY PASSED NOSE TESTS. AND THE WATER SYSTEMS) ARE Will IN ACCORDANCF WIN THE APPROVED DESIGN PLANS AND APPLICABLE PERMIT CONDTIOAS' CONTRACTORNMIE: AUTHORIZED AGENTS NAME: SIGNATURE: DATE: NOTE ANY DEVIATIONS FROM APPROVED PLANS HERE. CONTRACTOR'S CERTIFICATION FOR POTABLE WATER SYSTEMS Ad4U � - TRUDELL CONSULTING ENGINEERS NoDescnpian Dlfe BY RECEIVED DEC 15 2014 City of So. Burlington LN, of These DrwMnRs 1. Unbss Ol .M. notetl. Ihese Drawings are inlentled ip preemRW N Tlbnnb(I. h.--1 other difbpi—w UFR .IM/w 1plXovPl tram the re0ulpbry wlhonlies. rnev pro renmenaea I: coretNcoon dIKAMnpP proeH need as such. 2. 0* drpwaRS specif pY llohed "b, Constrsrclbn pre Infentletl to be Used In conksnclion wTh conimcl bV1 tlacLBnents. spec8kpbns, owner/conhadallieements bred bbof,d c, thl. Algid wB, otheras,i ZF,ecLsdnR Ob not —11 tb, the Are F:, B IRLI I.. Mere MEIFYpsy notbe r bcorehuc0bn IIYwA. Contact ME IoranY conRNdbn I., _u Run, I. a to opaln. ebdrpnic dote sullNe for wnslvc,ion layout. 3. Nme Drow,rpr I2 sl fi. la 1. Project. - are rot BOMerope. Al In.nen of service. Neu tlray Fw, wsd copies IhWeol, fumlNed by ICE IN, Its exclusive Property. CYFWwtotMO ,,,FMYoNybengdeby TCE. If are tliscoyerotl. They Shah be polphl la the pten11onlo1 MEims ..I A By Vu of inure pbYFIJI fw coMNcsarf of the Poled, Iw• Owner —..IN NM Ih.y Ave.--. bParovea. .W bcceped ine po 01Ind have —1 vMI, bl _11-Ne pwlMs/[Ficbines IF,—IF—poreare _PNI, coatliraled with other aspects of - Project. T1ro owner brW Arch In are rosponebe forr o. N.JS shown. iMY IANO In )rob mebsUred o minimum Ave I51 feet obuw wry wanp. 5, it is the Uu reFpomibmy to enaro this Copy Con,alns the mat current FFY,KTs. \B\\\LID `TF �IFgAMci _ p Synergy Development, LLC 1741 Spear Street South Burlington, Vermont Water Details Sm _ • ",. Proect Number. _. I n r;e- D,L nBy: P,peat Er,,,in— APPtoved By. Fkk Book'. — C8-02 4 FILL SECTION CUT SECTION REFER TO SITE PLAN 5 4- (MIN.) TOPSOIL WITH SEEDING AND MULCH SIDE SLOPES MAY VARY 1/4 PERT 3 3 3 '18 FIN f CRUSHED GRAVEL EXTEND GRAVI_L TO DTCH GRAVE. OR COARSE CRUSHED GRAVEL SAND (.F NEEDED) UNDISTURBED SUBGRAM MIRAFISDUX 37MIILIZATION FABRIC INSTALLATION IN OR COMPACTED FILL ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS NOTES: 1, DRCH DEPN A LOCATION MAY VARY ISEE SITF PLAN(. 2. IF GROUNO WATER OR SOFT SPOTS ARE ENCOUNTERED CONTACT THE ENGINEER TO DISCUSS ADDED MEASURES SUCH AS UNDERDRAN. TYPICAL GRAVEL DRIVE MINIMUM AREA S' WIDE 120LONG POI YF-HYLENE FLARED END SECTION. ADS OR EQUAL. Nf" PLAN VIEW `4'4 INLET OMIT CONDITION CONDITION SMOOTH INTERIOR CORRUGATED EXTERK3R. HIGH DENSITY POLYETHYLENE PIPE INDPEI. ADVANCED DRAINAGE SYSTEMS 1ADS) FINISHEDGRADE N.12. OR EQUAL. PROVIDE UETYPE II RIPRAP i0 MATCH TAPEREDN OVER I T TYPE M4 RIPRAP SIDE OF END SECTIOFOR PIPES 15' OR SMALLER. USE 18- TYPE II OVER I T TYPE SLOPE AS PER P204 FOR PIPE OVER 15, SITE PLAN SLOPE AS PER l "TAN T INLET POLY ETHYLENE FLARED ENON, OURET CONDITION AM OR EQUAL. CONDITION x� y ELEVATION VIEW _ POLYETHYLENE (HDPE) END SECTION WI1T DNA. WELDED REINF. STEEL uN 5" J _ 222 HOPE OUTFALL PIPE 6" CONTROL ORIFICE CORE V 0OPENING ® ELEV 329A0 3000 PS CONCRETE FOOTING — I-0 46s 4 12'O.C. r RADIALLY TI kds iR 120C. I IN BOTH DIP11T ONS ELEVA71ON DETENTION OUTLET STRUCTURE - - RUSHED GRAVEL (vAOi lOd 05nf NEI l GAVEL BALE (vnonod al oR C USHEDGRAVEL IVAOT 70—ACOARSEI 'L MIRAF SORK STAB LITAT ON FABRIC —ALLMANUFACTURERS N SRECOMANCEYRO M NUFAE—IN ACCORDANCE NLS 6'SAND BORROW AND LUSH ON 111 USFD C N POORLY DRAINED SOTS OR OVER BEDP-K I— ZD3 m1 UNDISTURBED SUBDRADE OR COMPAlED BE SECTION THICRESS -Ti ROAD$ PARrt NG LOTS PR V.T: RESIDErvnAL ER.- RERDFMIA COMMEROnL US B It B 8 C NOTES: .SUBBASE SAND CUSHION- SHOULD BE CONSTRUCTED AND COMPACTED TO THE OIMENSIONSSHOWNN ACCOINDINCE ITH VERMONT AGENCY OFTRANSPORTATION SPECIR ADOPTED REELLATIVE TO ROAD AMENS ORNI AN. CE MORE TONNSTRUCRON THEY SHOULD GGENT LOCAL ORDINANC SHAVE BEEN OVER 2. COMPACT ALL SUBBASE MAT— TO 95%NAX MUM DENSITY (STANDARD PROCTOin 3.IF GROUNDWATER OR SOFT SPOTS ARE ENCOUNTERED CONTACT THE ENGINEERTO DISCUSS ADDED MEASURES SUCH AS UNDERDRASN. TYPICAL GRAVEL ROAD OR PARKING SECTION � I 1)Y •T �,. QI I� fJ4 II 1 ill l f II.._.. ;. VARIES 18"MIN. VARIES --- VARIES CONSTRUCTION SPECIFICATIONS: IDF SI ORE FOR CRASS CHANNELS SHALL NOT EXCEED 2.1. 2 A.I. CHANNEE SHAI.I. BE SEEDED BST-11719D WRH EROSION CONTROL BLANKET (ECR). SEED PRIOR TO INSTALLATION OF ECB. FOLLOW MANUFACTURER'SINSTRU IOW.TYPEOFECBMBEUSE068ASEDON LONGITUDINAL SLOPE. <5%: NA GREEN SC150 (OR APPROVED EQUAL) 5%-NA NA GREEN CI25BN (OR APPROVED EQUAL I >2 : NA GREEN PSM (OR APPROVED EQUAL) GRASS CHANNEL TRASH RACK ELEV. 331.00 FULLYCOATED CMR STAND PIPE STRUCTURE SrLOPE 3:1 / J MPIPF —DING 15' HDPE OUTFALL PIPE 1 INSTALLED WITH TWO I I !—I 1 91,l i I II I rl I LI L GROUT ANT45EEP COLLARS FOR ?A VED SURFACES _ A TYPICAL STORM DRAIN TRENCH Y RIPAAR SHALL BE A WELL GRADED ROCK MIXTURE DOWN TO 1 INCH SIZE PARTICLES, SUCH THAT 50 PERCENT OF THE MIXTURE BY VOLUME SHALL BE LARGER THAN THE LEAST DIMENS— TYPE SUE (INCHES) LEAST DIMENSION (5 OF VOLUMES) VOLUMES) P-204 5 -12 2-36 III 3M8 6 N 3d0 2U A WELL GRADED ROCK MIXTURE SHALL BE DEFINED AS A MIXTURE COMPOSED PR MARILY OF THE LARGER STONE SIZES BUT WIN A SUFFICIENT MIXTURF OF OTHER SIZES TO FEE THE PROGRESSWELYSMALLER VOIDS BETWEEN STONES. STONE FOR RI RAPSHAL. BE APPROVED, ROUGH, BROKEN, QUARRY STONE WITH IRREGULAR FACES PER MITnNG PLACE ENi N A tG TER'_OCKING MANNER W TH NE SMALLER STON S FIL_ING VOIDS BETWEEN LARGERSTONES. THFSTONFSSHALI. BE HARD SOUND RESISTANT TO WATER ACTION, WEATHERING, AND SIZABLE FOR THE PURPOS I. — RIP RAP STABILIZATION NOTES Y FOR GRASSED AREAS REPLACETOPSOIL,SEED.AVDMULCH OVERFIL'. FO ALLOW FOR SETTLEMENT. THOROUGHLY COMPACTED SELECTED BACKFILL FROM TRENCH EXCAVATION, FREE OF STONES LARGER THAN 3' W DIAMETER. COMPACT BACKFILL IN V LIFTS. SIDES OF TRENCHES SHALL BE SHEETED fTHE OR SLOPED TO VOSHA STANDARDS. HDPE PIPE THOROUGHLY COMPACTED 3/1'CRUSHED STONE BEDDING FOR CMP, PVC, OR HDPE PIPE, UNDISTURBED SOIL NOTES ON STORM DRAIN TRENCH: A WET TRENCH SHALL BE DEWATERED PRIOR TO INSTALLING BEDDING THE LETTER'D" SHOWN ON THE DETAIL INDICATES THE DIAMETER OF THE PIPE. DEPTH OF STORM DRAIN LINES VARY, REFER TO PLANS FOR DEPTH IN APPROPRIATE LOCATIONS. t1fd "111100" TRUD ELL CONSULTING EGNEERS�I ReviR— NO. DescRptlon DPIB By nEC 15 2014 City of So. Burlington use of mere ba F, I Unless -11ten sse npled ItRRe DTaN IG, are Mended la, Ph B. , P�Onning p Rb'KhO, vMhth Other OObP,,e, "'Ies antl/a approval Iran the WUlO,ory.Ulhonlies. TheY Oro net Tntend1d os comtrvct On F—F, s unea noted PF iPph. 2 OnIY d—VI speclfCM11Y rrwrkea 'Fa CansIh,E on"ore Intended to be Used n cpr4unpon vMh cdnlmct d----ls, lb-ftatI.ns, avner/conhOM geenTe is aW fo be tDIP, caordnO,ed Wtlth Other Gscipl H, UD ng OUR not RnBetl io, the ArchlleM If appkOLNe. The Dwwings shall no, be Used for conshuchon Y f. C tOcl TCE fadny cons)—BOROng —B,..orto IGaM IBc,mnc data ILtII a for mnshuction byoui. 3, These Drwnngs Ore spec fc to the Pmleci nd are not twmfembe. AS Imirumenis Of sempe These ao ,,, and p coes theroof fUTN41ed by TCE ae Rs'Id CdnIXes' The —no may Oby be —b I " IF re discovered, the , sha be broughl to This .—Ionmdt TICE Inenemotes, 4. By use of these DRbVh91ID, cdnstmci on Of RR Propel, This Ovnser represents Ihat they twee eVl WVRKU DPproveD. antl OccePIGO the dmwrngs arw have-1 with Of 'POI poAes/tll-Mines to Insure Ihese pW ,are pwpeRycoadnOledwRholhmaspecb Oflhe Prapct. The Owner Orw—eN. are re—ebe IOE any Obili g, stwvm. nclutl ng an — memuretl a n in mum five 15) feet around any WiId,g. 5It's the Uses, respombNyt0 enwrethe copy C NDVsIlR mos, cvnant reWsrpns. `BY11 1 III's q, yi Propct Tale Synergy Development, LLC 1741 Spear Street South Burlington, Vermont 1-1TUI,, Site & Stormwater Details Date. 12112=14 Scale: SHOW, Pns)ecr Number 14-087 Drawn ESI RMP PrD,ecl Engineer JAD Approved BY: Fielc Book: _. 2U6 C8-03 r COI CEt HEA'DWAti. r IWICAL L_ 26 K If1 It R I • w' Y I LOT 3 ra ONSRE RI,•NG^ — O 92.1 2FT 2 Ac rr: mes J STORMWA. /.• / / POND •. o -- " — 1 E911 ADDRESS �� , — / c� �' i• ,..go 50BACK !� LOT 2 075 Acres • • Il • I E-971 ADDRESS • .• , ' / . LOtI \ 93 CHAP IN A ` :1 •�\• •' / / // l . . . .7S SQ. Afa•R 9 L-- , I • \\ __ _ __ -- - I I I i If (D s / µ / q I \ w \ / < • J �� 9 C ^ 11g3 AREA `•x3 In. _n � ��^, _ s., ram• Y �• i _ - l- Gr p c S.M 7•Rf N • 30 N NI IN WIDE BY .c- LOM3 k£, E: PAL) FOF 0'1.'Pf,, CWEN SPACE WOM: CONSERVATION am RACE: !INCLUDES STORMWATER MANAGEMENT AREASI LOT 1 24,969 S.F. LOT 2 = 24.297 S.F - LOT 3 = 05.F. TOTAL CONSERVATION OPEN SPACE = 49.296 S.F. OR IT AC. CONOWNITY OPEN FACE: (INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE) LOT I = 0S.F, LOT 2 = 0 S.F. LOT 17,432 S.F. TOTAL COMMUNITY OPEN SPACE = 17,423 S.F. OR 0.4 AC. TOTAL CONSERVATION & COMMUNITY OPEN SPACE =1.I AC. *0.4 AC. =1.5 AC. % OF TOTAL PARCEL = 157,704 S.F./66,719 S.F. = 42.3% ENGINEERING•SUPVEY PLANNING• ENVIRONrti.L N T AI REC� I6ED — City of So. Burlington w WewJnq.c wet •w b —d1a m wcn o�mwnW oeo.o.w pyoo e.e.Mgauw�naeb ne Orm<q�Me dawMap. eoDlo e0<au ne a aa� pem�x•. entl nev<.11 ax+Pxcebb d<a/e.cbl.<• no •e ea«c < pevoNY— c� u v. ba wnenne<ro� opeemeaa�butldnga mecnanKai ,. W— --1 n<.mp• 1« .0 1 ab —cNNc� w<�eponW>le Ica n�a ee•q^o.e ny ,nem " mN Melf)1<a woune ony bWtlnq ene c�owdnonnq and • ^«den M<P- a a�•M<m«r M n <. M<.<>e.Mq•. gntl rcf w n. cbn„q., m M< da.Mq, mer en r p<mee. pr r<f x M<are:— a ref Mwn<adery.. Mev •� c x brouq r,o bxM to ,we xw c�«7reEn, M<mo,/cunem nadw, uvw<. p.gw For local Permitting Only Reject TMe Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont Sketch Plan LOT 3 REDEVELOPMENT pqK. 9/2]/lDrn op Rumee, 140R1 pecan 4r. _ RMP w<cl fn9- . A—. nY f<w Roox C2-01 March 23, 2017 Jennifer Desautels Trudell Consulting Engineers 478 Blair Park Road Williston, VT 05495 Re: Preliminary & Final Plat Approval #SD-17-04 — 7 Chaplin Lane Dear Ms. Desautels: Enclosed, please find a copy of the Findings of Fact and Decision of the Development Review Board on the above referenced project, the hearing for which was closed on March 21, 2017 (effective date 02/22/2017). Please note the conditions of approval, including that the final plat plans must be recorded in the land records (in mylar format) within 180 days (must be submitted to me in time for recording along with a $15 recording fee by August 21, 2017) or this approval is null and void. If you have any questions, please contact me. Sincerel , Raymond J. Belai' Administrative Officer Encl. CERTIFIED MAIL- RETURN RECEIPT: 7016 3010 0001 1194 1641 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com P �► �/ �M, sout f , PLANNING & ZONING Permit Number SD- - 0 V (office use only APPLICATION FOR SUBDIVISION PLAT REVIEW R✓ Preliminary ❑✓ Final PUD Being Requested? ❑✓ Yes ❑No All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1.OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax #) Synergy Development, LLC, c/o Jason Pidgeon, 151 Murphy Road, Charlotte, VT , (802) 922-3800 2. LOCATION OF LAST RECORDED DEED (Book and page #) Book 942, Page 45 3. APPLICANT (Name, mailing address, phone and fax#) Synergy Development, LLC, c/o Jason Pidgeon, 151 Murphy Road, Charlotte, VT 05445, (802) 922-3800 4. CONTACT PERSON (Name, mailing address, phone and fax #) Jennifer Desautels, P.E., TICE, Inc., 478 Blair Park Road, Williston, VT 05495, (802) 879-6331 *109 a. Contact email address: jennifer.desautels@tcevt.com 5. PROJECT STREET ADDRESS: 7 Chaplin Lane 6. TAX PARCEL ID # (can be obtained at Assessor's Office) 1640-01741 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com IrAWMM0140W11Okla] aIW1Y[I1►1 a. General Project Description (describe what you are proposing): Adding an additional single famly residence to Lot 3, which is currently occupied by an existing single family residence, for a total of four single family residences in the development. b. Existing Uses on Property (including description and size of each separate use): Existing PUD three lot subdivision. One existing single family residence on Lot 3. One single family residence under construction on Lot 1. Lot 2 is currently vacant. c. Proposed Uses on property (include description and size of each new use and existing uses to remain): Existing single family residence.to remain on Lot 3. Proposing one new single family residence on Lot 3, for a total of four single family residences. d. Total building square footage on property (proposed buildings and existing buildings to remain): Lot 1 single family residence (under construction): 1,600 SF Lot 2 proposed single family residence: 1,600 SF Lot 3 existing single family residence: 2,080 SF, Lot 3 proposed single family residence: 2,700 SF e. Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine): 28' or less f. Number of residential units (if applicable, new units and existing units to remain): One existing single family residence to remain on Lot 3 with an additional single family residence proposed. One single family residence under construction on Lot 1. Lot 2 is vacant with single family residence proposed. g. Number of employees (existing and proposed, note office versus non -office employees): N/A h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): Site is located within the Stormwater Overlay District as well as the Core Area. i. List any changes to the subdivision, such as property lines, number of units, lot mergers, etc. An additional single family residence will be added to Lot 3, for a total of four sinale familv residences in the existina PUD 3 lot subdivision. Subdivision Application Form. Rev. 12-2011 8. LOT COVERAGE (ALL information MUST be provided here, even if no change is proposed) a. Size of Parcel: 3.62 AC/157,704 SF (acres /sq. ft.) b. Building Coverage: Existing 2,080 square feet 1'3 % *Assumes a 1,600 SF house Proposed 5,900 square feet 3.7 % footprint and 900 SF drive for Lot 2. c. Overall Coverage (building, parking, outside storage, etc): . Existing 4,140 square feet 2.6 % Proposed 20,930 square feet 13.3 d. Front Yard Coverage(s) (commercial projects only): Existing N/A square feet N/A % Proposed N/A square feet N/A % 9. WETLAND INFORMATION a. Are there any wetlands (Class I, II, or III) on the subject property? ❑ Yes ❑✓ No b. If yes, is the proposed development encroaching into any of these wetlands associated 50' buffers (describe) N/A c. If yes, please submit the following with this application: 1. A site specific wetland delineation of the entire property or a written statement that the applicant is relying on the City's wetland map. 2. Response to the criteria outlined in Section 12.02(E) of the Land Development Regulations (applicant is strongly encouraged to have a wetland expert respond to these criteria) 10. AREA DISTURBED DURING CONSTRUCTION: 20,000 +/- SQ. FT. * *Projects disturbing more than one (1) acre of land must follow the City's specifications for erosion control in Article 16 of the Land Development Regulations. Projects disturbing more than one (1) acre require a permit from the Vermont Department of Environmental Conservation. 3 Subdivision Application Form. Rev. 12-2011 11. COST ESTIMATES a. Building (including interior renovations): U b. Landscaping: $ 0 (Please submit itemized list of landscaping proposed) c. Other site improvements (please list with cost) N/A 12. ESTIMATED TRAFFIC a. P.M. Peak hour for entire property (In and out): 6 trips 13. PEAK HOURS OF OPERATION: 7AM - 9AM & 4PM - 6PM 14. PEAK DAYS OF OPERATION: Monday - Friday 15. ESTIMATED PROJECT COMPLETION DATE: end of 2019 (not proposing to build, just subdivide for future construction) 16. PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (I I" x 17"), and one digital (PDF-format) copy of the plans must be submitted. A subdivision application fee shall be paid to the City at the time of submitting t e a plication. See the City fee schedule for details. I /lllle 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. Subdivision Application Form. Rev. 12-2011 a I hereby certify that all the information requested as part of this application has been submitted and is accurate to the best of my knowledge. SIGNATURE OF APPLICANT SI INAiTURE OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: / I have reviewed this preliminary plat application and find it to be:. Complete ❑ Incomplete /G Strative O r 0-1 `l'IZINTNAME M` Is`�r'�`� 0wVcl0,? tr�C The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 8 79-56 76 to speak with the regional Permit Specialist. 5 Subdivision Application Form. Rev. 12-2011 Lindsey Britt From: Terry Francis Sent: Monday, March 20, 2017 11:57 AM To: Lindsey Britt Subject: Unit 3-B Chaplin Ln and CWD Morning Lindsey: The only comment from FD is that if the bldg. is <150 feet off Spear St as measured via the access Rd., it will need to have an NFPA 13-D sprinkler system install, as does the other two building West of this lot. (Hergenrother structure has had this system install and we are waiting confirmation of the functional test of the system.) Also as there is now a new bldg. on the lane street signage is required but no yet installed. CWD plans are now under review by this Office. Any comments will be part of their building permit. ray From: Dave Wheeler Sent: Friday, March 17, 2017 2:35 PM To: Paul Conner Cc: Lindsey Britt; ray Subject: Synergy Development, LLC Paul, The Stormwater Section has reviewed the "Synergy Development, LLC' Site Plan prepared Trudell Consulting Engineers, dated 9/23/16, most recently updated on 3/17/17. 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). 2. 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. Regards, Dave David P. Wheeler Assistant Stormwater Superintendent Department of Public Works City of South Burlington 104 Landfill Road South Burlington, VT 05403 (802) 658-7961 Ext. 6113 www.sburl.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 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. Lindsey Britt From: Jennifer Desautels <Jennifer.Desautels@tcevt.com> Sent: Monday, March 13, 2017 1:03 PM To: Lindsey Britt Subject: 14-087 Synergy Density Hi Lindsey, As requested, I've included density calculations below for the Synergy Development project. R1 Area within R1 District: 2.84 ac. = 123,710.4 s.f. Minimum Lot Size: 40,000 s.f. R1 Density: 123,710.4 s.f. / 40,000 s.f. per unit = 3.09 units R2 Area within R2 District: 0.78 ac. = 33,976.8 s.f. Minimum Lot Size: 22,000 s.f. R2 Density: 33,976.8 s.f. / 22,000 s.f. per unit = 1.54 units Total Allowable Density (1111 + R2) = 3.09 units + 1.54 units = 4.54 units > 4 units proposed Please let me know if you have any questions. I assume that this e-mail can serve as our documentation of this issue, but please let me know if you would like us to add this information to the plan set. Thanks. Jenn Jennifer A. Desautels, P.E. Project Engineer Trudell Consulting Engineers e. Jenn.derautel ir,tcevt.com P. 802.528.5116 ,. S02.370.4270 478 Blair Park Road, lVilliston, VT 05495 42 Mapleville Depot, St. _Albans, VT 05478 1 Synergy Development 3-Lot PUD 1741 Spear Street Stormwater Design Brief March 8, 2017 Update 1. Project Description § _TRUDELL Ad *100*1 Consulting Engineers MAR 0 9 2€17 Git,i of So. Burlington Synergy Development, LLC (Applicant) proposes the subdivision of the existing single-family residence at 1741 Spear Street in the City of South Burlington. The proposed project adds one single family home to a previously approved Planned Unit Development (PUD) for an existing residence and three new single- family homes. As this project is located in the Stormwater Overlay District, a stormwater treatment system is required to maintain or improve upon the existing hydrologic condition for both the one year storm event (2.1 ") and 25-year storm event (4.0"). The stormwater treatment system described in this narrative addresses the impervious surfaces for the proposed project, consisting of 0.48 acres of proposed new roads and buildings as well as the existing 0.10 acres of impervious surfaces on the property. This report is an update to the original submitted to the City as part of a previous preliminary/final plat application. The preceding application proposed two new homes additional to the existing residence for a 3-unit PUD while this report considers a third new home for a 4-unit PUD. Based on this change, the following items have been altered from the original report: • Drainage areas and runoff routing are revised based on the additional home which does result in increased impervious area, • A grass swale and a small dry detention pond have been added around the newly proposed home on Lot 3 to divert and control excess stormwater before discharging into the drainage are of the existing home which flows offsite, • Due to the above, the discharge rate from the drainage area which flows north offsite to a neighboring residence has been minimized, • The updated drainage areas have been modeled to ensure that the existing treatment system is and newly proposed dry pond are capable of controlling flows from both the 1-year and 25-year storm events. Page 2 of 6 Stormwater Narrative - Synergy Development March 8, 2017 Update 2. Receiving Waters Stormwater runoff from this site currently discharges to Bartlett Brook, located approximately 1,400 feet to the west of the project parcel. This stream is considered impaired due to stormwater by the Agency of Natural Resources, and is on the 303(d) list of impaired watersheds. 3. Existing Conditions The site currently consists of a 3.62 acre parcel with a single family home located near Spear Street. Impervious cover on the site is approximately 4,140 square feet and is limited to the existing driveway and house. The remainder of the site is open space, with grass predominating on the east portion of the parcel and woods dominating on the west side of the parcel. Slopes range from moderate on the east and central portions of the site (4% - 7%), increasing to 15% at the western property line. Further to the west the slope continues to drop, terminating at Harbor Ridge Road approximately 200 feet west of the property line. In addition to the project area, offsite land flows onto the property as well. The Westview neighborhood to the south drains a portion of its runoff onto the property, and a 9.3 acre area to the east of Spear Street discharges onto the project property through an existing 24" culvert under the road. Soils are predominately Hydrologic Soil Group (HSG) D, with some HSG C soils on the western side of the property. A Pre -Development Drainage Map illustrating these site conditions is attached to this report. 4. Existing Stormwater System Drainage for the property leaves the site in three locations. On the north side of the property, a natural channel conveys runoff from the existing house and most of the remainder of the lot. This is represented by DA2 on the attached Pre Development Drainage Map. On the western property boundary, a channel conveys runoff offsite. On the western property boundary, a channel conveys runoff offsite. A smaller portion of the property drains to this channel, as well as runoff from the area east of Spear Street. These two drainage areas are represented by DAl and DA4, respectively. All of this runoff is conveyed to City catch basin 0307, which is located on the Rice property. In the southwest corner of the property, a third channel conveys a small portion of the property's runoff Cavil Engineering Land Surveying Landscape Architecture Environmental Services Page 3 of 6 Stormwater Narrative - Synergy Development March 8, 2017 Update and a portion of the Westview neighborhood's runoff. This channel drains to City catch basin 2798, on the Swanson property, and is represented by DA3. 5. Proposed Stormwater System In the previous application a dry detention basin located on Lot 1 was proposed to mitigate the new impervious surfaces and clearing associated with the project. Further, the previous application included an improved drainage swale to be constructed along the existing drainage path to more effectively convey offsite runoff through the project to CB 0307. The inlets for both CB 0307 and 2798 have also been enlarged to improve the previously existing system's capacity. Since the last application, and due to the additional impervious from the home and drive now being proposed on Lot 3, there is an added drainage channel and a small dry detention pond proposed around the new home. This proposed channel and dry pond controls the discharge of additional stormwater runoff created by the newly proposed unit on -site for both the 1-year and 25-year storm events. Updated proposed land cover and drainage areas are shown on the Post Development Drainage Map included with this report. The original dry basin on Lot 1 serves to capture runoff from the majority of the development involved with the proposed PUD and release it at a rate below the existing peak discharge rate for storm events at or below a 25-year storm. The newly proposed small dry detention pond on Lot 3 controls stormwater flow from the additional proposed lot before discharging through a 6" culvert northwest of the home. The outlet of the 6" culvert includes a flow spreader to minimize the outlet impact. The pipe outlet enters the drainage area of the original house and will flow offsite. The addition of the small dry detention pond to treat stormwater from the new unit decreases discharge offsite by 1.07 cfs for the 1-year storm and 3.97 cfs for the 25-year storm. Controlling flows below the pre -development rate ensures the project will have no undue adverse impact on any downstream structures. Details for the outlet structures of the small dry detention basins are provided on C8-03 of the plan set. Runoff from the original pond discharges through an agri-drain structure and 15" pipe which outfalls onto the rip -rap lined channel before entering the downstream catch basin CB 0307. Larger storm events are conveyed via overflow spillway which is routed to the rip -rap lined channel. Finally, 'the swale is also routed to the existing channel. The rip -rap is in place to ensure its long term Page 4 of 6 Stormwater Narrative - Synergy Development March 8, 2017 Update stability. Details of the outlet structure are provided on sheet C8-03 of the plan set. HydroCAD modeling results of the one-year and 25-year storm events for the full system are also provided in an attachment to this report. 6. South Burlington Stormwater Overlay District Compliance As this site is located within the City's Stormwater Overlay District (SOD), and the site disturbs more than 0.5 acres of land, this project must comply with Section 12.03 of the Land Development Regulations. One -Year Storm Standard Per Section 12.03 C (1), the post construction peak runoff rate for the one-year, twenty-four hour (2.1 inch) rain event shall not exceed the existing peak runoff rate for the same storm event from the site under current conditions. The proposed dry detention basins mitigate the peak flows to meet this standard. A HydroCAD model has been prepared to address this requirement and the modeling results have been attached to this report. As the property's topography divides the existing house from the proposed development, compliance with this criterion is measured at sub -catchment DAl in the model for the pre -development condition and at the discharge of the detention basin in the post -development condition. Low -Impact Development (LID) Measures This project implements the non-structural elements of LID. As an existing residential lot, the addition of three new building lots is infill and avoids the further fragmentation of open space in the City. Tree clearing has been limited to a building envelope to allow the forest to uptake runoff. Access to the lots is via shared access driveway, whose width has been minimized to the extent practicable, maintaining safety. Open space is preserved in the Community Open Space Easement on the west side of Lot 3. As this site is located on relatively impermeable soils (HSG C and D according to NRCS mapping), infiltrative practices have little applicability for this project. Drainage Structures Page 5 of 6 Stormwater Narrative - Synergy Development March 8, 2017 Update Per Section 12.03 E, the structures shown on the site plans have been designed to remove surface runoff from upstream development (i.e. east of Spear Street) and responsibly convey it offsite. Per discussions with the area residents, this area has been subject to ongoing drainage issues. The development associated with this project will not have an adverse effect on the project's neighbors, and may improve upon existing conditions. With the additional home on Lot 3 a large section of DA2 around the newly proposed home has been controlled onsite. This minimizes the uncontrolled drainage area which flows to the north neighboring property and in turn may decrease flooding effects for the north abutter. The areas of cleared trees and impervious surfaces all drain to the dry detention basins, which reduce peak flow rate from the development. Runoff from the east of Spear Street is conveyed around the detention basin and ties into the existing channel. For the 25-year storm event, the peak runoff rate is below the existing peak rate. Runoff from this area drains to City C130307. For the runoff on the property draining to the southwest, the amount of area has been reduced, and the corresponding peak flow rate is reduced. The inlet of CB2798 is undersized; the HydroCAD model for the existing condition gives an error message indicating the catch basin inlet is flooded. Existing inlets to the City L; r catch basins are 18-inch round openings, Y. protected with a metal trash rack (see picture at _ a right). Leaves frequently w' y clog the grates, and the homeowners must clean the inlets to prevent further flooding. As part of this project, they k.. Applicant proposes to increase the capacity of these inlets by widening;��. ;, m the openings to 30 inches. In addition, a new top section will be provided which will allow leaves to pass through the inlet and through the pipes and reduce the clogging potential. Page 6 of 6 Stormwater Narrative - Synergy Development March 8, 2017 Update The HydroCAD model shows these inlets as the final discharge points for upstream runoff. Refer to sheet C8-03 of the plan set for a detail of this structure. 7. Conclusions A summary of the hydrologic performance of the site under existing conditions and proposed conditions is provided in the table below: .. Existing Flow Rate (I-year)7.63 5.12 2.5 Proposed Flow Rate (I-year)7.42 5.07 1.43 Existing Flow Rate (25-year) 28.02 16.84 8.83 Proposed Flow Rate (25-year) 27.2 16.53 4.86 The development of this parcel, management system, will improve t gradient recipients of the site's runoff. inlets will also minimize future erosion property. along with the proposed stormwater he hydrologic conditions for the down The improved channels to the offsite drain and safely convey the runoff from the inlet 0 Project Area ODA2 Existing House 1R i 1P DA4 O existing drainage path spear st culvert E side of Spear St A2798I DA3 O inlet Offsite area - south Subca Reach and Lin k 14-087 - Existing Model Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Pace 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.559 74.0 >75% Grass cover, Good, HSG C (DA 1, DA3) 7.542 80.0 >75% Grass cover, Good, HSG D (DA 1, DA2, DA3, DA4) 0.303 98.0 Paved parking, HSG C (DA3) 1.091 98.0 Paved parking, HSG D (DA1, DA2, DA3, DA4) 0.842 70.0 Woods, Good, HSG C (DA1, DA2, DA3) 7.657 77.0 Woods, Good, HSG D (DAI, DA2, DA3, DA4) 17.994 79.5 TOTAL AREA 14-087 - Existing Model Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.704 HSG C DA 1, DA2, DA3 16.290 HSG D DA1, DA2, DA3, DA4 0.000 Other 17.994 TOTAL AREA 14-087 - Existing Model Prepared byTrudell Consulting Engineers HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Printed 2/17/2017 Paae 4 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.559 7.542 0.000 8.101 >75% Grass cover, Good DA 1, DA2, DA3, DA4 0.000 0.000 0.303 1.091 0.000 1.395 Paved parking DA1, DA2, DA3, DA4 0.000 0.000 0.842 7.657 0.000 8.499 Woods, Good DA1, DA2, DA3, DA4 0.000 0.000 1.704 16.290 0.000 17.994 TOTAL AREA 14-087 - Existing Model Type 1124-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=0.972 ac 4.537o Impervious Runoff Depth=0.46" Flow Length=816' Slope=0.0995 '/' Tc=9.7 min CN=75.9 Runoff=0.64 cfs 0.037 of Subcatchment DA2: Existing House Runoff Area=2.562 ac 4.64% Impervious Runoff Depth=0.56" Flow Length=373' Slope=0.0640'/' Tc=6.0 min CN=78.5 Runoff=2.50 cfs 0.120 of Subcatchment DA3: Offsite area - south Runoff Area=222,260 sf 15.57% Impervious Runoff Depth=0.65" Flow Length=756' Slope=0.0711 '/' Tc=9.3 min CN=80.6 Runoff=5.12 cfs 0.277 of Subcatchment DA4: E side of Spear St Runoff Area=9.358 ac 4.67% Impervious Runoff Depth=0.60" Flow Length=787' Slope=0.04437 Tc=12.7 min CN=79.5 Runoff=7.50 cfs 0.470 of Reach 1 R: existing drainage path Avg. Flow Depth=0.65' Max Vet=6.65 fps Inflow=7.38 cfs 0.470 of n=0.030 L=851.0' S=0.0657'/' Capacity=16.48 cfs Outflow=7.17 cfs 0.470 of Pond 1 P: spear st culvert Peak Elev=369.58' Storage=321 cf Inflow=7.50 cfs 0.470 of Outflow=7.38 cfs 0.470 of Pond 03071: inlet Peak Elev=311.74' Storage=17 cf Inflow=7.63 cfs 0.508 of Primary=7.63 cfs 0.508 of Secondary=0.00 cfs 0.000 of Outflow=7.63 cfs 0.508 of Pond 27981: inlet Peak Elev=314.44' Storage=9 cf Inflow=5.12 cfs 0.277 of Primary=5.12 cfs 0.277 of Secondary=0.00 cfs 0.000 of Outflow=5.12 cfs 0.277 of Total Runoff Area = 17.994 ac Runoff Volume = 0.904 of Average Runoff Depth = 0.60" 92.25% Pervious = 16.600 ac 7.75% Impervious = 1.395 ac 14-087 - Existing Model Type 1124-hr 1-year Rain fall=2.10" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA1: Project Area Runoff = 0.64 cfs @ 12.03 hrs, Volume= 0.037 af, Depth= 0.46" Runoff by SCS TR-20 method, U H=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area lac) CN Description 0.033 74.0 >75% Grass cover, Good, HSG C 0.373 70.0 Woods, Good, HSG C 0.044 98.0 Paved parking, HSG D 0.230 80.0 >75% Grass cover, Good, HSG D 0.292 77.0 Woods, Good. HSG D 0.972 75.9 Weighted Average 0.928 95.47% Pervious Area 0.044 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 816 0.0995 1.40 Lag/CN Method, Summary for Subcatchment DA2: Existing House Runoff = 2.50 cfs @ 11.98 hrs, Volume= 0.120 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Descriotion 0.057 70.0 Woods, Good, HSG C 0.119 98.0 Paved parking, HSG D 0.619 80.0 >75% Grass cover, Good, HSG D 1.767 77.0 Woods, Good. HSG D 2.562 78.5 Weighted Average 2.443 95.36% Pervious Area 0.119 4.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 373 0.0640 1.04 Lag/CN Method, Summary for Subcatchment DAI Offsite area - south Runoff = 5.12 cfs @ 12.02 hrs, Volume= 0.277 af, Depth= 0.65" Runoff by SCS TR-20 method, U H=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type 11 24-hr 1-year Rainfall=2.10" 14-087 - Existing Model Type 1124-hr 1-year Rainfall=2.10" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 7 Area (sf) CN Description 13,217 98.0 Paved parking, HSG C 22,911 74.0 >75% Grass cover, Good, HSG C 17,943 70.0 Woods, Good, HSG C 21,392 98.0 Paved parking, HSG D 87,710 80.0 >75% Grass cover, Good, HSG D 59,087 77.0 Woods, Good, HSG D 222,260 80.6 Weighted Average 187,651 84.43% Pervious Area 34,609 15.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.35 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 7.50 cfs @ 12.06 hrs, Volume= 0.470 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.437 98.0 Paved parking, HSG D 4.679 80.0 >75% Grass cover, Good, HSG D 4.242 77.0 Woods, Good, HSG D 9.358 79.5 Weighted Average 8.921 95.33% Pervious Area 0.437 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1 R: existing drainage path Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.38 cfs @ 12.08 hrs, Volume= 0.470 of Outflow = 7.17 cfs @ 12.10 hrs, Volume= 0.470of, Atten= 3%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 6.65 fps, Min. Travel Time= 2.1 min Avg. Velocity = 2.20 fps, Avg. Travel Time= 6.4 min Peak Storage= 917 cf @ 12.10 hrs Average Depth at Peak Storage= 0.65' Bank -Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 16.48 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.0 7' Top Width= 3.00' Length= 851.0' Slope= 0.0657 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' 14-087 - Existing Model Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1 P: spear st culvert Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.50 cfs @ 12.06 hrs, Volume= 0.470 of Outflow = 7.38 cfs @ 12.08 hrs, Volume= 0.470 of, Atten= 2%, Lag= 1.0 min Primary = 7.38 cfs @ 12.08 hrs, Volume= 0.470 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 369.58' @ 12.08 hrs Surf.Area= 706 sf Storage= 321 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug -Flow detention time= 0.5 min calculated for 0.470 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 872.9 - 872.4 ) Volume Invert Avail.Storage Storage Description #1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 Device Routing Invert Outlet Devices # 1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 7' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 Primary OutFlow Max=7.37 cfs @ 12.08 hrs HW=369.58' TW=367.52' (Dynamic Tailwater) L1=Culvert ( Controls 7.37 cfs) t-2=control orifice (Orifice Controls 7.37 cfs @ 3.73 fps) Summary for Pond 03071: inlet Inflow Area = 10.330 ac, 4.66% Impervious, Inflow Depth = 0.59" for 1-year event Inflow = 7.63 cfs @ 12.10 hrs, Volume= 0.508 of Outflow = 7.63 cfs @ 12.10 hrs, Volume= 0.508 of, Atten= 0%, Lag= 0.1 min Primary = 7.63 cfs @ 12.10 hrs, Volume= 0.508 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 31 1.74' @ 12.10 hrs Surf.Area= 36 sf Storage= 17 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug -Flow detention time= 0.0 min calculated for 0.508 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 877.9 - 877.9 ) 14-087 - Existing Model Type II 24-hr 1-year Rainfall=2. 10" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices # 1 Primary 310.94' 18.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=7.62 cfs @ 12.10 hrs HW=311.74' (Free Discharge) tl =structure inlet (Orifice Controls 7.62 cfs @ 4.31 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge) t2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 27981: inlet Inflow Area = 5.102 ac, 15.57% Impervious, Inflow Depth = 0.65" for 1-year event Inflow = 5.12 cfs @ 12.02 hrs, Volume= 0.277 of Outflow = 5.12 cfs @ 12.02 hrs, Volume= 0.277 of, Atten= 0%, Lag= 0.0 min Primary = 5.12 cfs @ 12.02 hrs, Volume= 0.277 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 314.44' @ 12.02 hrs Surf.Area= 26 sf Storage= 9 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.277 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 864.6 - 864.6 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic -feet) Cum.Store (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 18.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 14-087 - Existing Model Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 10 Primary Outflow Max=5.12 cfs @ 12.02 hrs HW=314.44' (Free Discharge) tl=inlet opening (Weir Controls 5.12 cfs @ 2.26 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge) t2=headwall spillway ( Controls 0.00 cfs) 14-087 - Existing Model Type/1 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 11 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=0.972 ac 4.53% Impervious Runoff Depth=1.73" Flow Length=816' Slope=0.0995 '/' Tc=9.7 min CN=75.9 Runoff=2.62 cfs 0.140 of Subcatchment DA2: Existing House Runoff Area=2.562 ac 4.64% Impervious Runoff Depth=1.93" Flow Length=373' Slope=0.0640'/' Tc=6.0 min CN=78.5 Runoff=8.83 cfs 0.411 of Subcatchment DA3: Offsite area - south Runoff Area=222,260 sf 15.57% Impervious Runoff Depth=2.09" Flow Length=756' Slope=0.071 1 '/' Tc=9.3 min CN=80.6 Runoff=16.84 cfs 0.888 of Subcatchment DA4: E side of Spear St Runoff Area=9.358 ac 4.67% Impervious Runoff Depth=2.00" Flow Length=787' Slope=0.0443'/' Tc=12.7 min CN=79.5 Runoff=26.25 cfs 1.562 of Reach 1 R: existing drainage path Avg. Flow Depth=1.28' Max Vet=9.06 fps Inflow=27.16 cfs 1.562 of n=0.030 L=851.0' S=0.0657'/' Capacity=16.48 cfs Outflow=25.75 cfs 1.562 of Pond 1 P: spear st culvert Peak Elev=372.76' Storage=691 cf Inflow=26.25 cfs 1.562 of Outflow=27.16 cfs 1.562 of Pond 03071: inlet Peak EIev=313.08' Storage=59 cf Inflow=28.02 cfs 1.702 of Primary=12.44 cfs 1.449 of Secondary=15.60 cfs 0.253 of Outflow=28.04 cfs 1.702 of Pond 27981: inlet Peak EIev=315.68' Storage=63 cf Inflow=16.84 cfs 0.888 of Primary=l 1.16 cfs 0.833 of Secondary=5.75 cfs 0.055 of Outflow=16.92 cfs 0.888 of Total Runoff Area = 17.994 ac Runoff Volume = 3.001 of Average Runoff Depth = 2.00" 92.25% Pervious = 16.600 ac 7.75% Impervious = 1.395 ac 14-087 - Existing Model Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment DA1: Project Area Runoff = 2.62 cfs @ 12.02 hrs, Volume= 0.140 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (ac) CN 0.033 74.0 >75% Grass cover, Good, HSG C 0.373 70.0 Woods, Good, HSG C 0.044 98.0 Paved parking, HSG D 0.230 80.0 >75% Grass cover, Good, HSG D 0.292 77.0 Woods, Good, HSG D 0.972 75.9 Weighted Average 0.928 95.47% Pervious Area 0.044 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 816 0.0995 1.40 Lag/CN Method, Summary for Subcatchment DA2: Existing House Runoff = 8.83 cfs @ 11.97 hrs, Volume= 0.411 of, Depth= 1.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (ac) CN Desc 0.057 70.0 Woods, Good, HSG C 0.119 98.0 Paved parking, HSG D 0.619 80.0 >75% Grass cover, Good, HSG D 1.767 77.0 Woods, Good, HSG D 2.562 78.5 Weighted Average 2.443 95.36% Pervious Area 0.119 4.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 373 0.0640 1.04 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 16.84 cfs @ 12.01 hrs, Volume= 0.888 of, Depth= 2.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type 11 24-hr 25-year Rainfall=4.00" 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paaee 13 Area (sf) CN Description 13,217 98.0 Paved parking, HSG C 22,911 74.0 >75% Grass cover, Good, HSG C 17,943 70.0 Woods, Good, HSG C 21,392 98.0 Paved parking, HSG D 87,710 80.0 >75% Grass cover, Good, HSG D 59,087 77.0 Woods, Good, HSG D 222,260 80.6 Weighted Average 187,651 84.43% Pervious Area 34,609 15.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.35 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 26.25 cfs @ 12.05 hrs, Volume= 1.562 of, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area lac) CN Description 0.437 98.0 Paved parking, HSG D 4.679 80.0 >75% Grass cover, Good, HSG D 4.242 77.0 Woods, Good, HSG D 9.358 79.5 Weighted Average 8.921 95.33% Pervious Area 0.437 4.67% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 lag/CN Method, Summary for Reach 1 R: existing drainage path Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 27.16 cfs @ 12.05 hrs, Volume= 1.562 of Outflow = 25.75 cfs @ 12.07 hrs, Volume= 1.562 of, Atten= 5%, Lag= 1.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 9.06 fps, Min. Travel Time= 1.6 min Avg. Velocity = 2.92 fps, Avg. Travel Time= 4.9 min Peak Storage= 2,420 cf @ 12.07 hrs Average Depth at Peak Storage= 1.28' Bank -Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 16.48 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.0 '/' Top Width= 3.00' Length= 851.0' Slope= 0.0657 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 14 Summary for Pond 1 P: spear st culvert Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 26.25 cfs @ 12.05 hrs, Volume= 1.562 of Outflow = 27.16 cfs @ 12.05 hrs, Volume= 1.562 of, Atten= 0%, Lag= 0.2 min Primary = 27.16 cfs @ 12.05 hrs, Volume= 1.562 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 372.76' @ 12.05 hrs Surf.Area= 1,073 sf Storage= 691 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug -Flow detention time= 0.5 min calculated for 1.561 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 836.8 - 836.3 ) Volume Invert Avail.Storage Storage Description # 1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 Device Routing Invert Outlet Devices # 1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.03751 Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 Primary Outflow Max=27.13 cfs @ 12.05 hrs HW=372.75' TW=368.15' (Dynamic Tailwater) L1=Culvert (Barrel Controls 27.13 cfs @ 8.63 fps) L2=control orifice (Passes 27.13 cfs of 27.77 cfs potential flow) Summary for Pond 03071: inlet Inflow Area = 10.330 ac, 4.66% Impervious, Inflow Depth = 1.98" for 25-year event Inflow = 28.02 cfs @ 12.06 hrs, Volume= 1.702 of Outflow = 28.04 cfs @ 12.07 hrs, Volume= 1.702 of, Atten= 0%, Lag= 0.2 min Primary = 12.44 cfs @ 12.07 hrs, Volume= 1.449 of Secondary = 15.60 cfs @ 12.07 hrs, Volume= 0.253 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.08' @ 12.07 hrs Surf.Area= 83 sf Storage= 59 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug -Flow detention time= 0.0 min calculated for 1.702 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 840.2 - 840.1 ) 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 15 Volume Invert Avail.Storage Storage Description # 1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices # 1 Primary 310.94' 18.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=12.44 cfs @ 12.07 hrs HW=313.08' (Free Discharge) 't-1=structure inlet (Orifice Controls 12.44 cfs @ 7.04 fps) Secondary OutFlow Max=15.55 cfs @ 12.07 hrs HW=313.08' (Free Discharge) L2=headwall overflow (Weir Controls 15.55 cfs @ 2.50 fps) Summary for Pond 27981: inlet Inflow Area = 5.102 ac, 15.57% Impervious, Inflow Depth = 2.09" for 25-year event Inflow = 16.84 cfs @ 12.01 hrs, Volume= 0.888 of Outflow = 16.92 cfs @ 12.01 hrs, Volume= 0.888 of, Atten= 0%, Lag= 0.0 min Primary = 11.16 cfs @ 12.01 hrs, Volume= 0.833 of Secondary = 5.75 cfs @ 12.01 hrs, Volume= 0.055 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 315.68' @ 12.01 hrs Surf.Area= 91 sf Storage= 63 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.888 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 830.0 - 830.0 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 18.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 16 Primary OutFlow Max=1 1.16 cfs @ 12.01 hrs HW=315.68' (Free Discharge) t-1=inlet opening (Orifice Controls 1 1.16 cfs @ 6.32 fps) Secondary OutFlow Max=5.75 cfs @ 12.01 hrs HW=315.68' (Free Discharge) t-2=headwall spillway (Weir Controls 5.75 cfs @ 1.68 fps) 2799 2P A mot— DA 4 Downstream on Basin A Lot 3B DA 2 Existing House CB0307 inlet Detention Basin Project Area 1 R bypass swale to prop spear st culvert E side of Spear St line 2798 '� DA3 CB2798 inlet Offsite area - south Subca Reach and Link Routing Diagram for 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers, Printed 3/9/2017 HydroCAD®10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADOO 10.00-12 s/n 02145 ©2014 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.832 74.0 >75% Grass cover, Good, HSG C (DAI, DA3) 8.208 80.0 >75% Grass cover, Good, HSG D (DA 2, DA 2a, DA1, DA3, DA4) 0.348 98.0 Paved parking, HSG C (DA1, DA3) 1.511 98.0 Paved parking, HSG D (DA 2, DA 2a, DA 1, DA3, DA4) 0.079 79.0 Woods, Fair, HSG D (DA 2a) 0.523 70.0 Woods, Good, HSG C (DA1, DA3) 6.485 77.0 Woods, Good, HSG D (DA 2, DA1, DA3, DA4) 17.987 80.2 TOTAL AREA 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.704 HSG C DA 1, DA3 16.284 HSG D DA 2, DA 2a, DA I, DA3, DA4 0.000 Other 17.987 TOTAL AREA 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers HydroCADOO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Printed 3/9/2017 Pa ece44 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.832 8.208 0.000 9.040 >75% Grass cover, Good DA 2, DA 2a, DA1, DA3, DA4 0.000 0.000 0.348 1.511 0.000 1.860 Paved parking DA 2, DA 2a, DA I, DA3, DA4 0.000 0.000 0.000 0.079 0.000 0.079 Woods, Fair DA 2a 0.000 0.000 0.523 6.485 0.000 7.008 Woods, Good DA 2, DA 1, DA3, DA4 0.000 0.000 1.704 16.284 0.000 17.987 TOTAL AREA 14-087 - Post Model Unit 313 Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paaee 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA 2: Existing House Flow Length=375' Subcatchment DA 2a: Lot 3B Flow Length=200' Subcatchment DA1: Project Area Flow Length=700' Subcatchment DA3: Offsite area - south Flow Length=756' Subcatchment DA4: E side of Spear St Flow Length=787' Runoff Area=55,280 sf 9.92% Impervious Runoff Depth=0.63" Slope=0.0640'/' Tc=5.7 min CN=80.2 Runoff=1.43 cfs 0.067 of Runoff Area=17,487 sf 15.40% Impervious Runoff Depth=0.74" Slope=0.0500'/' Tc=3.6 min CN=82.6 Runoff=0.59 cfs 0.025 of Runoff Area=87,085 sf 22.20% Impervious Runoff Depth=0.70" Slope=0.0995 '/' Tc=7.2 min CN=81.7 Runoff=2.37 cfs 0.117 of Runoff Area=216,575 sf 15.93% Impervious Runoff Depth=0.66" Slope=0.071 1 '/' Tc=9.3 min CN=80.8 Runoff=5.07 cfs 0.273 of Runoff Area=407,102 sf 4.67% Impervious Runoff Depth=0.60" Slope=0.0443 '/' Tc=12.7 min CN=79.5 Runoff=7.49 cfs 0.470 of Reach 1 R: bypass swale to prop line Avg. Flow Depth=0.40' Max Vet=5.45 fps Inflow=7.39 cfs 0.470 of n=0.030 L=865.0' S=0.0647 '/' Capacity=213.75 cfs Outflow=7.08 cfs 0.470 of Pond 1 P: spear st culvert Peak Elev=369.58' Storage=343 cf Inflow=7.49 cfs 0.470 of Primary=7.39 cfs 0.470 of Secondary=0.00 cfs 0.000 of Outflow=7.39 cfs 0.470 of Pond 2P: Detention Basin Peak Elev=329.37' Storage=1,615 cf Inflow=2.37 cfs 0.117 of Primary=0.38 cfs 0.1 17 of Secondary=0.00 cfs 0.000 of Outflow=0.38 cfs 0.1 17 of Pond 2P A: Detention Basin A Peak Elev=353.18' Storage=769 cf Inflow=0.59 cfs 0.025 of Outflow=0.01 cfs 0.012 of Pond 0307: CB0307 inlet Peak Elev=31 1.38' Storage=6 cf Inflow=7.45 cfs 0.586 of Primary=7.45 cfs 0.586 of Secondary=0.00 cfs 0.000 of Outflow=7.45 cfs 0.586 of Pond 2798: CB2798 inlet Peak Elev=314.30' Storage=5 cf Inflow=5.07 cfs 0.273 of Primary=5.07 cfs 0.273 of Secondary=0.00 cfs 0.000 of Outflow=5.07 cfs 0.273 of Pond 2799P: Downstream Inflow=1.43 cfs 0.079 of Primary=1.43 cfs 0.079 of Total Runoff Area = 17.987 ac Runoff Volume = 0.952 of Average Runoff Depth = 0.63" 89.66% Pervious = 16.128 ac 10.34% Impervious = 1.860 ac 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 6 Summary for Subcatchment DA 2: Existing House Runoff = 1.43 cfs @ 11.98 hrs, Volume= 0.067 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 5,482 98.0 Paved parking, HSG D 19,848 80.0 >75% Grass cover, Good, HSG D 29,950 77.0 Woods, Good, HSG D 55,280 80.2 Weighted Average 49,798 90.08% Pervious Area 5,482 9.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 375 0.0640 1.10 Lag/CN Method, Summary for Subcatchment DA 2a: Lot 3B Runoff = 0.59 cfs @ 11.95 hrs, Volume= 0.025 of, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 2,693 98.0 Paved parking, HSG D 11,344 80.0 >75% Grass cover, Good, HSG D 3,450 79.0 Woods, Fair, HSG D 17,487 82.6 Weighted Average 14,794 84.60% Pervious Area 2,693 15.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 200 0.0500 0.92 Lag/CN Method, Summary for Subcatchment DA1: Project Area Runoff = 2.37 cfs @ 11.99 hrs, Volume= 0.1 17 of, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 10,835 74.0 >75% Grass cover, Good, HSG C 9,858 70.0 Woods, Good, HSG C 2,020 98.0 Paved parking, HSG C 35,678 80.0 >75% Grass cover, Good, HSG D 11,378 77.0 Woods, Good, HSG D 17,316 98.0 Paved oarkina, HSG D 87,085 81.7 Weighted Average 67,749 77.80% Pervious Area 19,336 22.20% Impervious Area 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADOO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 700 0.0995 1.63 Lag/CN Method, Summary for Subcatchment DA& Offsite area - south Runoff = 5.07 cfs @ 12.02 hrs, Volume= 0.273 of, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 13,145 98.0 Paved parking, HSG C 25,426 74.0 >75% Grass cover, Good, HSG C 12,928 70.0 Woods, Good, HSG C 21,345 98.0 Paved parking, HSG D 87,226 80.0 >75% Grass cover, Good, HSG D 56,505 77.0 Woods, Good, HSG D 216,575 80.8 Weighted Average 182,085 84.07% Pervious Area 34,490 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.36 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 7.49 cfs @ 12.06 hrs, Volume= 0.470 of, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 19,003 98.0 Paved parking, HSG D 203,429 80.0 >75% Grass cover, Good, HSG D 184,670 77.0 Woods, Good, HSG D 407,102 79.5 Weighted Average 388,099 95.33% Pervious Area 19,003 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1 R: bypass swale to prop line Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.39 cfs @ 12.07 hrs, Volume= 0.470 of Outflow = 7.08 cfs @ 12.10 hrs, Volume= 0.470 of, Atten= 4%, Lag= 1.8 min 14-087 - Post Model Unit 36 Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 8 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 5.45 fps, Min. Travel Time= 2.6 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 7.9 min Peak Storage= 1,122 cf @ 12.10 hrs Average Depth at Peak Storage= 0.40' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 213.75 cfs 2.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 14.00' Length= 865.0' Slope= 0.06477 Inlet Invert= 366.88', Outlet Invert= 310.94' Summary for Pond 1 P: spear st culvert Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.49 cfs @ 12.06 hrs, Volume= 0.470 of Outflow = 7.39 cfs @ 12.07 hrs, Volume= 0.470 of, Atten= 1%, Lag= 1.0 min Primary = 7.39 cfs @ 12.07 hrs, Volume= 0.470 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72,00 hrs, dt= 0.01 hrs / 2 Peak Elev= 369.58' @ 12.07 hrs Surf.Area= 647 sf Storage= 343 cf Flood Elev= 370.50' Surf.Area= 1,997 sf Storage= 1,399 cf Plug -Flow detention time= 0.6 min calculated for 0.470 of (100% of inflow) Center -of -Mass det. time= 0.6 min ( 873.0 - 872.4 ) Volume Invert Avail.Storage Storage Description # 1 368.38' 2,666 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 255 79 79 370.00 925 590 669 371.00 3,068 1,997 2,666 _Device Routing Invert Outlet Devices # 1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 #3 Secondary 370.50' 8.7' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rainfall=2. 10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paaee99 Primary OutFlow Max=7.38 cfs @ 12.07 hrs HW=369.58' TW=367.27' (Dynamic Tailwater) L1=Culvert ( Controls 7.38 cfs) t2=control orifice (Orifice Controls 7.38 cfs @ 3.74 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=368.38' TW=366.88' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: Detention Basin Inflow Area = 1.999 ac, 22.20% Impervious, Inflow Depth = 0.70" for 1-year event Inflow = 2.37 cfs @ 11.99 hrs, Volume= 0.1 17 of Outflow = 0.38 cfs @ 12.27 hrs, Volume= 0.1 17 of, Atten= 84%, Lag= 16.5 min Primary = 0.38 cfs @ 12.27 hrs, Volume= 0.117 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 329.37' @ 12.27 hrs Surf.Area= 1,275 sf Storage= 1,615 cf Flood Elev= 332.50' Surf.Area= 2,851 sf Storage= 8,354 cf Plug -Flow detention time= 36.3 min calculated for 0.1 17 of (100% of inflow) Center -of -Mass det. time= 36.1 min ( 894.2 - 858.0) Volume Invert Avail.Storage Storage Description # 1 327.00' 8,354 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 327.00 255 67.0 0 0 255 328.00 527 99.0 383 383 686 329.00 1,100 157.0 796 1,179 1,874 330.00 1,606 180.0 1,345 2,524 2,514 331.00 2,191 212.0 1,891 4,415 3,531 332.00 2,851 240.0 2,514 6,929 4,563 332.50 2,851 240.0 1,426 8,354 4,683 Device Routing Invert Outlet Devices #1 Primary 324.00' 15.0" Round Culvert L= 125.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 324.00' / 305.1 1' S= 0.151 1 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 327.00' 2.1" W x 1.8" H Vert. 1-yr orifice X 2.00 C= 0.600 #3 Device 1 329.55' 2.1" W x 6.7" H Vert. 25-yr orifice X 2.00 C= 0.600 #4 Device 1 331.25' 15.0" Horiz. overflow grate C= 0.600 Limited to weir flow at low heads #5 Secondary 331.50' 25.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rain fall=2. 10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 10 Primary OutFlow Max=0.38 cfs @ 12.27 hrs HW=329.37' TW=31 1.22' (Dynamic Tailwater) L1=Culvert (Passes 0.38 cfs of 12.87 cfs potential flow) 2=1-yr orifice (Orifice Controls 0.38 cfs @ 7.29 fps) 3=25-yr orifice ( Controls 0.00 cfs) 4=overflow grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.00' TW=310.94' (Dynamic Tailwater) L5=overflow spillway ( Controls 0.00 cfs) Summary for Pond 2P A: Detention Basin A Inflow Area = 0.401 ac, 15.40% Impervious, Inflow Depth = 0.74" for 1-year event Inflow = 0.59 cfs @ 11.95 hrs, Volume= 0.025 of Outflow = 0.01 cfs @ 18.46 hrs, Volume= 0.012 af, Atten= 98%, Lag= 390.4 min Primary = 0.01 cfs @ 18.46 hrs, Volume= 0.012 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 353.18' @ 18.46 hrs Surf.Area= 1,261 sf Storage= 769 cf Plug -Flow detention time= 623.5 min calculated for 0.012 of (48% of inflow) Center -of -Mass det. time= 487.9 min ( 1,338.8 - 851.0 ) Volume Invert Avail.Storage Storage Description # 1 352.40' 2,120 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wef.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 352.40 760 194.0 0 0 760 353.00 1,119 205.3 560 560 1,139 354.00 2,047 247.0 1,560 2,120 2,656 Device Routing Invert Outlet Devices # 1 Primary 352.40' 6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 352.40' / 352.00' S= 0.0080'/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 353.00' 1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 353.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 18.46 hrs HW=353.18' TW=0.00' (Dynamic Tailwater) t1=Culvert (Passes 0.01 cfs of 0.55 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 1.76 fps) 1 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 0307: CB0307 inlet Inflow Area = 11.345 ac, 7.76% Impervious, Inflow Depth = 0.62" for 1-year event Inflow = 7.45 cfs @ 12.11 hrs, Volume= 0.586 of Outflow = 7.45 cfs @ 12.11 hrs, Volume= 0.586 of, Atten= 0%, Lag= 0.0 min Primary = 7.45 cfs @ 12.11 hrs, Volume= 0.586 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 31 1.38' @ 12.11 hrs Surf.Area= 22 sf Storage= 6 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADO 10.00-12 s/n 02145 ©2014 HydroCAD Software Solutions LLC Paae 1 1 Plug -Flow detention time= 0.0 min calculated for 0.586 of (100% of inflow) Center -of -Mass def. time= 0.0 min ( 881.7 - 881.7 ) Volume Invert Avail.Storage Storage Description # 1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices # 1 Primary 310.94' 30.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=7.44 cfs @ 12.11 hrs HW=31 1.38' (Free Discharge) L1=structure inlet (Weir Controls 7.44 cfs @ 2.16 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge) t2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 2798: CB2798 inlet Inflow Area = 4.972 ac, 15.93% Impervious, Inflow Depth = 0.66" for 1-year event Inflow = 5.07 cfs @ 12.02 hrs, Volume= 0.273 of Outflow = 5.07 cfs @ 12.02 hrs, Volume= 0.273 af, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 12.02 hrs, Volume= 0.273 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 314.30' @ 12.02 hrs Surf.Area= 21 sf Storage= 5 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.273 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 863.8 - 863.7 ) Volume Invert Avail.Storage Storage Description # 1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 30.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 14-087 - Post Model Unit 3B Type 1124-hr 1-year Rain fall=2. 10" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADOO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 12 3.32 Primary OutFlow Max=5.07 cfs @ 12.02 hrs HW=314.30' (Free Discharge) t-1=inlet opening (Weir Controls 5.07 cfs @ 1.90 fps) Secondary Outflow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge) t-2=headwall spillway ( Controls 0.00 cfs) Summary for Pond 2799P: Downstream Inflow Area = 1.671 ac, 1 1.23% Impervious, Inflow Depth = 0.57" for 1-year event Inflow = 1.43 cfs @ 11.98 hrs, Volume= 0.079 of Primary = 1.43 cfs @ 11.98 hrs, Volume= 0.079 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 14-087 - Post Model Unit 313 Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 13 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA 2: Existing House Runoff Area=55,280 sf 9.92% Impervious Runoff Depth=2.06" Flow Length=375' Slope=0.0640 '/' Tc=5.7 min CN=80.2 Runoff=4.71 cfs 0.218 of Subcatchment DA 2a: Lot 3B Runoff Area=17,487 sf 15.40% Impervious Runoff Depth=2.25" Flow Length=200' Slope=0.0500'/' Tc=3.6 min CN=82.6 Runoff=1.74 cfs 0.075 of Subcatchment DAI: Project Area Runoff Area=87,085 sf 22.20% Impervious Runoff Depth=2.18" Flow Length=700' Slope=0.0995 '/' Tc=7.2 min CN=81.7 Runoff=7.41 cfs 0.363 of Subcatchment DA3: Offsite area - south Runoff Area=216,575 sf 15.93% Impervious Runoff Depth=2.1 1" Flow Length=756' Slope=0.071 1 '/' Tc=9.3 min CN=80.8 Runoff=16.53 cfs 0.872 of Subcatchment DA4: E side of Spear St Runoff Area=407,102 sf 4.67% Impervious Runoff Depth=2.00" Flow Length=787 Slope=0.0443'/' Tc=12.7 min CN=79.5 Runoff=26.21 cfs 1.559 of Reach 1 R: bypass swale to prop line Avg. Flow Depth=0.76' Max vet=7.67 fps Inflow=25.29 cfs 1.559 of n=0.030 L=865.0' 5=0.0647 '/' Capacity=213.75 cfs Outflow=24.71 cfs 1.559 of Pond I P: spear st culvert Peak EIev=370.93' Storage=2,462 cf Inflow=26.21 cfs 1.559 of Primary=18.85 cfs 1.493 of Secondary=6.45 cfs 0.067 of Outflow=25.29 cfs 1.559 of Pond 2P: Detention Basin Peak EIev=331.41' Storage=5,366 cf Inflow=7.41 cfs 0.363 of Primary=2.53 cfs 0.363 of Secondary=0.00 cfs 0.000 of Outflow=2.53 cfs 0.363 of Pond 2P A: Detention Basin A Peak EIev=353.69' Storage=1,541 cf Inflow=1.74 cfs 0.075 of Outflow=0.44 cfs 0.062 of Pond 0307: CB0307 inlet Peak EIev=312.26' Storage=41 cf Inflow=27.20 cfs 1.922 of Primary=27.20 cfs 1.922 of Secondary=0.00 cfs 0.000 of Outflow=27.20 cfs 1.922 of Pond 2798: CB2798 inlet Peak EIev=314.71' Storage=17 cf Inflow=16.53 cfs 0.872 of Primary=16.53 cfs 0.872 of Secondary=0.00 cfs 0.000 of Outflow=16.53 cfs 0.872 of Pond 2799P: Downstream Inflow=4.86 cfs 0.280 of Primary=4.86 cfs 0.280 of Total Runoff Area = 17.987 ac Runoff Volume = 3.088 of Average Runoff Depth = 2.06" 89.66% Pervious = 16.128 ac 10.34% Impervious = 1.860 ac 14-087 - Post Model Unit 3B Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment DA 2: Existing House Runoff = 4.71 cfs @ 11.97 hrs, Volume= 0.218 at, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 5,482 98.0 Paved parking, HSG D 19,848 80.0 >75% Grass cover, Good, HSG D 29,950 77.0 Woods, Good, HSG D 55,280 80.2 Weighted Average 49,798 90.08% Pervious Area 5,482 9.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 375 0.0640 1.10 Lag/CN Method, Summary for Subcatchment DA 2a: Lot 3B Runoff = 1.74 cfs @ 11.94 hrs, Volume= 0.075 of, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 2,693 98.0 Paved parking, HSG D 11,344 80.0 >75% Grass cover, Good, HSG D 3,450 79.0 Woods, Fair, HSG D 17,487 82.6 Weighted Average 14,794 84.60% Pervious Area 2,693 15.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 200 0.0500 0.92 Lag/CN Method, Summary for Subcatchment DA1: Project Area Runoff = 7.41 cfs @ 11.99 hrs, Volume= 0.363 at, Depth= 2.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 10,835 74.0 >75% Grass cover, Good, HSG C 9,858 70.0 Woods, Good, HSG C 2,020 98.0 Paved parking, HSG C 35,678 80.0 >75% Grass cover, Good, HSG D 11,378 77.0 Woods, Good, HSG D 17,316 98.0 Paved parking HSG D 87,085 81.7 Weighted Average 67,749 77.80% Pervious Area 19,336 22.20% Impervious Area 14-087 - Post Model Unit 3B Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC P ae 15 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 700 0.0995 1.63 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 16.53 cfs @ 12.01 hrs, Volume= 0.872 af, Depth= 2.1 1" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 13,145 98.0 Paved parking, HSG C 25,426 74.0 >75% Grass cover, Good, HSG C 12,928 70.0 Woods, Good, HSG C 21,345 98.0 Paved parking, HSG D 87,226 80.0 >75% Grass cover, Good, HSG D 56,505 77.0 Woods, Good, HSG D 216,575 80.8 Weighted Average 182,085 84.07% Pervious Area 34,490 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.36 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 26.21 cfs @ 12.05 hrs, Volume= 1.559 of, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 19,003 98.0 Paved parking, HSG D 203,429 80.0 >75% Grass cover, Good, HSG D 184,670 77.0 Woods, Good, HSG D 407,102 79.5 Weighted Average 388,099 95.33% Pervious Area 19,003 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1 R: bypass swale to prop line Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 25.29 cfs @ 12.08 hrs, Volume= 1.559 of Outflow = 24.71 cfs @ 12.10 hrs, Volume= 1.559 af, Atten= 2%, Lag= 1.4 min 14-087 - Post Model Unit 313 Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Pape 16 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 7.67 fps, Min. Travel Time= 1.9 min Avg. Velocity = 2.42 fps, Avg. Travel Time= 6.0 min Peak Storage= 2,786 cf @ 12.10 hrs Average Depth at Peak Storage= 0.76' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 213.75 cfs 2.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.01 Top Width= 14.00' Length= 865.0' Slope= 0.0647 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' Summary for Pond 1 P: spear st culvert Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 26.21 cfs @ 12.05 hrs, Volume= 1.559 of Outflow = 25.29 cfs @ 12.08 hrs, Volume= 1.559 af, Atten= 4%, Lag= 1.7 min Primary = 18.85 cfs @ 12.08 hrs, Volume= 1.493 of Secondary = 6.45 cfs @ 12.08 hrs, Volume= 0.067 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 370.93' @ 12.08 hrs Surf.Area= 2,922 sf Storage= 2,462 cf Flood Elev= 370.50' Surf.Area= 1,997 sf Storage= 1,399 cf Plug -Flow detention time= 0.9 min calculated for 1.559 of (100% of inflow) Center -of -Mass det. time= 0.9 min (837.2 - 836.3) Volume Invert Avail Storage Storage Description # 1 368.38' 2,666 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 255 79 79 370.00 925 590 669 371.00 3,068 1,997 2,666 Device Routing Invert Outlet Devices # 1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 #3 Secondary 370.50' 8.7' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 14-087 - Post Model Unit 3B Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCAD® 10.00-12 s/n 02145 ©2014 HydroCAD Software Solutions LLC Page 17 Primary OutFlow Max=18.84 cfs @ 12.08 hrs HW=370.93' TW=367.63' (Dynamic Tailwater) t-1=Culvert ( Controls 18.84 cfs) t2=control orifice (Orifice Controls 18.84 cfs @ 6.00 fps) Secondary OutFlow Max=6.43 cfs @ 12.08 hrs HW=370.93' TW=367.63' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir (Weir Controls 6.43 cfs @ 1.71 fps) Summary for Pond 2P: Detention Basin Inflow Area = 1.999 ac, 22.20% Impervious, Inflow Depth = 2.18" for 25-year event Inflow = 7.41 cfs @ 11.99 hrs, Volume= 0.363 of Outflow = 2.53 cfs @ 12.11 hrs, Volume= 0.363 af, Atten= 66%, Lag= 7.7 min Primary = 2.53 cfs @ 12.11 hrs, Volume= 0.363 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 331.41' @ 12.11 hrs Surf.Area= 2,451 sf Storage= 5,366 cf Flood Elev= 332.50' Surf.Area= 2,851 sf Storage= 8,354 cf Plug -Flow detention time= 42.4 min calculated for 0.363 of (100% of inflow) Center -of -Mass det. time= 42.4 min ( 867.2 - 824.8 ) Volume Invert Avail.Storage Storage Description # 1 327.00' 8,354 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 327.00 255 67.0 0 0 255 328.00 527 99.0 383 383 686 329.00 1,100 157.0 796 1,179 1,874 330.00 1,606 180.0 1,345 2,524 2,514 331.00 2,191 212.0 1,891 4,415 3,531 332.00 2,851 240.0 2,514 6,929 4,563 332.50 2,851 240.0 1,426 8,354 4,683 Device Routing Invert Outlet Devices #1 Primary 324.00' 15.0" Round Culvert L= 125.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 324.00' / 305.1 1' S= 0.1511 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 327.00' 2.1" W x 1.8" H Vert. 1-yr orifice X 2.00 C= 0.600 #3 Device 1 329.55' 2.1" W x 6.7" H Vert. 25-yr orifice X 2.00 C= 0.600 #4 Device 1 331.25' 15.0" Horiz. overflow grate C= 0.600 Limited to weir flow at low heads #5 Secondary 331.50' 25.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 14-087 - Post Model Unit 3B Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 18 Primary OutFlow Max=2.52 cfs @ 12.11 hrs HW=331.41' TW=312.25' (Dynamic Tailwater) L1=Culvert (Passes 2.52 cfs of 15.39 cfs potential flow) �2=1-yr orifice (Orifice Controls 0.53 cfs @ 10.02 fps) 3=25-yr orifice (Orifice Controls 1.18 cfs @ 6.04 fps) 4=overflow grate (Weir Controls 0.82 cfs @ 1.30 fps) Secondary Outflow Max=0.00 cfs @ 0.00 hrs HW=327.00' TW=310.94' (Dynamic Tailwater) L5=overflow spillway ( Controls 0.00 cfs) Summary for Pond 2P A: Detention Basin A Inflow Area = 0.401 ac, 15.40% Impervious, Inflow Depth = 2.25" for 25-year event Inflow = 1.74 cfs @ 11.94 hrs, Volume= 0.075 of Outflow = 0.44 cfs @ 12.05 hrs, Volume= 0.062 af, Atten= 75%, Lag= 6.6 min Primary = 0.44 cfs @ 12.05 hrs, Volume= 0.062 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 353.69' @ 12.05 hrs Surf.Area= 1,733 sf Storage= 1,541 cf Plug -Flow detention time= 396.4 min calculated for 0.062 of (83% of inflow) Center -of -Mass det. time= 320.4 min ( 1,139.1 - 818.7 ) Volume Invert Avail.Storage Storage Description # 1 352.40' 2,120 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 352.40 760 194.0 0 0 760 353.00 1,119 205.3 560 560 1,139 354.00 2,047 247.0 1,560 2,120 2,656 Device Routing Invert Outlet Devices # 1 Primary 352.40' 6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 352.40' / 352.00' S= 0.0080 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 353.00' 1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 353.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.44 cfs @ 12.05 hrs HW=353.69' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.44 cfs of 0.74 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.89 fps) 1 3=Orifice/Grate (Orifice Controls 0.42 cfs @ 2.12 fps) Summary for Pond 0307: CB0307 inlet Inflow Area = 11.345 ac, 7.76% Impervious, Inflow Depth = 2.03" for 25-year event Inflow = 27.20 cfs @ 12.10 hrs, Volume= 1.922 of Outflow = 27.20 cfs @ 12.10 hrs, Volume= 1.922 of, Atten= 0%, Lag= 0.1 min Primary = 27.20 cfs @ 12.10 hrs, Volume= 1.922 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 312.26' @ 12.10 hrs Surf.Area= 65 sf Storage= 41 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf 14-087 - Post Model Unit 3B Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 19 Plug -Flow detention time= 0.0 min calculated for 1.922 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 845.9 - 845.9 ) Volume Invert Avail.Storage Storage Description # 1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices # 1 Primary 310.94' 30.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=27.17 cfs @ 12.10 hrs HW=312.26' (Free Discharge) t-1=structure inlet (Orifice Controls 27.17 cfs @ 5.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge) t--2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 2798: CB2798 inlet Inflow Area = 4.972 ac, 15.93% Impervious, Inflow Depth = 2.1 1" for 25-year event Inflow = 16.53 cfs @ 12.01 hrs, Volume= 0.872 of Outflow = 16.53 cfs @ 12.01 hrs, Volume= 0.872 af, Atten= 0%, Lag= 0.0 min Primary = 16.53 cfs @ 12.01 hrs, Volume= 0.872 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 314.71' @ 12.01 hrs Surf.Area= 36 sf Storage= 17 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.872 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 829.4 - 829.4 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 30.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 I 14-087 - Post Model Unit 3B Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 3/9/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 20 3.32 Primary OutFlow Max=16.53 cfs @ 12.01 hrs HW=314.7I' (Free Discharge) L1=inlet opening (Weir Controls 16.53 cfs @ 2.82 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge) t2=headwall spillway ( Controls 0.00 cfs) Summary for Pond 2799P: Downstream Inflow Area = 1.671 ac, 1 1.23% Impervious, Inflow Depth = 2.01" for 25-year event Inflow = 4.86 cfs @ 1 1.98 hrs, Volume= 0.280 of Primary = 4.86 cfs @ 11.98 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Ad 00 -40 04 0 0 DA2 a DA1 0 75 150 300 450 .00 Feet ' ` f J -J ,i // NA -- TRUDELL bfLS �► Consulting Engineers 802.87Y.6331 www.tcevt.com Project Location © OpenStreetMap (and) contributors CC -BY -SA Legend Drainage Area Boundary Hydrologic Soil Group (HSG) C D Forest Impervious Lawn Contours (2') E]Tax Parcel Boundary - Stream Notes Sources: Drainage Area Boundary by TCE (2017); Proposed Land Cover by TCE (2017); Tax Parcel Boundaries by the City of South Burlington (201 1); 2ft Contours by CCRPC (2009); Soils by USDA (2013); Streams by ANR (2012); VT E91 1 Roads (201 1); VT Significant Wetland by ANR (2012). Disclaimer: The accuracy of information presented is determined by its sources.TCE is not responsible for any errors or omissions that may exist. Questions of on -the -ground location can be resolved by site inspections and/or surveys by a registered surveyor. This map is not a replacement for surveyed information or engineering studies. Synergy 1741 Spear Street South Burlington, VT Post Development Drainage Map Project: 14-087 Prepared By: ALD 03/09/2017 1 inch = 150 feet theOther Paper • otherpapervt.com March 2, 2017 • 19 oiui Calpi-in-U�dal- i Ub otle 01 —i 1_. ................... LINGTON FAMILY CENTER Toddler/Preschool Paced Hike :) holds Thursdays, 9:15 a.m. 'amilies Join the SBFC and Hike It Baby South Burlington ation at for a weekly toddler/preschool paced hike to the s many, Whales Tails. Meet at the Planet Fitness parking cs, cars, lot on Community Drive for some outdoor fun! yis also Check the SBFC Facebook page for cancellations ;round. due to extreme weather. )up is a ity, find Saturday Family Playtime ke new .Saturday: 9:30-11 a.m. Lewhen March 11, 18, and 25 tore in- Looking for some weekend fun? Join this free Bur1FC playgroup for families with children ages 0-6 years, older siblings welcome, where children have the opportunity for indoor and outdoor fun. Nature trails await, along with toys, crafts and room to explore. sports. For more informa- uthburlingtonrotary. org. MOUNTAIN CLUB HIKE: e Green Mountain Club of their weekend winter 'his Saturday is a moder- difficult "Mystery Trip." C hikes and outings are i open to all, members or ntact trip leader Wes Volk -e information, wesvolk@ om, 802-355-4135. 1-1 =1011P,1477111111, J;. a Q I =n 'PHONE/TABLET CAM- ORKSHOP: 3:30-5 p.m. enior Living Community, i Drive, enter through the irking lot entrance. Tech - For Tomorrow (T4T) hosts Shop on how to operate kone, tablet, or computer .. Discover how to take, dit, organize, and send Includes a humorous look .ew social trend of taking Bring your device. Free m to the public. For those zg at the Pines, email or ,gister: info@tech4tomor- or 802-448-0595. M `15"'011.1 1 PROSTATE CANCER SUPPORT GROUP: 6-8 p.m. Hope Lodge, 237 East Avenue, Burlington. The ChamplainValley Prostate Cancer Support Group meets the second Tuesday each month for general discussion and sharing among survivors, those beginning or re- joining the battle, as well as wives and partners. All discussions are informal and refreshments are available. For more information, contact Mary L. Guyette RN, MS, ACNS-BC, vmary@aol.com, 802- 274-4990. IRISH GENEALOGY RESEARCH: 7 p.m. Vermont Genealogy Li- brary, Hegeman Avenue, Fort Ethan Allen, Colchester. Ed Mc- Guire presents his talk "Finding Your Irish Roots," which intro- duces participants to a brief his- toryof Irish immigration to North America and discusses of some of the major resources for Irish ge- nealogy research, online, locally and in Ireland. Free and open to the public. For more information: 802-238-5934, www.vt-fcgs.org/ vtgen.html. PUBLIC HEARING SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD The SouthBurlington Development Review Board will hold a' public hearing inthe South Burlington City Hall Conference Room, 575 Dorset Street, South Burlington, Vermont on Tuesday Marchr2'1, 2017' at 7:00 P.M. to consider the following: 1. Conditional use application #CU-17-02 of Champlain Water District for approval to allow an accessory structure (water storage tank) to exceed the height of the principal structure by 32 ft., 403 Queen City Park Road. 2. Appeal #AO-17-01 of Burlington International Airport (BIA) / City of Burlington (COB) appealing the issuance of Notice of Violation #NV-17-01 by the Administrative ,Officer alleging a zoning violation at 3060 Williston Road. 3. Appeal #AO-17-02 of Burlington International Airport (BIA);/ City of Burlington (COB) appealing the issuance of Notice of Violation #NV-17-02 by the Administrative Officer alleging a zoning violation at Valley Road (quarry north of 3060 & 3064 Williston Road). 4. Preliminary &'final plat application #SD-17-04 of Synergy Development, LLC to amend a previously approved planned unit development consisting of three (3) single family dwellings on three (3) lots. The amendment consists of adding one (1) single family dwelling to lot#3, 7 Chaplin Lane. Bill Miller,`ChairSouth Burlington Development Review Board Copies of the; applications are available for public inspection at the South Burlington City Hall. Participation in the local proceeding is a prerequisite to the right to take any subsequent appeal. March 2, 2017 �g Y 2017 SEASON JOB FAIR Seasonal jobs available: Gardening Assistant For full job descriptions Grounds Keepers and application Kn... ... , c ..,, CITY OF SOUTH BURLINGTON CERTIFICATE OF SERVICE I hereby certify that on this 2nd day of March , 20 17 , a copy of the foregoing public notice for Prelim & Final Plat [type of application] # SD-17-04 [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) See attached sheet Dated at Williston [town/city], Vermont, this 2nd day of March 120 17 Printed Name: Andrea Dotolo Phone number and email: (802) 9-6331 xl 27 or andrea.dotolo@tcevt.com Signature: Date: 03/02/2017 — 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 b e�-TR DELL - Consulting Engineers 14-087 Synergy Development, LLC Preliminary & Final Plat Application #S D-17-04 Abutter List Full Name: Address: Louis Farrell 2 Pheasant Way, South Burlington, VT 05403 Patrick and Mary Mahoney Trust 4 Pheasant Way, South Burlington, VT 05403 Littleton and Carolyn Long 1720 Spear Street, South Burlington, VT 05403 Carolyn Long Rev. Trust 1720 Spear Street, South Burlington, VT 05403 Whitney Calkins 6 Pheasant Way, South Burlington, VT 05403 Brian and Cynthia Shuman 99 Westview Drive, South Burlington, VT 05403 1741 Properties, LLC. 9539 North Highway 3, Fort Jones, CA 96032 Jason and Caroline Lyon 8 Pheasant Way, South Burlington, VT 05403 Allyson Downing 133 Westview Drive, South Burlington, VT 05403 Sam Swanson 17 Harbor Ridge Road, South Burlington, VT 05403 Steven Lidofsky 10 Pheasant Way, South Burlington, VT 05403 Joseph and Susan Mack 54 Westview Drive, South Burlington, VT 05403 Antoinette Rice Trust 15 Harbor Ridge Road, South Burlington, VT 05403 Michael and Ellen Albertson 1 1 Harbor Ridge Road, South Burlington, VT 05403 Kenneth and Monica McFarland 1751 Spear Street, South Burlington, VT 05403 Hergenrother Construction, LLC 97 Blakely Rd, Suite 103, Colchester, VT 05446 Aaron Chiaravelotti 95 Fern Court, Colchester, VT 05446 Civil Engineering Land Surveying Landscape Architecture Environmental Services February 17, 2017 South Burlington Development Review Board c/o Mr. Raymond Belair, Administrative Officer South Burlington Planning and Zoning 575 Dorset Street South Burlington, VT 05403 RECEIVE13tce - FEB 17 2011 City of So. Burlington Re: Preliminary & Final Application #SD-16-31, Chaplin Lane, South Burlington, VT Staff and Members of the Development Review Board, We have enclosed our preliminary and final submittal to add one single family home to the existing Lot 3. The existing home on Lot 3 is referred to Unit 3A in our submittal package, and the new home on Lot 3 is referred to as Unit 3B. As discussed at the Sketch Plan hearing, we understand that the DRB would like to see additional innovation as part of this amendment. In an arrangement similar to Kirby Cottages, our client would like to offer the following proposed covenants for the existing home on Lot #3 (Unit 3B). 1. The existing home will not be sold for more than the price determined to be affordable to someone earning 80-120% of the Area Median Income (AMI). 2. Champlain Housing Trust will certify the sales price for each sale using their standard allocations for taxes, insurance, mortgage payment percentages, etc. 3. The affordable housing covenant will expire in 20 years. We offer the following reasoning behind the expiration of the affordable housing covenant. The existing home was constructed sometime in the 1950's or 60's. The house will be approximately 80 years old when the covenant expires. At that time, it is likely that the cost of repairs needed to extend the life of the home may exceed the cost that the home could be sold at the 80-120% AMI sales price restriction. We would like to protect future buyers from the situation where the home could not be sold at a price to cover the cost of extensive repairs. It may even make sense at some point in the future after 20 years to replace the existing house using modern construction standards rather than continue to invest in improvements. There was some discussion at the last hearing regarding stormwater runoff impacting a neighbor to the northwest of the project. We believe that this existing drainage pattern was present prior to this project's conception. However, the developer and homebuilder have both been in direct contact with this neighbor and are working to resolve any concerns. Any additional runoff created from the impervious area associated with Unit 3B will be treated on -site. TPUDELL CONSULTING E N G I N E E R S 478 BLAIR PARK ROAD, WILLISTON, VT 05495 1 802.879.6331 1 WWW.TCEVT.COM We have amended our stormwater design package including the updated narrative, pre- and post -development drainage maps and HydroCAD model to include the additional impervious area that results from this one additional single family home. This site does not require a State stormwater permit since we are under the impervious threshold, but the site is located within the City's Stormwater Overlay District, so we have provided the attached documentation for your review. We look forward to discussing this project further at the hearing, and appreciate your time and consideration of our application. Sincerely, Jennifer A. Desautels, P.E. Project Engineer T R U DELL CONSULTING ENGINEERS 478 BLAIR PARK ROAD, WILLISTON, VT 05495 1 802.879.6331 1 WWW.TCEVT.COM Synergy Development 34ot PUD 1741 Spear Street Stormwater Design Brief February 17, 2016 Update 1. Project Description �~' -tce_ TRUDELL *100P Consulting Engineers FEB 17 2017 City of So. Burlington Synergy Development, LLC (Applicant) proposes the subdivision of the existing single-family residence at 1741 Spear Street in the City of South Burlington. The proposed project adds one single family home to a previously approved Planned Unit Development (PUD) for an existing residence and three new single- family homes. As this project is located in the Stormwater Overlay District, a stormwater treatment system is required to maintain or improve upon the existing hydrologic condition for both the one year storm event (2.1 ") and 25-year storm event (4.0"). The stormwater treatment system described in this narrative addresses the impervious surfaces for the proposed project, consisting of 0.48 acres of proposed new roads and buildings as well as the existing 0.10 acres of impervious surfaces on the property. This report is an update to the original submitted to the City as part of a previous preliminary/final plat application. The preceding application proposed two new homes additional to the existing residence for a 3-unit PUD while this report considers a third new home for a 4-unit PUD. Based on this change, the following items have been altered from the original report: • Drainage areas and runoff routing are revised based on the additional home which does result in increased impervious area, • Two grass swales and a series of small dry detention ponds have been added around the newly proposed home on Lot 3 to divert and control stormwater before entering the existing stormwater treatment drainage area, • Due to the above, the drainage area which flows north offsite to a neighboring residence has been minimized, • The updated drainage areas have been modeled to ensure that the existing treatment system is capable of receiving the increased flows from both the 1-year and 25-year storm events. Page 2 of 6 Stormwater Narrative - Synergy Development February 17, 2017 Update 2. Receiving Waters Stormwater runoff from this site currently discharges to Bartlett Brook, located approximately 1,400 feet to the west of the project parcel. This stream is considered impaired due to stormwater by the Agency of Natural Resources, and is on the 303(d) list of impaired watersheds. 3. Existing Conditions The site currently consists of a 3.62 acre parcel with a single family home located near Spear Street. Impervious cover on the site is approximately 4,140 square feet and is limited to the existing driveway and house. The remainder of the site is open space, with grass predominating on the east portion of the parcel and woods dominating on the west side of the parcel. Slopes range from moderate on the east and central portions of the site (4% - 7%), increasing to 15% at the western property line. Further to the west the slope continues to drop, terminating at Harbor Ridge Road approximately 200 feet west of the property line. In addition to the project area, offsite land flows onto the property as well. The Westview neighborhood to the south drains a portion of its runoff onto the property, and a 9.3 acre area to the east of Spear Street discharges onto the project property through an existing 24" culvert under the road. Soils are predominately Hydrologic Soil Group (HSG) D, with some HSG C soils on the western side of the property. A Pre -Development Drainage Map illustrating these site conditions is attached to this report. 4. Existing Stormwater System Drainage for the property leaves the site in three locations. On the north side of the property, a natural channel conveys runoff from the existing house and most of the remainder of the lot. This is represented by DA2 on the attached Pre Development Drainage Map. On the western property boundary, a channel conveys runoff offsite. On the western property boundary, a channel conveys runoff offsite. A smaller portion of the property drains to this channel, as well as runoff from the area east of Spear Street. These two drainage areas are represented by DAl and DA4, respectively. All of this runoff is conveyed to City catch basin 0307, which is located on the Rice property. In the southwest corner of the property, a third channel conveys a small portion of the property's runoff Page 3 of 6 Stormwater Narrative - Synergy Development February 17, 2017 Update and a portion of the Westview neighborhood's runoff. This channel drains to City catch basin 2798, on the Swanson property, and is represented by DA3. 5. Proposed Stormwater System In the previous application a dry detention basin located on Lot 1 was proposed to mitigate the new impervious surfaces and clearing associated with the project. Further, the previous application included an improved drainage swale to be constructed along the existing drainage path to more effectively convey offsite runoff through the project to CB 0307. The inlets for both CB 0307 and 2798 have also been enlarged to improve the previously existing system's capacity. Since the last application, and due to the additional impervious from the home and drive now being proposed on Lot 3, there are added drainage channels and a series of two small dry detention ponds proposed around .the new home. These proposed channels and dry ponds control the discharge of additional stormwater runoff created by the newly proposed unit on -site for both the 1-year and 25-year storm events. Updated proposed land cover and drainage areas are shown on the Post Development Drainage Map included with this report. The original dry basin on Lot 1 and added series small basins on Lot 3 serve to capture runoff from the new impervious surfaces and wooded areas converted to grass, and release it at a rate at or below the existing peak discharge rate for storm events at or below a 25-year storm. This further ensures that there will be no added impact to downstream structures as a result of this project. The two new proposed small dry detention ponds on Lot 3 work together to control stormwater flow before discharging through a 15" culvert under the turn -around on Lot 3 and into DA1. This drainage area (DAl) is treated by the previously approved detention basin on Lot 1. By controlling new stormwater runoff on Lot 3, the system ensures that the downstream basin on Lot 1 receives nearly the same stormwater runoff as the previously approved design. Details for the outlet structures of the small dry detention basins are provided on C8-03 of the plan set. Runoff from the original pond discharges through an agri-drain structure and 15" pipe which outfalls onto the rip -rap lined channel before entering the downstream catch basin CB 0307. Larger storm events are conveyed via overflow spillway which is routed to the rip -rap lined channel. Finally, the swale is also routed to the existing channel. The rip -rap is in place to ensure its long term stability. Details of the outlet structure are provided on sheet C8-03 of the plan FCivil Engineering Land Surveying Landscape Arcbitecture Environmental Services Page 4of6 Stormwater Narrative - Synergy Development February 17, 2017 Update set, and HydroCAD modeling results of the one-year and 25-year storm events for the full system are provided in an attachment to this report. 6. South Burlington Stormwater Overlay District Compliance As this site is located within the City's Stormwater Overlay District (SOD), and the site disturbs more than 0.5 acres of land, this project must comply with Section 12.03 of the Land Development Regulations. One -Year Storm Standard Per Section 12.03 C (1), the post construction peak runoff rate for the one-year, twenty-four hour (2.1 inch) rain event shall not exceed the existing peak runoff rate for the same storm event from the site under current conditions. The proposed dry detention basins mitigate the peak flows to meet this standard. A HydroCAD model has been prepared to address this requirement and the modeling results have been attached to this report. As the property's topography divides the existing house from the proposed development, compliance with this criterion is measured at sub -catchment DA1 in the model for the pre -development condition and at the discharge of the detention basin in the post -development condition. Low -Impact Development (LID) Measures This project implements the non-structural elements of LID. As an existing residential lot, the addition of three new building lots is infill and avoids the further fragmentation of open space in the City. Tree clearing has been limited to a building envelope to allow the forest to uptake runoff. Access to the lots is via shared access driveway, whose width has been minimized to the extent practicable, maintaining safety. Open space is preserved in the Community Open Space Easement on the west side of Lot 3. As this site is located on relatively impermeable soils (HSG C and D according to NRCS mapping), infiltrative practices have little applicability for this project. Drainaae Structures Per Section 12.03 E, the structures shown on the site plans have been designed to remove surface runoff from upstream development (i.e. east of Spear Street) Page 5 of 6 Stormwater Narrative - Synergy Development February 17, 2017 Update and responsibly convey it offsite. Per discussions with the area residents, this area has been subject to ongoing drainage issues. The development associated with this project will not have an adverse effect on the project's neighbors, and improve upon existing conditions. With the additional home on Lot 3 a large section of DA2 around the newly proposed home has been redirected to flow into DAl for proper stormwater treatment. This minimizes the drainage area two which flows to the north neighboring property and in turn will decrease flooding effects for the north abutter. The areas of cleared trees and impervious surfaces all drain to the dry detention basins, which reduce peak flow rate from the development. Runoff from the east of Spear Street is conveyed around the detention basin and ties into the existing channel. For the 25-year storm event, the peak runoff rate is below the existing peak rate. Runoff from this area drains to City C130307. For the runoff on the property draining to the southwest, the amount of area has been reduced, and the corresponding peak flow rate is reduced. The inlet of CB2798 is undersized; the HydroCAD model for the existing condition gives an error message indicating the catch basin inlet is flooded. Existing inlets to the City catch basins are 18-inch round openings, protected with a metal trash rack (see picture at right). Leaves frequently clog the grates, and the homeowners must clean the inlets to prevent further flooding. As part of this project, the Applicant proposes to increase the capacity of these inlets by widening the openings to 30 inches. In addition, a new top section will be provided which will allow leaves to pass through the inlet and through the pipes and reduce the clogging potential. The HydroCAD model shows these inlets as the final discharge points for upstream runoff. Refer to sheet C8-03 of the plan set for a detail of this structure. C it P Engineering Land Surveying Landscape Architecture Environmental Services Page 6of6 Stormwater Narrative - Synergy Development February 17, 2017 Update 7. Conclusions A summary of the hydrologic performance of the site under existing conditions and proposed conditions is provided in the table below: Existing Flow Rate (]-year) 7.63 5.12 Proposed Flow Rate (]-year) 7.42 5.07 Existing Flow Rate (25-year) 28.02 16.84 Proposed Flow Rate (25-year) 27.18 16.53 Existing Flooding Exceedance (]-year) -0.59 -0.86 Proposed Flooding Exceedance (]-year) -0.95 -1.00 Existing Flooding Exceedance (25-year) 0.75 0.38 Proposed Flooding Exceedance (25-year) -0.07 -0.59 The development of this parcel, along with the proposed stormwater management system, will improve the hydrologic conditions for the down gradient recipients of the site's runoff. The improved channels to the offsite drain inlets will also minimize future erosion and safely convey the runoff from the property. 478 Blair Park Road t d// '9 6331 WWWACe,; n� Z /M 0307f �} inlet 1R existing drainage path inlet Offsite area - south OSubca Reach on [Link DA21 Project Area Existing House spear st culvert E side of Spear St 14-087 - Existing Model Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 2 Area listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.559 74.0 >75% Grass cover, Good, HSG C (DA1, DA3) 7.542 80.0 >75% Grass cover, Good, HSG D (DA 1, DA2, DA3, DA4) 0.303 98.0 Paved parking, HSG C (DA3) 1.091 98.0 Paved parking, HSG D (DA1, DA2, DA3, DA4) 0.842 70.0 Woods, Good, HSG C (DAI, DA2, DA3) 7.657 77.0 Woods, Good, HSG D (DA1, DA2, DA3, DA4) 17.994 79.5 TOTAL AREA 14-087 - Existing Model Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 ©2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG 8 1.704 HSG C DA 1, DA2, DA3 16.290 HSG D DA1, DA2, DA3, DA4 0.000 Other 17.994 TOTAL AREA 14-087 - Existing Model Prepared by Trudell Consulting Engineers HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Printed 2/17/2017 Pace 4 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.559 7.542 0.000 8.101 >75% Grass cover, Good DA 1, DA2, DA3, DA4 0.000 0.000 0.303 1.091 0.000 1.395 Paved parking DAI, DA2, DA3, DA4 0.000 0.000 0.842 7.657 0.000 8.499 Woods, Good DA1, DA2, DA3, DA4 0.000 0.000 1.704 16.290 0.000 17.994 TOTAL AREA r 14-087 - Existing Model Type 1124-hr 1-year Rain fall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=0.972 ac 4.53% Impervious Runoff Depth=0.46" Flow Length=816' Slope=0.0995 '/' Tc=9.7 min CN=75.9 Runoff=0.64 cfs 0.037 of Subcatchment DA2: Existing House Runoff Area=2.562 ac 4.64% Impervious Runoff Depth=0.56' Flow Length=373' Slope=0.0640 '/' Tc=6.0 min CN=78.5 Runoff=2.50 cfs 0.120 of Subcatchment DA& Offsite area - south Runoff Area=222,260 sf 15.57% Impervious Runoff Depth=0.65" Flow Length=756' Slope=0.071 1 '/' Tc=9.3 min CN=80.6 Runoff=5.12 cfs 0.277 at Subcatchment DA4: E side of Spear St Runoff Area=9.358 ac 4.67% Impervious Runoff Depth=0.60" Flow Length=787' Slope=0.0443'/' Tc=12.7 min CN=79.5 Runoff=7.50 cfs 0.470 of Reach 1 R: existing drainage path Avg. Flow Depth=0.65' Max Vet=6.65 fps Inflow=7.38 cfs 0.470 of n=0.030 L=851.0' S=0.0657'/' Capacity=16.48 cfs Outflow=7.17 cfs 0.470 of Pond 1 P: spear st culvert Peak EIev=369.58' Storage=321 cf Inflow=7.50 cfs 0.470 of Outflow=7.38 cfs 0.470 of Pond 03071: inlet Peak EIev=31 1.74' Storage=17 cf Inflow=7.63 cfs 0.508 of Primary=7.63 cfs 0.508 of Secondary=0.00 cfs 0.000 of Outflow=7.63 cfs 0.508 of Pond 27981: inlet Peak EIev=314.44' Storage=9 cf Inflow=5.12 cfs 0.277 of Primary=5.12 cfs 0.277 of Secondary=0.00 cfs 0.000 of Outflow=5.12 cfs 0.277 of Total Runoff Area = 17.994 ac Runoff Volume = 0.904 of Average Runoff Depth = 0.60" 92.25% Pervious = 16.600 ac 7.75% Impervious = 1.395 ac 14-087 - Existing Model Type II 24-hr 1-year Rain fall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA1: Project Area Runoff = 0.64 cfs @ 12.03 hrs, Volume= 0.037 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" acl CN Descri 0.033 74.0 >75% Grass cover, Good, HSG C 0.373 70.0 Woods, Good, HSG C 0.044 98.0 Paved parking, HSG D 0.230 80.0 >75% Grass cover, Good, HSG D 0.292 77.0 Woods, Good, HSG D 0.972 75.9 Weighted Average 0.928 95.47% Pervious Area 0.044 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 816 0.0995 1.40 lag/CN Method, Summary for Subcatchment DA2: Existing House Runoff = 2.50 cfs @ 1 1.98 hrs, Volume= 0.120 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.057 70.0 Woods, Good, HSG C 0.119 98.0 Paved parking, HSG D 0.619 80.0 >75% Grass cover, Good, HSG D 1.767 77.0 Woods, Good, HSG D 2.562 78.5 Weighted Average 2.443 95.36% Pervious Area 0.119 4.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 373 0.0640 1.04 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 5.12 cfs @ 12.02 hrs, Volume= 0.277 of, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type 11 24-hr 1-year Rainfall=2.10" 14-087 - Existing Model Type 1124-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 7 Area fsf) CN Description 13,217 98.0 Paved parking, HSG C 22,911 74.0 >75% Grass cover, Good, HSG C 17,943 70.0 Woods, Good, HSG C 21,392 98.0 Paved parking, HSG D 87,710 80.0 >75% Grass cover, Good, HSG D 59,087 77.0 Woods, Good, HSG D 222,260 80.6 Weighted Average 187,651 84.43% Pervious Area 34,609 15.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.35 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 7.50 cfs @ 12.06 hrs, Volume= 0.470 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN D 0.437 98.0 Paved parking, HSG D 4.679 80.0 >75% Grass cover, Good, HSG D 4.242 77.0 Woods, Good, HSG D 9.358 79.5 Weighted Average 8.921 95.33% Pervious Area 0.437 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1 R: existing drainage path Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.38 cfs @ 12.08 hrs, Volume= 0.470 of Outflow = 7.17 cfs @ 12.10 hrs, Volume= 0.470 af, Atten= 3%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 6.65 fps, Min. Travel Time= 2.1 min Avg. Velocity = 2.20 fps, Avg. Travel Time= 6.4 min Peak Storage= 917 cf @ 12.10 hrs Average Depth at Peak Storage= 0.65' Bank -Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 16.48 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.0 '/' Top Width= 3.00' Length= 851.0' Slope= 0.0657 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' 14-087 - Existing Model Type II 24-hr 1-year Rainfall=2.10" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1 P: spear st culvert Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.50 cfs @ 12.06 hrs, Volume= 0.470 of Outflow = 7.38 cfs @ 12.08 hrs, Volume= 0.470 of, Atten= 2%, Lag= 1.0 min Primary = 7.38 cfs @ 12.08 hrs, Volume= 0.470 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 369.58' @ 12.08 hrs Surf.Area= 706 sf Storage= 321 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug -Flow detention time= 0.5 min calculated for 0.470 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 872.9 - 872.4 ) Volume Invert Avail.Storage Storage Description #1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 Device Routing Invert Outlet Devices # 1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.03751 Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 Primary Outflow Max=7.37 cfs @ 12.08 hrs HW=369.58' TW=367.52' (Dynamic Tailwater) L1=Culvert ( Controls 7.37 cfs) t 2=control orifice (Orifice Controls 7.37 cfs @ 3.73 fps) Summary for Pond 03071: inlet Inflow Area = 10.330 ac, 4.66% Impervious, Inflow Depth = 0.59" for 1-year event Inflow = 7.63 cfs @ 12.10 hrs, Volume= 0.508 of Outflow = 7.63 cfs @ 12.10 hrs, Volume= 0.508 of, Atten= 0%, Lag= 0.1 min Primary = 7.63 cfs @ 12.10 hrs, Volume= 0.508 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 31 1.74' @ 12.10 hrs Surf.Area= 36 sf Storage= 17 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug -Flow detention time= 0.0 min calculated for 0.508 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 877.9 - 877.9 ) 14-087 - Existing Model Type 1124-hr 1-year Rain fall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 9 Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices # 1 Primary 310.94' 18.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=7.62 cfs @ 12.10 hrs HW=31 1.74' (Free Discharge) tl=structure inlet (Orifice Controls 7.62 cfs @ 4.31 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge) Z2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 27981: inlet Inflow Area = 5.102 ac, 15.57% Impervious, Inflow Depth = 0.65" for 1-year event Inflow = 5.12 cfs @ 12.02 hrs, Volume= 0.277 of Outflow = 5.12 cfs @ 12.02 hrs, Volume= 0.277 of, Atten= 0%, Lag= 0.0 min Primary = 5.12 cfs @ 12.02 hrs, Volume= 0.277 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 314.44' @ 12.02 hrs Surf.Area= 26 sf Storage= 9 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.277 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 864.6 - 864.6 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 18.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 14-087 - Existing Model Type II 24-hr 1-year Rainfall=2. 10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 10 Primary OutFlow Max=5.12 cfs @ 12.02 hrs HW=314.44' (Free Discharge) t-1=inlet opening (Weir Controls 5.12 cfs @ 2.26 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge) Z2=headwall spillway ( Controls 0.00 cfs) 14-087 - Existing Model Type/1 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Pace 11 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=0.972 ac 4.53% Impervious Runoff Depth=1.73" Flow Length=816' Slope=0.0995 '/' Tc=9.7 min CN=75.9 Runoff=2.62 cfs 0.140 of Subcatchment DA2: Existing House Runoff Area=2.562 ac 4.64% Impervious Runoff Depth=1.93" Flow Length=373' Slope=0.0640 '/' Tc=6.0 min CN=78.5 Runoff=8.83 cfs 0.411 of Subcatchment DA3: Offsite area - south Runoff Area=222,260 sf 15.57% Impervious Runoff Depth=2.09" Flow Length=756' Slope=0.071 1 '/' Tc=9.3 min CN=80.6 Runoff=16.84 cfs 0.888 of Subcatchment DA4: E side of Spear St Runoff Area=9.358 ac 4.67% Impervious Runoff Depth=2.00" Flow Length=787' Slope=0.0443'/' Tc=12.7 min CN=79.5 Runoff=26.25 cfs 1.562 of Reach 1 R: existing drainage path Avg. Flow Depth=1.28' Max Vet=9.06 fps Inflow=27.16 cfs 1.562 of n=0.030 L=851.0' S=0.0657 '/' Capacity=16.48 cfs Outflow=25.75 cfs 1.562 of Pond 1 P: spear st culvert Peak Elev=372.76' Storage=691 cf Inflow=26.25 cfs 1.562 of Outflow=27.16 cfs 1.562 of Pond 03071: inlet Peak EIev=313.08' Storage=59 cf Inflow=28.02 cfs 1.702 of Primary=12.44 cfs 1.449 of Secondary=15.60 cfs 0.253 of Outflow=28.04 cfs 1.702 of Pond 27981: inlet Peak EIev=315.68' Storage=63 cf Inflow=16.84 cfs 0.888 of Primary=l 1.16 cfs 0.833 of Secondary=5.75 cfs 0.055 of Outflow=16.92 cfs 0.888 of Total Runoff Area = 17.994 ac Runoff Volume = 3.001 of Average Runoff Depth = 2.00" 92.25% Pervious = 16.600 ac 7.75% Impervious = 1.395 ac 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00' Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 02014 HydroCAD Software Solutions LLC Paae 12 Summary for Subcatchment DA1: Project Area Runoff = 2.62 cfs @ 12.02 hrs, Volume= 0.140 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" CN Description 0.033 74.0 >75% Grass cover, Good, HSG C 0.373 70.0 Woods, Good, HSG C 0.044 98.0 Paved parking, HSG D 0.230 80.0 >75% Grass cover, Good, HSG D 0.292 77.0 Woods, Good, HSG D 0.972 75.9 Weighted Average 0.928 95.47% Pervious Area 0.044 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 816 0.0995 1.40 lag/CN Method, Summary for Subcatchment DA2: Existing House Runoff = 8.83 cfs @ 11.97 hrs, Volume= 0.411 of, Depth= 1.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00'' Area lac) CN Description 0.057 70.0 Woods, Good, HSG C 0.119 98.0 Paved parking, HSG D 0.619 80.0 >75% Grass cover, Good, HSG D 1.767 77.0 Woods, Good, HSG D 2.562 78.5 Weighted Average 2.443 95.36% Pervious Area 0.119 4.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 373 0.0640 1.04 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 16.84 cfs @ 12.01 hrs, Volume= 0.888 of, Depth= 2.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type 11 24-hr 25-year Rainfall=4.00" 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 02014 HydroCAD Software Solutions LLC Paae 13 Area (sf) CN Description 13,217 98.0 Paved parking, HSG C 22,911 74.0 >75% Grass cover, Good, HSG C 17,943 70.0 Woods, Good, HSG C 21,392 98.0 Paved parking, HSG D 87,710 80.0 >75% Grass cover, Good, HSG D 59,087 77.0 Woods, Good, HSG D 222,260 80.6 Weighted Average 187,651 84.43% Pervious Area 34,609 15.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.35 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 26.25 cfs @ 12.05 hrs, Volume= 1.562 of, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (ac) CN Description 0.437 98.0 Paved parking, HSG D 4.679 80.0 >75% Grass cover, Good, HSG D 4.242 77.0 Woods, Good. HSG D 9.358 79.5 Weighted Average 8.921 95.33% Pervious Area 0.437 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 lag/CN Method, Summary for Reach 1 R: existing drainage path Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 27.16 cfs @ 12.05 hrs, Volume= 1.562 of Outflow = 25.75 cfs @ 12.07 hrs, Volume= 1.562 of, Atten= 5%, Lag= 1.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 9.06 fps, Min. Travel Time= 1.6 min Avg. Velocity = 2.92 fps, Avg. Travel Time= 4.9 min Peak Storage= 2,420 cf @ 12.07 hrs Average Depth at Peak Storage= 1.28' Bank -Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 16.48 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.0 '/' Top Width= 3.00' Length= 851.0' Slope= 0.0657 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 14 Summary for Pond 1 P: spear st culvert Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 26.25 cfs @ 12.05 hrs, Volume= 1.562 of Outflow = 27.16 cfs @ 12.05 hrs, Volume= 1.562 of, Atten= 0%, Lag= 0.2 min Primary = 27.16 cfs @ 12.05 hrs, Volume= 1.562 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 372.76' @ 12.05 hrs Surf.Area= 1,073 sf Storage= 691 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug -Flow detention time= 0.5 min calculated for 1.561 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 836.8 - 836.3 ) Volume Invert Avail.Storage Storage Description #1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 Device Routing Invert Outlet Devices #1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 Primary Outflow Max=27.13 cfs @ 12.05 hrs HW=372.75' TW=368.15' (Dynamic Tailwater) L1=Culvert (Barrel Controls 27.13 cfs @ 8.63 fps) t2=control orifice (Passes 27.13 cfs of 27.77 cfs potential flow) Summary for Pond 03071: inlet Inflow Area = 10.330 ac, 4.66% Impervious, Inflow Depth = 1.98" for 25-year event Inflow = 28.02 cfs @ 12.06 hrs, Volume= 1.702 of Outflow = 28.04 cfs @ 12.07 hrs, Volume= 1.702 of, Atten= 0%, Lag= 0.2 min Primary = 12.44 cfs @ 12.07 hrs, Volume= 1.449 of Secondary = 15.60 cfs @ 12.07 hrs, Volume= 0.253 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.08' @ 12.07 hrs Surf.Area= 83 sf Storage= 59 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug -Flow detention time= 0.0 min calculated for 1.702 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 840.2 - 840.1 ) 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 15 Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices # 1 Primary 310.94' 18.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary Outflow Max=12.44 cfs @ 12.07 hrs HW=313.08' (Free Discharge) t-1=structure inlet (Orifice Controls 12.44 cfs @ 7.04 fps) Secondary OutFlow Max=15.55 cfs @ 12.07 hrs HW=313.08' (Free Discharge) t2=headwall overflow (Weir Controls 15.55 cfs @ 2.50 fps) Summary for Pond 27981: inlet Inflow Area = 5.102 ac, 15.57% Impervious, Inflow Depth = 2.09" for 25-year event Inflow = 16.84 cfs @ 12.01 hrs, Volume= 0.888 of Outflow = 16.92 cfs @ 12.01 hrs, Volume= 0.888 of, Atten= 0%, Lag= 0.0 min Primary = 11.16 cfs @ 12.01 hrs, Volume= 0.833 of Secondary = 5.75 cfs @ 12.01 hrs, Volume= 0.055 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 315.68' @ 12.01 hrs Surf.Area= 91 sf Storage= 63 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.888 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 830.0 - 830.0 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 18.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 14-087 - Existing Model Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 16 Primary OutFlow Max=11.16 cfs @ 12.01 hrs HW=315.68' (Free Discharge) t-1=inlet opening (Orifice Controls 1 1.16 cfs @ 6.32 fps) Secondary OutFlow Max=5.75 cfs @ 12.01 hrs HW=315.68' (Free Discharge) L2=headwall spillway (Weir Controls 5.75 cfs @ 1.68 fps) W 0 W X 0 0 75 150 300 450 600 Feet /'%-------- - J�- / I i !- X POWT ' II�DI U f �+► TRUDELL Consulting Engineers 802.879.6331 www tcevt. com Project location OOpenStreetMap (and) contributors, CC -BY -SA Legend Drainage Area Boundary Hydrologic Soil Group (HSG) ZIC �D Forest E7 Impervious Lawn Contours (2') OTax Parcel Boundary — Stream Notes Sources: Drainage Area Boundary by TCE (2014); Longest Flow Path by TCE (2014); Existing Land Cover by TCE (2014); Tax Parcel Boundaries by the City of South Burlington (201 1 ); 2ft Contours by CCRPC (2009); Soils by USDA (2013); Streams by ANR (2012); VT E91 1 Roads (201 1); VT Significant Wetland by ANR (2012). Disclaimer: The accuracy of information presented is determined by its sources.TCE is not responsible for any errors or omissions that may exist. Questions of on -the -ground location can be resolved by site inspections and/or surveys by a registered surveyor. This map is not a replacement for surveyed information or engineering studies. Synergy 1741 Spear Street South Burlington, VT Predevelopment Drainage Map Project: 14-087 Prepared By: LMJ 01/02/2015 1 inch = 150 feet N AM s K 0 75 150 300 450 600 Feet E J 0 ) .0� _tCei_ TRUDELL 1,,, Consulting Engineer's 802.879.6331 xww..tcevtcom Project Location Legend Drainage Area Boundary Hydrologic Soil Group (HSG) C D W Forest Impervious C Lawn Contours (2') OTax Parcel Boundary — Stream Notes Sources: Drainage Area Boundary by TCE (2017); Proposed Land Cover by TCE (2017); Tax Parcel Boundaries by the City of South Burlington (201 1); 2ft Contours by CCRPC (2009); Soils by USDA (2013); Streams by ANR (2012); VT E911 Roads (201 1); VT Significant Wetland by ANR (2012). Disclaimer: The accuracy of information presented is determined by its sources.TCE is not responsible for any errors or omissions that may exist. Questions of on -the -ground location can be resolved by site inspections and/or surveys by a registered surveyor. This map is not a replacement for surveyed information or engineering studies. Synergy 1741 Spear Street South Burlington, VT Post Development Drainage Map Project: 14-087 Prepared By: ALD 02/16/2017 1 inch = 150 feet Detentitasin A Lot 3B P B v DA1 B Detentitasin B Lot 3B i 'oao �— 2P v DA1 ODA� CB0307 inlet Detention Basin Project Area existing house \ 1 R +— bypass swale to prop line 2798 v DA3 CB2798 inlet Offsite area - south Subcat Reach Aon Link spear st culvert E side of Spear St 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 2 Area (acres) CN Area Listing (selected nodes) Description (subcatchment-numbers) 0.832 74.0 >75% Grass cover, Good, HSG C (DAI, DA3) 8.221 80.0 >75% Grass cover, Good, HSG D (DA1, DAI A, DA1 B, DA2, DA3, DA4) 0.348 98.0 Paved parking, HSG C (DA1, DA3) 1.545 98.0 Paved parking, HSG D (DA1, DA1 A, DA1 B, DA2, DA3, DA4) 0.023 79.0 Woods, Fair, HSG D (DA1 A, DA1 B) 0.523 70.0 Woods, Good, HSG C (DA1, DA3) 6.503 77.0 Woods, Good, HSG D (DA1, DA2, DA3, DA4) 17.995 80.2 TOTAL AREA 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.703 HSG C DAI, DA3 16.292 HSG D DAI, DAI A, DAI B, DA2, DA3, DA4 0.000 Other 17.995 TOTAL AREA 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Printed 2/17/2017 Pact Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.832 8.221 0.000 9.054 >75% Grass cover, Good DA1, DA1 A, DA1 B, DA2, DA3, DA4 0.000 0.000 0.348 1.545 0.000 1.892 Paved parking DA1, DAI A, DA1 B, DA2, DA3, DA4 0.000 0.000 0.000 0.023 0.000 0.023 Woods, Fair DAI A, DAI B 0.000 0.000 0.523 6.503 0.000 7.026 Woods, Good DAI, DA2, DA3, DA4 0.000 0.000 1.703 16.292 0.000 17.995 TOTAL AREA 14-087 - Post Model Unit 36 Type 1124-hr 1-year Rainfall=2. 10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=75,150 sf 20.48% Impervious Runoff Depth=0.67" Flow Length=650' Slope=0.0995 '/' Tc=6.9 min CN=81.0 Runoff=1.97 cfs 0.096 of Subcatchment DA1 A: Lot 3B Runoff Area=13,082 sf 33.94% Impervious Runoff Depth=0.93" Flow Length=300' Slope=0.05007 Tc=4.4 min CN=86.0 Runoff=0.53 cfs 0.023 of Subcatchment DA1 B: lot 3B Runoff Area=19,475 sf 17.20% Impervious Runoff Depth=0.77" Tc=0.0 min CN=83.1 Runoff=0.76 cfs 0.029 of Subcatchment DA2: existing house Runoff Area=52,470 sf 10.98% Impervious Runoff Depth=0.64" Flow Length=373' Slope=0.0640 '/' Tc=5.6 min CN=80.4 Runoff=1.39 cfs 0.064 of Subcatchment DA3: Offsite area - south Runoff Area=216,575 sf 15.93% Impervious Runoff Depth=0.66" Flow Length=756' Slope=0.071 1 '/' Tc=9.3 min CN=80.8 Runoff=5.07 cfs 0.273 of Subcatchment DA4: E side of Spear St Runoff Area=407,102 sf 4.67% Impervious Runoff Depth=0.60" Flow Length=787' Slope=0.0443 '/' Tc=12.7 min CN=79.5 Runoff=7.49 cfs 0.470 of Reach 1 R: bypass swale to prop line Avg. Flow Depth=0.40' Max Vet=5.45 fps Inflow=7.37 cfs 0.470 of n=0.030 L=865.0' S=0.0647 '/' Capacity=213.75 cfs Outflow=7.07 cfs 0.470 of Pond 1 P: spear st culvert Peak Elev=369.58' Storage=320 cf Inflow=7.49 cfs 0.470 of Outflow=7.37 cfs 0.470 of Pond 2P: Detention Basin Peak EIev=329.09' Storage=1,285 cf Inflow=1.99 cfs 0.148 of Primary=0.36 cfs 0.148 of Secondary=0.00 cfs 0.000 of Outflow=0.36 cfs 0.148 of Pond 2P A: Detention Basin A Peak EIev=354.72' Storage=531 cf Inflow=0.53 cfs 0.023 of Outflow=0.02 cfs 0.023 of Pond 2P B: Detention Basin B Peak EIev=350.03' Storage=995 cf Inflow=0.78 cfs 0.052 of Outflow=0.03 cfs 0.052 of Pond 0307: CB0307 inlet Peak EIev=31 1.38' Storage=6 cf Inflow=7.42 cfs 0.617 of Primary=7.42 cfs 0.617 of Secondary=0.00 cfs 0.000 of Outflow=7.42 cfs 0.617 of Pond 2798: CB2798 inlet Peak EIev=314.30' Storage=5 cf Inflow=5.07 cfs 0.273 of Primary=5.07 cfs 0.273 of Secondary=0.00 cfs 0.000 of Outflow=5.07 cfs 0.273 of Total Runoff Area = 17.995 ac Runoff Volume = 0.955 of Average Runoff Depth = 0.64" 89.48% Pervious = 16.102 ac 10.52% Impervious = 1.892 ac 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rain fall=2. 10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Pact Summary for Subcatchment DA1: Project Area Runoff = 1.97 cfs @ 11.99 hrs, Volume= 0.096 of, Depth= 0.67" Runoff by SCS TR-20 method, U H=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 10,830 74.0 >75% Grass cover, Good, HSG C 9,850 70.0 Woods, Good, HSG C 2,000 98.0 Paved parking, HSG C 25,210 80.0 >75% Grass cover, Good, HSG D 13,870 77.0 Woods, Good, HSG D 13,390 98.0 Paved parking, HSG D 75,150 81.0 Weighted Average 59,760 79.52% Pervious Area 15,390 20.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 650 0.0995 1.57 Lag/CN Method, Summary for Subcatchment DA1 A: Lot 3B Runoff = 0.53 cfs @ 11.96 hrs, Volume= 0.023 of, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 4,440 98.0 Paved parking, HSG D 7,730 80.0 >75% Grass cover, Good, HSG D 912 79.0 Woods, Fair, HSG D 13,082 86.0 Weighted Average 8,642 66.06% Pervious Area 4,440 33.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.4 300 0.0500 1.13 Lag/CN Method, Summary for Subcatchment DA1 B: Lot 3B Runoff = 0.76 cfs @ 1 1.90 hrs, Volume= 0.029 of, Depth= 0.77" Runoff by SCS TR-20 method, U H=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 3,350 98.0 Paved parking, HSG D 16,050 80.0 >75% Grass cover, Good, HSG D 75 79.0 Woods, Fair, HSG D 19,475 83.1 Weighted Average 16,125 82.80% Pervious Area 3,350 17.20% Impervious Area 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment DA2: existing house Runoff = 1.39 cfs @ 11.98 hrs, Volume= 0.064 of, Depth= 0.64" Runoff by SCS TR-20 method, U H=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Descriotion 5,760 98.0 Paved parking, HSG D 18,480 80.0 >75% Grass cover, Good, HSG D 28,230 77.0 Woods, Good, HSG D 52,470 80.4 Weighted Average 46,710 89.02% Pervious Area 5,760 10.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 373 0.0640 1.10 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 5.07 cfs @ 12.02 hrs, Volume= 0.273 of, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 13,145 98.0 Paved parking, HSG C_ 25,426 74.0 >75% Grass cover, Good, HSG C 12,928 70.0 Woods, Good, HSG C 21,345 98.0 Paved parking, HSG D 87,226 80.0 >75% Grass cover, Good, HSG D 56,505 77.0 Woods, Good, HSG D 216,575 80.8 Weighted Average 182,085 84.07% Pervious Area 34,490 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.36 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 7.49 cfs @ 12.06 hrs, Volume= 0.470 of, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 19,003 98.0 Paved parking, HSG D 203,429 80.0 >75% Grass cover, Good, HSG D 184,670 77.0 Woods, Good, HSG D 407,102 79.5 Weighted Average 388,099 95.33% Pervious Area 19,003 4.67% Impervious Area 14-087 - Post Model Unit 313 Type 1124-hr I -year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1 R: bypass swale to prop line Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.37 cfs @ 12.08 hrs, Volume= 0.470 of Outflow = 7.07 cfs @ 12.11 hrs, Volume= 0.470 of, Atten= 4%, Lag= 1.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 5.45 fps, Min. Travel Time= 2.6 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 7.9 min Peak Storage= 1,121 cf @ 12.11 hrs Average Depth at Peak Storage= 0.40' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 213.75 cfs 2.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 14.00' Length= 865.0' Slope= 0.0647 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' Summary for Pond 1 P: spear st culvert Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.49 cfs @ 12.06 hrs, Volume= 0.470 of Outflow = 7.37 cfs @ 12.08 hrs, Volume= 0.470 of, Atten= 2%, Lag= 1.0 min Primary = 7.37 cfs @ 12.08 hrs, Volume= 0.470 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 369.58' @ 12.08 hrs Surf.Area= 705 sf Storage= 320 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug -Flow detention time= 0.5 min calculated for 0.470 of (100% of inflow) Center -of -Mass def. time= 0.5 min ( 872.9 - 872.4 ) Volume Invert Avail.Storage Storage Description #1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 14-087 - Post Model Unit 3B Type 1124-hr 1-year Rain fall=2. 10" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 99 Device Routinq Invert Outlet Devices #1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 Primary Outflow Max=7.36 cfs @ 12.08 hrs HW=369.58' TW=367.27' (Dynamic Tailwater) t1=Culvert ( Controls 7.36 cfs) L2=control orifice (Orifice Controls 7.36 cfs @ 3.73 fps) Summary for Pond 2P: Detention Basin Inflow Area = 2.473 ac, 21.52% Impervious, Inflow Depth = 0.72" for 1-year event Inflow = 1.99 cfs @ 11.99 hrs, Volume= 0.148 of Outflow = 0.36 cfs @ 12.23 hrs, Volume= 0.148 of, Atten= 82%, Lag= 14.6 min Primary = 0.36 cfs @ 12.23 hrs, Volume= 0.148 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 329.09' @ 12.23 hrs Surf.Area= 1,144 sf Storage= 1,285 cf Flood Elev= 332.50' Surf.Area= 2,851 sf Storage= 8,354 cf Plug -Flow detention time= 25.8 min calculated for 0.148 of (100% of inflow) Center -of -Mass def. time= 25.6 min ( 1,108.7 - 1,083.0 ) Volume Invert Avail.Storage Storage Description #1 327.00' 8,354 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 327.00 255 67.0 0 0 255 328.00 527 99.0 383 383 686 329.00 1,100 157.0 796 1,179 1,874 330.00 1,606 180.0 1,345 2,524 2,514 331.00 2,191 212.0 1,891 4,415 3,531 332.00 2,851 240.0 2,514 6,929 4,563 332.50 2,851 240.0 1,426 8,354 4,683 Device Routing Invert Outlet Devices #1 Primary 324.00' 15.0" Round Culvert L= 125.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 324.00' / 305.1 1' S= 0.151 1 1 Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 327.00' 2.1" W x 1.8" H Vert. 1-yr orifice X 2.00 C= 0.600 #3 Device 1 329.55' 2.1" W x 6.7" H Vert. 25-yr orifice X 2.00 C= 0.600 #4 Device 1 331.25' 15.0" Horiz. overflow grate C= 0.600 Limited to weir flow at low heads #5 Secondary 331.50' 25.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 14-087 - Post Model Unit 3B Type 1124-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 10 Primary OutFlow Max=0.36 cfs @ 12.23 hrs HW=329.09' TW=31 1.25' (Dynamic Tailwater) L1=Culvert (Passes 0.36 cfs of 12.49 cfs potential flow) 12=1 -yr orifice (Orifice Controls 0.36 cfs @ 6.84 fps) 3=25-yr orifice ( Controls 0.00 cfs) 4=overflow grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.00' TW=310.94' (Dynamic Tailwater) L5=overflow spillway ( Controls 0.00 cfs) Summary for Pond 2P A: Detention Basin A Inflow Area = 0.300 ac, 33.94% Impervious, Inflow Depth = 0.93" for 1-year event Inflow = 0.53 cfs @ 11.96 hrs, Volume= 0.023 of Outflow = 0.02 cfs @ 13.52 hrs, Volume= 0.023 of, Atten= 96%, Lag= 93.5 min Primary = 0.02 cfs @ 13.52 hrs, Volume= 0.023 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 354.72' @ 13.52 hrs Surf.Area= 872 sf Storage= 531 cf Plug -Flow detention time= 323.7 min calculated for 0.023 of (100% of inflow) Center -of -Mass det. time= 322.9 min ( 1,160.5 - 837.6) Volume Invert Avail.Storage Storage Description #1 354.00' 3,797 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 354.00 615 112.5 0 0 615 355.00 986 145.3 793 793 1,300 356.00 1,430 173.0 1,201 1,994 2,020 357.00 2,203 307.0 1,803 3,797 7,144 Device Routing Invert Outlet Devices #1 Primary 354.00' 15.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 354.00' / 352.00' S= 0.0333 1 Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 354.00' 1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 356.50' 15.0" Horiz. Or'rfice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 13.52 hrs HW=354.72' TW=349.86' (Dynamic Tailwater) L1=Culvert (Passes 0.02 cfs of 2.10 cfs potential flow) 2=0rifice/Grate (Orifice Controls 0.02 cfs @ 3.96 fps) 1 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P B: Detention Basin B Inflow Area = 0.747 ac, 23.93% Impervious, Inflow Depth = 0.83" for 1-year event Inflow = 0.78 cfs @ 11.90 hrs, Volume= 0.052 of Outflow = 0.03 cfs @ 19.79 hrs, Volume= 0.052 af, Atten= 97%, Lag= 473.6 min Primary = 0.03 cfs @ 19.79 hrs, Volume= 0.052 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 350.03' @ 19.79 hrs Surf.Area= 1,294 sf Storage= 995 cf Plug -Flow detention time= 514.0 min calculated for 0.052 of (100% of inflow) 14-087 - Post Model Unit 3B Type II 24-hr 1-year Rain fall=2. 10" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 11 Center -of -Mass det. time= 510.6 min ( 1,496.7 - 986.2 ) Volume Invert Avoil.Storage Storage Description #1 349.00' 2,692 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 349.00 670 161.0 0 0 670 350.00 1,265 193.0 952 952 1,589 351.00 2,264 317.0 1,740 2,692 6,628 Device Routing Invert Outlet Devices #1 Primary 349.00' 15.0" Round Culvert L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 349.00' / 348.00' S= 0.0333 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 349.00' 1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 350.50' 15.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 19.79 hrs HW=350.03' TW=327.14' (Dynamic Tailwater) L1=Culvert (Passes 0.03 cfs of 3.76 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.80 fps) 1 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 0307: CB0307 inlet Inflow Area = 11.818 ac, 8.19% Impervious, Inflow Depth = 0.63" for 1-year event Inflow = 7.42 cfs @ 12.11 hrs, Volume= 0.617 of Outflow = 7.42 cfs @ 12.11 hrs, Volume= 0.617 of, Atten= 0%, Lag= 0.0 min Primary = 7.42 cfs @ 12.11 hrs, Volume= 0.617 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 31 1.38' @ 12.11 hrs Surf.Area= 22 sf Storage= 6 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug -Flow detention time= 0.0 min calculated for 0.617 of (100% of inflow) Center -of -Mass def. time= 0.0 min ( 933.6 - 933.6 ) Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices #1 Primary 310.94' 30.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 14-087 - Post Model Unit 3B Type II 24-hr I -year Rain fall=2. 10" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 12 Primary OutFlow Max=7.42 cfs @ 12.11 hrs HW=311.38' (Free Discharge) tl=structure inlet (Weir Controls 7.42 cfs @ 2.16 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge) Z2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 2798: CB2798 inlet Inflow Area = 4.972 ac, 15.93% Impervious, Inflow Depth = 0.66" for 1-year event Inflow = 5.07 cfs @ 12.02 hrs, Volume= 0.273 of Outflow = 5.07 cfs @ 12.02 hrs, Volume= 0.273 of, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 12.02 hrs, Volume= 0.273 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 314.30' @ 12.02 hrs Surf.Area= 21 sf Storage= 5 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.273 of (100% of inflow) Center -of -Mass def. time= 0.0 min (863.8 - 863.7 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 30.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=5.07 cfs @ 12.02 hrs HW=314.30' (Free Discharge) Ll=inlet opening (Weir Controls 5.07 cfs @ 1.90 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge) t2=headwall spillway ( Controls 0.00 cfs) 14-087 - Post Model Unit 36 Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 13 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=75,150 sf 20.48% Impervious Runoff Depth=2.12" Flow Length=650' Slope=0.0995 '/' Tc=6.9 min CN=81.0 Runoff=6.31 cfs 0.305 of Subcatchment DA1 A: Lot 3B Runoff Area=13,082 sf 33.94% Impervious Runoff Depth=2.55" Flow Length=300' Slope=0.0500 '/' Tc=4.4 min CN=86.0 Runoff=1.41 cfs 0.064 of Subcatchment DA1 B: Lot 3B Runoff Area=19,475 sf 17.20% Impervious Runoff Depth=2.29" Tc=0.0 min CN=83.1 Runoff=2.21 cfs 0.085 of Subcatchment DA2: existing house Runoff Area=52,470 sf 10.98% Impervious Runoff Depth=2.07" Flow Length=373' Slope=0.0640 '/' Tc=5.6 min CN=80.4 Runoff=4.52 cfs 0.208 of Subcatchment DA3: Offsite area - south Runoff Area=216,575 sf 15.93% Impervious Runoff Depth=2.11" Flow Length=756' Slope=0.071 1 '/' Tc=9.3 min CN=80.8 Runoff=16.53 cfs 0.872 of Subcatchment DA4: E side of Spear St Runoff Area=407,102 sf 4.67% Impervious Runoff Depth=2.00" Flow Length=787' Slope=0.0443'/' Tc=12.7 min CN=79.5 Runoff=26.21 cfs 1.559 of Reach 1 R: bypass swale to prop line Avg. Flow Depth=0.77' Max Vet=7.75 fps Inflow=27.20 cfs 1.559 of n=0.030 L=865.0' S=0.0647 '/' Capacity=213.75 cfs Outflow=25.64 cfs 1.559 of Pond 1 P: spear st culvert Peak Elev=372.77' Storage=691 cf Inflow=26.21 cfs 1.559 of Outflow=27.20 cfs 1.559 of Pond 2P: Detention Basin Peak Elev=331.19' Storage=4,835 cf Inflow=6.66 cfs 0.454 of Primary=1.61 cfs 0.454 of Secondary=0.00 cfs 0.000 of Outflow=1.61 cfs 0.454 of Pond 2P A: Detention Basin A Peak EIev=355.80' Storage=1,722 cf Inflow=1.41 cfs 0.064 of Outflow=0.03 cfs 0.064 of Pond 2P B: Detention Basin B Peak EIev=350.59' Storage=1,854 cf Inflow=2.23 cfs 0.149 of Outflow=0.37 cfs 0.149 of Pond 0307: CB0307 inlet Peak EIev=312.26' Storage=41 cf Inflow=27.19 cfs 2.013 of Primary=27.18 cfs 2.013 of Secondary=0.00 cfs 0.000 of Outflow=27.18 cfs 2.013 of Pond 2798: CB2798 inlet Peak EIev=314.71' Storage=17 cf Inflow=16.53 cfs 0.872 of Primary=16.53 cfs 0.872 of Secondary=0.00 cfs 0.000 of Outflow=16.53 cfs 0.872 of Total Runoff Area = 17.995 ac Runoff Volume = 3.094 of Average Runoff Depth = 2.06" 89.48% Pervious = 16.102 ac 10.52% Impervious = 1.892 ac 14-087 - Post Model Unit 3B Type II 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 ©2014 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment DA1: Project Area Runoff = 6.31 cfs @ 11.98 hrs, Volume= 0.305 of, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" CN Description 10,830 74.0 >75% Grass cover, Good, HSG C 9,850 70.0 Woods, Good, HSG C 2,000 98.0 Paved parking, HSG C 25,210 80.0 >75% Grass cover, Good, HSG D 13,870 77.0 Woods, Good, HSG D 13,390 98.0 Paved parking, HSG D 75,150 81.0 Weighted Average 59,760 79.52% Pervious Area 15,390 20.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 650 0.0995 1.57 Lag/CN Method, Summary for Subcatchment DA1 A: Lot 3B Runoff = 1.41 cfs @ 11.95 hrs, Volume= 0.064 of, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 4,440 98.0 Paved parking, HSG D 7,730 80.0 >75% Grass cover, Good, HSG D 912 79.0 Woods, Fair, HSG D 13,082 86.0 Weighted Average 8,642 66.06% Pervious Area 4,440 33.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.4 300 0.0500 1.13 Lag/CN Method, Summary for Subcatchment DA1 B: Lot 3B Runoff = 2.21 cfs @ 11.90 hrs, Volume= 0.085 at, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 3,350 98.0 Paved parking, HSG D 16,050 80.0 >75% Grass cover, Good, HSG D 75 79.0 Woods, Fair, HSG D 19,475 83.1 Weighted Average 16,125 82.80% Pervious Area 3,350 17.20% Impervious Area 14-087 - Post Model Unit 3B Type II 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Paae 15 Summary for Subcatchment DA2: existing house Runoff = 4.52 cfs @ 11.97 hrs, Volume= 0.208 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 5,760 98.0 Paved parking, HSG D 18,480 80.0 >75% Grass cover, Good, HSG D 28,230 77.0 Woods, Good, HSG D 52,470 80.4 Weighted Average 46,710 89.02% Pervious Area 5,760 10.98% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 373 0.0640 1.10 Lag/CN Method, Summary for Subcatchment DAI Offsite area - south Runoff = 16.53 cfs @ 12.01 hrs, Volume= 0.872 af, Depth= 2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 13,145 98.0 Paved parking, HSG C 25,426 74.0 >75% Grass cover, Good, HSG C 12,928 70.0 Woods, Good, HSG C 21,345 98.0 Paved parking, HSG D 87,226 80.0 >75% Grass cover, Good, HSG D 56,505 77.0 Woods, Good, HSG D 216,575 80.8 Weighted Average 182,085 84.07% Pervious Area 34,490 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.36 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 26.21 cfs @ 12.05 hrs, Volume= 1.559 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 19,003 98.0 Paved parking, HSG D 203,429 80.0 >75% Grass cover, Good, HSG D 184,670 77.0 Woods, Good, HSG D 407,102 79.5 Weighted Average 388,099 95.33% Pervious Area 19,003 4.67% Impervious Area 14-087 - Post Model Unit 313 Type II 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 16 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 lag/CN Method, Summary for Reach 1 R: bypass swale to prop line Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 27.20 cfs @ 12.05 hrs, Volume= 1.559 of Outflow = 25.64 cfs @ 12.07 hrs, Volume= 1.559 of, Atten= 6%, Lag= 1.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 7.75 fps, Min. Travel Time= 1.9 min Avg. Velocity = 2.42 fps, Avg. Travel Time= 6.0 min Peak Storage= 2,862 cf @ 12.07 hrs Average Depth at Peak Storage= 0.77' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 213.75 cfs 2.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 7' Top Width= 14.00' Length= 865.0' Slope= 0.0647 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' Summary for Pond 1 P: spear st culvert Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 26.21 cfs @ 12.05 hrs, Volume= 1.559 of Outflow = 27.20 cfs @ 12.05 hrs, Volume= 1.559 of, Atten= 0%, Lag= 0.2 min Primary = 27.20 cfs @ 12.05 hrs, Volume= 1.559 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 372.77' @ 12.05 hrs Surf.Area= 1,073 sf Storage= 691 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug -Flow detention time= 0.5 min calculated for 1.559 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 836.8 - 836.3 ) Volume Invert Avail.Storage Storage Description #1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sg-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 14-087 - Post Model Unit 3B Type 11 24-hr 25-year Rainfall=4.00" Prepared by Trudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 17 Device Routing Invert Outlet Devices #1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 Primary OutFlow Max=27.17 cfs @ 12.05 hrs HW=372.76' TW=367.64' (Dynamic Tailwater) L1=Culvert (Barrel Controls 27.17 cfs @ 8.65 fps) t2=control orifice (Passes 27.17 cfs of 27.82 cfs potential flow) Summary for Pond 2P: Detention Basin Inflow Area = 2.473 ac, 21.52% Impervious, Inflow Depth = 2.20" for 25-year event Inflow = 6.66 cfs @ 11.99 hrs, Volume= 0.454 of Outflow = 1.61 cfs @ 12.16 hrs, Volume= 0.454 of, Atten= 76%, Lag= 10.6 min Primary = 1.61 cfs @ 12.16 hrs, Volume= 0.454 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 331.19' @ 12.16 hrs Surf.Area= 2,308 sf Storage= 4,835 cf Flood Elev= 332.50' Surf.Area= 2,851 sf Storage= 8,354 cf Plug -Flow detention time= 39.5 min calculated for 0.454 of (100% of inflow) Center -of -Mass det. time= 39.3 min ( 1,108.9 - 1,069.6 ) Volume Invert Avail.Storage Storage Description #1 327.00' 8,354 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 327.00 255 67.0 0 0 255 328.00 527 99.0 383 383 686 329.00 1,100 157.0 796 1,179 1,874 330.00 1,606 180.0 1,345 2,524 2,514 331.00 2,191 212.0 1,891 4,415 3,531 332.00 2,851 240.0 2,514 6,929 4,563 332.50 2,851 240.0 1,426 8,354 4,683 Device Routing Invert Outlet Devices #1 Primary 324.00' 15.0" Round Culvert L= 125.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 324.00' / 305.1 1' S= 0.151 1 1 Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 327.00' 2.1 "W x 1.8" H Vert. 1-yr orifice X 2.00 C= 0.600 #3 Device 1 329.55' 2.1"W x 6.7" H Vert. 25-yr orifice X 2.00 C= 0.600 #4 Device 1 331.25' 15.0" Horiz. overflow grate C= 0.600 Limited to weir flow at low heads #5 Secondary 331.50' 25.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 14-087 - Post Model Unit 3B Type 11 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 18 Primary OutFlow Max=1.61 cfs @ 12.16 hrs HW=331.19' TW=311.79' (Dynamic Tailwater) t1=Culvert (Passes 1.61 cfs of 15.14 cfs potential flow) �2=1 -yr orifice (Orifice Controls 0.51 cfs @ 9.76 fps) 3=25-yr orifice (Orifice Controls 1.09 cfs @ 5.60 fps) 4=overflow grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.00' TW=310.94' (Dynamic Tailwater) t5=overflow spillway ( Controls 0.00 cfs) Summary for Pond 2P A: Detention Basin A Inflow Area = 0.300 ac, 33.94% Impervious, Inflow Depth = 2.55'' for 25-year event Inflow = 1.41 cfs @ 11.95 hrs, Volume= 0.064 of Outflow = 0.03 cfs @ 14.67 hrs, Volume= 0.064 of, Atten= 98%, Lag= 163.3 min Primary = 0.03 cfs @ 14.67 hrs, Volume= 0.064 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 355.80' @ 14.67 hrs Surf.Areo= 1,336 sf Storage= 1,722 cf Plug -Flow detention time= 601.1 min calculated for 0.064 of (100% of inflow) Center -of -Mass def. time= 600.5 min ( 1,409.1 - 808.6 ) Volume Invert Avail.Storage Storage Description #1 354.00' 3,797 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 354.00 615 112.5 0 0 615 355.00 986 145.3 793 793 1,300 356.00 1,430 173.0 1,201 1,994 2,020 357.00 2,203 307.0 1,803 3,797 7,144 Device Routing Invert Outlet Devices #1 Primary 354.00' 15.0" Round Culvert L= 60.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 354.00' / 352.00' S= 0.0333 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 354.00' 1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 356.50' 15.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.03 cfs @ 14.67 hrs HW=355.80' TW=350.53' (Dynamic Tailwater) L1=Culvert (Passes 0.03 cfs of 6.41 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.39 fps) 1 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2P B: Detention Basin B Inflow Area = 0.747 ac, 23.93% Impervious, Inflow Depth = 2.39" for 25-year event Inflow = 2.23 cfs @ 11.90 hrs, Volume= 0.149 of Outflow = 0.37 cfs @ 12.00 hrs, Volume= 0.149 of, Atten= 83%, Lag= 6.1 min Primary = 0.37 cfs @ 12.00 hrs, Volume= 0.149 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 350.59' @ 12.00 hrs Surf.Area= 1,818 sf Storage= 1,854 cf Plug -Flow detention time= 501.5 min calculated for 0.149 of (100% of inflow) 14-087 - Post Model Unit 3B Type II 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 19 Center -of -Mass det. time= 499.1 min ( 1,567.1 - 1,067.9 ) Volume Invert Avail.Storage Storage Description #1 349.00' 2,692 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 349.00 670 161.0 0 0 670 350.00 1,265 193.0 952 952 1,589 351.00 2,264 317.0 1,740 2,692 6,628 Device Routina Invert Outlet Devices # 1 Primary 349.00' 15.0" Round Culvert L= 30.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 349.00' / 348.00' S= 0.03331 Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 349.00' 1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 350.50' 15.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.37 cfs @ 12.00 hrs HW=350.59' TW=330.60' (Dynamic Tailwater) t1=Culvert (Passes 0.37 cfs of 5.80 cfs potential flow) 1 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.99 fps) 3=Orifice/Grate (Weir Controls 0.34 cfs @ 0.97 fps) Summary for Pond 0307: CB0307 inlet Inflow Area = 11.818 ac, 8.19% Impervious, Inflow Depth = 2.04" for 25-year event Inflow = 27.19 cfs @ 12.07 hrs, Volume= 2.013 of Outflow = 27.18 cfs @ 12.07 hrs, Volume= 2.013 of, Atten= 0%, Lag= 0.1 min Primary = 27.18 cfs @ 12.07 hrs, Volume= 2.013 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 312.26' @ 12.07 hrs Surf.Area= 65 sf Storage= 41 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug -Flow detention time= 0.0 min calculated for 2.013 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 901.1 - 901.1 ) Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 310.94 3 0 0 311.00 8 0 0 312.00 45 27 27 312.50 83 32 59 Device Routing Invert Outlet Devices # 1 Primary 310.94' 30.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30' 8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 14-087 - Post Model Unit 3B Type II 24-hr 25-year Rainfall=4.00" Prepared byTrudell Consulting Engineers Printed 2/17/2017 HydroCADO 10.00-12 s/n 02145 02014 HydroCAD Software Solutions LLC Page 20 Primary OutFlow Max=27.16 cfs @ 12.07 hrs HW=312.26' (Free Discharge) L1=structure inlet (Orifice Controls 27.16 cfs @ 5.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge) L2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 2798: CB2798 inlet Inflow Area = 4.972 ac, 15.93% Impervious, Inflow Depth = 2.1 1" for 25-year event Inflow = 16.53 cfs @ 12.01 hrs, Volume= 0.872 of Outflow = 16.53 cfs @ 12.01 hrs, Volume= 0.872 of, Atten= 0%, Lag= 0.0 min Primary = 16.53 cfs @ 12.01 hrs, Volume= 0.872 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 314.71' @ 12.01 hrs Surf.Area= 36 sf Storage= 17 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug -Flow detention time= 0.0 min calculated for 0.872 of (100% of inflow) Center -of -Mass det. time= 0.0 min ( 829.4 - 829.4 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices # 1 Primary 313.96' 30.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30' 9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=16.53 cfs @ 12.01 hrs HW=314.71' (Free Discharge) tl=inlet opening (Weir Controls 16.53 cfs @ 2.82 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge) t2=headwall spillway ( Controls 0.00 cfs) L Yew d,�1 ra �l,11,IQ0� r4s w+r+ rw r MbIN ' NIYJW se • � 1 ..nnrurwlnllr.wwnN,.rrxr. N�ca.an.r.•.r,,..nnnrN...nn re.r�[rNTixvp�- Mneleot w�null JCJn1 IC•QNi.n%t G1[G •}I wr+wNSr1[h^N:4`L »iwNN `wNJINMNIc,IN:Jnf44MIM1YJ t[G[11D 1 110fM':4'.v4 CtMLid 1� .�AL"1'YYL: LLL�y u w�.a42.r.w�ow N n- �rNi.1++.+i+irJPi ni>�,wn u�sn ,iNw Iw.wwwnmrs.l.r..rn.ww A .., ... G.:atxO Yt •ti Li [SfJ.rdnll(INLtt'iLtwf N. N: NINI.w:M1Ya I. r�u,aJJ P >Ix•r.w+I�J..K1uNaN:IN,1N u •r....uw wvnv. r �o�.cvx,waarN4S.wY•iwG��t� ' 4 l _ P clnJc n� .�14tP+J Ia[JM:I Itl(:.IIIIN x lIVP.I •. r f ^•� raJp a 1Qf 7 ` ° - if 112 * 4 Nnr t•.N' House - rR� y �IINY WG1tN1 — -- R w.'-._ �191i 1,YYW wwiuL L w..NlNew.} wµMe= I �W P IW 1rr nJllac u,u'. wv[o �1 d�735Sf5-E i7S L2 HTPSIIE 14 M MWB W Im[Jmf T rr RY1QlplT IMr JUVO ? ar O' Y eN[[JCJw4 -marWI R AM - A 9M1t1 IU 1[ Yt4r•r IlM 1Y I1O RM YLKQ 540 >[s,IV IPt 3�//' \� Subdivision Plot 1741 PROPERTIES, LLC 1741 Spw Sk-1 n..r or SauM lur[rsNlon,VmnoN _ ,, ..� We live at 10 Pheasant Way (lot S on this map) and have reservations about a request to add one more unit to a development on our southern border (application #SD-16-31). We are concerned that this will lead to increased surface water problems on our property. N Spear St. 4- Pheasant Way—► 1 i ) The black arrow marks the location of a pre-existing water gully. 11 This gully lies near the new construction (square) and uphill of the new drainage area (circle). Looking south, red arrows mark gully A portion of the south fence required additional supports and blocking material to keep a large animal with an electric collar inside the property. Looking west, red arrows mark gully, brown arrow marks visible portion of perforated pipe I W.OAP! AM 777'� r � - ix � h � �y R We were told by someone associated with this development after the approval hearing that the — trees would take up any extra stormwater run-off. This makes no sense; there are significantly fewer trees, particularly on this side of the development. Dave Wheeler, a stormwater superintendent for South Burlington, visited our property. He told us that the amount of extra water draining into our property would depend on construction and details of drainage. Given the roof orientation we see in the new construction, it appears that half of the roof water is poised to drain into the gully and onto our property. We are already likely to bear added expense to deal with the current additional stormwater, and ask that another unit be disallowed to limit the extent of the problem and erosion of our land. RUDELL Consulting Engineers January 4, 2017 T South Burlington Development Review Board RECEIVED c/o Mr. Raymond Belair, Administrative Officer V South Burlington Planning and Zoning JAN U 6 2017 575 Dorset Street South Burlington, VT 05403 City Of So. Burlington Re: Sketch Plan Application #SD-16-31 Chaplin Lane South Burlington VT Staff and Members of the Development Review Board, We have enclosed our updated submittal to amend the previously approved Planned Unit Development (PUD) consisting of three single family dwellings. The amendment consists of adding one single family dwelling to Lot #3 at 7 Chaplin Lane. A number of innovative measures were added to improve and/or preserve existing features on the site as part of the original PUD approval in 2015. However, we understand that the DRB would like to see additional innovation as part of this amendment. Synergy Development has been in contact with Champlain Housing Trust, who put them in contact with the developer of Kirby Cottages. In an arrangement similar to Kirby Cottages, our client would like to offer the following proposed covenants for the existing home on Lot #3: 1. The existing home will not be sold for more than the price determined to be affordable to someone earning 80-120% of the Area Median Income (AMI.). 2. Champlain Housing Trust will certify the sales price for each sale using their standard allocations for taxes, insurance, mortgage payment percentages, etc. 3. The affordable housing covenant will expire in 20 years. We offer the following reasoning behind the expiration of the affordable housing covenant. The existing home was constructed sometime in the 1950's or 60's. The house will be approximately 80 years old when the covenant expires. At that time, it is likely that the cost of repairs needed to extend the life of the home may exceed the cost that the home could be sold at the 80-120% AMI sales price restriction. We would like to protect future buyers from the situation where the home could not be sold at a price to cover the cost of extensive repairs. It may even make sense at some point in the future after 20 years to replace the existing house using modern construction standards rather than continue to invest in improvements. Finally, there was some discussion at the last hearing regarding flipping the new house and driveway as a way to provide more of a buffer between the new home and the community open space. We investigated this option, and after further review, we feel like the current layout is best. The current layout avoids the removal of the most trees present along the driveway route and proposed house site, which we know is important to both the DRB and City arborist who we worked with on the prior approval. It should also be noted that a significant hedgerow already exists between the new house and community open space that screens the new house from the open space (please see attached photo). We believe that this evergreen screening is adequate to provide the privacy needed for the new home, while still encouraging use of the open space. We look forward to discussing this project further at the hearing, and appreciate your time and consideration of this amendment. Sincerely, Jennifer A. Desautels, P.E. Project Engineer Civil Engineering Land Surveying Landscape Architecture Environmental Services No Text This photo shows the clearing where a home could sit between large mature screening that now exists. �.Ot. T. .a A J —1 GMPhk Scah Feel 30 0 30 Ro 90 120 TIIIS AREA S GF OPEN SPACE NOTES, CONSERVATION OPEN SPACE, (iNCLUDES STORMWATER MANAGEMENT AREAS) LOT 1 = 2e,969 S.F. LOT 2 = 24.297 S.F. LOT = 0S.F. TOTAL CONSERVATION OPEN SPACE =49.296 S.F. OR LI AC. COMMUNRY OPEN SMCE: AMENDED FOR RESIDENTS ONLY NOT PUBLIC USEI LOT I 0 S.F. LOT 2 = 0 S.F. LOT 3 = 17.432 S.F. TOTAL COMMUNITY OPEN SPACE = 17,423 S.F. OR 0.4 AC. TOTAL CONSERVATION E. COMMUNITY OPEN SPACE = 1. ) AC. - 0.4 AC. = 1.5 AC. % OF TOTAL PARCEL = 157.704 S.F./66.719 S.F. =12.3% '1.' ENGINEERING -SURVEY PLANNING• ENVIPONMENTAL ,81 .w.+.an l.•www.iavrcoM, ,•,, RRNeae Ra OEsaMen Ore W u.u�l rn< M1�rawm a .a,m awm .ae<a rw ary dann`ne. � db�o ar, wIm o o< « p <�aatl oaeo m one ea lownq. ,,m<.. na<a a> wcn or mab<a oppro.<a pv o repulolory —Hm a nolec n<oown«ml. mb m<v Fe.< r<I.kw<a M10 c<d<e me erawmpz, ab alned all nec<� ary p<rmXz. code game.i-O.— meWbngWInoIImraHd /dme E.,,— antl In< ArcM<cl, w dam yepMy coeralnal<a mcwbnq. pW Nana —~Iwnkpi wplW mm<., ono em<, p<m�<b p<.mm Id �omno xonne n. owns ono 11—.I, ow aa<lor 11-1 tl<op„ era ocalbn el puldlnpa .hewn. in tlinp an oreo m<azuweo Me (5) IM wountl ony punelnp antl ceabnpnnq nnb ulnnv cennecnenz mown on mew pans. c�MreNElonz. edwe pbnc gbnz me mml n anzfxade.MA wmgv ontl cooks m«Nl. I-- py rCE o ecns eaclpzvre poperry. Iy a eY ZFap p<Meupnl la me anermon d reE Immeelbeka bNRY to emve Mz copY coraalm m<mo.lewr<n� wwnE.n.marm d<a.«anmal reE For Local Permitting Only Synergy Development, LLC 7 Chaplin Lane South Burlington, Vermont «,mr Sketch Plan LOT 3 REDEVELOPMENT qb< 9ro 16 Scak' ' 3V hgecl Numbn. 14g37 Urewn Rv. _ RMP eK I C2-Ol E Lindsey Britt From: Andrew Gill <andrewgilI10@gmail.com> Sent: Thursday, December 22, 2016 10:14 AM To: Lindsey Britt Cc: ray; Jennifer Desautels Subject: Re: Synergy update Hi Lindsey, Can we please request a continuance to the January 17th hearing, and we will submit updated information by January 6th. We will arrange to drop off a check for the fee, or will put it in the mail to your attention. Thank you for your continued assistance with this project. Best, 10.1 M CITY OF SOUTH BURLINGTON CERTIFICATE OF SERVICE I hereby certify that on this 16 day of Nov , 2016 , a copy of the foregoing public notice for Sketch Plan [type of application] 4 SD-16-31 [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) See attached subsequent list Dated at S. Burl. [town/city], Vermo , his 16 ,d,y of Nov. , 2016 Printed Name: Phone number and email. ndrewgi1110@gmail.com 802 734 2796 Signature: Date: 11 /16/16 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 1330-00002 1640-01720 Louis Farrell Carolyn Long Rev. Trust 2 Pheasant Way 1720 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 1330-00004 1640-01725 Patrick and Mary Mahoney Trust 1741 Properties, LLC. 4 Pheasant Way 9539 North Highway 3 South Burlington, VT 05403 Fort Jones, CA 96032 1330-00006 1640-01730 Whitney Calkins Littleton and Carolyn Long 6 Pheasant Way 1720 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 1330-00008 1783-00099 Jason and Caroline Lyon Brian and Cynthia Shuman 8 Pheasant Way 99 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 1330-00010 1783-00133 Steven Lidofsky and Elizabeth Barfod Allyson Downing 10 Pheasant Way 133 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 0770-00011 1783-00070 Michael and Ellen Albertson Joseph and Susan Mack 11 Harbor Ridge Rd. 54 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 0770-00015 1640-01751 Antoinette Rice Trust Kenneth and Monica McFarland 15 Harbor Ridge Rd. 1751 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 0770-00017 Sam Swanson 17 Harbor Ridge Rd. South Burlington, VT 05403 TO: South Burlington property owners SUBJECT: Application before the Development Review Board for an abutting property The enclosed Development Review Board public notice or agenda is being sent to you because you have been identified as an abutting landowner to a proposed land development listed on the attachment. The distribution of this information to the abutting landowners is required by state law. You are encouraged to attend and participate in the public hearing as participation in the local proceeding is a prerequisite to the right to take any subsequent appeal. Should you have any questions about the proposal, or wish to view the submittals, please contact the South Burlington Department of Planning & Zoning. They can be reached at (802) 846-4106 or at City of South Burlington, Department of Planning & Zoning, 575 Dorset Street, South Burlington, VT 05403. Approved for Distribution by South Burlington Department of Planning & Zoning �� southburlington PLANNING & ZONING AGENDA South Burlington Development Review Board City Hall Conference Room, 575 Dorset Street,, South Burlington, VT Tuesday, December 6, 2016 7:00 p.m. 1. Additions, deletions, or changes in order of agenda items. 2. Comments and questions from the public not related to the agenda. 3. Announcements 4. Continued sketch plan application #SD7I6-14 of Eastern Development Corp. to develop a 12 unit planned unit development on 21.8 acres consisting of six (6) two-family dwellings, 150 Swift Street. 5. Sketch plan application #SD-16-31 of Synergy Development, LLC to amend a previously approved planned unit development consisting of three (3) singlefarnily dwellings on three (3) lots. The amendment consists of adding one (1) single family dwelling to lot #3, 7 Chaplin Lane. 6. Preliminary & final plat application #SD-16-32 of Lewis Real Estate to amend a planned unit development consisting of six (6) commercial buildings with a total of 27,323 sq. ft. The amendment consists of constructing a 1,800`sq. ft. building for retail use, 1233 Shelburne Road. 7. Conditional use application #CU-16-09 of lain Hoefle to allow a 572 sq. ft. attached garage addition to encroach 21 feet into the required 30 foot front yard setback requirement, 75 Davis Parkway. 8. Re -opened preliminary plat application #SD-16-18 of The Snyder Group, Inc. for a planned unit development on 26.15 acres developed with two (2) single family dwellings. The project consists of: 1) razing one (1) single family dwelling, 2) constructing 18 single family dwellings, 3) constructing three (3) 3-unit multi-familydwellings, and 4) constructing ten (10) 2-family dwellings, 1302, 1340, & 1350 Spear Street. 9. Master plan application #MP-16-02 of The Snyder Group, Inc. for a planned unit development on 26.15 acres developed with two (2) single family dwellings. The project consists of: 1) razing one (1) single family dwelling, 2) constructing 18 single family dwellings, 3) constructing three (3) 3-unit multi -family dwellings, and 4) constructing ten (10) 2-family dwellings, 1302, 1340, & 1350 Spear Street. 10. Minutes of August 2, & November 15, 2016. 11. Other business. Respectfully Submitted, 4 7—v�c' Raymond J. Belair Administrative Officer Copies of the applications are available for public inspection at the South Burlington City Hall. Participation in the local proceeding is a prerequisite to the right to take any subsequent appeal. South Burlington Development Review Board Meeting Participation Guidelines The Development Review Board (DRB) presents these guidelines for the public attending Development Review Board meetings to insure that everyone has a chance to speak and that meetings proceed smoothly. The DRB is a Quasi -Judicial Board that oversees the approval of development projects within the City. It is made up of citizens appointed by the City Council. The role of the DRB is to hear and review applications for development under the applicable regulations. The DRB can only approve applications that comply with the applicable bylaw or state law, and the board can only levy conditions that are permitted under the bylaw. By the same token, if a project meets the applicable bylaw criteria, the DRB is bound by law to grant the approval. 1. The Board asks that all participants at meetings be respectful of Board members, staff, applicants and other members of the public present at the meeting. 2. Initial discussion on an agenda item will generally be conducted by the Board and the applicant. As this is our opportunity to engage with the subject, we would like to hear from all Board members first. After the Board members have discussed an item, the Chair Wit open up the floor for public comment. Please raise your hand to be recognized to speak and the Chair will try to call on each participant in sequence. 3. Once recognized by the Chair, please identify yourself to the Board. 4. If the Board suggests time limits, please respect them. Time limits will be used when they can aid in making sure everyone is heard and sufficient time is available for Board to hear all items on the agenda. 5. Side conversations between audience members should be kept to an absolute minimum. The hallway outside the Community. Room is available should people wish to chat more fully. 6. Please address the Chair. Please do not address other audience members or staff or presenters and please do not interrupt others when they are speaking. The Chair will direct responses from applicable people as needed. 7. Make every effort not to repeat the points made by others and keep your comments germane to the issue before the board. 8. The Chair will make reasonable efforts to allow everyone who is interested in participating to speak once before speakers address the Board for a second time. 9. Comments may be submitted before or during the course of a single or multi -meeting public hearing to the Planning and Zoning Department. All comments should identify what application the correspondence is in reference to. All written comments will be circulated to the DRB and kept as part of the official records of meetings. Comments must include your first and last name and a contact (e-mail, phone, address) to be included in the record. 10. Please note that once a public hearing has been closed by the DRB, no further comments can be accepted, in accordance with state law. W ROW south -- ,. ligton PLANNING & ZONING Permit Number SD- - �;7 / (office use only) APPLICATION FOR SUBDIVISION SKETCH PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. For amendments, please provide pertinent information only. 1) OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax#) Synergy Development, LLC 2) LOCATION OF LAST RECORDED DEED(S) (Book and page #) Bk 942 Pg 45 3) APPLICANT (Name, mailing address, phone and fax #) Synergy Development, LLC 4) APPLICANT'S LEGAL INTEREST IN THE PROPERTY (fee simple, option, etc.) Fee Simple. 5) CONTACT PERSON (Name, mailing address, phone and fax #) Andrew Gill; 120 Peeper Pond Lane, Shelburne, VT 05482 5a) CONTACT EMAIL ADDRESS andrewgi1110@ mail.com C �i� 6) PROJECT STREET ADDRESS: uth Burlington 7) TAX PARCEL ID # (can be obtained at Assessor's Office)1640-01741 8) PROJECT DESCRIPTION a) General project description (explain what you want approval for): See attached 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com b) Existing Uses on Property (including description and size of each separate use) See attached c) Proposed Uses on property (include description and size of each new use and existing uses to remain) See attached d) Total building square footage on property (proposed buildings and existing buildings to remain) See attached e) Proposed height of building (if applicable) See attached f) Number of residential units (if applicable, new units and existing units to remain) Four units g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable) See attached 9) LOT COVERAGE a) Building: Existing>15 % b) Overall (building, parking, outside storage, etc) Existing >25 % c) Front yard (along each street) Existing N.A. % Proposed >15 % Proposed >25 % Proposed N.A % 10) TYPE OF EXISTING OR PROPOSED ENCUMBRANCES ON PROPERTY (easements, covenants, leases, rights of way, etc.) See attaehted 11) PROPOSED EXTENSION, RELOCATION, OR MODIFICATION OF MUNICIPAL FACILITIES (sanitary sewer, water supply, streets, storm drainage, etc.) See attached 2 Sketch Plan Application Form. Rev. 12-2011 12) ESTIMATED PROJECT COMPLETION DATE. Spring 2017 13) PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (I I" x 17"), and one digital (PDF-format) copy of the plans must be submitted. The application fee shall be paid the City at the time of submitting the application. See the City fee schedule for details. 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 applicat' n has been submitted and is accurate to the best of my knowledge. r f C SIGNAT OF APrPLICAN i , ATURE OF PROPERTY Do not write below this line DATE OF SUBMISSION: 17 / / �� 0 I have reviewed this sketch plan application and find it to be: Complete n plete leg The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Sketch Plan Application Form. Rev. 12-2011 E VIA HAND -DELIVERY October 7, 2016 To: South Burlington Development Review Board C/O Mr. Raymond Belair, Administrative Officer South Burlington Planning and Zoning 575 Dorset Street South Burlington, VT 05403 From: Synergy Development, LLC 151 Murphy Road Charlotte, VT 05445 Re: Amendment Request #SD-14-38 Chaplin Lane Planned Unit Development Dear Development Review Board, On February 5, 2015, the South Burlington Development Review Board issued Permit # SD- 14-38 granting a Planned Unit Development to subdivide a 3.62 acre parcel developed with a single family dwelling into three (3) lots, ranging in size from .75 acres to 2.12 acres, at 1741 Spear Street (the "Original PUD"). Today, Synergy Development LLC, (the "Applicant"), is requesting an amendment to the PUD, consisting of either (i) the addition of a second stand-alone single family structure on Lot 3; or, preferably (ii) the subdivision of Lot 3, creating an additional lot to accommodate such structure, located in the approximate location shown at the Sketch Plan, attached at Exhibit A (the "Project"). A City of South Burlington Sketch Plan Application is attached at Exhibit B. The Applicant prefers the creation of a standalone lot, and is requesting waivers from the Board to achieve such. If the Board is unwilling or unable to issue such waivers, the Applicant would default to the request for a second primary structure on a single lot, which is what is shown at Exhibit A. If the Board is willing to issue such waivers, the Applicant will prepare an alternate Sketch Plan showing that scenario. It is noteworthy that in our application for the Original PUD, staff notes indicated they did not feel the waivers requested could be issued. This statement was not fully analyzed at that time by the Applicant, who is pursuing a more detailed analysis of this issue at this time. Below an argument to the contrary is presented in detail by Applicant, supported by common-sense and applicable Vermont case law for the Board to review. ' One of the many benefits of separate lots is that it opens more finance options for purchasers. The existing home is a lower cost home that is of great value to the City and first time home buyers. Avoiding the creation of a condo lot will enable the existing home to be bought more easily by those in subsidized loan programs that only require 0%- 5% down payments. 2 At the Sketch Plan level, this application seeks largely to confirm the threshold issue of whether the Board is willing and able to grant an additional lot in this project, or if the Board prefers an alternate path where a second structure is built on one lot, and no waivers are required. To this end, the Applicant has not spent time proving out stormwater or wastewater issues, or discussing compliance with Section 15.18 of the regulations. Given the use proposed (construction of a single family home on a 2.12 acre existing lot), the Applicant does not anticipate these issues will be overly complicated or limiting. Rather it wishes to resolve the larger issue of the form the development will take, and evaluate the project's compliance with PUD criteria at a subsequent hearing. I. Dimensional and District Requirements: Location: The Project is located at 1741 Spear Street, South Burlington. This is just south of Overlook Park, and North of Allen Road, in what is currently defined as the Southwest Quadrant of the City by the 2016 Comprehensive Plan (the "Comprehensive Plan") This location was defined by the former South Burlington Comprehensive Plan (in place prior to February of this year and at the time of the Regulations being written (the "Former Comprehensive Plan") as the "City's Core Area." The PUD approved consisted of the construction of a new road, Chaplin Lane, which now serves as the access for the existing single family home on Lot 3, (the "Existing Home"), as well as the two approved building lots in the back of the parcel. 2. Zoning District: The PUD is located in two zoning districts, the back lot (Lotl) is almost entirely in the R2 Zoning District (and is when the line is moved 50 feet as allowed by the Regulations) and the front two lots are in the R1 Zoning District. The zoning district boundary is shown on the sketch plan, attached as Exhibit A. 3. Density: The PUD approved two building lots in addition to the Existing Home. However, the PUD was able to construct both new lots on only 1.5 acres of land. This is due to the fact that Lot 1 is located entirely in the R2 district, and so only .5 acres of land was required for that lot. Lot 2 is located in the RI district, and 1 acre of land is associated with that lot. This leaves 2.12 acres of land associated with Lot 3. Lot 3 is located entirely in the R1 district, and given its size of 2.12 acres, it has the necessary density for construction of an additional dwelling unit, or the creation of two 1.06 acre lots. 4. Coverage: Total site coverage is well below the thresholds set for the RI and R2 districts, and is not anticipated to be a concern. Setbacks: The structure proposed and shown at Exhibit A will comply with all necessary setback requirements. 6. Height: No height waivers are requested, and the home proposed will comply with the height maximums for the R1 district. IL Alternative Methods for Review and Development: With the background for the Project outlined, the Applicant wishes to discuss the core issue of this Sketch Plan application. What is the best method for developing the additional density on Lot 3, in accordance with the goals of the Regulations and the Comprehensive Plan? There are three options for development for review by the Board: 1. Removal of Existing Home and Construction of a Duplex: This is the by -right development available to the Applicant with only minimal review by the Zoning Administrator. The lot has density for a two -unit structure, and with the removal of the existing structure, a new duplex could be built on the front lot. While this is perhaps the easiest option to permit, this is not a desirable solution for the Applicant or the City. Much of the City's Comprehensive Plan discusses the value of older, lower cost segment and "affordable" homes to the South Burlington community, and the existing home on Lot 3 is exactly that. Currently, the excess land associated with that home creates a situation where the land is worth more than the home itself. Selling two duplexes for $400,000 each is much more profitable than selling one home for $250,000. Absent the Applicant's ability to work within the PUD review process to create a separate ownership unit that makes use of the excess density, it is difficult to find a path that allows the existing lower cost home to remain on the land, while generating a suitable return for the owner at sale. Generally, the Applicant and the Board likely agree that a duplex is not the most desirable outcome for this piece of land, and given this, it is not requested here. The Applicant is seeking a PUD review, to avoid the removal of the existing affordable home, and the Applicant believes that this goal, which is integral to the Comprehensive Plan of the City, is a valid reason for the Board to move forward with PUD review. 2. Permitting of a Second Stand Alone Home within a PUD and Sale of Each Home As A Condominium or Footprint Lot: If we accept the premise above that it is the City's interest as outlined in numerous locations in its Comprehensive Plan to protect lower cost segment homes, then we would look for a way to use the density on the parcel, while also preserving the existing home. There is a way to do this in PUD review without any waivers from the Board. Essentially, the Applicant would propose to construct a second structure on Lot 3, at the approximate location shown at Exhibit A. This structure would make use of the existing driveway, and would be located in a strategic location on the lot, where there is a very private clearing surrounded by cedar trees. Photos of this perfect home location are attached at Exhibit C. As in the Original PUD, Applicant would propose a very tight building envelope, as well as tree protection for the mature trees surrounding the home. 4 The Applicant believes this would be of value to the lot, as its mature trees add to its character. In order to allow for this particular development, the Board must review the Project according to Section 15 of the Regulations, as the second principal structure on a single lot would be required to be a PUD, filing condominium documents, etc. The Applicant believes that the Board should conduct the review according to the PUD provision of the Regulations for several reasons: A. The Project is proposing to amend an existing PUD and therefore is already within the PUD review process. B. The development proposed is providing for the retention of a lower cost segment home located in a central part of South Burlington, in furtherance of the goals of the Comprehensive Plan. C. The development proposed is seeking to make use of available density through an innovative development technique which is a condominium that is participating in an existing PUD, including common green space. D. The development proposed is seeking the efficient use of land, which is specified as the "Purpose" of the PUD review process at Section 15.01, by seeking to build a unit on land that is zoned for more density, while preserving an existing unit on the front of the lot. E. The development proposed is seeking to permit "infill development in the City's Core Area," which is specified as the "Purpose," of the PUD review process at Section 15.01. This project is the definition of infill, as it is making use of a road that is built, as well as extensive City utility infrastructure already in place at the location proposed for the new home. F. The lot is over 2 acres in size, and therefore qualifies for elective PUD review, per the requirements of Section 15.02(C). For all the reasons listed above, the Applicant believes that the Project qualifies for PUD review, and that the permitting of a second structure is desirable for the City. The Applicant believes that within a PUD, a second principal structure can be permitted on Lot 3 without additional waivers from the Board, in compliance with the Regulations.2 3. Permitting of a Fourth Building Lot Within a PUD with Necessary Waivers Granted by the Board. At this point, the Board may be asking why the Applicant does not just propose a fourth lot, since it would be much cleaner and easier than a complicated condominium with two structures on one lot. The Applicant agrees. 2 As noted in this Application, a zoning restriction exists that limits the number of lots in the Original PUD to three. However, no restrictions exist that limit the number of single-family structures to be three. The Regulations at Section 15.12(D)(3) do limit the number of single family homes on a private road to be five, but herein only four are requested. Given this, we believe that no waivers will be required for the permitting of this additional unit on Lot 3. Furthermore, the Applicant wishes to point out for the Board that the creation of a condo structure on Lot 3, would in effect limit the pool of buyers for the existing home to those with requisite 20-25% down payments. The condominium nature of the home forced by the regulations outlined below, effectively removes the home from being able to participate in traditional lending for first time home buyers. Effectively, the home would not be available for 0%-5% down loans guaranteed by federal programs, and so all of those buyers (the exact people who need lower cost homes in South Burlington) would not be able to purchase the home. This would be a direct result of the City not issuing a permit for a separate lot, via the waivers requested below. There are two provisions in the Zoning Regulations which do not allow for the excess land to be separated from the existing home into its own lot, facilitating the Existing Home to be readily available to all purchasers. These provisions are: A. Section 3.05(C): "In order to promote infill development while protecting the character of existing neighborhoods, no lot shall be created without a minimum of SO ft of frontage on a public road in the following districts: R1, RI-LV, R4, and LN. B. Section 3.05(13)(2)(b)(i): "Number of lots and or dwelling units on a private right-of-way. The Development review board shall limit the number of developable lots on a private right-of-way to three (3). " Section 3.05(C) is limiting for the Project because the Project has only approximately 160 feet of frontage on Spear Street, and Chaplin Lane is a private road that does not meet the requirements of this provision. While three lots were allowed because each lot has more than 50' of frontage associated with it on Spear Street, a fourth lot would not be allowed, despite the fact that each lot has hundreds of feet of frontage on the existing private driveway, and the lot is in effect already fully built. If we think about this provisions intent, it seems obvious that the prevention of infill development on an existing private driveway was not the goal. Rather, it seems the intent was likely to prevent back yard lots in existing neighborhoods that compromised the integrity and character of those neighborhoods. In the case of Chaplin Lane, the backyard lots are huge, totaling nearly four acres of land, in an area where lots on long driveways off of Spear Street are the norm and are fairly common. There is no neighborhood character being protected here, and the PUD is identical to its neighbors on Westview Drive. This provision while perhaps good in some instances is in this case simply preventing the common sense development of a 1 acre lot on an existing road with existing utilities. For this reason, we believe that if the authority is available (discussed below), the Board would be correct in waiving this provision of the Regulations to facilitate the Project. Section 3.05(B) is another instance where the regulation is somewhat counterintuitive. rel While Section 3.05B says you can only have three lots on a private right-of-way, you are allowed to have up to five single family homes, or up to nine residential units in a combination of single-family, duplex and multi -family homes. To be clear, you can have 4 duplex structures or 8 units on a private road, but you can't have four lots with one unit per lot. This provision just seems errant. Whether eight families live on their own lots or one lot, you have eight families on a private road. The Applicant is unsure exactly why the number of lots is even relevant. It seems to only prevent the ability of property owners to have their own land and not live in a condominium development, with no benefit to the City that we can discern as the result is identical. In speaking with the Fire Marshall, the Applicant was advised that a duplex and a single family home are no different in terms of the fire protection required, and so fire safety is not the issue. If you can have four duplex structures, you can have four single family structures. Similarly it is often said that the number of people on a private road is a concern due to previous requests to convert private roads to municipal roads. Again, if you are allowing nine condo units, but only three single family homes on private lots, there is potential exposure to nine families, and the Applicant is only proposing four families. Given that there is no discernable difference for the City in having four single family homes on three lots, or four single family homes on four lots (other than an increase in tax revenue as the homes will be worth more unencumbered by a condominium and on their own lots), the Applicant believes the Board would be correct in waiving this provision. The Applicant believes that with the waiver of the provisions listed above, the Board can allow for a logical and simple development on the eligible land served by existing City infrastructure at Chaplin Lane. While both the separate lot and the condominium options presented will result in the construction of a new single family home, the Applicant believes that for all parties it is better if the development can be clean and straightforward, consisting of separate lots, unencumbered by condominium issues which make sale and financing much more difficult. III. Board Waiver Authority: Understanding as noted above the reasons why waiver of these provisions might be justified. The Applicant wishes to outline what it perceives as the Board's authority to issue the requested waivers within a PUD. We believe that the authority is clear, and therefore that it is in the Board's discretion as to how it will proceed. 1. Definition of Planned Unit Development: The definition of Planned Unit Development is listed at Section 2 of the Regulations. It states: One or more parcels of land to be developed as a single entity, the plan,for which may propose any authorized combination of density or intensity transfers or increases, as well as the mixing of land uses. This plan, as authorized, may deviate from bylaw requirements that are otherwise applicable to the area in which it is located with respect to the area density or dimensional requirements, or allowable number of structures and uses per lot as established in any one or more district created under the provisions of these regulations. [emphasis added] Here we see that at its core, the PUD provisions are designed to allow for dimensional requirements and limitations in terms of structures and lot numbers etc., to be relieved by the Board. Fundamentally, the PUD provision is designed to issue common-sense waivers like those requested by the Applicant. 2. Purpose of PUD: The full purpose of the PUD is stated at Section 15.01 as follows: It is the purpose of the provisions for subdivision and Planned Unit Development (PUD) review to provide for relief from the strict dimensional standards for individual lots in these Regulations in order to encourage innovation in design and layout, efficient use of land, and the viability of infill development and re- development in the CiU s Core Area, as defined in the Comprehensive Plan. It is the further purpose of this Article to coordinate site plan, conditional use and subdivision review into a unified process. The Development Review Board shall administer these regulations for the purpose of assuring orderly growth and coordinated development in the City of South Burlington and to assure the comfort, convenience, safety, health and welfare of its citizens. [emphasis added] Here we see that the Applicant's goals, innovative design, efficient use of land, viability of infill development, align with the precise purpose of PUD review as defined by the Regulations. 3. Waiver Authority: The full text of the waiver authority of the Board is listed at Section 15.02, and follows: (3) In conjunction with PUD review, the modi rcation of these Land Development Regulations is permitted subject to the conditions and standards in this Article and other applicable provisions of these Regulations. (4) Notwithstanding section 15.02(A)(3), however, the following standards shall apply to all PUD's (a) 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 the DRB permit the location of a structure not in compliance with Section 15.03(D). (b) 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. (c) In no case shall the DRB permit the location of parking not in compliance with Section 14.06(B)(2)[emphasis added] The Board is granted the authority to modify the Land Development Regulations, with the exception of the items noted above. The Applicant is not requesting modification to any of the items mentioned in this clause as being protected from Board waivers. If the intent of this provision is not to allow the modification of all standards in the regulations, but only to allow the modification of dimensional standards as suggested by Staff in their initial comments during the Original PUD, than why would this clause include caveats that parking may not be waived? The inclusion of things that may not be waived would be totally unnecessary if the provision was not allowing the waiver to begin with. It is clear that the intent was to allow the issuance of waivers, save the items listed. There is simply no other reason for including those three items in this provision. Indeed, there appears to be no other reason for the text of Section 15.02, other than to allow the exact waivers the Applicant is requesting. 4. Analysis of Waiver Authority, PUD Definition and Purpose: As outlined above, the Board is granted at Section 15.02, broad authority to issue waivers. In some cases the Regulations provide further guidance to the Board on how to issue waivers. For instance, Section 3.07 provides guidance on issuance of height waivers. It is noteworthy that Section 15.02 says that modification is permitted subject to this article "and other applicable provisions."[emphasis added]. At Section 3.07 we have another applicable provision discussing specifically the issuance of a height waiver. In that instance, Section 15.02 dictates that those additional provisions control. If there are no additional provisions regarding a waiver, Section 15.02 would control. There is no text in the Regulations that indicates that provisions not discussed in further detail outside of Section 15.02 cannot be waived by the Board. The statement in the regulations is the exact opposite. Anything not mentioned in Section 15.02 can we waived. Indeed, the Applicant did not find specific additional authority or procedures for the issuance of waivers it has seen issued, and it seems the board may issue some waivers currently absent authority beyond what is stated at Section 15.02. For instance, it does not appear anywhere that the Applicant can find in the Regulations that the board has specific authority to exclude rec path coverage from site coverage calculations, but the board did just that in the Rye Meadows Master Plan decision it issued. If there is a clear standard written about what can be waived and why Section 15.02 does not mean what it says, the Applicant would request it be presented. If the interpretation of the Regulations is that only waivers explicitly authorized in other parts of the regulations (not Section 15.02) can be issued than the Applicant seeks further clarification as to why Section 15.02 is in the Regulations, and why are the three items that cannot be waived, enumerated at Section 15.02? 9 The rules regarding interpretation of zoning regulations, as enforced by the courts are for strict interpretation, where full meaning is given to every word of the text. The Vermont Supreme Court has ruled: "zoning ordinances are to be strictly construed in view of the fact that they are in derogation of common law property rights ... and when exemptions appear in favor of the property owner, the exemptions shall be construed in favor of the owner. 0 The Court has further ruled that zoning regulations "may not be extended by implication."4 Finally, the Court has ruled that "any ambiguity or uncertainty must be decided in favor of the property owner." 5 Given this clear case law and the facial text of Section 15.02, the Applicant cannot understand an argument that authority to issue such waivers does not exist. The Applicant has reviewed the regulations, and nowhere in the body of the Regulations does it say that Section 3.05(B)-(C) cannot be waived as requested. Given this, the Applicant contends that if the Board feels the waiver of said provisions will improve the development and further the goals of the City, the waiver can be issued further to Section 15.02 which states the modification of the regulations is permitted, save a few parts, of which Section 3.05 is not one. Of course, this is a decision for the Board to make, and if in its wisdom the Board decides they do not want to issue the waiver, then that is the end. Only the Board can decide what waivers they will or will not issue, in their sole discretion. This is why the Board should not be concerned with precedent here, as waivers do not set precedent due to their discretionary nature. IV. Conclusion: As outlined above, there are three tracks that development of Lot 3 in the existing PUD can proceed upon. The first track removing the existing home is in the Applicant's opinion undesirable and would result in the loss of a good and saleable home that could be purchased affordably by many families in the City. The second track can proceed within PUD review with the Boards approval, but will result in a complex development structure where homeowners are forced to be part of an association with their neighbor, sharing ownership of an underlying lot, and purchasing only a s Glabach v Sardelli, 132 Vt. 490, 494, 321 A.2d 1 (1974) (emphasis added); accord In re Shearer Variance, 156 Vt. 641, 588 A.2d 1058 (1990) (mem.); Town of Westford v Kilburn, 131 Vt. 120, 126, 300 A.2d 523 (1973); City of Rutland v Keiffer, 124 Vt. 357, 360, 205 A.2d 400 (1964); see also In re Male, 151 Vt. 580, 584, 563 A.2d (1989). 4 Murphy Motor Sales v First Nat'l Bank, 122 Vt. 121, 123-24, 165 A.2d 341 (1960) (citations omitted). s Id. at 124 (citations omitted). 10 condominium home, such that they do not individually own the land under them. This ownership scenario would make financing much more difficult for lower income buyers of the existing home, and would complicate things for no real purpose, other than adherence to two provisions of the Regulations that seemingly have little application or benefit in this particular scenario. The third track would see the Board using its full authority within the context of a PUD to create a clean and efficient development where a new lot could be created on a road that is already built, and an existing home could be preserved at a lower price point. This track will no doubt receive the most scrutiny, however this is the track the Applicant is hoping the Board will take because it is better for the Applicant, the City, and the future owners of the land and home. The Applicant would be happy to provide a legal opinion from its attorney if requested by the Board, and would hope that if the Board can conclude these waivers are within their authority, that such waivers would be issued. As these threshold issues will very much influence future applications, we have not discussed particular compliance with Section 15.18. Once this issue is reviewed by the Board, we can continue the hearing and provide supplemental information on compliance with particular review standards as needed. We appreciate your fair and comprehensive review of the issues presented, and look forward to our conversation. Sincerely, C C.I'ndrew Gill, Partner Enclosure d l� ENGINEERING -SURVEY PROJECT LOCAipN 1 1 '/Q c di 0 •� . LOTS j, 1 rra..r+rr LOT, • II � I \ � � � - � i � 11 For Local Permitting Only - i O I� L ° tom. - e - Li' ---- -- - - --- — I Synergy Development, LLC - `• 0 zoNn e.ftoro. v««wol OPEN SPACE NOTES: Sketch Plan LOT 3 REDEVELOPMENT TWIC w�.<E<.. • v.mz..aE...c ore<v.CE "r V2- O View from back yard of existing home looking toward building site. 3, x Building site not visible due to thick trees to'",,,:; s r ?« .x remain. f 4 y t t'.'t Ps +� + ,�, '�.` rL K� t r�•v..R#�li�.;G .b'..,, .� *�S, 4+i �• No Text No Text n ryL'i.I,... Jb" i 4x Y. 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WGvGtF3.6fi1.fSGPSMT.tiri��rra� ' `-X Gcw'tii F&CtbCiwTr� Se: P{�CY�SrFi� 1 rear '! i.x:�m �++wtiras NRPOf@ CP MMURW Cr Of arnaaov W" MW or 9C COY or Now 9S1916 UM YG an 4[' Car or IOt 50"Cr M Rt WK.W.", M6 (�M.r f, ct0 N`a�l.ww. ////// pYs Af MvdY,.a ,li fi rp. Subdivision Plot 1741 PROPERTIES, LLC 1741 Sp— Sh-1 nwa,r SONS evgr.gton' Vc ' W - inaattir' C14i . . V IJRMO V 1 State of Vermont Department of Environmental Conservation Drinking Water and Groundwater Protection Division Essex Regional Office ill West Street Essex Junction, VT 05452-4695 www.septic.,A.gov February 24, 2015 Synergy Development, LLC c/o Jason Pidgeon 151 Murphy Road Charlotte VT 05445 Agency of Natural Resources [Phone] 802-879-5656 [fax] 802-879-3871 RE: WW-4-4296-1, amend WW-4-4296 for a three lot subdivision; Lot #3 with an existing single family residence and Lots i and 2 each for a proposed single family residence located at 1741 Spear Street in South Burlington, Vermont. Dear Applicant: We received your completed application for the above -referenced project on February 20, 2015, including a fee Of $580.00 paid by check #522. Under the performance standards for this program, we will have a maximum Of 45 days of "in-house" time to review your application. If we require further information from you to make a decision, the time until we receive it is not included in the in-house performance standards. If you have any questions about the review process, or if you have not received a decision on your application within the 45 in-house days, please contact this office. We have forwarded the information contained in your application to the Information Specialist for this region. A Project Review Sheet will be sent to you indicating other state agencies and departments you should contact regarding additional permits or approvals you may need under their programs. If you have not already done so, you should also check with town officials about any necessary town permits. If you submitted your application electronically through eDEC, your consultant will need to upload any revisions and send an email to Ernestine Chevrier and the reviewer notifying us that you have resubmitted information. This email should reference both the eDEC number and the WW number for the project. For the Drinking Water and Groundwater Protection Division Ernestine Chevrier Regional Office Coordinator cc: South Burlington Planning Commission Jennifer Desautels/Trudell Consulting Engineers Regional Offices - Barre/Essex Jct./Rutland/Springfield/St. Johnsbury VERMONT State of Vermont Department of Environmental Conservation Agency of Natural Resources Drinking Water and Groundwater Protection Division WASTEWATER SYSTEM AND POTABLE WATER SUPPLY PERMIT LAWS/REGULATIONS INVOLVED io V.S.A. Chapter 64, Potable Water Supply and Wastewater System Permit Wastewater System and Potable Water Supply Rules, Effective September 29, 2007 Chapter 21, Water Supply Rules, Effective December 1, 2010 Landowner(s): Synergy Development, LLC c/o Jason Pidgeon 151 Murphy Road Charlotte VT 05445 Permit Number: WW-4-4296-lR PIN: F 114-0319 This permit affects property identified as Town Tax Parcel ID # South Burlington: 1540-01741 referenced in a deed recorded in Book 942 Page(s) 45 of the Land Records in South Burlington, Vermont. This project, consisting of amending Permit # WW-4-4296 for a three lot subdivision; Lot 1 being 0.75 acres for a five bedroom single family residence, Lot 2 being o.75 acres for a five bedroom single family residence, and Lot 3 with an existing three bedroom single family residence, construction of new water services and wastewater collection system, served by municipal water supply services and municipal wastewater disposal services located on 1741 Spear Street in South Burlington, Vermont, is hereby approved under the requirements of the regulations named above subject to the following conditions. 1.GENERAL 1.1 The project shall be completed as shown on the following plans and/or documents prepared by Jennifer Desautels, P.E. of Trudell Consulting Engineers, with the stamped plans listed as follows: Sheet Number Title Plan Date Plan Revision Date C1-00 Legend and Notes 12/12/2014 C2-01 Site Plan 12/12/2014 3/5/2015 C6-o1 Sewer Forcemain & Water Service Profile 2/13/2015 C8-ol Sanitary Details 12/12/2014 2/12/2015 C8-02 Water Details 12/12/2014 2/12/2015 1.2 This permit does not relieve the landowner from obtaining all other approvals and permits PRIOR to construction including, but not limited to, those that may be required from the Act 25o District Environmental Commission; the Drinking Water and Groundwater Protection Division; the Watershed Management Division; the Division of Fire Safety; the Vermont Department of Health; the Family Services Division; other State departments; or local officials. 1.3 The conditions of this permit shall run with the land and will be binding upon and enforceable against the landowner and all assigns and successors in interest. The landowner shall record and index this permit in the South Burlington Land Records within thirty, (3o) days of issuance of this permit and prior to the conveyance of any lot subject to the jurisdiction of this permit. 1.4 The landowner shall record and index all required installation certifications and other documents that are required to be filed under these Rules or under a specific permit condition in the South Burlington Land Records and ensure that copies of all certifications are sent to the Secretary. 1.5 No permit issued by the Secretary shall be valid for a substantially completed potable water supply and wastewater system until the Secretary receives a signed and dated certification from a Vermont Licensed Designer (or where allowed, the installer) that states: `I hereby certify that, in the exercise of my reasonable professional judgment, the installation -related information submitted is true and correct and the potable water supply and wastewater system were Regional Offices - Barre/EssexJct./Rutland/Springfield/St. Johnsbury Wastewater System and Potable Water S Yy Permit WW74-4296-iR J Page 2 of 3 installed in accordance with the permitted design and all the permit conditions, were inspected, were properly tested, and have successfully met those performance tests", or which otherwise satisfies the'requirements of §1-3o8 and §1-911 of the referenced rules. 1.6 All conditions set forth in Permit Number WW-4-4296 and WW-4-4296-1 shall remain in effect except as amended or modified herein. This project is approved for the three lot subdivision and the construction of a five bedroom single family residence on Lot i and Lot 2, and the existing three bedroom single family residence on Lot 3, the construction of the water service lines and wastewater collection system connecting to municipal services. 1.7 Construction of additional nonexempt buildings, including commercial and residential buildings, is not allowed without prior review and approval by the Drinking Water and Groundwater Protection Division and such approval will not be granted unless the proposal conforms to the applicable laws and regulations. No construction is allowed that will cause non-compliance with an existing permit. 1.8 Each purchaser of any portion of the project shall be shown a copy of the Wastewater System and Potable Water Supply Permit and the stamped plan(s), if applicable, prior to conveyance of any portion of the project to that purchaser. 1.9 By acceptance of this permit, the landowner agrees to allow representatives of the State of Vermont access to the property covered by the permit, at reasonable times, for the purpose of ascertaining compliance with the Vermont environmental and health statutes and regulations, and permit conditions. 1.10 Any person aggrieved by this permit may appeal to the Environmental Court within 3o days of the date of issuance of this permit in accordance with 10 V.S.A. Chapter 22o and the Vermont Rules of Environmental Court Proceedings. 2MATER SUPPLY 2.1 The components of the potable water supply herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who shall, upon completion and prior to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition #1.5 herein. 2.2 Lots 1 and 2 are approved for connection to the water supply system owned by the City of South Burlington (VTo005092) for a maximum of 1350 gallons of water per day. 2.3 Lot 3 is approved with the existing connection to the water supply system owned by the City of South Burlington (VT0005092) for a maximum of 450 gallons of water per day. 2.4 The landowner shall install and maintain backflow prevention devices that conform to Vermont Department of Public Safety standards and NFPA 13 for any connection of a sprinkler fire suppression system to a public drinking water system. 2.5 This permit is based, in part, on a municipal approval for connection to their water distribution system. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. 3.WASTEWATER DISPOSAL 3.1 The components of the sanitary wastewater system herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who shall, upon completion and prior to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition #1.5 herein. 3.2 Lots 1 and 2 are approved for connection to the City of South Burlington wastewater treatment facility as depicted on the plan(s) stamped by the Drinking Water and Groundwater Protection Division. Each lot is approved for a maximum of 210 gallons of wastewater per day. 3.3 Lot 3 is approved with the existing connection to the City of South Burlington wastewater treatment facility for a maximum of 210 gallons of wastewater per day. 3.4 This permit is based, in part, on a municipal approval for connection to their wastewater treatment facility. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the Wastewater System and Potable Water c ►ly Permit WW.4-4296-iR P Page 3 of3 municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required if the project is served by the municipal wastewater collection system. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. David K. Mears, Commissioner Department of Environmental Conservation Dated March 13, 2015 Jessa ne Wyman, Regio 1 Engineer Essex Regional Office Drinking Water and Groundwater Protection Division cc South Burlington Planning Commission Jennifer Desautels VERMONT State of Vermont Department of Environmental Conservation Agency of Natural Resources Drinking Water and Groundwater Protection Division WASTEWATER SYSTEM AND POTABLE WATER SUPPLY PERMIT LAWS/REGULATIONS INVOLVED to V.S.A. Chapter 64, Potable Water Supply and Wastewater System Permit Wastewater System and Potable Water Supply Rules, Effective September 29, 2007 Chapter 21, Water Supply Rules, Effective December 1, 2010 Landowner(s): Synergy Development, LLC Permit Number: WW-4-4296-i c/o Jason Pidgeon PIN: EJ14-0319 151 Murphy Road Charlotte VT 05445 This permit affects property identified as Town Tax Parcel ID # South Burlington: 1540-01741 referenced in a deed recorded in Book 942 Page(s) 45 of the Land Records in South Burlington, Vermont. This project, consisting of amending Permit # WW-4-4296 for a three lot subdivision; Lot 1 being 0.75 acres for a five bedroom single family residence, Lot 2 being o.75 acres for a five bedroom single family residence, and Lot 3 with an existing three bedroom single family residence, construction of new water services and wastewater collection system, served by municipal water supply services and municipal wastewater disposal services located on 1741 Spear Street in South Burlington, Vermont, is hereby approved under the requirements of the regulations named above subject to the following conditions. i. GENERAL 1.1 The project shall be completed as shown on the following plans and/or documents prepared by Jennifer Desautels, P.E. of Trudell Consulting Engineers, with the stamped plans listed as follows: Sheet Number Title Plan Date Plan Revision Date C1-00 Legend and Notes 12/12/2014 C2-01 Site Plan 12/12/2014 3/5/2015 C6-o1 Sewer Forcemain & Water Service Profile 2/13/2015 C8-oi Sanitary Details 12/12/2014 2/12/2015 C8-02 Water Details 12/12/2014 2/12/2015 1.2 This permit does not relieve the landowner from obtaining all other approvals and permits PRIOR to construction including, but not limited to, those that may be required from the Act 25o District Environmental Commission; the Drinking Water and Groundwater Protection Division; the Watershed Management Division; the Division of Fire Safety; the Vermont Department of Health; the Family Services Division; other State departments; or local officials. 1.3 The conditions of this permit shall run with the land and will be binding upon and enforceable against the landowner and all assigns and successors in interest. The landowner shall record and index this permit in the South Burlington Land Records within thirty, (3o) days of issuance of this permit and prior to the conveyance of any lot subject to the jurisdiction of this permit. 1.4 The landowner shall record and index all required installation certifications and other documents that are required to be filed under these Rules or under a specific permit condition in the South Burlington Land Records and ensure that copies of all certifications are sent to the Secretary. 1.5 No permit issued by the Secretary shall be valid for a substantially completed potable water supply and wastewater system until the Secretary receives a signed and dated certification from a Vermont Licensed Designer (or where allowed, the installer) that states: `I hereby certify that, in the exercise of my reasonable professional judgment, the installation -related information submitted is true and correct and the potable water supply and wastewater system were A Regional Offices — Barre/Essex Jct./Rutland/Springfield/St. Johnsbury Waste4ater System and Potable Water.' ,ly Permit ) ` WW-4-4296-1 Page 2 of 3 installed in accordance with the permitted design and all the permit conditions, were inspected, were properly tested, and have successfully met those performance tests", or which otherwise satisfies the requirements of §1-3o8 and §i-9ii of the referenced rules. 1.6 All conditions set forth in Permit Number WW-4-4296 shall remain in effect except as amended or modified herein. This project is approved for the three lot subdivision and the construction of a five bedroom single family residence on Lot 1 and Lot 2, and the existing three bedroom single family residence on Lot 3, the construction of the water service lines and wastewater collection system connecting to municipal services. 1.7 Construction of additional nonexempt buildings, including commercial and residential buildings, is not allowed without prior review and approval by the Drinking Water and Groundwater Protection Division and such approval will not be granted unless the proposal conforms to the applicable laws and regulations. No construction is allowed that will cause non-compliance with an existing permit. 1.8 Each purchaser of any portion of the project shall be shown a copy of the Wastewater System and Potable Water Supply Permit and the stamped plan(s), if applicable, prior to conveyance of any portion of the project to that purchaser. 1.9 By acceptance of this permit, the landowner agrees to allow representatives of the State of Vermont access to the property covered by the permit, at reasonable times, for the purpose of ascertaining compliance with the Vermont environmental and health statutes and regulations, and permit conditions. 1.10 Any person aggrieved by this permit may appeal to the Environmental Court within 3o days of the date of issuance of this permit in accordance with 10 V.S.A. Chapter 22o and the Vermont Rules of Environmental Court Proceedings. 2.WATER SUPPLY 2.1 The components of the potable water supply herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who shall, upon completion and prior to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition # 1.5 herein. 2.2 Lots 1 and 2 are approved for connection to the water supply system owned by the City of South Burlington (VT0005092) for a maximum of 1350 gallons of water per day. 2.3 Lot 3 is approved with the existing connection to the water supply system owned by the City of South Burlington (VToo05O92) for a maximum of 450 gallons of water per day. 2.4 The landowner shall install and maintain backflow prevention devices that conform to Vermont Department of Public Safety standards and NFPA 13 for any connection of a sprinkler fire suppression system to a public drinking water system. 2.5 This permit is based, in part, on a municipal approval for connection to their water distribution system. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. 3.WASTEWATER DISPOSAL 3.1 The components of the sanitary wastewater system herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who. shall, upon completion and prior to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition #1.5 herein. 3.2 Lots 1 and 3 are approved for connection to the City of South Burlington wastewater treatment facility as depicted on the plan(s) stamped by the Drinking Water and Groundwater Protection Division. Each lot is approved for a maximum of 210 gallons of wastewater per day. 3.3 Lot 3 is approved with the existing connection to the City of South Burlington wastewater treatment facility for a maximum of 210 gallons of wastewater per day. 3.4 This permit is based, in part, on a municipal approval for connection to their wastewater treatment facility. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the WastIV ater System and Potable Water ly Permit WW-4-4296-1 Page 3 Of 3 municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required if the project is served by the municipal wastewater collection system. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. David K. Mears, Commissioner Department of Environmental Conservation By Dated March 9, 2015 Jessdine Wyman, Reg' nal Engineer Essex Regional Office Drinking Water and Groundwater Protection Division cc South Burlington Planning Commission Jennifer Desautels SOU i)H BURLINGTON WATER ul�PARTIVIENI 403 Queen City Park Road South Burlington, VT 05403 Phone: (802) 864-4361 Fax: (802)864-0435 www.sburi.com February 12, 2015 Ms. Jennifer Desautels, P.E. Trudell Consulting Engineers, Inc. 478 Blair Park Road Williston, VT 05495 RE: 1741 Spear Street, SD-14-23, SD-14-38, South Burlington, VT 05403 Dear Ms. Desautels, In response to your request as to the capability of the South Burlington water distribution system to supply water to the above referenced project we submit the following Preliminary Allocation Determination: 1. Sufficient water storage and capacity is located at the South Burlington East Tank located off Dorset Street in South Burlington. 2. Based upon your final allocation request, a water service connection fee and allocation fee shall be applied to this project according to the City Water Ordinance Rate and Fee Schedule. It must be recognized by all developers that the Rate and Fee Schedule established by the South Burlington City Council may be modified at any time by resolution at an open meeting of the City Council. 3. Your water supply requirement for this proposed project of 1,350 gpd and can be furnished by this Department without restricting or encumbering present South Burlington water customers. 4. You are also required to contact the Champlain Water District (CWD) in order that they verify supply, treatment, and transmission capability as the wholesale water supplier for the South Burlington Water Department. 5. Any significant increase in current demand or any change in use will require water allocation re -approval from the South Burlington Water Department. 6. Water is supplied to the referenced area through 12" distribution mains. 7. Preliminary Allocation Determination shall not constitute a binding commitment of capacity to the applicant and may be revoked by the Superintendent before a final allocation of capacity is granted if uncommitted reserve capacity ceases to be available. A preliminary determination may be used by the applicant that a proposed development has sufficient water capacity available to proceed through the development process. If you have any questions or I can be of further assistance, please do not hesitate to call me. Sincerely, South Burlington Wmat Department J hn Tymecki Superintendent Cc. (via email) J. Fay D. Pratt J. Rabidoux P. Connor R. Belair APPLICATION FOR WATER ALLOCATION * Items marked with an asterisk must be filled in by ALL applicants * Applicant Information Applicant: Contact Person: Mailing Address: Telephone & Fax for Contact: Property Owner Name (if not applicant): Property Owner Mailing Address: Synergy Development, LLC Jason Pidgeon 151 Murphy Rd, Charlotte VT 05445 802 922 3800 * Physical location of project: 1741 Spear Street South Burlington * Signature of Applicant * Project Information If the project is a single-family home, please check one: New Existing (For existing homes, no Application is required if revised demand is less than 1,000 gpd.) If not single-family home, project name: 1741 Spear Street * Application or Permit Numbers: (from Department of Planning & Zoning) #SD -14 -23 #SD -14 -38 Engineer's Information for flows over 1,000 gpd Name of Engineer: Jennifer Desautels, P.E. Firm: Trudell Consulting Engineers (TCE) Mailing Address: 478 Blair Park Rd, Williston VT 05495 Phone & Fax: 879-6331, 879-0060 PE License #: 8917 * Flow Calculations (You may substitute an engineer's calculation or letter containing the information requested below) For additional bedrooms in single-family homes: Number of existing bedrooms: Number of additional bedrooms requested: 'Page 1 APPLICATION FOR WATER ALLOCATION For other residential oroiects. list number of bedrooms and units reauested: Number of bedrooms x Number of units x Gallons per day per unit = Total flows 1 150 2 300 3 450 4 600 5 2 750 1500 6+ s ecif TOTAL 2 1500 ror commerctai ana maustriai projects, fist exlsung ana proposes tenants, uses ana rows: Tenant / Number of Other Business Twe of use seats, SF, etc. x Flow per unit Adiustments Total flow TOTAL * Total development water flow requested: 1500 gallons per day Please do not write below this line SET �3St' A reeved by star- epartment perinten nt ater Preliminary Allocation approved: Final Allocation approved: Final Allocation Expires: (Date) g/ia' Date T21�a/i5 ate Date with permit For Extensions of Final Allocation Only EXTENSION GRANTED to (Date) G:W ord:SBForms: W aterallocationForm Page 2 (Date of Expiration) ss®•�e sout -in t . PLANNING & ZONING February 5, 2015 Jennifer Desautels Trudell Consulting Engineers 478 Blair Park Road Williston, VT 05495 Re: Preliminary & Final Plat Approval #SD-14-38 — 1741 Spear Street Dear Ms. Desautels: Enclosed, please find a copy of the Findings of Fact and Decision of the Development Review Board on the above referenced project, the hearing for which was closed on January 20, 2015 (effective 02/05/15). Please note the conditions of approval, including that the final plat plans must be recorded in the land records (in mylar format) within 180 days (must be submitted to me in time for recording along with a $15 recording fee by August 4, 2015) or this approval is null and void. If you have any questions, please contact me. Sincer Aayvmond. Belair Administrative Officer Encl. CERTIFIED MAIL- RETURN RECEIPT: 7010 0290 0000 2215 6355 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com SEA.' southburfington PLANNING & ZONING Permit Number SD- 4 � �?? - office u only) APPLICATION FOR SUBDIVISION PLAT REVIEW Preliminary ®Final PUD Being Requested? [Ayes ❑No All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. 1. OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax #) SO4 h-earau DPW-1 opyy,)-e� -� LL-0- �Ta So n ► l ► 51 2. LOCATION OF LAST RECORDED DEED (Book and page #) bk-. q4a/ pa. �ff 3. APPLICANT (Name, mailing address, phone and fax#) � ( he-rAq 1�� V ej 0 yv�_ LL-C �as - 23e)eo' 4. CONTACT PERSON (Name, mailing address, phone and fax #) ;:R YMIAer 11EML o S, R16u r kPAW l tus:: rQn VT- 0 q 5 a. Contact email address: v je y\;l . a-eS,U�� - aS cye- y - YY-, 5. PROJECT STREET ADDRESS: [—+L4 1 S �r S�. �, �jLk 1 yl�l' V-) 6. TAX PARCEL ID # (can be obtained at Assessor's Office) I (pod — p I AA) 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com E 7. PROJECT DESCRIPTION a. General Project Description (describe what you are proposing): i-_ 1 _ " . . _ . b. Existing Uses on Property (i One- P1G.S-�-i rw . c. Proposed Uses on property (include de: remain): EtL i 5 ` +j Y-P VVI /I t r\ rn C i ion and size of each separate use): and size of each new use and existing uses to r d. Total building square footage on property roposed buildings and existing buildings to rema yt:�Po o P lAj In omen 0 00 s• 5 i z-e— a-1 00D • CCC h, e. Height of building & number of floors (proposed buildings and existing buildings to remain, specify if basement and mezzanine): QiP) I b Y- I-eSS f. Number of residential units (if applicable, new units and existing units to remain): g. Number o— f employees (existing and proposed, note office versus non -office employees): h. Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable): `{ )e 47o D � i. List any changes to the subdivision, such as property lines, number of units, lot mergers, etc. `1�1� eu; V\n (CA u h I a 1a.0 - St O-V- .t 1.►t•-I-P-A I rrk� 2 Subdivision Application Form. Rev. 12-2011 8. LOT COVERAGE (ALL information MUST be provided here, even if no change is proposed) a. Size of Parcel: 3• (0a0.C- / l 17D 4 t b 4 c.>- '(acres /sq. ft.) b. Building Coverage: Existing (0 square feet —1, (05 % Proposed p square feet �{ . 1� c. Overall Coverage (building, parking, outside storage, etc): Existing 17 Proposed a2 , 5;�Ri0 square feet 55- square feet Z d. Front Yard Coverage(s) (commercial projects only): Existing N Proposed 9. WETLAND INFORMATION square feet �)_I % square feet NJA7 % a. Are there any wetlands (Class I, II, or III) on the subject property? ❑ Yes j 6 No b. If yes, is the proposed development encroaching into any of these wetlands associated 50' buffers (describe) N Pr c. If yes, please submit the following with this application: ss��✓1�es a -tODCS�. ci�� r i ►1� -�o r R-0-f�—Vl C�— `its a vl-w ltio v✓t-eS 1. A site specific wetland delineation of the entire property or a written statement that the applicant is relying on the City's wetland map. 2. Response to the criteria outlined in Section 12.02(E) of the Land Development Regulations (applicant is strongly encouraged to have a wetland expert respond to these criteria) 10. AREA DISTURBED DURING CONSTRUCTION: +1 SQ. FT. * (0 ,q A-c) *Projects disturbing more than one (1) acre of land must follow the City's specifications for erosion control in Article 16 of the Land Development Regulations. Projects disturbing more than one (1) acre require a permit from the Vermont Department of Environmental Conservation. Subdivision Application Form. Rev. 12-2011 11. COST ESTIMATES a. Building (including interior renovations) u; L d Tcy e sut�d vid� c Co ► IC'+ru b. Landscaping: $�'310 (Please submit itemized list of landscaping proposed) c. Other site improvements (please list with cost) t' i \r o--Ee 'Dr i v•e W a -a Ccyv-fir .t �,' an I e, c) O O -- i O , 0 0 CD 12. ESTIMATED TRAFFIC a. P.M. Peak hour for entire property (In and out): 4 fL� CA - [\A� 13. PEAK HOURS OF OPERATION: 14. PEAK DAYS OF OPERATION: 15. ESTIMATED PROJECT COMPLETION DATE: 16. PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (I I " x 17"), and one digital (PDF-format) copy of the plans must be submitted. A subdivision application fee shall be paid to the City at the time of submitting the application. See the City fee chedule for details. - I / & . /VVI /"w � A0 Mlfii�q AOM14--p) 4//�A(-'— � 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. Subdivision Application Form. Rev. 12-2011 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. SIGNt 'TURF OF APPLICANT a SIGNATtRE OF P1kOPERTY OWNER Do not write below this line DATE OF SUBMISSION: 4/ / I have reviewed this preliminary plat application and find it to be: Complete Incomplete PRINT NAME 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. 5 Subdivision Application Form, Rev. 12-2011 ra From: (:LJeni erDesautels < �e* autels@tcevt.com> Sent: sday, January 299:17A Cc: Cc: Terry r------,-�--- Subject: 14-087 Synergy Ray, Deputy Chief Francis asked me to e-mail you to let you know that we met this week to discuss the fire truck turn around for the Synergy Development at 1741 Spear St. We agreed that a turn -around in the Community Open Space would allow the fire trucks access to all of the lots, while minimizing impacts to stormwater/trees/etc. I had brought in a very rough sketch of the turn -around showing the fire truck turning radii. We will update the plan accordingly and resubmit to your office for your file. The impacts to the stormwater design will be extremely minimal, so we will discuss the change with Tom DePetrio to find out if he would like us to submit an updated stormwater report. Thank you. Jenn Jennifer A. Desautels, P.E. Project Engineer e. ienn.desautels@tcevt.com p. 802.879.6331 x109 c. 802.370.4270 ♦a` TRUDELL Abb - (.FJpTx& Nlg ialglJleerf Civil Engineering Land Surveying Landscape Architecture Environmental Services 478 Blair .Park Road, I 'illiston, L'ermont 05495 «-ww.tcevt.com APlease consider the environment before printing this email ray From: Jennifer Desautels <Jennifer.Desautels@tcevt.com> Sent: Tuesday, January 20, 2015 1:56 PM To: ray Cc: Terry Francis Subject: 14-087 Synergy Hi Ray, I wanted to follow up on our conversation earlier today. Deputy Chief Francis (who I've copied on this e-mail) called me back and he told me that that we needed to meet the following requirements: 1. 13'-6" clear height for fire truck 2. 15' clear width of gravel driveway for fire truck for the entire length of the driveway 3. Provide a hammerhead turn around 4. Addresses clearly posted at the road confirmed with Synergy Development that they are willing to meet these conditions. Thanks Jenn Jennifer A. Desautels, P.E. Project Engineer e. Jenn.desautelsgtcevt.com p. 802.879.633 / .009 n 802.370.4270 4L. — '%J� TRUDELL (, re tPSdt tt All ti i:D&��Y ras�e�t'3 Civil Engineering Land Surveying Landscape Architecture Environmental Services 478 Blair Park Road, lVilliston, Vermont 0549.5 Nv%v-,v.tcevt.com jJA Please consider the environment before printing this email 1 TRUDELL Consulting Engineers December 11, 2014 South Burlington Development Review Board RECEIVED c/o Mr. Raymond Belair, Administrative Officer DEC 1 1 2014 South Burlington Planning and Zoning 575 Dorset Street City of So. Burlington South Burlington, VT 05403 Re: Preliminary & Final #SD-14-23, 1741 Spear Street South Burlington VT Staff and Members of the Development Review Board, We have enclosed our submittal for preliminary and final review of our subdivision of the property located at 1741 Spear Street. The project consists of subdividing a 3.62 acre parcel of land into three lots utilizing a Planned Unit Development (PUD). We attended the November 4th, 2014 Development Review Board (DRB) hearing for review of our revised sketch plan on behalf of our client, Synergy Development, LLC. This letter addresses issues raised by staff, the board and the public at that hearing. Staff recommended that we meet with the City Arborist and City Engineer to obtain guidance. We met with the City Arborist, Craig Lambert, at the site on November 13tn 2014. We walked the site and discussed the existing mature landscape features. Mr. Lambert suggested that we submit a Tree Protection Plan and gave us guidance on the health of many of the existing trees. We have submitted a Tree Protection plan as part of this package, which includes some new landscaping to screen this development from the adjoining property at the southeast corner of the site. We viewed and discussed the mature Willow tree with Mr. Lambert that was brought up at the last hearing as a tree to save. He mentioned that the Willow tree was at the end of its life span and recommended removing this tree. We are protecting and saving the mature Larch, which he noted to be rare in South Burlington. We are also saving many other mature trees on this site as part of this project. We met with the City Public Works Deputy Director/Stormwater Superintendent, Tom DiPietro, on November 171h 2014 and discussed our plans for onsite stormwater treatment as well as offsite water conveyance. The site is located within the Stormwater Overlay District and stormwater runoff was a major concern brought up by neighbors at the last hearing. We have designed a swale along the southern boundary of the property to convey offsite stormwater through the site. The swale will be grass - lined, but it will incorporate geotextile fabric and rip rap as shown on the site plan to prevent erosion. This swale conveys offsite stormwater to a new culvert located at the southwest corner of the property. This culvert directly ties into an existing catch basin located within a City drainage easement. We have submitted plans, a stormwater narrative and supporting calculations as part of this submittal. Civil Engineering Land Surveying Landscape Architecture Environmental Services The location of the driveway was also brought up at the last hearing. We are proposing to keep the driveway on the south side of the property, but we have pulled the driveway away from the property line and made the access easement wider to accommodate this shift as well as allow for adequate space for the swale along the southern boundary. We have maintained ].I acres of Conservation Open Space Easement and 0.4 acres of Community Open Space Easement as shown on our previous sketch submittal. The Conservation Open Space Easement will restrict the removal of trees and limit development to the area within the building envelopes. The Community Open Space Easement will be for the benefit of the three lots within this development. The staff comments note that a draft homeowner's association covenant should be prepared. However, Synergy Development, LLC proposes that the open space, utility and access easements be addressed in the deeds without creating a homeowner's association. Draft copies of these private easements will be submitted to the City prior to the hearing. We would like to seek a waiver of the 50' minimum frontage on a public street requirement as part of this PUD submittal as discussed in our prior submittal letter dated October 24, 2014. We look forward to discussing this project further at the hearing, and appreciate your time and consideration. Sincerely, Jennifer A. Desautels, P.E. Project Manager/Engineer Civil Engineering Land Surveying Landscape Architecture Environmental Services CITY OF SOUTH BURLINGTON CERTIFICATE OF SERVICE 1 hereby certify that on this � q"�day of�Rffib47, 20 A, a copy of the foregoing public notice for yv, t 'l S ti c) -,-) [type of application] # SD -- l q -.3P) [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) (use e ai+ I - Dated atwI U S tAtown/city], Vermont, this day of 20 Printed Name: Phone number and email: Signature: Date: Remit to: City of South Burlington Department of Planning & Zoning 575 Dorset Street South Burlington, VT 05403 G7, 0 ma-l" I . C-fyv South Burlington Sample Certificate of Service Form. Rev. 1-2012 Louis Farrell Littleton and Carolyn Long Carolyn Long Rev. Trust 2 Pheasant Way 1720 Spear St. 1720 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 South Burlington, VT 05403 Patrick and Mary Mahoney Trust 4 Pheasant Way South Burlington, VT 05403 Whitney Calkins 6 Pheasant Way South Burlington, VT 05403 Jason and Caroline Lyon 8 Pheasant Way South Burlington, VT 05403 Steven Lidofsky and Elizabeth Barfod . 10 Pheasant Way South Burlington, VT 05403 Michael and Ellen Albertson V" 11 Harbor Ridge Rd. South Burlington, VT 05403 Brian and Cynthia Shuman 99 Westview Dr. South Burlington, VT 05403 Allyson Downing 133 Westview Dr. South Burlington, VT 05403 Joseph and Susan Mack 54 Westview Dr. South Burlington, VT 05403 Kenneth and Monica McFarland/ 1751 Spear St. V South Burlington, VT 05403 741 Properties, LLC. 9539 North Highway 3 Fort Jones, CA 96032 Sam Swanson 17 Harbor Ridge Rd. South Burlington, VT 05403 Antoinette Rice Trust 15 Harbor Ridge Rd. South Burlington, VT 05403 Fun, Guided, First Day Hikes dart the New Year on the right )ot with a hike in aVermont State ark. Join a free, guided, easy, amily hike taking place in state arks and forests throughout the ate. Professional guides and out- Dor educators will lead the way, iarir--heir knowledge and love F the rmont outdoors. Don't eed a guide? Then get outside : the state park or forest of your ioice. They are always available .id close by to all of us. Entry is ee and you will discover a whole ew world in the winter. ring the whole family! Dress for ►e weather; bring snowshoes if sere is a lot of snow. Bring some overages and snacks. Dogs are elcome (on leash) unless oth- -wise noted. You don't need pre -register, just show up. To ieck the status of the hikes call 802-249-1230. Update messages will be posted on December 31st and January 1st. Underhill State Park: 1 p.m. Meet at gate just below Underhill State Park on Mountain Road, in Un- derhill Center. Hike: 3 hours, easy to moderate terrain. Grand Isle State Park: 10 a.m. Meet by park office. Hike: 1 hour, easy loop hike on Ironwood Na- ture Trail. Niquette Bay State Park: noon. Meet at trailhead in State Park. Hike:1.5 miles, 2 hours, moderate. Silver Lake State Park: 1 p.m. Meet at the Town Clerk Office parking lot in Barnard (100 yards from the park entrance). Hike:1.5 hours, easy guided nature walk. Check out our website at www.vtstateparks.com for more information and more hikes, as they are added. City Council Synopsis CONTINUED FROM PAGE I I [ant in the amount of $16, 969.85 Dllars. Dorn requested council )proval to disburse the funds. elen Riehle made the motion, [eaghan Emery seconded and ie decision was unanimous. mery brought up her meeting ith Richards and Nowak regard- [g citizen complaints about air- Drt and Air Guard noise. Emery iggested creating a Google Form nlace on the citvwebsite where they heard noise and where. This would not be a complaint line, but rather a tracking device that could be used in addition to the records kept by the airport. Nowak said she thought the list kept by the airport was sufficient, Shaw suggested placing the item on the future agenda items list for further discussion, and Simson said the Google Form may be a valuable tool that the BTV/Chamberlin neighborhood task force will theOther Paper • otherpapervt.com • December 23, 2014 15 ` ... item was placed on the bike rack. Members present: Chair Pat Nowak, City Manager Kevin Dorn, Helen Riehle, Chris Shaw, Meaghan Emery, and John Simson Others present: school board mem- bers Martin LaLonde and Dan Fleming, Don Cummings, Janice Ladd, Deputy City Manager Tom Hubbard, auditorRon Smith, and actuary Tracv Braun PUBLIC HEARING SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD The South Burlington Development Review Board will hold a public hearing in the South Burlington' City HallConference Room, 575 Dorset Street, South Burlington, Vermont on Janu- ary 20, 2015 at 7:00 P.M. to.consider the following: 1. Preliminary & final plat application #SD-14-38 of Synergy De- velopment, LLC for a planned unit development to subdivide a 3.62 acre `parcel 'developed with a single family dwelling into three (3) lots ranging in size from 0.75 acres to 2.12 acres, 1741 Spear Street. 2. Preliminary plat application #SD-14-39 of Pizzagalli Proper- ties, LLC'for a planned unit' development consisting of: 1) subdividing an undeveloped 9.14 acre parcel into two (2) lots of 1.0 acres and 8.14 acres, and 2) constructing a 4-story 63 unit multi -family dwelling on the 8.14 acre parcel,:1690 Shelburne Road, Tim Barritt, Chair South Burlington Development Review Board A copy of the application is available for public inspection at the South Burlington City Hall. Participation in the local proceeding is a prerequisite to the right to take any subsequent appeal. December 23, 2014 FOUND: Alex and Ani bracelet found on the Dorset Street bike path near the golf course. Identify the bangles. Email ldemaroney@ gmail.com. (12/18) bows. Comes with stand, numbered certificate and songbook in original box. New with tags. $50. 802-497- 0865.(12/18) LIMITED EDITION BEAR:17" Har- rison Angel Bear is cream colored PLANT LIST Synergy Development, LLC 2014-087 Prepared by Trudell Consulting Engineers Ben Oxender, Landscape Architect 121212014 SCIENTIFIC NAME COMMON NAME QUAN. SIZE PRICE/PLANT TOTAL Carpinus caroliniana Cornus sericea 'Baileyi' Ilex verticillata 'Jim Dandy & Berry Nice' Thuja occidentalis 'nigra' Vaccinium corymbosum 'Blue Jay' American Hornbeam 1 2"-2 1/2" $610.00 $610.00 Red Twig Dogwood 9 3 gal. $45.00 $405.00 Jim Dandy & Berry Nice 9 3 gal. $72.50 $652.50 Winterberry Dark American Arborvitae 40 4'-5' $107.50 $4,300.00 Highbush Blueberry 7 3 gal. $57.50 $402.50 TOTAL $6,370.00 1330-00002 1640-01720 Louis Farrell Carolyn Long Rev. Trust 2 Pheasant Way 1720 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 1330-00004 1640-01725 Patrick and Mary Mahoney Trust 1741 Properties, LLC. 4 Pheasant Way 9539 North Highway 3 South Burlington, VT 05403 Fort Jones, CA 96032 1330-00006 1640-01730 Whitney Calkins Littleton and Carolyn Long 6 Pheasant Way 1720 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 1330-00008 1783-00099 Jason and Caroline Lyon Brian and Cynthia Shuman 8 Pheasant Way 99 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 1330-00010 1783-00133 Steven Lidofsky and Elizabeth Barfod Allyson Downing 10 Pheasant Way 133 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 0770-00011 1783-00070 Michael and Ellen Albertson Joseph and Susan Mack 11 Harbor Ridge Rd. 54 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 0770-00015 1640-01751 Antoinette Rice Trust Kenneth and Monica McFarland 15 Harbor Ridge Rd. 1751 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 0770-00017 Sam Swanson 17 Harbor Ridge Rd. South Burlington, VT 05403 SYNERGY DEVELOPMENT, LLC 1741 SPEAR STREET SOUTH BURLINGTON, VERMONT PROJECT DESCRIPTION: THIS PROJECT IS A PROPOSED 3 LOT RESIDENTIAL SUBDIVISION ON 3.62 ACRES OF LAND LOCATED AT 1741 SPEAR STREET IN SOUTH BURLINGTON. TAX PARCEL ID 1640-01741 Owner/Applicant Engineer: SYNERGY DEVELOPMENT, LLC TRUDELL CONSULTING ENGINEERS (TCE) 151 MURPHY ROAD 478 BLAIR PARK ROAD CHARLOTTE, VT 05445 WILLISTON, VT 05495 (802)879-6331 SUBMISSION SET (NOT FOR CONSTRUCTION) RECEIVED JAN 0 8 2015 City of So. Burlington DRAWING INDEX COVER C1-00 LEGEND AND NOTES C1-01 SUBDIVISION PLAT C1-02 EXISTING CONDITIONS C2-01 SITE PLAN L1-01 LANDSCAPE PLAN, TREE DEMOLITION & PROTECTION PLAN C8-01 SANITARY DETAILS C8-02 WATER DETAILS C8-03 SITE & STORMWATER DETAILS USE AND INTERPRETATION OF THE DRAWINGS ..pa.rypapctb»M.r•�aaa.wr».1�mY.a..e.�wma,..�...a. uw.P eucepe BEFORE USING THESE PLANS ENSURE THAT YOU HAVE THE IATEST REVISION LAST REVISED: P1/07/2015 PRELIMINARY & FINAL CITY SUBA TCE PROJECT NO: 14-087 Ad§ - '%1- TRUDELL CONSULTING ENGINEERS .,.N W.RO.D I wILLISTOu. KaMOrli oyn emsnam I www.TC[vF.Cp+ Synergy Development LLC Trudell Consulting Engineers Tree Protection Detail 12/18/14 Pruning of limbs on any trees to be retained must conform with the ANSI A300 Pruning Standard Disturbances within tree protection zones is unacceptable throughout the entire length of the project. Taking down protective fencing to allow disturbance for even a brief period defeats the purpose of the tree protection measures These plans are acceptable for the construction of the access road. Once locations of buildings and infrastructure are established a much more detailed landscape and tree protection plan will be necessary ray From: Tom Dipietro Sent: Friday, January 09, 2015 1:24 PM To: ray Cc: Justin Rabidoux Subject: Comments on Synergy Project Ray, I reviewed plans for the Synergy project that were prepared by Trudell Consulting Engineers, dated 12/12/14 and last revised on 1/7/15. 1 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). The applicant should confirm that the project will not create greater than 1 acre of impervious area. If greater than 1 acre of impervious area is created, the project should obtain a State stormwater permit from Vermont DEC before starting construction. The project will likely disturb greater than 1 acre of land and will therefore require a stormwater construction permit from the Vermont DEC Stormwater Division. The applicant should acquire this permit before starting construction. The pond outlet shown on sheet C8-03 does not match the information entered into the hydrologic model. The applicant must confirm that what is shown in the model is the correct information and the site plans must be updated to reflect this. The project proposes to enlarge the pipe inlet openings at the west end of the project from 18" to 30". The proposed design would allow leaves, branches, and other debris to enter the closed drainage system under Harbor Ridge and Bay Crest. Leaves and other debris are more easily removed at the pipe inlet than from the closed drainage network. I support enlarging these inlets to improve their intake of water, but would like them to remain covered with a track rack of some type to prevent material from entering and potentially collecting in the downstream drainage network. The figure related to this modification on sheet C8-03 doesn't clearly show how the 30" opening would be connected to the existing 18" opening, and/or is not to scale. The figure should be updated so that the modifications are clear. 4. The hydrologic modeling provided stops at pipe inlets located on the west edge of the property. In order to fully evaluate conditions, and confirm compliance with section 12.03.E(3) of the LDRs, the applicant must evaluate drainage infrastructure downstream of the project. Updating the hydrologic model to include one additional pipe run downstream of the proposed 30" openings should be sufficient to complete this evaluation. a. Also, the applicant proposes to place 30" openings on top of the smaller diameter pipes that exist downstream of the project. Hydrologic modeling provided does not go beyond the 30" opening which may misrepresent the ability of these pipes to convey runoff without backwatering. 5. The project is located in the City's stormwater management overlay district and must meet the requirements of section 12.03 in the City's Land Development Regulations (LDRs). a. Section 12.03.E(2) requires that culverts or other drainage facilities (e.g. swales) be sized to accommodate potential runoff from the entire upstream drainage area assuming the total potential development of upstream drainage areas. The applicant must determine if the area labeled as DA4 in drainage maps has the potential for additional development. If so, build out of this area must be included in modeling so that the ability of swales and pipes to convey water during the 25 year storm event can be evaluated. This evaluation should include the section of pipe downstream of the proposed 30" opening. 6. Per section 12.03.17 the applicant shall supply record drawings for the project. 7. The DRB should consider including a condition that requires all stormwater treatment and conveyance infrastructure be properly maintained. Thank you for the opportunity to comment. -Tom Thomas J. DiPietro Jr. Deputy Director Department of Public Works 104 Landfill Road South Burlington, VT 05403 Phone: (802) 658-7961 x108 Email: Tdipietro@sburl.com Web Site: www.sburl.com Twitter: @SBPubWorks 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: Jennifer Desautels <Jennifer.Desautels@tcevt.com> Sent: Thursday, January 08, 2015 2:14 PM To: ray Subject: RE: 14-087 Synergy Attachments: 2014087 Cover.pdf, 2014087 C2-Ol.pdf; 2014087 C8-03.pdf; 2014087 Ll-Ol.pdf; 2014087 C8-Ol.pdf Hi Ray, I've attached electronic copies of the revised plans. Lindsay from our office will be dropping off the hard copies of these plans later today. The changes include: 1. Revised grading on Lot 1 in the stormwater area on the western edge of property. 2. Minor revisions to the tree protection/landscape plan based on the revised grading along the western property line. This new plan saves more trees than the last plan submitted. 3. We also revised the offsite structures in the City drainage easements within the Harbor Ridge development. These neighbors are having lots of trouble with leaf build-up on the bee hive type grates, and we feel these new grates should be a significant improvement. We are sending Tom DePetrio the revised sheets and updated stormwater report as well. We plan on having a conference call with him on Monday next week to review the revisions since they are mostly stormwater related. Please call me on my cell if you have any questions or concerns. Thank you. Jenn Jennifer A. Desautels, P.E. Protect Eligineer e. ienn. des autels (.tcevt. com P. 802.879.,',331 _009 802. 370.4 ?70 _td§�0" TPUDELL — {'rltr.serltivr Iur axac^>a^s i Civil En3ineerin� Land Surveying Landscape -Architecture Environmental Services 47S Rlair Pat-k Road, li- illl ln�a, l 'erlwonl 05=195 Nti-vvv .tcev t.a-)m &A. Please consider the environment before printing this email From: ray [mailto:ray@sburl.com] Sent: Wednesday, January 07, 2015 9:02 AM To: Jennifer Desautels Subject: RE: 14-087 Synergy Jenn, 1 q 1 CON k`' \'HEADWA ,( /TYPICAL t � DMH j1 R 31094 OUT 305. SUMF=304 7 t�1 E 5f v +: EMERGENCY SPILLWAY I r tl f I J1 1 DM/1 'OUT=WE I / r REMOVE EXISTING BEEHIVE GRATE AND REPLACE WITH NEW INLET SEE DETAIL, SHEET C8-03 ON-SrTE RUNOFF STORMWATER POND DETENTION BASIN OUTLET STRUCTURE SEE DETAIL, SHEET ' CB-03 OPEN SPACE EASEMENT REMOVE EXISTING BEEHIVE GRATE AND REPLACE 3j WITH NEW INLET 1 LINE SWALE / WITH TYPE II RIP RAP / AIR RELEASE MH --' IPAVED OVER) / N i R=371.9± v Q / V a W CONSTRUCTION Q BLOWOFF PER CWD STAFF / C ? L .ate If PROPOSED ! I )1' HO(1SF 5°'rxavr 1 / Y / BEE=3AT.76 TRFEUNE \ 1 % 11 I i /" i A- 1 3�)1 If 31 r ) / EXISTING PAVED CONSERVATION OPEN COMMUNITY OPEN 1Yti \ /EXISTING4000 Q. DRIVE TO BE SPACE EASEMENT 1 ) 1. GALLpN PUMP WATER SERVICE 3�' SPACE EASEMENT ) �STA710N a—w—� RELOCATED LOT 2 LOT 3 5 32.670 SG. ". 92,364 SO. FT. 2.12 Acnf 0.75 Afros I i / - 50' ACCESS L )/ \ ' UTILITY EASEMENT. I IS'MANHOLE FOR i, BUILDING CONNECTION TO EXISTING ENVELOPE / \ \.. / ' FORCE MAIN, SEE DETAIL BUILDING - ' SHEET CA-01 \ \ �� j ENVELOPE � '" ' 2' BOB 21 PVC ` � '- i � 1 STATION, GALLON PUMP ' ' FORCEMAgI — ' vl / STATION, SEE DETAIL / - 1000 GALLON DE —TAIL \ SUMP HEET Ce-Ol ,tl �y, — I �' I! / 2! STATION, SEE DETAIL - `_ - f SHEET CB-Ol - 5 / ,fS b I M - �Tr - 6 �—"""' ib' GRAVEL DRIVE — +/ 0.75 Acres � , � v1 � -. _ � � � C If - ��' i r-366 8E I.36 m' I 336 �1 :,12 GRAVELDIVE i cm r 1 COPPER WATER SERVICE LINE i J -GRASS S1F1ED SWALE FOR \ PROPOSED LANDSCAPING I ,7 / OFF -WE SEE 101 K, CC O ALONG PROPERT'/ / P (TYPICAL S SHEET l - ,q - LINE SWALE WOH VMAX P550 TURF;0 REINFORCEMENT MATTING : � '� F,( NOTEPROPOSED LANDSCAPING ALONG PROPERTY LINE, SEE SHEET LI-01 _ Graphic $cale FRO 30 0 30 60 90 120 NOTE: PROPOSED DWELLINGS ON LOTS 1 & 2 MUST BE SERVED BY AN NFPA 13D DOMESTIC SPRINKLER SYSTEM 9 HEREBY CERTIFY THAT THE DESIGN RELATED INFORMATION SUBMITTED WITH THIS APPLICATION IS TRUE AND CORRECT, AND THAT, IN THE EXERCISE OF MY REASONABLE PROFESSIONAL JUDGMENT, THE DESIGN INCLUDED IN THIS APPLICATION FOR A PERMIT COMPLIES WITH THE VERMONT WASTEWATER SYSTEM AND POTABLE WATER SUPPLY RULES AND THE VERMONT WATER SUPPLY RULES" (REF. ENVIRONMENTAL PROTECTION RULES CHAPTER I S /-302 iD)n), ALL PROPOSED BUILDING SIZE, SHAPE, LOCATION, AND DRIVEWAYS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY, n IM FSt NOTED OTHER WISE ON SITE PLAN), THE EXACT SIZE, SHAPE. AND LOCADU,, o:' u-rCOPDANCE WITH LOCAL ZONING REGULATIONS,':, EGULATIONS c OPEN SPACE NOTES CONSERVATION OPEN SPACE: (INCLUDES STORMWATER MANAGEMENT AREAS( LOT 1 = 24.969 S.F. LOT 2 = 24,297 S.F. LOT 3 = 0 S.F. TOTAL CONSERVATION OPEN SPACE = 49,296 S.F. OR 1.1 AC. COMMUNITY OPEN SPACE: / X (INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE) LOT 1 = 0 S.F. LOT 2 = 0 S.F. LOT 3 = 17,432 S.F. TOTAL COMMUNITY OPEN SPACE = 17.423 S.F. OR 0.4 AC. TOTAL CONSERVATION S, COMMUNITY OPEN SPACE = 1.1 AC. 10.4 AC. = 1.5 AC. % OF TOTAL PARCEL = 157,704 S.F./66.719 S.F. = 47. 'I -tce - ,%lookv TRUDELL CONSULTING ENGINEERS .re e� Ao wlu CR.YCPNoai oy.vs m.ery ail I www.rcvr.coN I Rew o No- oescnanon Dare BY ASlormwder Edits 0110,115 SMM RECEIVED D JAN 0 8 2015 City of vo. Burlington use f Thma Da- I. IHYe IH«wee !etl mesa Orawirgs - I ndea fw P< wrsvR v pI q ord -m Ine a Ipu�s « A Ire . / od I m reg wy th n om ! aea t a press dea 2.oN da•M19s specificaly mwEea P«c d non•we i— to l»1 docu—I specific n /co t and 10 be I01Y co«tl d mp d Pln9 IncWW Wt not Wri tea to the MNt t r appl' be. The a "gi mol tbe—c1wcaumscrlon byaul. C Lott TCE I tracnon ,N serYic ob elec - a0 t—t mxla ~ 3. These D R we —ft I. he Iroj tl c1n ra t b Insm/ f .the d . R d op tb f M11m shetl by TCE we it, IYe popeltY. Changes 11 dw.,nR y dy be mace by TCE If « a ea IMY 11 be b ,Hl to me atrenron of TCE a Lary 1. BY use of Mese d 'nps Iw truer I he Project. the own« repesent thot roar a d I h t d Dvea. antl p ed nxs da..;rlas 'm Iwe<able poa /dmcroRles nese Isla properly dxlotM the ospeck me Projec . The Pvner M hRec P 1 lb, .1 buBdnps wm IudYp d a H,, IS) feet w a m b Ta'r1®. sin" � u� � benv to answe mu copv contorts ma d Ef�Ai 3 CI ` %fig J/oNnl yEsU�T� mF//IIIIIIINSS3 Synergy Development, LLC 1741 Spear Street 5hc� Site Plan Dore: 12/12/2014 Scale: Ppryecl N,R ber 1.�) Drawn By' RMP Hgect Engiroer: JAD Approved By: Feld Book Nt C2-01 CONTROL PANEL TO BE FABRICATED REMOVABLE T 24" DIAL. LEILARON R824 FRAME MOUNTED ON EIR DOW SDE O d LID OR APPROVED EQUAL SUPPORTS SET IN GROUND MOUNDED ONNPRESSURE MP LATI U S aH OR ON T PL YWOOD IYWOOD LO HOUSE. AUDIO PREVEM FREEZING AND AND VISUAL ALARM) VISUAL NOTE: TT 'e � _..� VERIFY DWI NMI AND RIM HEIGHT PRIOR PRIOR TOORDMING III II II tj. - ELECTRICAL CONDUITdA TO CONTROL PANEL PREMSEMGASKET _'I JB FSK) CAUTION TWS 6 A CONFINED SPACE GO No EWER WRNUUT FOLLOWING OSHA COWNED SPACE ACCESS BFWIATIONS 5'-71/T ALL FIRINGS SCH, BO PVC ENGINEER MUST APPROVE r VEM WITH COOR CONTROL ORENCO SYSTEMS CM OR UAL. IF N EQUAL ODOR BECOMES R ISSUE LOOP FOR ALTERNATIVE YEW LOCATION (ROOF, UP A TREE, Ercl BLJfYt RUBBER. ALL JOINTS TO BE WATERTIGHT PROECTION AGAINST FREEING IMUKLATE OVER LANK AND UNDER THE FRAME LID WITH RIGID INSULATION AS NEEDED TO PREVENT FREEZING W DIA. WELL FILE 2C HIGH SECTION CAST INTO TANK IA00 GALLON PRECAST CONCRETE SEAMLES PUMP STATON, 54` K Bit(0.0.1 2 LINO. T PVC BALL VALVE 2 PVC 90° ELBOW T PVC CHECK VALVE (TWO TONUSEN ADJUSTABLE LEVEL CONTROL I2AOATS) T RUBBER BOOT W ANYSUBSUNTIONS / AIDRILL3YI6"WEEPHOLE" INELBOW(DBCUSSWITH ALARM 3' ENGINEER) CONTRACTOR/OWNER SHOULD TAKE NECESSARY PRECAUTIONS TO PREVENT THE FORCE OIJ [Z, MAN AND STATION FROM FREEZE -UPS. B) THE TOP OF THIS SEAMLESS TANK SHALL N NO 22' DEEPER MAN 3 FEET BELOW KNISH GRADE, R ME TANK a' 6. IS DEEPER MAN 3 FEE THE CONTRACTOR SHOULD _ TO SELECT q COORDINATE NAT RESPECTIVE RED DEEPER SIMILAR TANKK CANINE WTIBURIEDOEBER- CIEISURE TANK LS WATER TIGHT. 11'GRAVE WITH WATER ANDCONSIDERAS ANTI BASE BUOYANCY BIgYANCY MEASURES If ROTATION AS A CONCERN., �II e7� Tit iII Il DO NOT PUMP OUT TANK WHEN WATER TABLE 6 HKSH REFER TO THE PUMP DESIGN BRIEF FOR PUMP SOLE AN O FLOAT SETTINGS. CONFIRM CONDITIONS ORDERING. THE CONTRACTOR AND SUPPLIER SHALL COORDINATE ME POWER REQUIREMENTS MATCH DESIGN BRIEF PRIOR TO PRIOR TO ORDERING AND DELIVERY. t� 1000 GALLON PUMP STATION I/r=rr' Y -- TOPSOIL, SEED. AND MULCH, OVERFILL FOR SETTLEMENT III III TOP OF SUBGRgDE X L 7 I )IIIII . APPROVED BACIMKI Jq COMPACEDIN ITLIFS Q U TO It 1-1 BACKFILL TO BE FREE OF DEBRIS. STONES, ORGANK REFUSE. OR FROZEN SOIL COMPACT SULIN }(� I 12' LIFTS To RIM STANDARD PROCTOR III WHERE 4' O COVER CANNOT BE MANTNNED. COVER SEWER MAN WITH T I T RIGID INSULATION BOARD. VSE C RIGID INSULATION BOARD AT ALL ROAD 1. AND PARKING LOT CROSSINGS EXTEND STYROFOAM 10' BEYOND ROAD ' III IIIII: 1N BOTH DIRECTIONS; SEWER ICE (SEE RANI 1 SDR 35 PVC CLASS 1 BEDDING TO TOP OF PRE 3/F NOTE: PROVIDE TRENCH - STONE OR CLASS 2 BEDDING COARSE SAND B GRAVEL W/ MAX DAM EVERY I t0 ARTICLE SUE OF 11? PREVENT MOVEMENT OF GROUNDWATER tA� TYPICAL SEWER SERVICE TRENCH SI-I Y PRESSURE TEST URON COMPLETION OF CONSTRUCTION Of A FORCE MAN, ME LINE SHALL BE PRESSURE AND LEAKAGE TESTED IN ACCORDANCE WITH THE FOLLOWING PROCEDURE: ARM THE PIPE HAS BEEN LAD, ALL NEWLY LAID PIPE OR ANY VALVED SECTION THEREOF SHAH BE SUBJECTED TO A NYDROSTATD PRESSURE OF AT LEAST 1.5 X ME HIGHEST WORKING PRESSURE IN ME SECTION. I. TEST PRESSURE RESTRICTIONS. TEST PRESSURES SHALL' A. NOT BE LESS THAN SO PSI AT ME HIGHEST PONT ALONG ME 1FSF SECTION. B. NOT EXCEED PIPE OR THRUST RESIRAINT DEIGN PRESSURES. C, BE OF AT LEAST 2 (IWOI HOUR DURATION. D. NOT VARY SY MORE THAN 1 S PSI. E. NOTFXCEEDTWICEMERAMDPRESSUREOFMEVALVBWWNMEMMUREBCUW RY OF TIE FETSECMN NCLIDES CLOSED GATE VALVES. 2, RIMSURRATKM. A, EACH VALVED SECTION OF PIPE SHALL BE RULED WIN WATER SLOWLY AID THE SPECIFIED TEST PRESSURE, BASED ON THE ELEVATION O ME LOWEST PONT IN THE LINE OR SECTION UNDER TEST AND CORRECTED TO THE ELEVATION OF ME MY GAUGE. SHALL BE APPLIED BY MEANS O A PUMP CONNECTED TO THE PIPE. B. AIR REMOVAL, BEFORE APPLYING THE SPECIFIED TEST PRESSURE, AIR SHALL BE EXPELLED COMPLETELY FROM THE PRE VALVES. C. EXAMINATION. ALL EXPOSED PIPE FIRINGS. VALVES, AND JOINTS SHALL BE EXAMINED CAREFULLY DURING ME TEST, ANY DAMAGED OR DEFECTIVE PIPE, FIRINGS. OR VALVE, THATARE DS OVMMFOLLOWINGTHEPRESSURETESTSHALLMREPAJREDORREPLACED WITH SOMD ANEERIAL AND THE MT SHALL M REPEATED AT NO EXPENSETO OWNER. LEAKAGE TEST A LEAKAGE MT SHALL BE CONDUCTED CONCURRENTLY WIN THE PRESSURE TEST. 1. LEAKAGE SHALL RE DEFINED AS DIE QUANTITY OF WATER MAT MUST BE SUPPLIED INFO THE NEWLY - PIPE OR ANY VALVED SECTION THEREO, TO MA TAIN PRESSURE WITHIN 5 ESI OF THE SPECIFIED TEST PRESSURE AMR ME AR IN ME PIPELINE HAS BEEN EXPELLED AND THE PIPE HAS BEEN FILLED WITH WATER, 1. ALLOW ABLE LEAKAGE. NOPIRE INSTALLATION WILL BE ACCEPTED IF ME LEAKAGE 6 GREATER THAN THAT DETERMINED BY ME FOLLOWING FORMULA: L = NDYr .HERE: N0 L IS ME ALLOWABLE LEAKAGE, IN GALLONS PER HOUR: N E ME NUMBER OF JONTS IN ME LENGTH OF PRENE MMIX, D IS ME NOMINAL DIAMETER OF ME PIPE, N NOES: AND P 6 THE AVERAGE TEST PRESSURE DURING THE LEAKAGE TEST, IN POUNDS PER SQUARE NCH GAGE NOT: IN ME EVENT MAT ME FORCE MAN 6 RA TMRY SHORT (IM FEET OR LE M), THE PROJECT ENGNEER CAN UTIL OF DISCRETION IN TEST REQUIREMENTS. �l TESTING FORCE MAINS U� IENVIRONMENTAL PROTECTION RULES CHI, EFFECTIVE 9/W107SECTION I-A4SVgU COPOLYMER POLYPROPYLENE PLASTIC LADDER RUNGS W 12' O.C. - 2' RUBBER BOOT PRESSED INTO B' HOE (TYP.) 9' 1,0. PRIMMU CONCRETE MANHOLE STRUCTURE 1 L. 2' PVC SCNTD - - 2' PVC SCH D TRUE UNION BALL VALVE • --. •• 2'RVCSCHWTEE . � T SCH BO PVC NET BALL VALVE WIN 2" POLYPROPYLENE M IFCAMAGROOVE % MALE NPT, WITH I' LOCKING CAP FOR CAM AND GROOVE FIRING - T PVC SCH 80 TRUE UNION BALL VALVE T WC SCH W TRUE UNION BALL VALVE ALL PPNG OUTSIDE MANNOLE TO BE SDR 21 PVC ALL FITTINGS INSIDE MANHOLE TO RE SCH BD PVC JUNCTION MANHOLE 1- /a 14 TRUDEL CONSULTING ENGINEERS LAST REVISED 12/0S/2014 S-SPECIAL 4'Xlk48'PRESSURETREA POS EQUIVALENT MARKER EV ER Y NM&YALVES GRASED AREAS)ItsMED GREEN 24 FOR GRASSED � 4G TOPSOIL 1LOAMi FOR PAVED SURFACES D." TYPICAL FORCE MAIN TRENCH ILTI ../ uI- GRADE AT 2:1 SLOPE HEN MEN IXCEEDS 5 /- SACKFRL FREE OF ORGANIC OR FRO IEN MATERIAL, COMPACTED TO 95%DENSITY STANDARD PROCTOR UNDERROADE ORPAVEDSURFACES, AND 90b DENSITY ELSEWHERE -- INITIAL I T OF SELECT BACKFU FREE OF ORGANIC OR FROZEN MATERIAL COMPACTED TO 95% DENSITY STANDARD PROCTOR WHERE S OF COVER CAN NOT BE MAINTAINED COVER FORCE MATH WITH 2' RIGD INSULATION. RACE WULATKM AT ALL ROAD CROSSINGS. EXTEND INSULATION IO BEYOND ROAD 1N SOM DIRECTIONS PVC SDR 21 OR 26 FORCE MAN III' SEE SITE PLAN FOR SIZE SAND BLD OR 1 I IT CRUSHED ��II"NOTES: STONE TIT INSTALL TRENCH DAM IN FRENCH TO {- TEGPINIMOVEMENT MHWBEDDGM EACNG IIIII MAXIMUM 2, RSYALL FORCE MAN AT A CONSTANT GRADE (NO HIGH PGNR OR LOW POMS) 3. IF FM HAS LESS MAN a OF COVER INSTALL TWO LAYERS OF INSULATION ON TOP AND SIDES AND ONE LAYER BELOW FIRE 3M'=I'-E, CONTRACTOR'S CERTIFICATION REQUIRED PRIOR TO ME DESIGN ENGINEER CERTIFYING THAT ME INSTALLATION HAS BEN INSTALLED IN ACCORDANCE WIN THE PERMITTED DESIGN THE CONTRACTOR SHALL PROVIDE A CERTIFICATION THAT THE WASTEWATER SYSTEM WAS INSTALLED AND TESTED IN ACCORDANCE WITH THE APPROVED DESIGN PLANS. STATE PERMITS REQUIRE THERE SHALL BE NO DEVIATIONS FROM ME APPROVED PLANS WITHOUT PRIOR APPROVALS. ME DESIGN ENGINEER SHALL BE NOTNED AND ALLOWED TO OBSERVE DE CRITICAL PHASES OF CONSTRUCTION INCLUDING NY REQIRRED TESTS. LIKEW ESE. THE DESIGN ENGINEER SMLL BE NOTIFIED OL ANY DEVIATKXS FROM ME APPROVED RAINS. SINCE THE DESIONFTIGINEEt DOES NOTCUSTOMARRYOBSMVE ALL PHASE OF THE WORK, OR ALL TESTING. HE h Y RELY ONTHE CONTRACTORS CUUN ATION AS ME R/SIS FOR FINAL CERTIFICATION, THE CONTRACOR SHALL THEREFORE SIGN AND RENRN A COPY O TILE FOLLOWING CB:TI )CATION UPON COMPLETION OF ME WORK "I HEREBY CERTIFY MAT I HAVE INSTALLED. PROPERLY TESTED. AND SUCCESSFULLY PASSED THOSE TESTS, AND ME WASTEWATER DEPOSAL AND COLLECTION SYSTEM(SI ARE BUILT IN ACCORDANCE WIN ME APPROVED DESIGN PLANS AND APPLICABLE PERMIT CONDITIONS:' CONTRACTOR NAME AUMORUED AGENTS NAME NOTE ANY DEVIATIONS FROM APPROVED PLANS HERE' l CONTRACTOR CERTIFICATION FOR WASTEWATER SYSTEM USE CLAM D (StSCO MI CONCRETE FOR THRUST BLOCKS. PLACE 4 MIL. POIYETHYLFNF BETWFFN FITING AND THRUST BLOCK. PLACE THRUST BLOCK AGAINST UNDISTURBED TRENCH WALL -CONCRETE BEARING AREA ON F71NG TO BE A MINIMUM OF I /2 SQUARE FOOT. THRUST BLOCKS BASED ON 5D PSI TEST PRESSURE IF CHANGE IN ELEVATION BETWEEN ANY 2 POINTS IN THE LINE IS GREATER THAN 110' THRUST BLOCKS WILL HAVE TO BE ENLARGED. I ilt Ilt tlt--III lit `I L,.. Illn 1 III il,, III 111 iil _ill 11F-J - � 1 11111E (IIIII II II 1 - II II Ililll,�lr�u .: t 71t 14�1111,{J[ III.:) III !(IIIII, MINIMUM BEARING AREA IN SQUARE FEET ON UNDISTURBED TRENCH WALL SOK SAFE BEARING T' 21/T 3 4- 6 TYPE LOAD LBS/F. 2 45° 225° TEE 90° 45° 22.5° TEE I 90' AS' I 225. TEE 90° 4S° 22. TEE 90" 0' 22.5° CLAY I= OS 0.5 OS OS OS O.5 OS OS 0.5 OS OS OS. - OR 0.7 0.5 11 2D 1.5 Ob SAND GRq 2000 3000 OS OS 0.5 0.5 OS OS 0.5 0.5 OS D5 OS OS OS OS 0.5 OS asO.5 OS OS 0.5 as OS OS' O5 OS 0.5 0.5 0.5 0.5 05 0.5 of OS 1A 04 Ob OS OS OS TILL SHALE `KKK' I= OS OS OS 0.5 OS pS 0.5 OS OS 0.5 OS OS 0.5 OS IS OS 0.5 OS 0.5 0.5 OS OS OS u 0.5 OS OS DS OS 0.5 0.S OS - 0.5 OS 0.5 0.5 OS 0.5 OS NOTE: ENGINEER TOOBSERVE ALL THRUST BLOCKS PRIOR FO BACKFILL, FORCE MAIN THRUST BLOCK SPECIFICATIONS COVER N LIFNOUE 9 (PLAN VIEW) III Ill l l{lf II(1 - � I I i n{II, i I II I ��III `\ LEW '- --- ONtA0910 CLEANOVt RING AND AND COVER --. - -__--- 4'PVCSDR35RISM 4' PVC SUB M ELROW 4 S4N4' w 6'kb'., PVC SDR 3545° WYE FLOW -- -- �T �i 4"OR 6'SOR 35 PVC PIPE t TYPICAL SEWER CLEANOUT SEE SITE PLAN FOR SIZE Y IMPORTANT NOTE CHECK WITH STATE OR ENGINEER ib VERIFY SETBACK DISTANCES SETBACK DISTANCES CAN VARY FROM WHAT ISSHOWN HEREON BASED ON THE SOLE AND SCOPE OF THE PROJECTOR NEWLY PUBLISHED RULES FROM OTHER STATE AUENC16, ITEM HORIZONTAL DISTANCE (FEET) • DSPOSAFELD SEPECTAAX SEWER DRILLED WELL b SO 50 GRAVEL PACK PURL, SHALLOW WELL OR SPRING b 75 7S LAKES. PONDS. IMPOUNDMENTS 50 25 25 RIVERS AND STREAMS SO 25 10 DRAINAGE SWAES, ROADWAY DITCHES 25 - - MANORMUNICIPALWATERLINES 50 50 tl ATMOSPHERIC WATER STORAGE TANKS 50 s0 50 SERVICE WATER LINES 25 25 a ROADWAYS, DRIVEWAYS, PARKING LOTS 10 5 c TOP OF EMBANKMENT OR SLOPE GRATER TITAN 33% 25 10 - PROPERTY LINE la) 25 10 10 TREES 10 10 10 OTHER DISPOSAL FIELD OR REPLACEMENT SYSTEM 103 - - FOLINDATION DRAINS. FOOTING DRAMS. CURTAN DRANS M ° 10 - PUBUCWATER SUPPLY (e) f I I SUCTION WATER LINE 100 50 30 THESE DISTANCE MAY BE REDUCED WHEN EVIDENT THAT TNF pbT E 6 LMNECESSARY TO PROJEC AN TIEµ OR INCREASED IF NECESSARY TO PROVIDE ADEQUATE PROIECIKNN. • INDREC D6[HARGE REQUREMENTS SLPERSEDf THRS IF DIFRRENT. ' WATER SUPPLY RULES SUPERSEDE MIS P DIFFERENT. _ ISOLATION DISTANCES Y ENVIRONMENTAL PROTECTION RULES, CHAPTER 21, EFFECTIVE 9/29/07 SECTION 1�7 R"SDR26PVC I M RADIUS 6" SDR 26 PVC ISO'RADHUS I SDR 26 Pvc 100' RAMS 3'SDR 26 PVC 9LY RADN)S 2 1IT SDR 26 PVC 7S' RADIUS T SDR 26 PVC 60 RADIUS 1 1/T SOR 26 PVC SD RAD45 ALLOWABLE LONGITUDINAL BENDING FOR PRESSURE RATED H+{T, PIPFASTM D2241 BFHO i a = ASSEMBLE PIES 1. STRAIGHT LINE N TRENCH MEN OF SET, AVAILABLE IN EITHER INTEGRAL BELL GASKETED JOINTS AND SOLVENT WELD JOINTS, ALLOWABLE BENDING FOR SDR 21 OR 26 PVC PIPE GENERAL CRITERIA REGARDING ISOLATION DISTANCES 1, ISOLATION DISTANCES APPLY REGARDLESS O PROPERTY LINE LOCATION A. OWNERSHR'. I . SEPARATION BETWEEN POTABLE WATER SUPPLIES AND LEACHHRDS SNAtI BE PETERMMED BY THE METHODS H THE VERMONT WATER SUPPLY RULE, APPENUK A. PART 11, SECTION 11 A. c. SEWERS UNDER ROADS. DRIVEWAYS. OR PARKING LOTS MAY REQUIRE PROTECTIVE CONDIAIS OR SLEEVES. tl. SEPARATRN OF PRESSURE WATER LINES CONS M M SERVICE CONNE ..' AND SEWER LINES SHALL ADHERE 1p ME VERMONT PLUMBING RULE. SEPARATION OF PRESSURE WATER LINES (COSDERED TO BE PART OF A PUBLIC WATER SYSTEM AS DEFINED BY TIE VERMONT WATER SUPPLY RULEI ANDSEWERLINES SHALLAdMETOMEREO WWWSOFTWVMMOMWAt SUPPLY RULE. e. THIS REFERS TOP C COMMUNITY WATER SYSTEMS. M DEFINED IN THE VMMOM WATER SUPPLY RULE f. CONTACTME DEPARTMENT Of ENVROMMENTALCONSERVATIONS WATER SUPPLY DIVISION, 103SOUTHMAIN STREET. WATERBURY. VERMONT. SPECIFIC CRITERIA FOR ISOLATION DISTANCES 1L� 2 FOR MOND WASTEWATER DISPOSAL SYSTEMS. THE LIMIT O FILL MUST BE 25 FT.ci FROM ANY DOwNHILl PROPERTY LINE AFD 10 FEET FROM ALL PROPERTY LINE ON THE SHOE OR URBL{{ 3. NO DISPCFO FEUD OR REPLACEMENT. AREA SHAU_ BE CLOSER THAN 10 FEET k0 ONE ANOTER IXCEPt AS ALLOWED FOR TRENCH SYSTEMS IN SECTION IAD7IMI. 1 4. IF A CURTAIN OR FOUNDATION DRAIN IS ppwNSLOPE OFME DISPOSAL EEL[{ THE DEPOSAL FIELD CANNOT BE CLOSER THAN 75 FEET TO ME DRAM. IF ME CURTAIN OR FOUNDATION DR N E UPSIOPE OF tHE DISPOSAL FIELD, IT SHALL BE M IF POSSIBLE, AND A MINIMUM OF M FEET TO THE DES FIELD. TIE EOLATKM DISTANCES FOR MOUND SYSTEMS SHALL BE FROM THE EDGE OF THE MINIM BASAL AREA OR ME EDGE OF THE ABSORPTION TRENCH OR BED WHICHEVER 6 CLOSER, THIS DISTANCE MA BE REDUCED IF THE CONSULTANT PROVIDES ADEQUATE DATA AND ANALYSIS TO SHOW MAT EFFLUENT FROM THIS SOL BASED SYSTEM WILL NOT ENTER THE GRAN OR INCREASED IF EFFLUENT WILL ENTER ME DRAM. �� tee ,%,moo, TRUDELL CONSULTING ENGINEERS 4,eBL Be�47P4ui www.rccvr cots W RavBbns No DesrnN- Go,e By A 51-cl.- 0IM7J15 SMM 1' QN P r F R � - JM Clty Of SO. Eurtington U 1 ne dowl�s I. u M t NW. IhBVB U-1 p 1 saetl Rol prat now ingcOoralnotbnW11 01hB,E 'w�IWsw IHU111 IhB roDd IOry-thcoli., iheucn 1 IeebeFJ as colutACYon tl,awirgs unless ixRed T Ovy wmMrgs specrT II- For CorsA--'are ,o be spb 11110 b,fry KIwdalinnIKNconn.ajo With r�itchlbn wrin I X¢SgI eensenls dne a P- ,.rrAxAnB but not lmXed l4,he AA-M,X appF able. The D av6rgs Md rot be Vsatl IN,w conslru X 1 1- Contact ieCEIo 1III 'Wdwnw com ICK or,` Main Imrvc tlat0 sultOde lo- BvcXon byOVt. 3. These drnvrcgs are Mdlk,c to If Baled orb me not tromferade. As'nslTarslants OI IBr 1- Inane <Kaw ngs and colNBs 11-01 fUP1.. by ME are Xs axdus ve pmpeay. B �tlBs 106owmp. moy oNy be mwle by TCf. tt QuoYBred IR°Y Md bB bmVDM to ,ne aXanXon IF TGIF annreotoleN. A. BY use of Mese QowirlRs Iw con KM d ,Ile Project. the Own reweseMs IIId Hey I . Q aN P,o LK atq ew M OaWmRs arcl hav I WBh dl oRPEc de Nwhe/didwnel Io IF.. ItW _IK w PBM and tl with other aspe Is It In P,o t. Me ponadel b slwwn,'rlImsuai TU an ......N. a FPI mum M1e 5) bat Onwnd any Wlldi, S.II , the Users respolti KIY to arouse Me copy ,Intd, IF, most Cwreni revlRonT `\\\\\\Uti 141I/4jpA�i 11 c 2` Synergy Development, LLC 1741 Spear Street South Burlington, Vermont Shael TRIe ' Sanitary Details Dda: YII L1014 Scats: ___-Shown Project Number 14 7 Dmwn By: I., Pmpcl Erygneer: ,AD AIW,oved BY _ FiNtl Book: - AE -- 1-4 0 it 11, 144 410 4 oil PILL SECTION ( CUT SECTION REFER 70 SITE PLAN 5' IWIN.) TOPSOIL WIN SEEDING AND MULCH SIDE SLOPES MAY VARY 1/4 PER F 3 1 rl I i )li Iri �n �I t II -:ail il! III il[ IIIiIEtiirilll�llEliilF�Itlil{ii)lil'l�iEll I(I)Iillil i III �IIE il[ ilt 21i tli IE'tli 71E il( {IF E Ilk I IN ill 11 I -1rt 11 H lil- tit 13t II ti4 7EI Oil ill III FINE CRUSHED GRAVEL EXTEND - , GRAVELORCOARSE CRUSHEDGRAVE SAND {IF NEEDEDI UNDISTURBEDSUBGRADE OR COMPACtED FILL MIRAFISOOX STABILIZATION FABRIC INSTALLATION IN ACCORDANCE WIN MANUFACTURERS RECOMMENDATIONS NOTES: I. DITCH DEPTH & LOCATION MAY VARY (SEE SITE PLAN), 2. IF GROUNDWATER OR SOFT SPOLS ARE ENCWNERED CONTACT THE ENGINEER TO DISCUSS ADDED MEASURES SUCH AS UNDERDRAIN. TYPICAL GRAVEL DRIVE MINIMUM AREA 5 WIDE, W LONG POLYETHYLENE FLARED END SECTION AM OR EQUAL. O © S PLAN VIEW i5 INLET OUttET CONDITION CONDITION SMOOTH INTERIOR, CORRUGATED EXTERIOR. HIGH DENSITY POLYETHYLENE PIPE (HOPE). ADVANCED DRAINAGE SYSTEMS (AM) FINISHEDGRADE N-12. OR EQUAL, IFICI—EUPTYPEBBIPRAR To. ATCH TAPERED OVER IY' TYPE P2Da RIPRAP SIDES OF END SECTION FOR PIPE IS' OR SMALLER. USE 1♦T TYPE ROVER 12' TYPE SLOPE AS PER P204 FOR PIPE OVER IS'. sBE PLAN y SLOPE AS PER 71 f,. SIZE PLAN T l f )T {�y iII1rIll4 INLET -- - POLYETHYLENE FLARED END SECTION. OURET �4C'. CONDITION ADS OR EQUAL. CONDITION ELEVATION VIEW t 2 POLYETHYLENE (HDPE) END SECTION Y / � RDSH nvELIVAGTm4P5AHNL / f Y Y I ry L/ L/ CRUSN� GL.vEI IvnOt>M0.Sa C6nF5E, fo }9 uuADG— f-1 WITH a1ANU.N FACTREPS COMmENDAttONS ND BORROW AND CRWON TO eF bFl: - --gamma � 4 � '+` � � F Ft IN POORLY DRARiED 5011S DROVER < t `�, Sie .r;t'' �' s . H.�,� +, BEptOCX Ivnor>UBA3) IIIfil 1uillF11I' CTi liolt11 llif)iiIllt{IIUtIIIUI'ElI FI14Fi llil�co �ci�gLaGRADf oR SECTION Ess IKINO F PRVATF EUDB A MER ut A 7— IR I2 NOTES: NDE:usHIONuRDSUBORR.DESN MDBECONn MEDANocoMPACEDTONF DLMENSIOM SHOWN IN ACCORDANCE WPH VERMONT AGENCY OF TRANSPORTATION SPECIRCATONS. STANDARD Ala. WHERE MORE STRINGENT LOCAL ORDINANCES HAVE SEEN ADOPTED RELATIVE TO ROAD DMENSDM AND CONSTRUCTION, THEY SHOULD GOVERN. 2. COMPACT ALL SUBBASE MATERIALS T095%MAXIMUM DENVTY (STANDARD PROCTORL .IFGROUNDWATEROR SO RSPORAREENCOUNTEREDCONTACTTHEENGPEERTOD CUSS ADDED MEASURES SUCH AS LMDERDRAN. t� TYPICAL GRAVEL ROAD OR PARKING SECTION 1--1 Y CONSTRUCTION SPECIFICATIONS: i. $DE S:.OPES FOR GRASS CHANNELS SHALL NOT EXCEED 2:1, 2, ALL CHANNELS SHALL BE SEEDED& STABILPED WITH EROSION CONTROL BLANKET IKE), SEED RPM TO INSTALLATION OF KB. FOLLOW MANUFACTURER'S INSTRUCTIONS. TYPF OF KB TO SE USED IS BASED ON LONGITUDINALSLOPE. 15%: NAGREEN SCISO{OR APPROVED EQUALI 5%- NY' NA GREEN C1258N TOR APPROVED EOUALI v2tM� NA GREEN P550 (OR APPROVED EQUAL) GRASS CHANNEL -- 18' 112" 0 STEEL REBAR LEGS (EXPICAL OF A) s 1/Y DA. WE4DED REINF. STIFF. 0 0 'i '• 12 CORE IY' DEEP. 5/8' 0 Ir l a' 0 STEEL REBAR LEGS OPENING FOR REBAR LEG - L - --- �— ITypICAL OFQ ITYPICAL OF 4) 1 w EXISTING CA'CH BAS N ENLARGE I4L'0 OPENING Tow ROUND EXISTING CATCH BASIN INLET MODIFICATION DETAIL RIP RAP SHALL RE A WELL GRADED ROCK MIXTURE DOWN TO I INCH SIZE PARTICLES, SUCH THAT SO PERCENT OF THE MIXTURE BY VOLUME SHALL BE LARGER THAN THE LEAST DIMENSION. LEAST GM TYPE SIZE{INCHE51 1SDi.OFVOLUME57 P-2D4 IS -12 B 2-W 12 3d8 20 A' 3 HJ 2J A WELL GRADED ROCK MIRURE SHALL BE DEFINED AS A MIXTURE COMPOSED PRMMARLY OF THE LARGER STONE SIZES. BUT WITH A SUFFIGENT MXTRE OF OTHER SAES TO FILL THE PROGRESSIVELY SMALLER VOOS BETWEEN STONES. STONE FOR RIP-RM SHALL SE APPROVED, ROUGH, BROKEN. QUARRY STONE WIN RREGULAR FACE PER- MITTING PLACEMENT IN A TIGHT INTERLOCKING MANNER WITH THE SMALLER STONES FILLING VOIDS BEIWEfl4 LARGER STONES. THE STONES SHALL BE HARD, SOUND. RESISTANT TO WATER ACTION, i ATHERING. AND SUITABLE FOR THE PURPOSE INTENDED. t.4. RIP RAP STABILIZATION NOTES Y II TRUDELL CONSULTING ENGINEERS nest AD i wLLSTqu vSPNoIRr o5aP5 '., Box 11 www.1-ODN Rev yoni No. DescApfion Odle By 0 slomw.afel Edm 01107nS SMM RE �� � tPRua. - KR r RR M c,� ry 1 ,r- 9 B City of "30. cU-r!frntLn e m These DUTMogs 1 sUnlerz othelMse nded. these Drawings arc intended idz plea rypbnning coved ndTdn witn in d p roes« I t-d.cl D tmm the im lory tnonties. Tnev t I tandea m donstraaron a g Ness awed 2. O*d wing We R. Iy Iketl Far Conshucron"are NI d dl be ed'1O*Notf11 With conimcf d t pacHr. Y / 1 U l Utlagreementssl ontl hef b' letl wXh th K,IPDT . nJUNrIg but - B tl the Arch t IfPPLcablehds9 Drdwines snou not De a:eat« consflvctloh lavodt. comacf TCE f« any oonsllusurveying services «to obtain elecM1orvC dol. P.N.- tar comincNort RHaul. 3, TheseIX ID"ares ,fl. to the ProjectoM ore not t,oDU able. MlMUv 1, of service, inese tlrawings. antl copies thereof, f,,N,hed by TCE are Its ezclusive properly. Ch_Tg , to the tlrawings may owy be made W TCE H ale dhcovered. Iney shall be bmssgM to the, Olf—Lon of TCE Imme[ialely. 4. BY use.I—drawhsgs for consllucl'on Ot the ROleci, the one ccepteowner mprd LIDS lnaf ineY nave reviewed appmvetl. aIJ drawngs and nave tvol E dPdlcabb poRlesldlsciptlrles to nsure the pl DOdog pr N, co A,hll tl oP, olnel ospec ' 1 Rory t, me owner one Amh rect. «a_.Uae t a,IN. 15 shown I", wildan area measured a ni durum tNe {5) feet arodntl any a,ndD 5. It'z the Us resporaoilry to emure tltis copy CalloRP the most cu-1 RevlS _, J�LINNgy Jys4E OF VER��� It .`�. Prorea rile Synergy Synergy Development, LLC 1741 Spear Street South Burlington, Vermont 1<ef 1111 Site & Stormwater Details Roject Number: 140BJ Drown By: RMP Project ElgineeT. JAD Approved By: C8-03 2'DA. MULCH RINIG kOPEGROUND TO ORARR I ) I PLANTFn WINM -- 3x BALL DIA. TREE PLANTING DETAIL NOTES:' STAKE ONLY IN EXTREMELY WINDY CONDITIONS AS APPROVED BY LANDSCAPE ARCHITECT ' IF KNOWN. PLANT THIN BARKED TREES WITH THE SAME SUN ORIENTATION OR WRAP WITH WHITE POLYPROPYLENE WRAP BURLAP'. LOOSEN. CUT, S. REMOVE NATURAL BURLAP FROM TOP 112 OF ROOT BALL. REMOVE SYNTHETIC SUMIAP WIRE BASKETS: CUT AWAY BOTTOM RINGS. PARTIALLY BACKHLL TNEN REMOVE REMAINING WIRE. ' PLANT TREE TO EXPOSE ROOT FLARE, MAIN ORDER ROOT, AND IN SAME ORIENTAnON AS TREE WAS GROWN. DO HOT PUNT TOO DEEP —S IAYER SHREDDED BARK MULCH 170 BE APPROVED BY LANDSCAPE ARCHITECT) OVER PERMEABLE WEED FABRIC. DO NOT PLACE NEXT TO TREEIRUNK SAUCER RIM DIG TREE PB ONLY AS DEEP AS ROOT BALL LrDIRECDANDAPPROVED BACKHLL WITH EXCAVATED MATERIAL. IF SOIL 6 PREDOMINATELY CLAY OR GRAVEL INCORPORATE ORGANIC MATERIAL AS TE BY LANDSCAPE ARCHITECT PLANT PIT WrIDN 3% BALL DIA. BALL AND BURLAP SHRUB 3LAYER SHREDDED BARK MULCH AO BE APPROVED BY LANDSCAPE RCHTECTI OVER PERMEABLE WEED FABRIC_ DO HOT PLACE CLOSE TO 3'SAUCER RIM BACKFBL WILH EXCAVATED MATERIAL. IF SOC 6 PREDOMINATELY CLAY OR GRAVEL INCORPORATE ORGANIC MATERIAL AS DIRECTED AND APPROVED BY LANDSCAPE ARCHITECT NOTES' 'PI -ANT SHRUB AT SAME DEPTH Al WHICH SHRUB HAD PREVKMY GROWN 'LOOSEN, CUT, L REMOVE BURLAP FROM TOP 113 OF ROOT BALL 'SHREDDED BARK MULCH AND WEED BARRIER FABRIC TO BE CONTINUOUS WHEN USED IN BEDS. NOTES • PRUNE UMBS IN THE WAY OF IMPROVEMENM. CONSULT WITH • LANDSCAPE ARCHITECT PRIOR TO PRUNING. • FERIIUM AND WATER TREES. UT UM WOOD CHIPS FROM CLEARING ON SHE TO PREVENT SOIL COMPACTION OF DRIP LINE, IF APPLICABLE. • PLACE FENCE • FENCE TO BE INSTALLED PRIOR TO CONSTRUCTION. WHERE PLANS SHOW DISTURBANCE WITHIN TIME PROTECTION AREA MMPORARUy REMOVERFICETOM EEOWITH WORK, THEN IMMEDIATELY REPLACE FENCE WHEN WORK 6 COMPLETED WITHIN THE PROTECTED AREA. `. • 4'HIGH WOVEN ORANGE PLASTIC WOOD SAFETY FENCE ON FIRMLY DRIVEN CHIPS METAL ' STAKES Ce EOUIVALENT. STAKE d II O.C., BURY POST 3' MINIMUM - — • WHEREROOT ENCOUNTERED, D,PRU PRUNE ROOT I' I_ DRIP LINE ryARIESI --- BEYOND FENCE )RING A VIBRATING IDNJIS OF CRRKAL ROpi ZONE) KNIFE OR NARROW TRENCHER AND SACKFIU. IMMEDIATELY_ RADIUS =I FOOT PER INCH OF . PLACEI'TREEPROMCnONJONE TRUNK DIAMETER ` DO NOT DISTURB' SIGNS IN EACH DESIGNATED AREA TREE PROTECTION FENCE (TEMPORARY r f Feet 60 90 120 PLANT LIST KEY SCIENTIFIC NAME COMMON NAME OUAN. SIZE COMMENTS CC Carpinus caroliniona American Hornbeam 1 2"-2 l/2" S L B CS Corpus sericeo Red Twig Dogwood 9 3 gal. CONT. 'Baileys' IV Ilex Vemcillato Jim Dandy L Berry Nice 9 3 gal, CONT. 'Jim Dandy L Berry Nice' Winterberry TON Thula occidentalis'nigro' Dark American Arborvitae 32 4'-S' BLB VAC Vaccinium corymbosum Highbush Blueberry 7 3 gal. CONT. 'Blue Jay' I� -tce - TRUDELL CONSULTING ENGINEERS ne% 4D I wILL6TOx, vERNONT owy eese»mn I www.rcKYT.coH Revhiom o. Desc boon - Dote By A Stamwater Edits 0.M1/IS SMM 4 JAt4 P� City of SO. e Dra vgs olnerwie oleo Ines powingz ore inlen— for neeNnary oloavng, coal Ion wiln omen decipk a relies, a"I apoovol Ion, eIe repugtory aVMo�ifies. of inlendetl os consimction dow'Rtgs unless noted n sacn. n 2. Only dravnngs specifically madded "For ComRu NI are intendedtobe,o incorgonption wiBl rnocl s. ipeciBcotionz. awrrer/c.nlracia agreemenh nntl lobe II L., U,e pled w t, cap c cbFnes. inclVdilg rot YnI to, the Amn or R opp 4un k. these IkawNpz 9 c rot be z -Ying M1u[liaf bywr ,6 nlocf ICE IIX arty conAmclion surveying services a to Obtain eleceoric data suitoNa fIX ConSBVcibn IayWt. 3 these Dmwi ae —Mc to the Project and oa not miIwo— As imiNments of service. these dl in,,. and es ItrereoT /ImisY eo bV TCE ae ifs properly. narges to the trawiogs may oNY be mode by TCE. If IXe drscovered. IF, noil be tv ,hl to I'll o entron of TCE Fnn,eaatefy n By use of tes he drawings To, conslmcSon the of Noject, nO .,one In. thaf Hzey have reviewed. por—d. and ac<apbd the drawings old have met mBl all npplicabk pao es/d6cOne, to inwre these pans are y cooN'sMed wib oIne,.spec. of - A,, 'tlne orb ArcFilect. oe responsIDle for orry buildings _K' on o a meouned anuNnun� Rve ISI feel � VM on, bula,. I Is the User s resporzsibety to ensuro IM COpy <onloim Me Synergy Development, LLC 1741 Spear Street South Burlington, Vermont Landscape Plan, Tree Demolition & Protection Plan Dote: -_ 12A2/2014 Scab: Shown Project Number: 144387 Drawn By: RMP Protect Egineer: JAD Appoved By Feld Book Ll -01 � Ad§-TRUDELL Synergy Development 3-lot PUD op Consulting Engineers 1741 Spear Street Stormwater Design Brief 1. Project Description Synergy Development, LLC (Applicant) proposes the subdivision of the existing single-family residence at 1741 Spear Street in the City of South Burlington. The proposed project will create a Planned Unit Development (PUD) with the existing residence and two new single-family homes located behind the existing house. As this project is located in the Stormwater Overlay District, a stormwater treatment system is required to maintain the existing hydrologic condition for the one year storm event (2.1 " over 24 hours). The stormwater treatment system described in this narrative addresses the impervious surfaces for the proposed project, consisting of 0.38 acres of roads and building. The final building designs are not known at this time, therefore it is assumed that 2,000 square feet of impervious will be constructed on each lot in addition to the impervious surfaces shown on the proposed site plans. 2. Receiving Waters Stormwater runoff from this site currently discharges to Bartlett Brook, located approximately 1,400 feet to the west of the project parcel. This stream is considered impaired due to stormwater by the Agency of Natural Resources, and is on the 303(d) list of impaired watersheds. 3. Existing Conditions The site currently consists of a 3.62 acre parcel with a single family home located near Spear Street. Impervious cover on the site is approximately 4,400 square feet and is limited to the driveway and house. The remainder of the site is open space, with grass predominating on the east portion of the parcel and woods dominating on the west side of the parcel. Slopes range from moderate on the east and central portions of the site (4% - 7%), increasing to 15% at the western property line. Further to the west the slope continues to drop, terminating at Harbor Ridge Road approximately 200 feet west of the property line. Soils onsite are predominately Hydrologic Soil Group (HSG) D, with some HSG C soils in the western side of the property. A Predevelopment Drainage Map illustrating these site conditions is attached to this report. Civil Engineering Land Surveying Landscape Architecture Environmental Services Page 2 � T R DEL L Stormwater Narrative - Tech Park Lot 3 —td§ U Consulting Engineers 4. Existing Stormwater System Drainage for the impervious cover onsite is via overland flow to the north. The majority of the lot drains westward to two incised channels that discharge to two catch basin inlets. One of these inlets is located within a City -owned utility easement, and one is located on private property. Both inlets drain to the Harbor Ridge Road drainage system. Approximately 9 acres of open space on the east side of Spear Street drain though a 24" CMP culvert and discharges onto the project parcel. A poorly -defined swale conveys runoff from this culvert generally near the southern property line to one of the incised channels. 5. Proposed Stormwater System A dry detention basin is proposed to mitigate the new impervious surfaces and clearing proposed for the project. Also, an improved drainage swale will be constructed along the southern property line to more effectively convey offsite runoff through the project to adjoining properties. Proposed land cover and drainage areas are shown on the Post Development Drainage Map included with this report. The dry basin serves to capture runoff from the new impervious surfaces and wooded area converted to grass, and release it at a rate at or below the existing peak discharge rate for the one-year storm event. Runoff is released through a HDPE pipe -based outlet structure with a six inch control orifice. Larger storm events are conveyed via overflow spillway. The discharge for this structure is routed to the existing incised channel leading to an inlet on an adjacent lot. This channel will be lined with rip rap to ensure its long term stability. Details of the outlet structure are provided on sheet C8-03 of the plan set, and HydroCAD modeling results of the one-year storm are provided in an attachment to this report. The table below summarizes the modeling results: Table: Stormwater Modeling Results FExisting Peak Flow Rate Proposed Peak Flow Rote (1-Year Storm Event)1-Year Storm Event} 6. Conclusions The development of this parcel, along with the proposed stormwater management system, will improve the hydrologic conditions for the downgradient recipients of the site's runoff. The improved channels to the offsite Page 3 ♦� T Stormwater Narrative - Tech Park Lot 3 —b f6 R lt D E L L Consulting Engineers '*I SO drain inlets will also minimize future erosion and safely convey the runoff from the property. Civil Engineering Land Surveying Landscape Architecture Environmental Services P01001 Subcat Read A. Link DA2 Existing House Project Area J 14-087 - existing Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.033 74.0 >75% Grass cover, Good, HSG C (DAl ) 0.849 80.0 >75% Grass cover, Good, HSG D (DA1, DA2) 0.163 98.0 Paved parking, HSG D (DA1, DA2) 0.562 70.0 Woods, Good, HSG C (DA1) 2.125 77.0 Woods, Good, HSG D (DA1, DA2) 3.732 77.5 TOTAL AREA 14-087 - existing Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0,000 HSG B 0.595 HSG C DA1 3.137 HSG D DAI, DA2 0.000 Other 3.732 TOTAL AREA 14-087 - existing Prepared by Trudell Consulting Engineers HydroCADOO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Printed 12/1 1 /2014 Paae 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.033 0.849 0.000 0.882 >75%Grass cover, Good DA1, DA2 0.000 0.000 0.000 0.163 0.000 0.163 Paved parking DA1, DA2 0.000 0.000 0.562 2.125 0.000 2.687 Woods, Good DA1, DA2 0.000 0.000 0.595 3.137 0.000 3.732 TOTAL AREA 14-087 - existing Type II 24-hr 1-year Rainfall=2. 10" Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCAD@ 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Paae 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=2.758 ac 0.69% Impervious Runoff Depth=0.48" Flow Length=816' Slope=0.2569 '/' Tc=6.0 min CN=76.3 Runoff=2.22 cfs 0.110 at Subcatchment DA2: Existing House Runoff Area=0.974 ac 14.78% Impervious Runoff Depth=0.66" Flow Length=373' Slope=0.1582'/' Tc=3.5 min CN=80.8 Runoff=1.26 cfs 0.054 of Reach P0I001: Inflow=3.35 cfs 0.163 of Outflow=3.35 cfs 0.163 of Total Runoff Area = 3.732 ac Runoff Volume = 0.163 of Average Runoff Depth = 0.52" 95.63% Pervious = 3.569 ac 4.37% Impervious = 0.163 ac 14-087 - existing Type 1124-hr 1-year Rain fall=2. 10" Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA1: Project Area Runoff = 2.22 cfs @ 11.99 hrs, Volume= 0.1 1Oaf, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.033 74.0 >75% Grass cover, Good, HSG C 0.562 70.0 Woods, Good, HSG C 0.019 98.0 Paved parking, HSG D 0.608 80.0 >75% Grass cover, Good, HSG D 1.536 77.0 Woods, Good, HSG D 2.758 76.3 Weighted Average 2.739 99.31 % Pervious Area 0.019 0.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 816 0.2569 2.28 lag/CN Method, Summary for Subcatchment DA2: Existing House Runoff = 1.26 cfs @ 11.95 hrs, Volume= 0.054 af, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.144 98.0 Paved parking, HSG D 0.241 80.0 >75% Grass cover, Good, HSG D 0.589 77.0 Woods, Good, HSG D 0.974 80.8 Weighted Average 0.830 85.22% Pervious Area 0.144 14.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 373 0.1582 1.76 Lag/CN Method, Summary for Reach P01001: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.732 ac, 4.37% Impervious, Inflow Depth = 0.52'' for 1-year event Inflow = 3.35 cfs @ 1 1.97 hrs, Volume= 0.163 of Outflow = 3.35 cfs @ 1 1.97 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Poiootl 2P detention basin A3-b� AA FR �- bypass swale to prop line (\ i I 2Rl existing channel Subcat Reach Aon/ Link DA2�> existing house (DA1) Project Area AIP a -- DA4 spear st culvert E side of Spear St 14-087 - post 2014 1208 Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.302 74.0 >75% Grass cover, Good, HSG C (DAI) 5.831 80.0 >75% Grass cover, Good, HSG D (DAI, DA2, DA4) 0.047 98.0 Paved parking, HSG C (DAI) 0.924 98.0 Paved parking, HSG D (DAI, DA2, DA4) 0.247 70.0 Woods, Good, HSG C (DAI) 5.742 77.0 Woods, Good, HSG D (DAI, DA2, DA4) 13.093 79.7 TOTAL AREA 14-087 - post 2014 1208 Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.596 HSG C DA1 12.497 HSG D DAI, DA2, DA4 0.000 Other 13.093 TOTAL AREA 14-087 - post 2014 1208 Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Pace 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchmeni (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.302 5.831 0.000 6.133 >75%Grass cover, Good DAI, DA2, DA4 0.000 0.000 0.047 0.924 0.000 0.971 Paved parking DAI, DA2, DA4 0.000 0.000 0.247 5.742 0.000 5.989 Woods, Good DAI, DA2, DA4 0.000 0.000 0.596 12.497 0.000 13.093 TOTAL AREA 14-087 - post 2014 1208 Type II 24-hr I -year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 5 Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment DA1: Project Area Runoff Area=2.760 ac 13.88% Impervious Runoff Depth=0.62" Flow Length=816' Slope=0.2569 '/' Tc=5.3 min CN=79.9 Runoff=3.10 cfs 0.143 of Subcatchment DA2: existing house Runoff Area=0.975 ac 15.49% Impervious Runoff Depth=0.67" Flow Length=373' Slope=0.1582'/' Tc=3.5 min CN=81.0 Runoff=1.28 cfs 0.054 of Subcatchment DA4: E side of Spear St Runoff Area=9.358 ac 4.67% Impervious Runoff Depth=0.60" Flow Length=787' Slope=0.9010'/' Tc=2.8 min CN=79.5 Runoff=l 1.28 cfs 0.470 of Reach 1 R: bypass swale to prop line Avg. Flow Depth=0.51' Max Vet=5.60 fps Inflow=10.64 cfs 0.470 of n=0.030 L=747.0' S=0.0534'/' Capacity=194.21 cfs Outflow=10.00 cfs 0.470 of Reach 2R: existing channel Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs 0.000 of n=0.030 L=94.0' S=0.1596 '/' Capacity=281.75 cfs Outflow=0.00 cfs 0.000 of Reach P01001: Inflow=2.13 cfs 0.197 of Outflow=2.13 cfs 0.197 of Pond 1 P: spear st culvert Peak Elev=369.89' Storage=578 cf Inflow=l 1.28 cfs 0.470 of Outflow=10.64 cfs 0.470 of Pond 2P: detention basin Peak EIev=330.60' Storage=1,439 cf Inflow=3.10 cfs 0.143 of Primary=1.10 cfs 0.143 of Secondary=0.00 cfs 0.000 of Outflow=1.10 cfs 0.143 of Pond 3P: Peak EIev=310.45' Inflow=10.00 cfs 0.470 of 24.0" Round Culvert n=0.013 L=108.0' S=0.1594 7' Outflow=10.00 cfs 0.470 of Pond 8P: Peak EIev=328.45' Inflow=10.00 cfs 0.470 of Primary=10.00 cfs 0.470 of Secondary=0.00 cfs 0.000 of Outflow=10.00 cfs 0.470 of Total Runoff Area = 13.093 ac Runoff Volume = 0.667 of Average Runoff Depth = 0.61" 92.58% Pervious = 12.122 ac 7.42% Impervious = 0.971 ac 14-087 - post 2014 1208 Type II 24-hr l -year Rain fall=2.10" Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA1: Project Area Runoff = 3.10 cfs @ 11.97 hrs, Volume= 0.143 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.302 74.0 >75% Grass cover, Good, HSG C 0.247 70.0 Woods, Good, HSG C 0.047 98.0 Paved parking, HSG C 0.907 80.0 >75% Grass cover, Good, HSG D 0.921 77.0 Woods, Good, HSG D 0.336 98.0 Paved oarkina, HSG D 2.760 79.9 Weighted Average 2.377 86.12% Pervious Area 0.383 13.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 816 0.2569 2.54 Lag/CN Method, Summary for Subcatchment DA2: existing house Runoff = 1.28 cfs @ 1 1 .95 hrs, Volume= 0.054 of, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.151 98.0 Paved parking, HSG D 0.245 80.0 >75% Grass cover, Good, HSG D 0.579 77.0 Woods, Good, HSG D 0.975 81.0 Weighted Average 0.824 84.51 % Pervious Area 0.151 15.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 373 0.1582 1.77 lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 1 1 .28 cfs @ 1 1.94 hrs, Volume= 0.470 of, Depth= 0.60'' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Descri 0.437 98.0 Paved parking, HSG D 4.679 80.0 >75% Grass cover, Good, HSG D 4.242 77.0 Woods, Good, HSG D 9.358 79.5 Weighted Average 8.921 95.33% Pervious Area 0.437 4.67% Impervious Area 14-087 - post 2014 1208 Type II 24-hr 1-year Rain fall=2.10" Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCAD@ 10.00-12 s/n 02145 @ 2014 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 787 0.9010 4.67 lag/CN Method, Summary for Reach 1 R: bypass swale to prop line Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 10.64 cfs @ 11.96 hrs, Volume= 0.470 of Outflow = 10.00 cfs @ 1 1.98 hrs, Volume= 0.470 of, Atten= 6%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 5.60 fps, Min. Travel Time= 2.2 min Avg. Velocity = 1.71 fps, Avg. Travel Time= 7.3 min Peak Storage= 1,333 cf @ 11.98 hrs Average Depth at Peak Storage= 0.51' Bank -Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 194.21 cfs 2.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 14.00' Length= 747.0' Slope= 0.0534 '/' Inlet Invert= 366.88', Outlet Invert= 327.00' Summary for Reach 2R: existing channel [80] Warning: Exceeded Pond 8P by 3.00' @ 0.00 hrs (13.82 cfs 82.206 of) Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 at, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank -Full Depth= 2.00' Flow Area= 14.0 sf, Capacity= 281.75 cfs 1.00' x 2.00' deep channel, n= 0.030 Side Slope Z-value= 3.0 '/' Top Width= 13.00' Length= 94.0' Slope= 0.1596 '/' Inlet Invert= 330.00', Outlet Invert= 315.00' 14-087 - post 2014 1208 Type II 24-hr 1-year Rainfall=2.10" Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCAD@O 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 8 Summary for Reach P01001: [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.735 ac, 14.30% Impervious, Inflow Depth = 0.63'' for 1-year event Inflow = 2.13 cfs @ 11.96 hrs, Volume= 0.197 of Outflow = 2.13 cfs @ 1 1.96 hrs, Volume= 0.197 of, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Summary for Pond 1 P: spear st culvert Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60'' for 1-year event Inflow = 1 1.28 cfs @ 1 1.94 hrs, Volume= 0.470 of Outflow = 10.64 cfs @ 1 1.96 hrs, Volume= 0.470 of, Atten= 6%, Lag= 1.2 min Primary = 10.64 cfs @ 11.96 hrs, Volume= 0.470 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 369.89' @ 1 1,96 hrs Surf.Area= 975 sf Storage= 578 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug -Flow detention time= 0.5 min calculated for 0.470 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 863.8 - 863.2 ) Volume Invert Avail.Storage Storage Description # 1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 Device Routing Invert Outlet Devices # 1 Primary 368.38' 24.0" Round Culvert L= 40.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38' 24.0" Vert. control orifice C= 0.600 Primary OutFlow Max=10.64 cfs @ 1 1 .96 hrs HW=369.89' TW=367.37' (Dynamic Tailwater) t-1=Culvert ( Controls 10.64 cfs) t-2=control orifice (Orifice Controls 10.64 cfs 4 4.18 fps) 14-087 - post 2014 1208 Type II 24-hr 1-year Rain fall=2. 10" Prepared by Trudell Consulting Engineers Printed 12/11 /2014 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 9 Summary for Pond 2P: detention basin Inflow Area = 2.760 ac, 13.88% Impervious, Inflow Depth = 0.62" for 1-year event Inflow = 3.10 cfs @ 11.97 hrs, Volume= 0.143 of Outflow = 1.10 cfs @ 12.08 hrs, Volume= 0.143 of, Atten= 65%, Lag= 6.3 min Primary = 1.10 cfs @ 12.08 hrs, Volume= 0.143 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 330.60' @ 12.08 hrs Surf.Area= 1,196 sf Storage= 1,439 cf Flood Elev= 332.50' Surf.Area= 1,923 sf Storage= 3,583 cf Plug -Flow detention time= 20.7 min calculated for 0.143 of (100% of inflow) Center -of -Mass det. time= 20.9 min (884.7 - 863.8 ) Volume Invert Avail.Storage Storage Description #1 329.00' 3,583 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 329.00 627 104.0 0 0 627 330.00 966 123.0 790 790 988 331.00 1,362 141.0 1,158 1,949 1,389 332.00 1,923 185.0 1,634 3,583 2,542 Device Routing Invert Outlet Devices #1 Primary 329.00' 15.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 329.00' / 326.00' S= 0.1200'/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 329.00' 6.0" Vert. control orifice C= 0.600 #3 Device 1 331.00' 15.0" Horiz. overflow grate C= 0.600 Limited to weir flow at low heads #4 Secondary 331.50' 20.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary Outflow Max=1.10 cfs @ 12.08 hrs HW=330.60' TW=0.00' (Dynamic Tailwater) Z1=Culvert (Passes 1.10 cfs of 5.84 cfs potential flow) 2=control orifice (Orifice Controls 1.10 cfs @ 5.60 fps) 1 3=overflow grate ( Controls 0.00 cfs) Secondary Outflow Max=0.00 cfs @ 0.00 hrs HW=329.00' TW=0.00' (Dynamic Tailwater) t-4=overflow spillway ( Controls 0.00 cfs) Summary for Pond 3P: Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 10.00 cfs @ 1 1.98 hrs, Volume= 0.470 of Outflow = 10.00 cfs @ 1 1.98 hrs, Volume= 0.470 af, Atten= 0%, Lag= 0.0 min Primary = 10.00 cfs @ 1 1.98 hrs, Volume= 0.470 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 310.45' @ 11.98 hrs Flood Elev= 314.00' 14-087 - post 2014 1208 Type 11 24-hr 1-year Rainfall=2. 10" Prepared by Trudell Consulting Engineers Printed 12/1 1 /2014 HydroCADO 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Page 10 ,ice Routing Invert Outlet Devices # 1 Primary 309.00' 24.0" Round Culvert L= 108.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 309.00' / 291.79' S= 0.1594 7' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=9.98 cfs @ 11.98 hrs HW=310.45' (Free Discharge) L1=Culvert (Inlet Controls 9.98 cfs @ 4.10 fps) Summary for Pond 8P: [62] Hint: Exceeded Reach 1 R OUTLET depth by 0.94' @ 11.98 hrs Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 10.00 cfs @ 11.98 hrs, Volume= 0.470 of Outflow = 10.00 cfs @ 11.98 hrs, Volume= 0.470 af, Atten= 0%, Lag= 0.0 min Primary = 10.00 cfs @ 1 1 .98 hrs, Volume= 0.470 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 328.45' @ 11.98 hrs Flood Elev= 330.50' Device Routing Invert Outlet Devices # 1 Primary 327.00' 24.0" Round Culvert L= 90.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 327.00' / 309.00' S= 0.2000 7' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Secondary 329.50' 15.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=9.98 cfs @ 11.98 hrs HW=328.45' TW=310.45' (Dynamic Tailwater) L1=Culvert (Inlet Controls 9.98 cfs @ 4.10 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.00' TW=330.00' (Dynamic Tailwater) L2=overflow spillway ( Controls 0.00 cfs) � I N EASANT WAY s Po,NrE DR ---_� / J1 +w• 7 / l _� ,' r 0 a / r ME Ir WESTVIEW DR +� 0 450 600 ��' _.� _ TRUDELL ��Consulting Engineers S02.S79. 6131 .v ww..tcevt. com Project Location Legend Drainage Area Boundary Hydrologic Soil Group (HSG) C D Forest Impervious Lawn Lawn Contours (2') QTax Parcel Boundary Stream Notes Sources: Drainage Area Boundary by TCE (2014); Longest Flow Path by TCE (2014); Existing Land Cover by TCE (2014); Tax Parcel Boundaries by the City of South Burlington (201 1); 2ft Contours by CCRPC (2009); Soils by USDA (2013); Streams by ANR (2012); VT E91 1 Roads (201 1); VT Significant Wetland by ANR (2012). Disclaimer: The accuracy of information presented is determined by its sources.TCE is not responsible for any errors or omissions that may exist. Questions of on -the -ground location can be resolved by site inspections and/or surveys by a registered surveyor. This map is not a replacement for surveyed information or engineering studies. Synergy 1741 Spear Street South Burlington, VT Predevelopment Drainage Map Project: 14-087 Prepared By: LMJ 11/21/2014 1 inch = 150 feet iCO S PAINfE DR CO 'r= DR rJ N L l-'- rr Ad40d � '_ TRUDELLLL Consulting Engineers 802.879.6131 mwzv.tcevt.com Project Location © OpenStreetMap (and) contributors, CC -BY -SA Legend Drainage Area Boundary Hydrologic Soil Group (HSG) EJC ®D Forest [_ Impervious --) Lawn Contours (2') E]Tax Parcel Boundary Stream Notes Sources: Drainage Area Boundary by TCE (2014); Proposed Land Cover by TCE (2014); Tax Parcel Boundaries by the City of South Burlington (201 1): 2ft Contours by CCRPC (2009); Soils by USDA (2013); Streams by ANR (2012); VT E911 Roads (201 1); VT Significant Wetland by ANR (2012). Disclaimer: The accuracy of information presented is determined by its sources.TCE is not responsible for any errors or omissions that may exist. Questions of on -the -ground location can be resolved by site inspections and/or surveys by a registered surveyor. This map is not a replacement for surveyed information or engineering studies. Synergy 1741 Spear Street South Burlington, VT Post Development Drainage Map Project: 14-087 Prepared By: LMJ 11/24/2014 1 inch = 150 feet ray From: Terry Francis Sent: Monday, December 01, 2014 4:52 PM To: ray; Paul Conner Cc: Doug Brent Subject: DRB comments Good Afternoon: Just wanted to follow-up on the a few projects you folks sent over for comment: Willow Brook Lane ( formerly Dog Lane?): Just a note that the Hammerhead at the end of the lane must accommodate FD apparatus- post snow storage area. The hammer head area shall be posted " no parking vehicles towed at owners expense". Hydrant location is acceptable. 88 Technology Park: Requires sprinkler protection, Class 3 standpipe in egress stair tower, fire alarm system include CO detection and a stretcher compliant elevator ( current plan shows an undersized car). FDC must be located within 100' of a hydrant ( hydrants not shown on submittals) 1741 Spear St: Spoke with Shane Mullin this PM regarding (2) SFH situated 500' and 650' off Spear St. on a shared driveway. Driveway width has to accommodate FD access, and the homes must have NFPA 13D sprinkler system installed. DC Terence Francis, CFI Fire Marshal South Burlington Fire Department 575 Dorset St. S. Burlington, VT 05403 802-846-4134 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. C FOR OFF -SITE Graphic Seale ----- 1I Feet 30 0 30 60 90 120 m� ` EXISTING ARBORVITAE HEDGE OPEN SPACE NOTES: PROJECT INFORMATION: STORMWATER & CONSERVATION OPEN SPACE: OWNER OF RECORD: SYNERGY DEVELOPMENT, LLC (INCLUDE STORM WATEP MANAGEMENT AREAS) 151 MURPHY ROAD R-I DISTRICT CHARLOTTE, VERMONT 05445 LOT i = 042S.F. = LOT 2 22,013 S.F. 1. TAX PARCEL ID: 1640-01741 LOT 3 = 0 S.F. 2.PHYSICAL ADDRESS 1741 SPEAR STREET SUB TOTAL = 21085 S.F. OR 0.5 AC. OF PROPERTY: SOUTH BURLINGTON, VERMONT 05403 R-2 DISTRICT LOT 1 = 23,927 S.F. 3.PARCEL SIZE: 3.62 ACRES LOT 2 = 2,284 S.F. 4-ZOMNG DISTRICT: RESIDENTIAL I, RESIDENTIAL 2 LOT = OS.F. SUBTOTAL = 26,211 S.F. OR 0.6AC. TOTAL CONSERVATION OPEN SPACE APPLICANT: SYNERGY DEVELOPMENT, LLC 151 MURPHY ROAD CHARLOTTE, VERW NT 05445 CIVIL ENGINEER: TRUDELL CONSULTING ENGINEERS (TCE) ATTN. JENNIFER DESAUTELS, PE 478 BLAIR PARK ROAD WILLIS 05495 PHONT:(802) 79-63 PHONE: (802�879-6331 Jw R-I DISTRICT = 49.296 S.F. OR 1.1 AC. SURVEY NOTES: 1. THE PURPOSE OF THE EXISTING CONDITIONS PLAN IS TO DEPICT PERTINENT EXISTING COMMUNITY OPEN SPACE: CONDITIONS AS OF THE DATE OF SURVEY. (INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE) 2. BEARINGS SHOWN ARE BASED UPON VERMONT GRID NORTH. R-I DISTRICT LOT 1 = 11 3. VERTICAL DATUM IS BASED ON NAVD88 (GEIOD 12). LOT 2 = 0 S.F. LOT 3 = 17.423 S.F. 4. COORDINATE SYSTEM IS BASED ON VERMONT STATE PLANE (U.S. SURVEY FEET). SUBTOTAL = 17,423 S.F. OR 0.4 AC. 5. HORIZONTAL AND VERTICAL CONTROL ESTABLISHED WITH RTK CPS OBSERVATIONS FROM R-2 DISTRICT THE VTUV CORS STATION. A TRIMBLE R6 RTK GPS UNIT WAS EMPLOYED FOR THESE LOT1 = 0S.F. OBSERVATIONS, LOT2 = 0S.F. LOT 3 = 0 S.F. 6. THE LOCATION OF EXISTING UNDERGROUND UTILITIES AND IMPROVEMENTS SHOWN ARE SUBTOTAL = 0 S.F. OR 0.0 AC. BASED ON RESEARCH, UTILITY PLANS PROVIDED BY OTHERS, AND/OR SURFACE EVIDENCE ENCOUNTERED AND WERE OBTAINED IN A MANNER CONSISTENT WITH THE ORDINARY STANDARD OF PROFESSIONAL CARE AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY TOTAL COMMUNITY OPEN SPACE THE OWNER OR THE DESIGN ENGINEER. ADDITIONAL UTILITIES NOT SHOWN MAY EXIST. R-2 DISTRICT = 17,423 S.F. OR 0.4 AC. ENGINEER SHALL BE NOTIFIED IF ANY DISCREPANCIES ARE ENCOUNTERED. ACTUAL LOCATION OF UNDERGROUND UTILITIES MAY VARY. DIGSAFE MUST BE CONTACTED PRIOR TOTAL CONSERVATION & COMMUNITY OPEN SPACE TO ANY EXCAVATION, CALL 1-888-DIG SAFE )344-7233). R-1 DISTRICT & R-2 DISTRICT = 66,719 S.F. OR 1.5 AC. 7. PERIMETER BOUNDARIES SHOWN HEREON FROM BOUNDARY SURVEY BY TRUDELL CONSULTING ENGINEERS DATED, 6/26/14. % OF TOTAL PARCEL = 357,704 S.F./66,719 S.F. = 42.3% PAVED DRIVE OR ROAD GRAVEL DRIVE OR ROAD 1REE LINE TOM<RIAPNIC CONTOURS SEWER MAINS AND SERVICES SEWER FORCE —IN WATHt MAINS AND SERVICES STORM DRAINAGE LIQUID PROPANE OR NATURAL GAS OVERHEAD POWER PROPER, DNE RIGNT-0 WAYVNE EASEMENTS FENCE BUROWG SETBACKS SEWER MANHOLE /SMH) WMP 5SATIQN fps) CATCH BASIN IC.) OUTLET OR END S—ON VALVE CURB STOP ICS) FIRE HYDRANT f—) WATERSUPPO`W U END CAP UINP1' POLE -Y-.Y_y -y -Y_.�, Y. 9RU �) x ,E V7 < OCT 2 7 2:111f city of ,4P. Budinaton € C C O Ace '%,� TRUDELL CONSULTING ENGINEERS .,se Ad I Ynursrw,, YF.RNONr as.vs eot ais ats I Www.TCEYT.CON Revisions No. Descrgitbn Dafe By u:e of Them Orowrlgs +. uMes ofherwa'e rwfed, lFese Drawings ore mrenoed for weEmnoW . coorm,arion wim an,er d�iX�et or a�antl)w opprovd horn the regWabry aufhaillei. rwl Mfendad m corisfruclion bawings uMess noted as wCF. 2. OMy drawings S fficOlh marked -For Consfruc W ae "1.— 1. be us d' ory Ion m 1 doc B spec ( N 1 gr m and TUbIUXy cM .1hi—dg bW not Wmifed to the NCF4 1. rf app bl .These Drdwinas ihoW rwl be setlt onshu M1 Ipyoui. Coniocf TCEfrn anY coyish lion yiTg ier' Obfae, elecfroruc Bolo suitabb Ip comfiscibn layout. 3. These DTawbgs are s ft to the Ngecf and ae not trarrster— 1, insirunsenfs of service, Mese Mawirrgi. I, Copies lMreof, twM g by TCE are ifs exclusive property. Chonpes to itre @swings may only b—b,TCEIl discoveretl, they shall be brought ght la M,e atteMbn of TCE vnmeWarey. a. By use W X,eie drawings la consfv r-of the Project, fFe Ownersepresenls Rsof meV hoee reviewed. apgoved, and accepted Rw dlmw95 and hove met 0 all aplNKabk la ns padros/tlisciPWrwi iure chase plans are properly coadirwled with Omer aspects of Me Project- the Owner and lvchRacl, ore responsible fOr any DUlidings including an sea measured d minimum Frye 15) reef wountl ony buXding. S.Xiiffw 's re5{ron¢bRfv roenz nr. risca ycontalns ttre ���`el\11111111/kR2 ;� Tien 4. G�2 i tib ST`� Synergy Development, LLC 1741 Spear Street South Burlington, Vermont Planned Unit Development Sketch Plan II Dole: lotzvla Pn,ject Number: 14-087 Uawn BY: RMP/NPC Psoiecf Engineer NTH Approved flv: FIeM Bmk- _ 206 October 24, 2014 South Burlington Development Review Board c/o Mr. Raymond Belair, Administrative Officer South Burlington Planning and Zoning 575 Dorset Street South Burlington, VT 05403 -tce- ,%Joe TRUDELL Consulting Engineers Re: Sketch Plan Application #SD-14-23, 1741 Spear Street, South Burlington VT Dear Members of the Development Review Board, At the October 7, 2014 South Burlington Development Review Board (DRB) hearing we presented a proposal of Synergy Development, LLC (Synergy) to subdivide and create infill development on a 3.62 acre parcel of land located at 1741 Spear Street. The central concerns discussed at the hearing, revolved around: (1) whether or not the proposal qualified for review as a Planned Unit Development (PUD), and (2) whether the frontage on a public street requirement under LDR §3.05.C. could be waived for the proposed development. We are presenting a revised PUD Sketch Plan, SK-2, for consideration based on input from the neighbors, DRB, as well as City Planning and Zoning staff. We propose to create a three (3) lot Planned Unit Development that includes: open space, common stormwater management area, shared low impact and private access drive and infrastructure. We believe that the revised Project meets the requirements of the Regulations for consideration as a PUD as further described below. LDR Article 15 and § 15.01 Purpose, states "It is the purpose of the provisions for subdivision and Planned Unit Development (PUD) review to provide for relief from the strict dimensional standards for individual lots in these Regulations in order to encourage innovation in design and layout, efficient use of land, and the viability of infill development and re -development in the City's Core Area, as defined in the Comprehensive Plan. " The Synergy Project is proposed on a very unique parcel of land which is one of the larger parcels suitable for development on the west side of Spear Street and therefore is a good candidate for infill or re -development. With many very mature and large hardwoods, various fruit trees, and varied topography, the parcel is quite exceptional. For this reason, the development of the Project requires a distinctive and well planned layout, which enables the preservation of the land's character and respects much of the existing mature landscape. As previously discussed, strict adherence to the zoning dimensional and setback requirements and creation of a public street to create unnecessary new frontage or public streets would be inefficient and result in unnecessary new impervious areas. The current layout and design is practically impossible to accomplish within the strict confines of the Regulations. However, a PUD Civil Engineering Land Surveying Landscape Architecture Environmental Services allows and promotes the necessary flexibility to allow lower impact development and preserve much of the existing vegetation. This is precisely what Synergy seeks to do. We encourage the DRB to visit the property However, absent a site visit; we have surveyed the major trees that exist on the parcel and shown them on the enclosed site plan for the Board's reference. There are a number of large diameter trees which we hope to preserve, protect, and incorporate as features and amenities for the development. Conventional subdivision lots typically to do not have tree cutting restrictions or other conservation oriented areas. We hope that this will provide the development with an "always been there" feel, that is attractive for future landowners, preserves privacy for neighbors, and serves as good planning practice within the City's Core Area. The flexibility of the PUD process allows the building envelopes to be strategically placed as indicated on the Planned Unit Development Sketch Plan, SK-2, preserving a large number of mature trees. The placement of two new homes sites in context with the topography and mature landscape is an added benefit to the project. In addition to the above consideration of preserving the mature landscape to the extent practicable, the Project design proposes an innovative approach to the designation of open space area on roughly 1.4 acres or nearly 40% of the subject parcel, and has broken that contiguous open space into two distinct types of uses. The first type of open space proposed is intended to create a community open space consisting of +/- 0.4 acres to be used by the residents of the development for mutual enjoyment as well as a buffer between the new homes and existing road noise associated with Spear Street. This space could be multi -purpose and including space for a variety of uses including but not limited to, a community or serenity garden, solar panels, recreation space, or perhaps even a shared small backyard ice rink. The second type of open space is a more conservation oriented use consisting of approximately 1.0 acre or 2/3 of the acreage of Lot 1 & 2 combined. This area is intended to preserve much of the periphery forested vegetation and be limited for use by the individual lot owners only. Appropriate restrictions would be placed on what can and cannot be done in these areas, outside the designated building envelopes. The envelopes shown on the plan have been carefully placed within Lots 1 & 2 in areas that create minimal amount of disturbance to the existing mature trees while allowing for privacy and enjoyment of the new homes, and create a "large lot feel." Limits to clear cutting and/or extensive yards will minimize additional stormwater runoff on these distinctive and very private lots. This Conservation Area on Lot 1 and 2 and particularly the westernmost portions of the Lot 1 present a unique opportunity to manage and address stormwater for the existing dwelling on Lot 3, two new homes, as well as existing downstream homes along the east side of Harbor Ridge Road. These downstream neighboring properties are currently experiencing stormwater problem already which primarily originates from large areas on the east side of Spear Street that drain through the Synergy parcel. Lastly, the conservation open space easements also provide a natural means of buffering the development from adjacent homeowners and applying Low Impact Development (LID) Principles. Synergy intends to work with TCE and these neighbors regarding their existing stormwater issues, if permitted by the DRB to proceed to Preliminary Plat review. A concern raised at the October 71" hearing was whether the DRB could waive frontage requirements prescribed by the Regulations (LDR §3.05.C. i.e. 50' per lot on a public road) even within a PUD. To address this, Synergy decided to reduce the number of lots requested from four to three with this submittal. The property has 166' of existing frontage on Spear Street, which is enough to support three lots and exceeds the minimum frontage required of 150 feet. TCE considered equally dividing the Spear Street frontage among each of the three lots to achieve the 50' minimum frontage requirement. However, this option created odd -shaped lots, which is not an ideal solution to the frontage requirement, or would have forced the creation of a new City Street and removal of the existing dwelling, neither of which is desirable. TCE met with City Planning Staff on 10/20/14 and they supported the frontage allocation in this manner and indicated this was allowed under the PUD provisions. The PUD standard states that the intended purpose is to encourage infill development in the City's Core Area, and to encourage efficient use of land. While the Project is not located in a part of the City's Core Area designated for high density growth, it is in the City's Core Area. Given this, the comprehensive plan does encourage the development of the parcel to realize the density prescribed by the Zoning Regulations. The use of the PUD review process for this project is thereby encouraging infill development in the City's Core Area. The current plan was developed to also allow for Lot 3 to be redeveloped in the future into a denser in -fill development should City planning efforts and future regulations allow for this. As outlined above, Synergy and TCE hope that the changes incorporated into the Project at the suggestions of City staff are sufficient to proceed to preliminary plat review as a PUD for the enclosed site plan. For all the reasons stated above, we believe the project design now meets the goals of encouraging innovation in design and layout, efficient use of land, providing for reasonable infill development (now and in the future) and re -development in the City's Core Area. We look forward to discussing this project further with you on November 4r", and appreciate your time and consideration. Sincerely, Jennifer A. Desautels, P.E. Project Manager/Engineer ray From: Tom Dipietro Sent: Monday, October 20, 2014 10:25 AM To: ray Subject: Stormwater system on Westview Drive Ray, I conducted a visual inspection of the stormwater system on lot 3a of Westview Drive. The system is being maintained as lawn and is in good condition. The detention facility appears to be constructed in general conformance with the plans provided. There is a 15" pipe that leads to a small bermed area that is roughly 2' deep. There is an 8" outlet pipe that drains the area to the rear of the house on lot 3a. If a more detailed inspection is required I will need the property owner's permission to access the property. -Tom Thomas J. Di Pietro Jr. Deputy Director Department of Public Works 104 Landfill Road South Burlington, VT 05403 Phone: (802) 658-7961 x108 Email: Tdipietro@sburl.com Web Site: www.sburi.com Twitter: @SBPubWorks 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: Jennifer Desautels <Jennifer.Desautels@tcevt.com> Sent: Wednesday, October 08, 2014 10:58 AM To: Paul Conner, ray Subject: Synergy Development 1741 Spear Street Good Morning, I'd like to set up a meeting with both of you sometime soon to discuss our next Sketch Plan for the Synergy Development on Spear Street. I have some ideas about resolving a few of the items that came up at the hearing, but I'd like to discuss them with you before spending time on a new sketch plan. I'm not sure what your availability is, but Monday 10/13 any time after noon works for me. I could also meet on Wednesday 10/15 between 9 a.m. and noon. Ray, I'd like to go ahead and continue to the next hearing, since I don't think we'll have a new site plan ready by this Friday. I can drop off a $50 check to your office. Thank you. Tenn Jennifer A. Desautels, P.E. Prject Engineer Tenn. desautelrn tcevt. com p. SOZ879.6331 ,409 So1370. t�70 "`es — TPUDELL Con5fili�t!!y f'IJ�;t17t k'P'S Civil Engineering Land Surveying Landscape Architecture Environmental Services 478 Blair Park Road, lE"illi.;lr n, t'ermont 0549.5 NvNkw.tcevt.com `A please consider the environment before printing this email 1 DRAFT DRAFT ted TRUDELL CONSULTING ENGINEERS .,e Be gym, e�,iww,`Y`ww icivrco oN. ,s.,s PROS • MEETS 50' FRONTAGE REQUIREMENT CONS • LARGE CITY STREET • SIGNIFICANTLY MORE PAVEMENT • WOULD NEED TO TEAR DOWN HOUSE TO MEET SETBACK ALONG CITY STREET • ODD SHAPED LOTS -n ao...,gs soeakcak maEea �r comturat; are -.aea ro be,,.etl a m.y„ncno+,wm, convocx n weemeator,:. owtlericrnn«ra agreement: ��o to nwr co«arto+ea wnn ama ascrome.. ncw�ts of Er.nea v me Naro+ed. n aewr ;,ae. me!e :..-,gs+rvru+ee;nea ro. conm«ror, �v«n. c«+«t ar•o-«r seveY:�:er;ces«+a aaw:� n.,. aom u,Ym!e ttxaonsrtl,cYm„hvoaf. :e taow.,gs «e �� to the no;Kr atla ae aat �e,aate � rismenmu or,...,ce. mere aawngs. ara r ne+eU. 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I DRAFT 0 tc6l 4100*1 TRUDELL CONSULTING ENGINEERS „_s, n 6Roso w STONVER.,ONT.11 PROS • MEETS 50' FRONTAGE REQUIRED ALONG SPEAR STREET CONS • SEPARATE DRIVES FOR EACH LOT -z se !> o«ryc pe a!emea r« a ooporp apn me req.Aat«Y a:,m«n�. t �ae.oea m <p,sm,cuon paw;,a, �rves: ester! 2. spec k.4 rnpkeb •F« Cominclgn" pe McMetl to be utetl in epyurtefipe wim canlracY tlocurner�h. fpatiKaBore. owmr/canlracM o3eeaenls bntl!O Yx hAy cop6gleb wim Dater tLicipFtez.z drcFrg do rot NileO b.Ifte NCMM.BappfcatNe. mace . ':�awirtpisM rolbe useb tp eptshue!ioe Wyoul. Cm!acl anv <omaacam Sp.er�,a m «ro obto�n. ptic tlab ssi!adef«c«rsRtcfion byouf. t� prSnvgs ore fpetiac to Me Hgec! aM pe rot Tonsleratrle. As vuasrteJ+h W uvvi[e. Uteie Owngi. «W copiaz maeoi. ftpriti+ey bV TCE !o oNV I ai e>,c4siby TCE R y. Ctt«gesme+towing. ataYDa+nape Wi «e Qrsco�eveQ. they sNo1 b=b-gRi t0 me oamtion o!10E-mrr�eQ INr- �. Br me o! ttxse rra.*tfy ip comm,cBan or me noiect. me porter repeuvtts mot mey Itbverevc..etl. oppovetl. ara acceateb me aa+r.ta o.w trots a,et wnm as oaaecmte ap+ci/eu�trrei ro �ese abra pe propeaY co«Wgretl wem omtt cYz af!M1e h - Toe or„ter orw acMtec+. are resoortscae w am b,.w:,m mown. nc4gvtp an eo rnenareU a-rrwtvrtum five ISI fret aounOOM WYFgp 5_ n a me md's rezppnfRily b emve miz copv con!dns a.e most torten+ revttiorn DRAFT Synergy Development, LLC 1741 Spear Sheet South Burlington, Vermont sore! rme Option B P'q !Ert9neer: Appovetl BY __. C•13P ray From: Samswanson@aol.com Sent: Tuesday, September 30, 2014 5:38 PM To: ray Subject: Synargy Development proposal to develop lands at 1741 Spear Street Dear Mr. Belair, I am writing to request party status for the South Burlington Development Review Board consideration of the proposal by Synergy Development to construct three new homes at 1741 Spear Street. I am also offering comments that describe my concerns as an adjoining neighbor at the southwest corner of the Synergy property. I am very concerned about the changes in storm -water run-off the construction of three new homes on this property will create both when the homes are under construction and in the long term when new owners occupy and landscape the property. A lot of water drains from this property now when extended rains saturate the soil and during winter -spring periods when changes in the weather produce rapid melting of a snow pack over frozen ground. This property is now covered for the most part with new -growth trees and brush which slows the flow of water from the site until rains saturate the soil. The run-off poses a problem for my property for two reasons. 1. First, a major portion of the existing drainage follows a pathway to a drain constructed on a segment of my property on the north described on City maps as a "drainage right-of-way." The existing drain system is at capacity during high run-off conditions. This drain now possess no capacity margin to handle additional run off from the Synergy property.. 2. Second, it appears that some portion of the existing drainage from the Synergy property also flows thru two very small "holding areas" and then continuing on down along a drain "ditch" between the near -by Shuman and Downing properties and enters my property at the southeast corner. The storm -water control management measures required when the Downing and Shuman homes were built are not functioning effectively, providing only minimal buffering of run-off during high run-off conditions. Any additional drainage from the Synergy development will make conditions worse. As background, I am forwarding in a separate email a July 2013 email exchange I had with the South Burlington Storm Water Utility manager, Tom Dipietro, and you regarding the problems I am already experiencing during high -run off conditions. I am also concerned about the prospect that the developer may plan the construction of the new homes with limited removal of existing vegetation only to have the eventual owner remove much of this vegetation to improve views to the west or to achieve other landscaping objectives, with dire consequences for neighbors who live down hill from these new homes. The experience with the construction of the homes and landscaping on the Downing and Shuman properties offers lessons of experience I ask the Development Review Board to address here. On September 24 1 accepted an invitation from Synergy's Jason Pidgeon to meet with him and the engineers he is employing to explain my concerns. The Synergy team promised they would address these concerns in detail. While I look forward to learning what they propose I request an independent evaluation of run-off conditions that will consider storm - water management actions that will prevent a deterioration of conditions now and in the longer term future. I request that the Development Review Board undertake, or require the developer to fund an independent storm -water management study that will provide an objective assessment of the effective options for managing storm water from the property during and after three new homes are constructed. I look forward to working with you and the Development Review Board to address my concerns.. Best, Sam Swanson 17 Harbor Ridge Road South Burlington, VT 05403 phone 652 0056 email samswansonCcD_aol.com ray From: Samswanson@aol.com Sent: Tuesday, September 30, 2014 5:41 PM To: ray Subject: Fwd: storm water permitting - request advice/information Mr. Belair, This is one of two email notes I indicated I would send you in a just sent note describing my concerns regarding plans for the development of three new homes at 1741 Spear Street. Sam Swanson 17 Harbor Ridge Road South Burlington, VT 05403 From: Samswanson@aol.com To: tdipietro@sburl.com CC: jrabidoux@sburl.com, pconner@sburl.com Sent: 7/12/2013 10:19:19 A.M. Eastern Daylight Time Subj: storm water permitting - request advice/information Tom DiPietro I would like to learn how the storm water permitting system works in South Burlington. I am writing to ask for information and any advice you may offer. Our property on Harbor Ridge Road has suffered growing runoff problems as the property west of us on Westview Drive has been transformed from vacant land in scrub woodland to residential development. These impacts have proven severe during the recent rains. Two large streams flooded onto our half acre property, one on the north side and one on the south side, overwhelming the stormwater management system we spent several thousand dollars building only a few years ago. Earlier this week I discussed the problem with Justin Rabidoux. He offered to review the design of any additional storm water facilities I propose for my property. Before making additional investments I want to first see what can be done to reduce the large volume of rapid flowing runoff that comes down from the home sites along Westview Drive during and following heavy rainfall and snow -melt events. The volumes of runoff have increased after the clearing and construction of each new home on Westview Drive. The recent rains brought floods of muddy water originating from the construction site at the corner of Westview Drive and Spear Street. I want to learn what are the storm water management responsibilities that go with the development of land along Westview Drive and what may be my options to enforce existing requirements and to request new, more effective requirements. The current controls clearly are inadequate and there remain additional undeveloped sites that will make these problems worse when yet more homes are developed in this area. I welcome any advice you may offer. I understand you are very busy now so I am asking for some references to reports, regulations or statutes that I may read to understand how the storm water regulation system works. Best, Sam Swanson 17 Harbor Ridge Road phone 652-0056 PS FYI .... by house is the second house north of the water tanks on Harbor Ridge Road. ray From: Samswanson@aol.com Sent: Tuesday, September 30, 2014 5:43 PM To: ray Subject: Fwd: storm water permitting - request advice/information Mr Belair, This is the second of two email notes I indicated I would send you in a just sent note describing my concerns regarding plans for the development of three new homes at 1741 Spear Street. Sam Swanson 17 Harbor Ridge Road South Burlington, VT From: ray@sburl.com To: Samswanson@aol.com CC: tdipietro@sburl.com Sent: 7/23/2013 12:52:32 P.M. Eastern Daylight Time Subj: RE: storm water permitting - request advice/information Hi Sam, The stormwater measures you refer to were required as part of subdivisions located in what was then called the "Bartlett Brook Watershed Protection Overlay District". It was formed "in order to control stormwater runoff and prevent worsening of erosion problems currently experienced within the Bartlett Brook... watershed. It is the intent of this overlay district to require that all land development within the Bartlett and North Brook watersheds incorporate appropriate stormwater management design to ensure that the development will not adversely impact the stormwater flow characteristics of the streams". As you can see, the intent was not to prevent stormwater impacts on neighbors, although it could. The improvements for the Westview project consist of 2 stormwater retention ponds. One was for the original 3 lots and 1 is for the fourth lot that was approved in 2005. You are welcome to stop by the office and look over these approved plans. I hope this helps. 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. Ifyou have received this message in error, please notify us immediately by return email. Thank you for your cooperation. From: Samswanson@aol.com [mailto:Samswanson@aol.com] Sent: Tuesday, July 23, 2013 10:57 AM To: ray Cc: Tom Dipietro Subject: Fwd: storm water permitting - request advice/information Ray Belair, Tom DiPietro suggested I contact you to learn about the runoff control measures that the city has imposed as conditions for development for the two homes on Westview Drive that abut my home property. Can you provide me with information on these development requirements? The note below that I sent to Tom explains my concerns. Tom suggested that there may be some runoff control measures that were established that were designed prevent excessive runoff from these sites. As the note below explains, the runoff problem is growing worse as more and more home sites are developed along Westview Drive. I would be glad to stop by your office or talk with you by phone if that is the best way to address this. Best, Sam Swanson 17 Harbor Ridge Road phone 652-0056 4o VERMONT "State of Vermont Department of Environmental Conservation Agency of Natural Resources Drinking Water and Groundwater Protection Division WASTEWATER SYSTEM AND POTABLE WATER SUPPLY PERMIT LAWS/REGULATIONS INVOLVED 10 V.S.A. Chapter 64, Potable Water Supply and Wastewater System Permit Wastewater System and Potable Water Supply Rules, Effective September 29, 2007 Chapter 21, Water Supply Rules, Effective December i, 2o10 Landowner(s): Synergy Development, LLC Permit Number: WW-4-4296 c/o Jason Pidgeon PIN: EJ14-4296 151 Murphy Road Charlotte VT 05445 This permit affects property identified as Town Tax Parcel ID # South Burlington: 1640-01741 referenced in a deed recorded in Book 942 Page(s) 45 of the Land Records in South Burlington, Vermont. This project, consisting of the replacement of a failed wastewater system by connecting to municipal water and sewer services for an existing three bedroom single family residence, construction of a wastewater collection system, grinder pump station, and force main, served by municipal water supply services and municipal wastewater disposal services located on 1741 Spear Street in South Burlington, Vermont, is hereby approved under the requirements of the regulations named above subject to the following conditions. i. GENERAL 1.1 The project shall be completed as shown on the following plans and/or documents prepared by Jennifer Desautels, P.E. of Trudell Consulting Engineers, with the stamped plans listed as follows: Sheet Number Title Plan Date Plan Revision Date C1-oo Legend and Notes 7/24/2014 C1-02 Existing Conditions 7/24/2014 8/21/2014 C2-01 Water & Sewer Site Plan 7/24/2014 8/21/2014 C8-01 Sewer Details 7/24/2014 8/07/2014 C8-02 Water & Miscellaneous Details 7/24/2014 8/21/2014 1.2 This permit does not relieve the landowner from obtaining all other approvals and permits PRIOR to construction including, but not limited to, those that may be required from the Act 25o District Environmental Commission; the Drinking Water and Groundwater Protection Division; the Watershed Management Division; the Division of Fire Safety; the Vermont Department of Health; the Family Services Division; other State departments; or local officials. 1.3 The conditions of this permit shall run with the land and will be binding upon and enforceable against the landowner and all assigns and successors in interest. The landowner shall record and index this permit in the South Burlington Land Records within thirty, (3o) days of issuance of this permit and prior to the conveyance of any lot subject to the jurisdiction of this permit. 1.4 The landowner shall record and index all required installation certifications and other documents that are required to be filed under these Rules or under a specific permit condition in the South Burlington Land Records and ensure that copies of all certifications are sent to the Secretary. 1.5 No permit issued by the Secretary shall be valid for a substantially completed potable water supply and wastewater system until the Secretary receives a signed and dated certification from a Vermont Licensed Designer (or where allowed, the installer) that states: `I hereby certify that, in the exercise of my reasonable professional judgment, the installation -related information submitted is true and correct and the potable water supply and wastewater system were installed in accordance with the permitted design and all the permit conditions, were inspected, were properly tested, and have successfully met those performance tests", r Regional Offices — Barre/Essex Jct./Rutland/Springfield/St. Johnsbury Wastewater System and Potable Water St, Permit WW-4-4296 Page 2 Of or which otherwise satisfies the requirements of §1-3o8 and §1-9i1 of the referenced rules. 1.6 This project is approved for the existing three bedroom single family residence on the 3.62 acre lot. This permit authorizes the landowner to construct a new wastewater disposal system required to abate a health hazard created by the failure of the existing wastewater disposal system serving the structure/residence. The landowner shall complete construction of the wastewater system approved by this permit by October 15, 2014 or this permit shall be null and void. An extension of the construction completion date may be granted for good cause provided a written request for such an extension is received and granted by the Department prior to the above specified date. The landowner is required to continue measures to prevent wastewater from surfacing on top of the ground, entering surface waters of the State, or backing up into the existing residence until such time as the approved wastewater disposal system is constructed, activated, and all the conditions of this permit are satisfied. The town may also require steps to mitigate any health hazard associated with the failed system. . 1.7 Construction of additional nonexempt buildings, including commercial and residential buildings, is not allowed without prior review and approval by the Drinking Water and Groundwater Protection Division and such approval will not be granted unless the proposal conforms to the applicable laws and regulations. No construction is allowed that will cause non-compliance with an existing permit. 1.8 Each purchaser of any portion of the project shall be shown a copy of the Wastewater System and Potable Water Supply Permit and the stamped plan(s), if applicable, prior to conveyance of any portion of the project to that purchaser. 1.9 By acceptance of this permit, the landowner agrees to allow representatives of the State of Vermont access to the property covered by the permit, at reasonable times, for the purpose of ascertaining compliance with the Vermont environmental and health statutes and regulations, and permit conditions. 1.10 Any person aggrieved by this permit may appeal to the Environmental Court within 3o days of the date of issuance of this permit in accordance with 10 V.S.A. Chapter 22o and the Vermont Rules of Environmental Court Proceedings. 2.WATER SUPPLY 2.1 The components of the potable water supply herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who shall, upon completion and prior to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition #1.5 herein. 2.2 This project is approved for connection to the water supply system owned by the CWD/City of South Burlington (VTo005092) for a maximum of 450 gallons of water per day. 2.3 This permit is based, in part, on a municipal approval for connection to their water distribution system. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. 2.4 The existing drilled well shall be properly abandoned in accordance with the Water Supply Rules Appendix A Part 12. 3.WASTEWATER DISPOSAL 3.1 The components of the sanitary wastewater system herein approved shall be routinely and reliably inspected during construction by a Vermont Licensed Designer (or where allowed, the installer) who shall, upon completion and prior to occupancy of the associated building, report in writing to the Drinking Water and Groundwater Protection Division that the installation was accomplished in accordance with the referenced plans and permit conditions, as specifically directed in Condition #1.5 herein. 3.2 This project is approved for connection to the City of South Burlington wastewater treatment facility as depicted on the plan(s) stamped by the Drinking Water and Groundwater Protection Division. The project is approved for a maximum of 210 gallons of wastewater per day. 3.3 This permit is based, in part, on a municipal approval for connection to their wastewater treatment facility. If the municipal approval expires, this permit shall be invalid unless the municipality renews its approval. If the municipality approval expires, a new permit must be issued for the project. An updated application form and an application fee will be required for the project. A new municipal approval letter shall be required if the project is Wastewater System and Potable Water Sr- �ly Permit WW-4-4296 Page 3 of 3 served by the municipal wastewater collection system. The rules in effect at the time of the filing of the application for a new permit will be applied to the project. 3.4 The existing soil based wastewater system will be abandoned in place as shown on the plans. David K. Mears, Commissioner Department of Environmental Conservation By Dated August 26, 2014 S�ftJess e Wyman, Region ngineer Essex Regional Office Drinking Water and Groundwater Protection Division cc South Burlington Planning Commission Jennifer Desautels/Trudell Consulting Engineers Watershed Management Division southburlington PLANNING & ZONING Permit Number SD- I - office use only) APPLICATION FOR SUBDIVISION SKETCH PLAN REVIEW All information requested on this application must be completed in full. Failure to provide the requested information either on this application form or on the plans will result in your application being rejected and a delay in the review before the Development Review Board. For amendments, please provide pertinent information only. 1) OWNER(S) OF RECORD (Name(s) as shown on deed, mailing address, phone and fax#) 2) LOCATION OF LAST RECORDED DEED(S) (Book and page #)&.l" ; T?GC. �415- 3) APPLICANT (Name, mailing address, phone and fax #) AA.En: 7ra5rnn ?: Amtw-. . 151 Muri0hu " . , C14& 4) APPLICANT'S LEGAL INTEREST IN THE PROPERTY (fee simple, option, etc.) 251 le 5) CONTACT PERSON (Name, mailing address, phone and fax #) e 5a) CONTACT EMAIL ADDRESS��Q._gy�a__@Q1/'�'• C-DN11� 6) PROJECT STREET ADDRESS: 1-I�^, p a r_S�V t r it �-'DYlVT• 7) TAX PARCEL ID # (can be obtained at Assessor's Office) W4 O — O 1 14 8) PROJECT DESCRIPTION a) General project description (explain what you want approval for): - . 1 i r, I - 1 , . — 1. _I _ 1--)1 S7S Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburi.com D2. b) Existing Uses on Property (including description and size of each separate use) cl Pronosed i lses on nronerty (include description and size of each new use and existing uses to d) Total building square footage o property (proposed buildings and existing buildings to remain) y- s!i rD -f'o+aj(ss e) Proposed height of building (if applicable) 48) or 1'P SS f) Number of residential units (if applicable, new units and existing units to remain) 3 ae_Ki f es i &n i a1 wn l-Ls 0-nd- I e-)a 5-i-i n a i n t + -b Y-e wt r1 � ,mac g) Other (list any other information pertinent to this application not specifically requested above, please note if Overlay Districts are applicable) &+f i.S I D CA-kd `i C-44,� rr A u )n 4-P r nk/.o rl rt t i Aa ,5" r-G— n-Y-LA C S u�4\L- n `-i-h o- 9) LOT COVERAGE a) Building: Existing I . �, > % b) Overall (building, parking, outside storage, etc) Existing • gyp_....._% c) Front yard (along each street) Existing_ I -- __..... % Proposed_% Proposed _% Proposed 3 •O 10) TYPE OF EXISTING OR PROPOSED ENCUMBRANCES ON PROPERTY (easements, covenants, leases, rights of way, etc.) N One 11) PROPOSED EXTENSION, RELOCATION, OR MODIFICATION OF MUNICIPAL FACILITIES (sanitary sewer, water supply, streets, storm drainage, etc.) �.t�t'tYIPr-�;81�1 Sketch Plan Application Form. Rev. 12-2011 12) ESTIMATED PROJECT COMPLETION DATE EsAi—i ma4ed—D t�11 C oZb �q 13) PLANS AND FEE Plat plans shall be submitted which shows the information required by the City's Land Development Regulations. Five (5) regular size copies, one reduced copy (11" x 17"), and one digital (PDF-format) copy of the plans must be submitted. The application fee shall be paid to the City at the time of submitting the pp lie tion. See the Ci r fees a ule for de .I ejoining A T TION OTE: NOTIFN f ADJOINING PROPERT OWNERS: Noti cationof a 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. /I ATURE OF APPLICANT OF PROPERTY OWNER Do not write below this line DATE OF SUBMISSION: I I have reviewed this sketch plan application and find it to be: E Complete ❑ Incomplete J Die applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call (802) 879-5676 to speak with the regional Permit Specialist. Sketch Plan Application Form. Rev. 12.2011 4/L'411111 August 13, 2014 Ray Belair, Administrative Officer City of South Burlington 575 Dorset St. So. Burlington, VT 05403 Subject: Synergy Development, LLC, 1741 Spear Street TCE Project # 14-087 Dear Ray: On behalf of our client, Synergy Development, LLC, enclosed please find an application for a Sketch Plan for a 4 lot subdivision and Planned Unit Development (PUD). The subject property is located at 1741 Spear Street. There is an existing 50+ year old single family home on the parcel which is 3.62 acres based on our recent boundary survey, which predates zoning. The majority of the site is located within the R- 1 Zoning District, but a portion of the rear of the lot (approx. 0.78 acres) falls within the R- 2 Zoning District. The entire property is within the Core Area as defined in Chapter 5, Section 1, of the Comprehensive Plan. The property falls entirely outside of Design, Traffic, and View Protection Overlay Districts but is located in the Stormwater Management Overlay District area. Section 3.05(B) of the Land Development Regulations (LDR's) allows lots to utilize private drives and the project has been designed to be consistent with those requirements as well as Article 15 pertaining to Subdivisions and PUD's. Section 3.05.C, a recent addition to the LDR's, indicates 50' minimum road frontage requirement on a public street. However, we feel that this, perhaps inadvertently, contradicts several other sections of the LDR's and stated objectives of the Comprehensive Plan, greatly restricts housing options within these zoning districts and encourages odd shaped lots, and excessive impervious area. We have therefore utilized a PUD for the project to seek relief from that requirement and offer flexibility in our design. Section 15.01 states in part: "It is the purpose of the provisions for subdivision and Planned Unit Development (PUD) review to provide for relief from the strict dimensional standards for individual lots in these Regulations in order to encourage innovation in design and layout, efficient use of land, and the viability of infill development and re- development in the City's Core Area, as defined in the Comprehensive Plan". The use of a private drive vs. public street to serve the project allows for a more flexible and innovative design and the layout that we are proposing with this project is very similar to the lots along Westview Drive just south of this site that make use of a private drive and fit well within the character of the surrounding area. The PUD option makes sense for this infill development for several reasons. First, an alternative design could have been proposed with a conventional three lot subdivision with the 50' min road frontage along Spear Street but this would have resulted in odd - shaped and inefficient "flag" lots, or very long "spaghetti" lots. Odd shaped lots do not TRUDELL CONSULTING ENGINEERS 478 BLAIR PARK ROAD, WILLISTON, VT 05495 1 802.879.6331 1 WWW.TCEVT.COM Page 2 of 2 Synergy Development, LLC August 13, 2014 appear to be prohibited in the LDR's, but are not ideal design and planning practice. Second, the odd conventional layout would likely require three separate curb cuts along a 160'+/- section of Spear Street so that each lot had its own access point, which is not good access management practice. Third, another alterative design could utilize a new public road to access the rear lots and provided each lot with min. road frontage along the new public access road, however this creates wasteful additional and unnecessary infrastructure, pavement and additional stormwater runoff, and wastes precious City resources by creating a short public dead end to maintain and is contrary to Low Impact Development practices. Pursuant to Section 15.04 B, the applicant is therefore requesting waivers and/or relief as part of this PUD development: l . Relief from Section 3.05.C. regarding the 50' minimum road frontage requirement on a public street. 2. Approval pursuant to Section 15.03.C. regarding relocating the zoning boundary up to 50' to allow for two 22,000 minimum size lots within the R-2 Zoning District. It is our understanding that separate Conditional Use per Section 3.03C is not required for a PUD. Additionally, we have limited the number of lots served by a private drive to three (3) per Section 3.05(B), however adding a 4t" home to be accessed by a private drive is desirable and would allow elimination of an unnecessary additional curb cut, if the DRB approves. The current design is efficient and benefits City residents looking for more affordable single family homes by maximizing the allowed lot and minimizing project infrastructure costs. It allows the existing dwelling to remain which is a reasonably priced starter home, desirable in the City Core Area, and provides aesthetic character to the site with matures trees and a low ranch style roof. Lastly, the project is designed to allow for additional in -fill cluster development to occur should current planning efforts dictate higher densities and /or Form Based Code. Adherence to the provisions requested for waiver would eliminate this future potential. We hope the DRB and Staff appreciate the planning that has gone into this project design and we look forward to a hearing in the near future. Should you have any questions, or concerns, please do not hesitate to contact me directly. Regards, ennifer . Desautels, P.E. Project Engineer Enclosures 1330-00002 1640-01720 Louis Farrell Carolyn Long Rev. Trust 2 Pheasant Way 1720 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 1330-00004 1640-01725 Patrick and Mary Mahoney Trust 1741 Properties, LLC. 4 Pheasant Way 9539 North Highway 3 South Burlington, VT 05403 Fort Jones, CA 96032 1330-00006 1640-01730 Whitney Calkins Littleton and Carolyn Long 6 Pheasant Way 1720 Spear St. South Burlington, VT 05403 South Burlington, VT 05403 1330-00008 1783-00099 Jason and Caroline Lyon Brian and Cynthia Shuman 8 Pheasant Way 99 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 1330-00010 1783-00133 Steven Lidofsky and Elizabeth Barfod Allyson Downing 10 Pheasant Way 133 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 0770-00011 1783-00070 Michael and Ellen Albertson Joseph and Susan Mack 11 Harbor Ridge Rd. 54 Westview Dr. South Burlington, VT 05403 South Burlington, VT 05403 0770-00015 1640-01751 Antoinette Rice Trust Kenneth and Monica McFarland 15 Harbor Ridge Rd. 1751 Spear St. South Burlington, VT OS403 South Burlington, VT 05403 0770-00017 Sam Swanson 17 Harbor Ridge Rd. South Burlington, VT 05403 CITY OF SOUTH BURLINGTON CERTIFICATE OF SERVICE I hereby certify that on this a'5 day of 0- f-juw�ffJMIMM20A, a copy of the foregoing public notice fors [type of appli ation] #SO- 14-a3 [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) g"e..e a4tos-1- Dated att ilk [town/city], Vermont, this Printed Name: Phone number and email: Signature: Date: Remit to: City of South Burlington Department of Planning & Zoning 575 Dorset Street South Burlington, VT 05403 951,11- day of 2014 . South Burlington Sample Certificate of Service Form, Rev. 1-2012 R r c---z- / u I'll �'�. C' & --- P-\- c t, /111�11 7-� v,� / C, a-e CIS;f� 1-100' L) I LOT 1 21000 SQ. FT O.5 Acres / / r _ _ _ 239.16' ' o° LOT 2 22,ODO SO. FT. 0.5 ' Acres 56.66' F-1 , U 1Z y - 49 g9 _ 60.99• SCSI / I � I / I / � I LIaur FASEArFA,r L /, (. LOT 3 73,702 SO. FT. 1.7 Acres 1 NOTE: OPTIONAL 4TX DRIVEWAY — I / ) WOULD ELIMINATE NEW CURB CUT IF APPROVED BY DR11 ( I / '✓�Yl'YY-1 t 1 / J 0 za ^ z / m F _ ( W np LOT 4 J EXISTING 3g'REAR 40,000 SQ. Fl. 1 THREE BR, l 0.9 Acres �/ HOUSE I I i^\ ( • I APPLICANT: JASON PIDGEION SYNERGY DEVELOPMENT LLC 151 MURPHY ROAD PAVED DRNE OR ROAD CHARLOTTE, vERMOM 0.5145 GRAVEL DRIVE OR ROAD CIVIL ENGINEER: TREE LINE TRUDELL CONSULTING ENGINEERS (TCE) ATTN. JENNIFER DESAUTELS, PE TOPOGRAPHIC CONTOURS 478 BLAIR PARK ROAD SEWER Maras W ILLISTON, VT 05495 AND SERVICES PHONE: (E,2)879-6337 SEWER wRCEMAM —TER MAMS AND SE—CES STORM DRAINAGE PROJECT INFORMATION: ZONING NOTES: oR N1ATJ.L GAS OWNER OF RECORD: JASON PIDGEON RI DISTRICT owEHEAO PO. SYNERGY DEVELOPMENT, LLC MIN. LOT SIZE: 40,000 S.F. PROPERTY LINE 151 MURPHY ROAD FRONT SETBACK: 50 FT. CHARLOTTE, VERMONT 05445 SIDE SETBACK: 25 FT. 1JGHT-OE--1 LINE REAR SETBACK: 30 FT. It T / / / / 1 w .._� • ry n/ -.. EXISTING GRAVEL — a DRIVE TO BE RELOCATED LEGEND EXISTING PROPOSED f, Y-Y"Y-'(`YYY"1 1 4 124 1. TAX PARCEL ID: 1640-01741 R2 DISTRICT EASEMFNtS — 2.PHYSICAL ADDRESS 1741 SPEAR STREET MIN. LOT SIZE: 22,000 S.F. FENCE % - -- ---a:----- ------ OF PROPERTY: SOUTH BURLINGTON, VERMONT 05403 FROM SETBACK: 30 FT. SIDE SETBACK: IO FT. &IJ DINGSETBACKS -- - 3PARCELSIZE: 3.62 ACRES REAR SETBACK: 30 FT. SEWER 4+ANH ISMH) O 41, 4.ZONING DISTRICT: RESIDENTIAL 1, RESIDENTIAL 2 PUMP SMTTON (PS) 0 CATCH MSM Ica) ❑ O SURVEY NOTES: OUTLET OR 1. THE PURPOSE OF THE EXISTING CONDITIONS PLAN IS TO DEPICT PERTINENT EXISTING END SECTION CONDITIONS AS OF THE DATE OF SURVEY. vntvE w w 2. BEARINGS SHOWN ARE BASED UPON VERMONT GRID NORTH. CURB STOP ICS) 0 • 3. VERTICAL DATUM iS BASED ON NAVDBB (GEIOD 12). HREH✓ORANT IHYD) 0 411 4. COORDINATE SYSTEM 15 BASED ON VERMONT STATE PLANE (U.S. SURVEY FEETI. WATER SUPPLY wEu O 5. HORIZONTAL AND VERTICAL CONTROL ESTABLISHED WITH RTK GPS OBSERVATIONS FROM END CAP f. C THE RVV CORS STATION. A TRIMBLE R6 RTK GPS UNIT WAS EMPLOYED FOR THESE OBSEERVATIONS. Unufr POLE {} RECEIVED 6. THE LOCATION OF EXISTING UNDERGROUND UTILITIES AND IMPROVEMENTS SHOWN ARE PIPE RON BASED ON RESEARCH, UTILITY PLANS PROVIDED BY OTHERS. AND/OR SURFACE EVIDENCE ENCOUNTERED AND WERE OBTAINED IN A MANNER CONSISTENT WITH THE ORDINARY STEEL REBAR % STANDARD OF PROFESSIONAL CARE AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR THE DESIGN ENGINEER. ADDITIONAL UTILITIES NOT SHOWN MAY EXIST. CONCRETEMONU T A E1 �/S� p_ ii[ bV; IiFI AUG ENGINEER SHALL BE NOTIFIED IF ANY DISCREPANCIES ARE ENCOUNTERED. ACTUAL LOCATION OF UNDERGROUND UTILITIES MAY VARY. DIGSAFE MUST BE CONTACTED PRIOR TO ANY EXCAVATION. CALL 1-088-DIG SAFE (344-7233), 7. PERIMETER BOUNDARIES SHOWN HEREON FROM BOUNDARY SURVEY BY TRUDELL CONSULTING ENGINEERS DATED, 6/26/14. Graphic Sce(� t t Al \..li 11 of Al.Burlington Feel 30 0 30 i60 I� I 90 120 I' -tdd r TRUDELL CONSULTING ENGINEERS .—Lm I wlulsipN,vcR— — eoa.'%z Www.TC6VT.c- evlslow pesdip+ion Dale By U ffie pawings 1. U ku the tame p "rps 1 tl for P Ilminary p—ing e9na1 Th lha doe Pl or iNli M/ Ih �regul dy h 1 the m inrena a a g less aotea a h 2.Onry arowings speclficoAy mahea Fo Conshuctgn"de mrendetl to ae used in mryoncnd, w;m comran a«umants. spec RoIi own 1th11d ctoragreemenh an0 ro be rally coortl nafetl w1m Omerdaclp T inc using b.N not Nrtviea to. +fre ArcMtect, H .,0--Mse Drawings st�rof be uses for conihucMon kyoul. Confocl iCE fd any conshu[tion surveying services d to Obtgm ekchdv[ auto waoaa rd [on:+mctlon loyaus 3. Ttsese Dr—,P --ft to the Proje[1 one de nol h t Me. As Irrshd»e1+s of set - mess @awelg, ana c pia h f.Mnaheaby TCEaeitseKCl —property. CMnge t me drovnrgs mgy -y be made by TCE t de aBcovnea 1heY shall be brought 10 me arrenfion of TCE 4nmediatery. 4. By use of Base tYaw-logs forconzhucfion of the Prgeci, tta Owner repeesenfs+hoi mey Lava revkwatl, opprovea, and accepted I--gs ana have met wim aA appkcabk parties/dscq— to insure these plans are prope4y coordirasetl wim Omer aspecli pf the Project. tM O— 1 ArcM1Becf, i«Waminimam fNe de respontlbk for any bvilM, IS dawn. ng an dep meawrea a Isf feet dountl any building. 5. fl ii the UserY respmubiity to enzure this [opy contains me �E OT VF9 �i crvB r _ Synergy Development, LLC 1741 Spear Sheet South Burlington, Vermont Planned Unit Development Sketch Plan DpM.. 08/15/Id Project Number: 144M] Drawn 9Y. RMP/NPC Proect Engineer: MH AM.-8y: F1eltl Book: _ 20c SK-1 St NLt omnental Coyation D�fiR$bet$bt'�LlY>bn Essex Regional Office ill West Street Essex Junction, VT 05452-4695 www.septic.vt.Qov August 13, 2014 Synergy Development, LLC c/o Jason Pidgeon 151 Murphy Road Charlotte VT 05445 AGENCY 0����'�1��I�"�S [phone o2- 79-5 5 [fax] 802-879-3871 RE: WW-4-4296, replace failed wastewater system by connecting to municipal water and sewer services for an existing three bedroom single family residence located at 1141 Spear Street in South Burlington, Vermont. Dear Applicant: We received your completed application for the above -referenced project on August 11, 2014, including a fee of $245•00 paid by check #277812. Under the performance standards for this program, we will have a maximum Of 3o days of "in-house" time to review your application. If we require further information from you to make a decision, the,time until we receive it is not included in the in-house performance standards. If you have any questions about the review process, or if you have not received a decision on your application within the 30 in-house days, please contact this office. We have forwarded the information contained in your application to the Information Specialist for this region. A Project Review Sheet will be sent to you indicating other state agencies and departments you should contact regarding additional permits or approvals you may need under their programs. If you have not already done so, you should also check with town officials about any necessary town permits. If you submitted your application electronically through eDEC, your consultant will need to upload any revisions and send an email to Ernestine Chevrier, James Sandberg and the reviewer notifying us that you have resubmitted information. This email should reference both the eDEC number and the WW number for the project. For the Drinking Water and Groundwater Protection Division `Ernestine Regional Office Coordinator cc: South Burlington Planning Commission Jennifer Desautels/Trudell Consulting Engineers Regional Offices — Barre/Essex Jct./Rutland/Springfield/St. Johnsbury