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370-376 HIGHLAND - PLANNING t Ota (All Ota 3 3�tp oqumd SpK /Ap4ut Ul +- DepF cornroetiA5 Ton -FA)R Y k 1 RONAN, SEGAL & HARRINGTON ATTORNEYS AT LAW SIXTY FIVE CONGRESS STREET JAMES T.RONAN(1922-1987) SALEM,MASSACHUSETTS 01970-3470 JACOB S.SEGAL MARY PIEMONTE HARRINGTON GEORGE W.ATKINS III TEL(978)744-0350 FAX(97B)744-7493 FILE NO.T479.4 June 29, 2017 Planning Board City of Salem 120 Washington Street Salem, MA 01970 ATTN: Amanda Chiancola RE: 376 Highland Avenue, Salem, MA Dear Ms. Chiancola: Enclosed are the following submissions as follows: 2 Applications with Narrative 3 Full size plans 9 Half size plans Electronic copy to be submitted Salem News Prepaid Fee of $520.00 Filing Fee in the amount of$1,500.00 Please assign this matter for public hearing at the Planning Board meeting scheduled for Thursday, July 20, 2017. V uy yours, eorge W. Atkins III GWA/dap Enclosures 3 mP CITY OF SALEM PLANNING BOARD 2017 JUN 29 PH 3: 52 CITY CLERK �iAUM, CITY OF SALEM APPLICATION FORM SITE PLAN REVIEW Location of Property: 376 Highland Avenue Map& Lot: Map 3 Lots 64, 65, portion of Lot 63 Owner: Puleo Realty Trust and Charles Puleo et ux Applicant: Town Fair Tire Centers, Inc. Address/PO Box: 376 Highland Avenue Address/PO Box: 460 Coe Avenue City, State,Zip Code: Salem, MA 01970 City, State,Zip Code: East Haven, CT 06512 Telephone: 978-744-6455 Telephone:203-467-8600 X130 1. Project Description: Construct a 7.269 S.F. building for a Town Fair Tire Center retail sales use. Zoning District(s): B-2 Square footage of parcel: 48,120 Gross Square footage of structure(s): 7,269 GSF Square footage of footprint: 7,269 SF No. of dwelling units: None 11. Submission Requirements: Application form and attached reports,statements,and narratives: Three(3)hard copies shall be brought by the applicant to the City Clerk to be"date stamped". The City Clerk will retain the original; the remaining two(2)copies shall be filed with the Planning Board by the applicant. Plans and drawings: Three(3)full-size(24"x 36")sets of all plans and drawings and nine(9)half- size(11"x17")sets of all plans and drawing shall be filed with the Planning Board by the applicant. Electronic submission: One(1)electronic copy of all application materials, including the application form and attached reports,statements,and narratives,and all project plans and drawings,shall be filed in.pdfformat with the Planning Board by the applicant. A. Required Narrative: A brief narrative, as requested by the Planning Board addressing the site plan requirements and other appropriate concerns in the following defined categories: 1. Building 2. Parking and loading 3. Traffic flow,circulation and traffic impact 4. External lighting 5. Landscaping and screening 6. Utilities 7. Snow removal 8. Natural features and their protection and enhancement 9. Topography and its maintenance 10. Compatibility of architecture with surrounding area B. Environmental Impact Statement: in accordance with Appendix A of the Salem Subdivision Regulations. C. Required Plans and Drawings: A Site Plan stamped and dated by an architect, registered engineer, landscape architect, or other qualified professional, at a scale of 1"=40', (or as established by Planning Board) including all requirements as set forth in IIIB of the Salem Subdivision Regulations and the following: I. Location and dimensions of all buildings and other construction. 2. Location and dimensions of all parking areas, loading areas,walkways and driveways. 3. Location and dimensions of all internal roadways and access ways to adjacent public roadways. 4. Location and type of external lighting. 5. Location,type, dimensions and qualities of landscaping and screening. 6. Location and dimensions of utilities, gas, telephone, electrical, communications,water, drainage, sewer and other waste disposal. 7. Location of snow removal areas. 8. Location of all existing natural features including ponds, brooks, streams, wetlands, and marshes. 9. Existing and proposed topography of the site, with two-foot contours. 10. Conceptual drawings and elevations of buildings to be erected including elevations showing architectural style. III. Procedure: The Planning Board shall,within 7 days after the filing of this application transmit one copy of said application, plans and all other submitted information to the Inspector of Buildings, City Engineer, Board of Health, Fire Prevention Officer and Conservation Commission who may, at their discretion, investigate the application and report in writing their recommendation to the Planning Board. The Planning Board shall not take final action on such application until it has received a report thereon from the above agencies or until thirty-five(35)days have elapsed after distribution of such application without a submission of a report. The Planning Board shall hold a Public Hearing on said application as soon as possible after receiving the above reports, in accordance with Chapter 40A of the Massachusetts General Laws. The Planning Board shall notify the applicant in writing of its decision on the special permit. The decision shall document the proposed development or use and the grounds for granting or refusing the special permit. The Planning Board may, as a condition of approval, require that the applicant give effective notice to prospective purchasers, by signs or by recording the special permit at the Registry of Deeds, of the conditions associated with said premises and the steps undertaken by the petitioner or his successor in title to alleviate the effects of same. Tow air Tire enters, Inc. B _ ... i App icant Signature of Owner(attached consent letter is also acceptable) ttorney George W. Atkins June 29, 2017 Date Date FEE PAID: $1,500.00 NARRATIVE Applicant plans to construct a single story building of 7,269 S.F. for the sole use as a retail vehicle tire store. The lot consists of 48,120 S.F. which allows for 52 standard size parking spaces and 2 handicap spaces. Two curb cuts on Highland Avenue allow for entry of southbound vehicles and an entry on Savona Street via Ravenna Avenue allows for access of northbound vehicles. As indicated on the site plan traffic can freely circulate around the building and minimal vehicle visits during operating hours results in minimal traffic impact. A loading dock is located in the rear of the building for minimal visual and noise impact. The northern and southern boundaries will be heavily landscaped as shown on the landscape plan to minimize visual and noise impact on the commercial abutter to the north and residential abutters to the south and west. All tire installation will occur in the interior bays located on the northern side of the building. All external lighting is designed to limit emissions of light off site and existing utilities are available on site. The area of the site allows for snow storage without impacting parking availability or traffic. The site will be enhanced by substantial landscaping as shown on the landscape plan NARRATIVE Applicant plans to construct a single story building of 7,269 S.F. for the sole use as a retail vehicle tire store. The lot consists of 48,120 S.F. which allows for 52 standard size parking spaces and 2 handicap spaces. Two curb cuts on Highland Avenue allow for entry of southbound vehicles and an entry on Savona Street via Ravenna Avenue allows for access of northbound vehicles. As indicated on the site plan traffic can freely circulate around the building and minimal vehicle visits during operating hours results in minimal traffic impact. A loading h building for minimal visual and noise impact. The northern and dock is located m the rear oft e bu d g p southern boundaries will be heavily landscaped as shown on the landscape plan to minimize visual and noise impact on the commercial abutter to the north and residential abutters to the south and west. All tire installation will occur in the interior bays located on the northern side of the building. All external lighting is designed to limit emissions of light off site and existing utilities are available on site. The area of the site allows for snow storage without impacting parking availability or traffic. The site will be enhanced by substantial landscaping as shown on the landscape plan C� � � RONAN, SEGAL & HARRINGTON JUL 1 E 2017 ATTORNEYSATLAW SIXTY FIVE CONGRESS STREET DEPT OF PLANNING JAMES T.RONAN(1922-1987) SALEM,MASSACHUSETTS 01970-3470 LANNING & JACOBS.SEGAL COMMUNITY DEVELOPMENT MARY PIEMONTE HARRINGTON GEORGE W.ATKINS III TEL(978)744-0350 FAX(978)744-7493 FILE NO.T479.4 July 13, 2017 Planning Board City of Salem 120 Washington Street Salem, MA 01970 ATTN: Amanda Chiancola RE: Site Plan Review 376 Highland Avenue, Salem, MA Dear Ms. Chiancola: The applicant hereby requests a continuance of the above referenced application scheduled for Thursday, July 20th to the meeting of September 21, 2017. d::eorgae ry truly your W. Atkins III GWA/dap Enclosures RONAN, SEGAL & HARRINGTON ATTORNEYS AT LAW SIXTY FIVE CONGRESS STREET JAMES T.RONAN(1922-1987) SALEM,MASSACHUSETTS 01970-3470 JACOB S.SEGAL MARY PIEMONTE HARRINGTON GEORGE W ATKINS III TEL(978)744-0350 FAX(978)744-7493 FILE NO.T-479.4 August 8, 2017 VIA E-MAIL and FIRST CLASS MAIL Planning Board City of Salem 120 Washington Street Salem, MA 01970 ATTN: Amanda Chiancola RE: Site Plan Review 376 Highland Avenue, Salem, MA Dear Ms. Chiancola: Due to an internal review of the submitted plans and lease discussions with the site landlord, the applicant hereby withdraws the current application without prejudice to a subsequent filing. ery truly you s, eorge W. Atkins III GWA/dap l pF9 GGBLE-E%TRp MIBIE SW JCx.`6 CE9GX HPRE33Ep H EFS 9WFnC.E 42 1d%yyyT L ATE LETiER3 1 /' LCiR RYPJ 7 r 3 H4 p p1N-T a 12 DPRx RCAY2IG- M'4 Y-0• w-f Y-P 1Y4 B 3PRPMLER MAIN I-0' ea cw Id• PXDETW01 L 1R SERE Ly 1 = £ u a a a NSA t �s (¢IEST EOSYBRILC- XiGX 10'S XIGn 10'S XIGN ]XIGX 0 SKI QRS =o..1Lq — — — — — i011. M.1 a S Aro tT*PEALI O] " i� i e a e p t x ti' e 9 u-r w-aUPw r ' ego• 1a-w r-+w wwr 1v+ SOUTH ELEVATION ___ __ B £II I= T .0 15^x 1 ' 1J 6' x 10 is y �^' e R ' EFS GLBLE-E.ITRL MIME SW 10."9 q 12 CE.4C31 MLRF39ED H EF9 SIRFPCE n 6pa e PTILKn]Ep LPT]ER3 JJ9 p o 5'-a%ea-5•-415 SF n IE I Q " C OF CE 0 is 15nxI ' 1 6' x10 I �$ 7� UL� a5XE9RVIOEAPEA 4 min0 0 I n . �IlUE= 90 o t Ini " ALE /TIR STO Gc LF AR s p 499 G. F. X 215W, RAO CTL An�51 1 x IS'Pf' n ^� ] TOTA IMG saw � ae' oo.s. ra F o ' Io xlz�r 000as la%+a- 000a3 a " 10• nw• 9w 9 1-Y ta-a r-1 laa r +ao•+ +aa r-1• +a-o Iu la-a 3-1• � z I.,.,, 'r EAST ELEVATION r r OWA as # I ' �� a s r s ELECTRCJ,L $ERVI2 ORRLXCP B'-a 15'-r B' 1Yll B' 11-Y 99-1' 41.0• FLOOR PLAN LEGEND Q WALL COMSTRIJCTOM TYPE IEEE 9H.A-41 SCALE'.V8'-T-tl © MEW DOOR IYO.(SEE SH.A-4) -ALL O NSIO"TO Rd H FRAHMG AND MONMAL ", MENU- GNL. SURFACES. 1aV 1J• m-r Y-1• I1-a -All DMIEMSIOMS BASED ON SITE CO DRIOMS ARE APPROXMATE AND SHALL BE VERIFED ON SRE. ALL<OXSTRIICT pX SNALL CIX60RM TO APPLCLSLE C NORTH ELEVATIONh TA_L PDRTLBLE FRE DTNI GDI,S.1.I AS REGL IPED BY STATE FRE CGDE EF3 GABLE-EXTRA42 MIKE SW]CCb DESICdi MPRE34ED H EF9 SERFAGE L'l1ERNALLY LKaMTFD LETIER3 F� 0 i O TODmn Fair ASSOCIATES IKEN II�.I1I[y IpI ASSOCIAIT ES 'rive co` �" 44-T-0'P'-0. HI LLRa%O M1001WIm AY R WAPPINGERS FALLS UIQ NEW YORK 12580 L FLOOR PLAN g 3 3030 FAKE 845 445 68 321 O ELEVATIONS AC!MeAOL.0 M XALe 1/8'N'-O' ELEVATIONS WEST ELEVATION DAM 6/9/17 SCALE:1/9'-f-tl 6/12/17 Da%KN w Om AL 11 e.e Proposed Retail Development � 1 Town Fair Tire Centers, Inc . 376 HIGHLAND AVENUE (TAX MAP 3 LOTS 649 65 & PART LOT 63) SALEM, MASSACHUSETTS 01970 i4 s LOCUS MAP SII SCALE:V-1000' r/ p - —SAVDNA rw n S7REET v 89 / 8 , - r - - x _ Ei a f 4 f Q� �/ `' �> PRQPOSEQTOWtd � rt I e <� u t7i Q U bu N Omt4) g HIGHLAND m - ro AVENUE �� t KEY MAP Q d, SHEET NUMBER AND TITLE PREPARED BY: PREPARED FOR: C-I COVER SHEET C-2 EXISTING CONDITIONS PLAN 0 C-3 SITE LAYOUT PLAN C-4 GRADING,DRAINAGE&UTILITY PLAN C-5 LIGHTING PLAN c D-I CONSTRUCTION DETAILS 1 Engineering Alliance, Inc. Tow FaIPTi eCenters,Inc D-2 CONSTRUCTION DETAILS II P ,. Gil Engineemq&law Planning Co ums 460 Coe Aw:nue N ! 0) 194 Ca Nal s0eet 19611th NH aoa l East Hawn,Ci 06512 4 N Swpua,IAA 01906 IUrt9nouth,NH 03801 Tel:(781)2311x Tel:(6W)61WIM Tel:(203)467$600 • ' Fax(781)417-0020 W(W3)61 U101O N' Faz(203)4662663 � 0) W lJ c ISSUED FOR REVIEW: JUNE 29, 2017 9 -A LEGEND r GENERAL NOTES mese-tamale symbOs win OWNER OF RECORD: CHARLES M. PULED AND PAULETTE M. PULED be found In the dmwln9 5 FREEMAN ROAD, SALEM, MA 01970 STRUCTURE EXISTING DEED REFERENCE: C.O.T.: 64790 ° -- - CONTOUR EXISBNG PLAN REFERENCE: L.C.P.: 11602-E& 11802-W -- GRA WL EDGE TAX MAP REFERENCE: MAP J LOT 65 --- PAWYENT EDGE , FENCE CHAIN LINK - UPL GAS O'hNER OF RECORD: CHARLES PULED AND CHARLES M. PULED, - UVL SEWER TRUSTEES OF THE PULED REALTY TRUST J FREEMAN ROAD, SALEM, MA 01970 c OTIL DRAIN .4°A ^w --- DYER HEAD WIRES / l 9 DEED REFERENCE: C.O.T.: 52051 --'---' ------- URL ELECTRIC j j PLAN REFERENCE: LC.P.: 3 LOTE. 11602-0, LOT 6 U � ---- -------- UTL CABLE HEDGES / /j TAX MAP REFERENCE: MAV 3 LOT 64 &PART LOT 63 '-""'--- UTIL CABLE HEDGES r - ,y / M ti" LIMIT OF ZONING DISTRICT(ZONE R1) DATUM REFERENCE: NAW 1988 GAS GATE / a UNIZONING DISTRICT(ZONE 82) MANHOLE-EWER T OF/ J yyT - _ UTILITIES REFERENCE: CITY OF SALEM GIS MAP 43 j MANHOLE UNKNOWN MANHOLE DRAIN CATCH BASIN % ; P "••"'•'•'- SAVONA x(40 MDE-'PUBLIC) STREET / T',P WANU?GALE L UTILITY POLE TEST PIT LIGHT POLE SIGN TT,j/ - -t � V c g s R IRF(IRON RDD FOUND) $$ 66 ,} TREE DECIDUOUS /�. r - - L ,ffi � F r I' G gg STONE RETAINING WALL s J0, MEE K V pgry Nem Wr6txmw¢cwnmw / T_ ;/ � . y. R -_... qq m nm Rmvfa Awre Lm miW) y r ry Y J PM BIocM 6J QF 2 C 1 € Tor M N 21 N �r i7i b TAX NIAP3LOT564,66& CL q I a6 PART LOT 63 LOTMEA-48120SFa ♦ -> �� dMSIA - - - - IRF - -- I I -- 'F... --- �I HIGHLAND (66 WIDE_PUBLIC) i3�4 5� 1946 STATE HIGHWAY LAYOUT AVENUE _.....-_k _-n {ROUTE. � I N I nim V C Bdi]J t>YW 'j C O C v � V G 01 HORIZOWAL SCALE A W C m a to m m m C 3 N r-m 2 LEGEND-SITE PLAN moPmtt uxE FFMflPAOPOSFDSTRI%NG BIDING O / / PMpNG CDUNT 10 I SIGN DESIGNATON Q •$ ♦ CONOIF1E510EWAll( -''.-'..'<T""t at�_`-"F / WIDSfAPED PRFA PIIOPOSFD BINMIXOUS aIm UMIi OF ZONING OISIRICi(ZONE R1) XANDXM PARpNG 6 6 UNIT OF ZONING DISTRICT(ZONE E12) IgppSEDIggFFIC SK,N DIRECI10IM�iM"K � % -`Iy •••••• R""• SAVONA (40MOE..PUBLIC) STREET TI S VMFFEOWRRRFAP .mss ''''1111 • v9ov.CONIRETe atm vcc H xT.VMNC�wNWi - ^•.: •:::.• '•`•• •••••..Wy.".... S ''f __._ +»._. MOP.MECARCONCRBTE aIm LAND USAGE TABLE / PRCP w / 1 MY l S3 DFM R[CUIRED FXSTNG NIOVIDED Za / tET.NINO WALL `\ Y.k 1 1\ ROF AREN • MMIMUM LOT NiFA 13AOOS 18,120 SF 10,130 SF NO C� a33y MINIMUM IOi MWAGE 100" 30G39" 306.398 NO 2 ca IDy / r OT s z� IIS" TA%A014PA La75616$8ti s� l-^ / OF' d k-' Alli EE3T6?` m1°1b:1 MWIMUMLOTMIlm 11, oo 1008 3898 3898 NO Q� OT WMLOTCOVFRAGF 25% 13A% 15.1% NO y �� tt 1 NO INIMUM OPEN SPACf WA 31.08 SLAB NO � a / g ; ��P I • NIMUM DFPM Of HWNTYRRO 10811) 1 _ pp Y016 D3wA110'D / Y/ - Ip ` }t'T i0 �'✓Y INIMUM WIDTI OF SIDE lOR 15.58 m2R NO SCC 016PoAY cOvaa T�) / 1 Y^• " t /S�� �F •�yr•� •, I St �^ 1q5 qp f R P / / +�'- g, / I�.7T q{3 Nr� I AIWA-�BMM� INIMUM OEPw OF RFARYAm 1p 811) 6T3IF SOAR NO ••.•W"x^gip // � / / r}�K � � �A l;sy§� -" Ba t�.� j � a F1dp FRWf6ML21W M1M) MUMHWMOF BUILDINGS IPT) 308 <30R <30R NO w� va 3a .Liu .. if n ti^ SmNAGE IAEA )/ � �'� S . 1f � � U y. �k �. II RSI �P� Ytf V �3' •Or'I 3 MOM HFWNT OFBIIIIDING515T IUR Nd N,s'r � '�1�, f �I,{ tPROP©SED TOWJdF �'TI({E,��n s; ;T IHO�iasaTVlux.:remwNswelunenunAraRaTlRwarmwxccamrw¢mmslNCTvu uM3m �^ f t N n/I MWIIW 4IR.O MMIMLIKMIYIMSMW.NNSEleN31KM 41511ERPg1lLFM'AYOTIMIrIWI RETMOA mwNE / -j ik « {71(.695FGP 1y�s I . a wl•q�msr i.�.n'u. z rels&Tlweul.R�IRw mIOmoRowAromRc1 X01 wmsruoK wuxvlmEaMmTxfialxnauo �� W r r N ms x tr arx:xwxam mAaawrtRmRMamMRm..vmpsrAvs• H PRWRen.... a r..NmiEPv�elom c� I leans NauEM N� % : ( 9' RYH fl _� ij 1 A � {fxlDlt &IOIILPMII1Ti 9I� 99I�- � � � GG IOImSxRNFNRInmHommlRRwRumrt.sa>�RFru B31111dRMNSVAp nRrrwRMNVSrAIwo CfM.i o d J p ,. / ? F •: _ - I 'IF3 I ..ham PBm55Al9fAL�R III� V W N sow caMroruXr I vnavosEo C d sIaUGE.wEA � N$ N tl d / 6RBNBLUBSIISINME55/uVD3F1MCE (19pe¢fw md1150 si 5225FANDWRm5 Ao IT Inim-as'. 0 m 0 ZVims ' n y t✓~ I \' • '_r " 41" TOTAL AB 51 (nGN n A d / J Zx ®T•coNc� J! Y : �'� �.., x. Iwxr ®wmrRoxom.xvm Rvsroru vPml a� O� `yq u��Z p _ sf)�' ;' / } ..r.3 *A ' _1 le,,• Il P SIGN TABLE R n V "f "3 I Pineal oar RFGUTATORY MHEIGHTG T -.•, — s. —N.BT�A 212�ODfi.29'_� = D6OIIPIION SIGN S� HEIGHT DESOIIRION REf1FCfOR® _ I ..^ ^^•. . ..•y.:, Nd �, 13'X10 T-p GR III OWE Y6 $ g{ e ��,vy�yyylI NFEi Nae ••.••' (MOa%FD) I.T.41 ON WI111F HIGHLAND 66' MDE PUBLIC) �I AVENUE 1946 STARE HIGHWAY LAYOUT D]8 yy Irmar T-p GRFENfi6WE Y6 � (ROUTE 10]) R1-I 3pR3P T.p VIXIIE ON Y6 mPo Ro1 01 V +M73 �— 2 SIAx£1tlM4r BA43µE ]MPoC RSt wxw T-P REDO Y6 N Po c t+ 832 3PX36' T-p BUaMMRE ON N<G T ' LEGEND-LANDSCAPING 1—9 J N.r ay. Bolmil[d/0--N— Elm Roal •` Y HORIZONTAL SCALE * LL N ID 10 ID O O GT IR tlM11tlo Woar.Nu.Famb/SRLllna Haar Im.l 16-{•c &B O ka Q 2 IN m -w U Y•Al LEGEND-GRADING AND DRAINAGE PLAN r Pwstlx6 MIJMATY uNE ir- Ensnx6mxrouR .. I,,.y PROIOSFD SPOITXOT A MOPo5ED CONTOUR • PRDP0ID DRNN / MOPoSfDfATCH BASW ® g SE MOPOSFO DNJN MAXHOI£ I ) PROPOS®RARFO BID SECT(M 1 UNIT OF ZONING DISTRICT(ZONE RI) PRONSEn eUIID8IG / `�/ -... •" UNIT OF ZONING DISTRICT(ZONE B2) Rmv.Tq of wALLE1EVAnOx T.O.W. V , MOP.BOOM OF WALL F1EVAlION B.o.W. SAVONA -'PUBLIC) R S TREET i MM.SEWFR ONE — 4 ®— S / y (G N10E ) MIUF.WSTMY / Qp O.w._u200 Qp B RbIJ,LO PW._1500] FTV_1 M20 IISBO .� � 1 I MDP WAIM ONE —• Ow tZ4 +v ,75y� �JQ j§ ^ ,� -�• � MOP.WATER VALVE /PREP / •r v 'Y'WWiHm. ll, aw lazoo ,ry. I I 1- g PRP.SFauMT PQT6Av DRAINAGE NOTES: c 1lIP/P RAY ,zaa , r mew f EEE °_ eor �F PPRERAr IZAaO � t � INvtize v0 _ / pl r ! z f I FROe / P _, ^ 1. AR QTQ eAa1B sIN1 ff Eascm nx oAM/uz xooa z n o / J .0 M1 ` TqC /tv uo a fam 911ws V z Nl SItlY pfMll¢F6£9 Smu RE tY qW MiIIX Pb. hi= •• / /Q y// 1+. ) I PW➢ OMNN Ab Y N•- �WWATD PI13C @ Su00M INSCC YNIG4 N01E0 / .. ! D4x/z mMxN - I MY v,u - 3Bf_eWp fAP�. 8 J �: °v, AY RY_vz w uzEr - xv W I}ZB Ta 'R TAIL-MAPS LOTS 134 65A a RBQ ro AROERCTIRAI dUMxOA FQ 1xM Axo TMNs fa ' Q c / 3• / r IPP I)-1Zsm WNW tM.eQ� Iziy� , / / < /' It IN('f}131m WVIN]6 RO �� IN4 W lmlp NL 9FAM1£CQNFCIICYS QFn ROP OW@IS WAIfA Nm STFR / Y° / J l Nv dIRIZYrO Wv T_Iz3Aw .Wv tse 6p PARTLTIT��-� ) if SFRNOFS.EIC)Mnxx ID-R R nE rAR8N0 wNIA 9 i L % �'' I LOTARFA-AS 1105.F:t Cm a GENERAL UTILITY NOTES c $as q r : F rsaoP Rrtux SN��n IVT P wIRMI'E Ca✓KKQ / / �s I tN 1 F 3"O /J r I• 1 TE XMP,KlIPI a SPECiIGLLY OMT4 MAT nE LXA"NU tl&g g m�o I � I QJXA I P EVSIINO YIDIIF-4 NO S R4CN C5 M 9gM a P _ 2pC yC DQE / T• �' ms's I RRFF)1h i TTv F' uRrW PAT M mOlvw I1mim IN N3�icis mN T' E°wu TY MAPA C5" / / / ,�. �♦ .i §, �_ oMs-Ar sMiMl�cm�B.saLNLQ WiP Mnnc�fvn�er,I¢ NNVlomvm.Ixo uwlmw.sAw _ ~'• PROP.OETwng1 PM , 2� / / OYNn r� 3�{ e .[ �° N OSO'fMmf P RGI2 IM P' oNIMAC'IBI MI m TIE my P PIM-Im Oo/ ` / {' wN-I S}.[I 5 '+ 1 4rMr P W611NCIIPL T[ OIWACIp1 YUST WM ARRPUL 6 aOT.P PpIo-IZAQO l Iryvlx I t II') �'' .l m 1111YIr=P.,'.AMY W`gpDlO N"N""O MTNMIT4 IIY.NID•b1MPE•AT AT IFAS! 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IHIE%BMD MM nE PRUYEm PIISIMm1101 NO APMiPfiAE REIFIMII ry WV WT_tuffi Y .: 1� 3 PROPOSED TOWN F RT.... n AOTQ TAWFN RETDM PR°®e1°MTM n¢MAec ^MNL YE TME g .J / P l #I JO FESV19®11Y P ME CPIIRACIM m IY]DV.rF NL EYSNW YIOfIES MIDI (7,269 TIC MM nE MPaEan reRalvuArs MAB a ME MME j^I./I ^ems FR v�eT' I' L Y JJ6G0 53451 2 TME CQIMAOIDff 6NNL @ IF.4tl1�E fOR ERIHLV WO NO YMITAg10 ALL P. a.UT L.WTAOL \" // 0 w-IIlm () r - IF 3 `T'' fl 9 ro,u.P Pde axo 6n DT � r N z GHM2 P01N NO PIIbWAKKS IFSL4.WY MYI ME Mmt � STWCNF2 � PW-11AC0 � t {I� 1 nE IQIMICIB(9WL E10.'AVAIE nY:h5T MM PKK@ ro WIYEXOIJ YryNf m QJ ��� � a WNOYSI M]R_ITS.W F V ` I pylt 'IA I}.E IFi" —•F MALL MAPRO�m W.VAll06 NU U%AMMS P ERSMO IITIIIFS TE OOI1R/Sltll Q y+ Iz Ap5 Gunn-IzsoR / / - �a9 iilL �,:a�'urs - fT� � c Nwo Mr Nm No ExDMm MM TIM RcaLn PAI T) A. 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A Y101YY P IC MATGLL oFAR.WP MNL LC YMITNIFD MRIE HAIFA E A I )OY}ISL 4 I RY.TR SEflNLE.(yOOz spM®Qp19 81tl01 Q.M IMES WArfA sERN35 MNL RE QG4D w y. ry(yl.ly0.gO / FT/PT) / ( ry CPIo21E RFDI16lE�P aEARMCE MRA PA550q W1011 sIOW QABI IMES .'••~.__._ �'`^ +�': ':' •— ..• \F � � r-+ P��PIIS�NG Ipl1E qEM P ME WOATE�A��AYG�4116D X�tl01A�lLr FPACIY NL - 5- 0. MIFRF 9N4TNfY 1'N6 Mf/6 OF YMIA ME 9EYFA MALL N U81 AT 4 E MNELT F ` MP IY "" � t M fLEVATQ nUT TF CIIDIN fi ME 19F](B AT IEASf Ip WO®11010I ME `+ Aos WTUO PPE RJ3/ _ pNFRT P nE wAlfA WM. E ME fEEYAnQ P nE$Pqf UAXOT m vMEO Y I r m EOn Q RETNx Ea AUT YF # r NATQ Wsr,. •• ro A. IIMS fdoNpNNT,nN MIER YNN MNL RE RDd'.AIED ro 4 G c I W.T.Q COISIMIC�g YEQNIGLL�MIT PIK fQ�D AMA G.x Pl.T ATYNN C, p MALL=TFT®OMA TE ___...... `I .._.. _ •:_... ••_ -.e- .�. ...� TE : � v - __ T- ,YMICPNML4AARtFEIMR dMACSM4PFD1OQSMQMIE1FDMNfM1¢EIMMf•Q iROITmM 9 TYHIGHLAND (66 NDE- PUBLIC) AVENUE1946 STATE HIGHWAY LAYOUT AYMWTOMY>8�01GF1AS11ETM.YEroANPOI3(BP TMAI1M LMM1A¢M,IWfM YAiM 16' WY 0V NEPPER M E I �;....__ _... .—.. " 10.RPFR ro NfaY1E0NGL MUMMOB idi A4 SOFS AW 1Nfs MM NL SfIMO= NOfC11Q5 PL IAtlF QM6.MRA Alm 4'MT$FAMPS ER)IMXN 1NP.TESL PIT(T9 tail P T6 BMbN WN{S. 1 ZUW •'1 ,1.ALL EYAm10Y LOCATED b I!M!MNL 1 IHMYWp IMBb OTOAMI V Z)APo NOIP➢.NL FaIZ AM M.Mi NL QMVLE AIO SEMM C QT s81)J � YLTaFA MNL BE RAO4'O.RWOl1ID MM DEAN SMm Nm QOMKK W m H C ALL I zusw Iz Imw ro M¢T o-a fQ DRAAuo:MMPMAnox. �� IS 'MSM nE�MAS a W TOM1 I LIXE7 0 M C y q 1 ' 14. oFLIBCN.T SQA NO O W gN•NPS FOI E/T/C N Alav C E CL W G g m r HORIZONTAL SCALE (LLL. (,� (z m o IM m R m C r-m 0 LIMIT OF ZONING DISTRICT(ZONE III) LIMIT OF ZONING DISTRICT(ZONE 82) ISO- 19 (40'WDE PUBLIC) STREET SA VONA h, b.f/ Y, t., b NJ I 'A A-"I A J' CT e UP"' AVg Max Min AW/Mi Ar,� ll'�T.VSU, 1.69 55 0.1 16,90 5500 C TI, .......... ........ 2 um 5 � cC Ocifl R, ......... -_j IWA4... OWBMCaM.107" Mg iff mu 9j A— ow PIt cu u . . .... 3 b.1 t, IS 0 iy TA o.z b., b.l Nt 0 71 b, b�I B, b, Io w`k b, b b., b RI HIGHLAND (86' MDE- PUBLIC) wo 1946 STATe HIGHWAY uYGUT AVENUE '07) 27+W +U71 v; tv C -c HORIZONTAL SCALE In H LIP r CEMENT CMQRETE(5• THIM W VENIWVA MEAS) W PB VARIES W.W.MESH TE CURL 1 1/2•BI MIRms GvRr CE COURSE ORAS GRANITE LUPB fi• FBISH 1.55 SMAS) QLLE TREATMENT 9 WMRES,ASSET C-]Ftll ASCE E1H191 I.BS`MIN') 1REATNENT VMIES o '- Y gNYINWS BY¢fn COURSE OWEN4d5 PAVEMENT ...., m'a Ri G TACH COAs p• o RARE MORE MR.-S.- GVAYFL W RFCWMm , 1 A BAs GWRg(Yxo u1m.1) vu d%j9 J�` [ uG MIN. BIT.CONCRETE PAVEMENT m O X110 •o D� P IE TW CER¢(13•MIN.) m .l 0•MM11.(RAN1 BmROW SUBBASE MMKE �R) o EMlsnxc SEB fy (MND MIEN..) I o SURFACE �E GO4PACm]WBIRADE :oOEi: ^: LgIPACIm SUBLRADE V IXRPAmm GRAVELk'OOu T-D. 2*x2•x8'-0• RS SELIM BIT PA EENTA SOUARE STEEL SIGN F ExPM'9M• B:i.PAYFMENi AND B'-6• POST TAC.MAT EDGE g'E'WT CEMENT CONCRExN�-' 2MIN' LANDSCAPED SURFACE OEHEN TE M MAHDMD PAMMERT SHALL COY]ISi Of A}t/Y WNm IN TME C01RY$OS IMAl 1MIXHES3 IN ALL /Y PAHA AREAS IF REWOG v J 'EJ°a•ti (0pp PAS 9I -TYPE 1) 1 MAIGHWAY MSS L T 1 EN=&%S MNME2 AME 1-1SLWFAW 5 MAX. 0.0 SE pHA EE Y BIDER COURSE OVER A 1Y RIAHL OR RECWMED BASE AND SUBBASE CgMSF. SUM..,ME LPPd tY a PAHYdT 511BGNAOE BASE LWREE PAVENET BWOFA AN SERFAGE TOP OF CURB NOTES: y "-. {tl "(j. WLWYS i0 Y5 WAGENT W MAEWY OEN91Y.AS DETERMINED FW SAM MATERIAL BY NE A%LCAOUE 1. PRO ME EXPANSION JONTS AT I (:J p f.• TEST MITI uN.w n.o.G RM FRE- ..T, I t'R1 MWIDm JtlNT inJFR. M. CIffTE COMPACTED 2 DNHm'S dONEFA RE.4VH51NE PORI WIRACSW TESR.WU/gi LWE SAYPuS.IF - ROADWAY dVAHL BASE TESR APE BEYIXIO n1ME FQWIRm BY ME SUECDIGSWS AND FRDH MMEM,pER ABOVE 2 SCONCE LON1RIX. SIOEW/Lf SEmgCA1KH.1E515 WLL BE AT ME EMPd3 Ci ME OYMFA.OVERMSE THE MN .CTOR M BE 1•-B• MMM.Ai S O.C. 1/3•PPEiOUIm RESPW19Blf FOP 1ES11H4 CMi EXPAH9ON 8• B• \1YS HT .l.PAVEMENT SETTERS ARE SHAECT TO MAYS AND MLL BE BASES,CN ME RESULTS OF FI }.SPONGE BPOP RNI91 IX BMW.FACE C� (NTN.) GEOhCXHICAL IXWSIIGAnWi gRECTON FERPdgW VA F.CB.ECT ro wRa A CEMENT SO(CRETE SHALL BE ' T-�� WBGRCIEO ROBB PA-TYPE WBGPADE CONCRETE SIDEWALK VERTICAL GRANITE CURB SET IN EXISTING PAVEMENT STANDARD PAVEMENT SECTION TYPICAL SIGN DETAIL NOi.SCALE NOT TO ENA¢ NOT TO SCALE NOT TO SCALE g U� NBo LPW.0.R PFNLE EDIT POLE C a 2 b b LETALL FRONOm AS LS,ENE INFI1AIAnON W TREATMENT VARIES rO BE PROM�DBY W LL YA,FO�ACIVmR B.. 6 LSE'°, 31130 RBNEYRCEO PRECAST / OR KSTEM.CAL..NEER.FEMSESSA AnONS VMIm PPaNWD1E�BAY C y CONCRETE aHB �.-6. �( CAp RRPdm Br VOLE u(M PE:BASES SOc m H LL 1.GS HIS HG x v PAN mr ro w a 88 BE PAMRD �l TACE COAT 3. fuWFERNO S RLL YOLOW ' 9 RCPoSEOBIT "" O �" : MIHtY MIGSCIC.PAVEMENT } I'J A]TEs OIYINSTALL CEMENT CONCOM 3 13 _ APPROXIMATE m A-�HRTLK-m.SEACm ) G)(]OM PAS-TWE U IF wxe f/P IS SET ATTER SNDER COURSE IS IN PLACE 1 i I M[WIA9 CEWYH1XEnt F.E.MADE CyyE� BT 8 R• ~ GWLRETE FACING REINFO MENT Q SCC a P iki,€Y�'rrc—a-, uMTs d i C F— 3' q ERFF R.M.OW ry CWWIi SEE YAIptlAL ELOGNICLL PVH FOR Dyp ji ] .{. 1 `I ASS ^ JI A.16iAL PE.E d !b (SOMENETTo C C ? m n WEN) 11411•BY 2r GONE-SOCKETS 7 SHALL BE FURNISHES AT ENDS OF SVEUNO PAS GJ t ALL WM SECnONs TO RECOVE CWPACIFD OR BOLT LAYOUT 6 G• B• r DIA DONEL MIPAMF➢ OXOSTU EED IS- YIX A.M. N"01$ R, S a (YIN.) COMPACTED GRAVEL PAINTED HANDICAP SYMBOL&TRAFFIC ARROW DETAIL R'Btlf"DE WBaADE PPPER�NEa c V1 BASE NOT TO SCALE QunON 9dB �$ N SEGMENTAL BLOCK RETAINING WALL gg PRECAST CONCRETE CURB xNT S SLATE TE �LOf�� ry NOT i0 SCALE WBGRADE OST PEE FWXDAMM C®.I A SII&EM TO dµ. =m if $UBGRADE BASED ON REAL POE.D FlIINIE SFIECTdI.D Q 1£BECIPIIGLL RTE WHSIIWTON. CL ROMIDm CONBRETE CL LIGHT POLE FOUNDATION FF,, G 9 NOT TO SLATE C� CM.dIE RLL Mai PAVED AREA WIDYIPFD AREA MNAACIED ..I.fILL CCYYW RLL/ NEVER Wi 1£ADm BbIA A.RTE PI ASH CRW1.Y SONS. s.> rnn GW.KTE TEC SOLO Bry AR AnanEM / ti iV�l MI�/T4I r{.I i��n p¢ 'e 1 8 Pt DEPTH.0 SURFAW !7 tar14 L' hod'?,3 £ uIi %➢ 89 TREATMENT VARIES SS@g RNImm.RADE WISALE 0 NLIp,SCSy �1 TRE/.TYENT VAN DEPTH VARESYNMAw ORABA,PHASE S.SF]1m TLP.gL a BMT ujp Rare AFT. IRAN. x.AS E ASIEO MNµ (wAT. Q IIUM6 DIRECT MNMXD WLYf TLE MNI MM TRLREMOxY. o N oo m 8 CgIPACIm 91BXACE SMASH R ROPE.o Rw. E j t ]a-wA C0N0ElE ENCA911.T q 4 Way,• NAMIBIA...1/]RIW T. pIP�LLTEO r HIM FARM SSSER NOTES, SEH M&INIZINF 1.TLP EF EDAM(TOPEOL)IS FAIRNESS WADE 1 1/4.x. 1. L A MAI GRAVEL ¢ a •• a x.D TAMPED "AMI ]-TOPEM.91ARL CgPTMN @THEN E..... 4a B}IW y C xow eo-N O /� `:'�. SAIf11NC YIl YIXNIE tliWNt MATTER /.O 91ALL H.SH A MAXIMUM Nwlm JS-N Y QW OaO' .P WIIPAMm BECOIH. .YIPACIEO W FOILOMN4WLATW:.O 91NL WHEW ro ME XnON 2Sb �� �Trty^n IF'' I 1W.STURBm SU�UOE &PVNSNG Bm3 ro IXN TI➢112 YW.LWPOSIFD U 0 B• R EWa / EWAL EWAL .j LOAMG ` (1YP) �GR.E ARE.EPSON MN IED SUBGJ.SE UTILITY TRENCH SEEDED LAWN DETAIL ` C Y NOT TO SCALE . BOLLARD NOT To WAIF DECIDUOUSm AND FLOWERING TREE DETAIL tLU In NOT TO SCALE xM TO SCALE C N �° OUST.ANTES MAN NOTES: RNEX 1.ALL YCnds d..W°E9dm Fd ON HS-20 LOADING NO D A B 11 D A B O B '10••v°eelA--1-B-I ! YY1 1� YT NOTES ' '•""' 2 q'N.Ww YINXdE STEPS d.V1 BE f S-0Y YA f4 Pqy Ug lc°R.VN IHOOgt EDTA .I.AT 11 O.C.FOR THE NO, I, J-1. S4 .'d' W? t'A f.p AREAS MI. 1.ALL S.BOAMOUGHS 91ALL BE CB9dm FM MECWHIGL JqM MPT,OF THE SENUMRE Ii514 'd S.p NS-x°LOAgNG Ii5 S4 Y-! 14 f41 'd ST iM IHIEIS IMRA n1.W lo"nlE TIPPING SEEM PROPOSES WARES MAIN BOOT ______ 1 NL E%1FAId WORFACES 91A11 S,dNll f-01 Y4 Yd Y4 DE9d A10 OIYw9ds MLL BE 2 CCPCLYYw YA4XgE STEPS dN1 1N0 d1AR ff BINYIXWs WARn- ST•}4 14 YY Yyy 1y 11 GETERMXm FCA EAP PMnd4M CASE BE N„H1ED AT If 0.G FOR THE YIXW!!MK JqM ddFNO YO.1TE S-M1}T Y4 Y4 !-M1 e4 14 Yd AUT M.Si S,HOUBSWs IRE 1p HAW NLL CEPIX OF THE sAUc1VM- / A : . ALL 9'EgFIm 11]1£5 EIMw dJE- PUSNI SOME TMPdG ..JONT BECAME BETWEEN PRECAST MUMS I f41 Y4 Y4 BWED M CAST IN PLACE 1 FAONLE V IdIXYWT,Fd NFES Mnl x vALW SNA-.BE...BUM EMMERT .-04,4 '4 JY FROM 4. 1'4 11 PN 14 S4 .'4 d,ME r pA B' Y..d£INM'Q:M W,MW of RPE S ETANDAm SEMEN Y HON£FRAME AIL F -F-1 KGREAR ALL PIPE COMMECndS r PULE Ya50NRY BLWN ENLE j4 51FP$SEE WKR SI BE,ETI NLL FAR 1 P.G. J4 Ip TUN fi S4 I I """' 1 1 UNDER /LLESS NFE d G C - NO,E 2 r Bm.IAVL!TO ON WM GLAY BIOIX 1'4 SQ IpIF 6 ,.gM SEALWGERGING �B�W CPREGABE WM CWIPILIm FEE* LL W NOT RFST VKYE EDN dt VKVE AND MdiM(R ERYJ{CWRSEs Sih SON 14 Y4 Y4•F4 1A RUGBF0. Z 0.Y VKYE TTYCALLY.a wIIX CWRS6 MAKWUu) CRAW,BE GET d NLL udTM BED. F 1101GroR IY6T AS REOUIRm E MAN....FRAME AND mMR (ury§} • u T 'x lF MECIW4VL JqM I •n pIY1 YADAST MTM(1 GRAD MEN GUAY TYN IGN AM. PUd-OX JqM TM1NG ya .5-d MANHOLE �IOOWYRG� 5� SUCH VKVE PROPosm WATER MVH LMi .. SE£NOTE 1 '''RAMS�O 1 NA., 40 a BPoIX NURSS YAtlYLW) Tlem w¢ SECS WATwnWT CASKET XWI—T-1R.11q � BEEMON, wST.WARN d SUM. T- MVN SOq(E!dAYW3 W,IF1 . N IS 01ORTE a R n �VAxIm "1 • RF .e'pA 1 FW.1. d F FORKED AT A 9M TAPPING SLEEVE AND VALVE ,m NOT EDECHE 1-J SUT ID-1 U.N. fl �. GUL FINISHED CP/DESUN AS wE1S t':M ff BRKK MdWONl INYFDEZ,Ri ro BE WNs1ROCRp VNE6 <� WD ftI-ATA SOUGH�AsdIND d1. °mZ. ~ 6 SL,PE fi l•/TWT _. CRICK dT'AND PIM MFMr CL WLUP.Y.4 IT;) ' IN If WIPALIFD yaBiAR OR mm aro ASIY 0N1ID0.a1 � CON TCONCRETE 33 VYR Q.�*pG 898& W:-OON WYPALRn WBmAx RLL CWAOU x.vZ pxMlux'4gB' 0 o5!B.,O' Ej z GF., SANITARY SEWER MANHOLE sRiedN " Nr'..�IHW,AA suisY TYM-•x- cRUsxm NOT M SCAE ICED. MA• SUMAND°P W0R OgOIE 1N'rtR1 Z U� WPPw .r. 4 '.ACIm U G •N WATw MUNE ' XP SRaS Oy {J IX laa sIXwia EO IC9i 'm GAGWENEM GAS TRAP TYPICAL DRAIN MANHOLE Q s a KY NOT ro sLNE cum$IOP AS IiEWRWG NOT ro B A E TYPICAL WATER SERVICE CONNECTION NOT TO SCALE pmd: `•d� a FINISHED GROUND 'AM RO$ WN NINE.E WORKER FOR n SUBFILE `.. C •a-• NEL YN Y ..NI.WE, 2 r MAR.aruw¢m WTmE OF gQC� qPIFE YarcIR Au PPE GURNE IG SMALL RE iHTFC10d BVI,L PUE0. - -- •�• V ul u EB A BEMEN H T FRNOR A' A AOs WTLET NP YCRTM NO.M r qA-i1' PI wrc wIx CRAY MIX A 7 dmlwss rmWF cNLr, kX 1® WR vALNE s Mea OM. AD ) Rr MR,USUPON VALVE nxeNFTER FEs-I lzso wrc we•. :,• .e•I WE I_� M-1 ISES .o Rr o ELEv._,zsD �� SQ XUO YCTdI EB EXO OB-1 126.0 7 U.. MABN "" RP RAPr0MEETM303°3 IHV.El£V-1250 L J Q UILISNRBED WIFIIWL "- ROW STONE TONT PPE w05 Nm V F y / BOTTOM K BASIN Ln C TU & a 8 1 ' /, E 1 / BPIOEL DB-I IRAO L� J �$ m t 5.0 �+- A 6fR WATER GATE DETAIL ._ sE xGN> G.LAWN BIT,IM Oi BAMx 1wT __T . 11/f DRaXED 50x DAM SAND A.-.LOAM,Ox P.I. . 0- QT If� NOT M GLUE - XTMI dA O 1 y I OFdAmuKalS Qw 7 eNR, __J........__._ xo,E. MARRY PWD wnMx G TO NAVE n d(Yf tE/1 y p Y'Vm B-MARRY HONG WASHNGS 1.,0 B>B 0)B• ,pp L^ N MESS a c D E F ewd i PwuEAquR d,ate M/sEc W xowER • - v-,zzco a G'�115". ,r xC ,r S• AS• Y ,Y a' I� SEBMONT FORMAY u• -r ,r e• w' ,o• : x1• [11 GLpAdm DETENTION POND DETAILIn• r sd ss• ss• CO tr ";/Ur : YO• IS' If AP xoi ro uALF 12 uIR - ss• ,P If BO' eU• sx' Ir OLIX,E ELEV.-125.00�) • NW125D0 RCP FLARED END MUCH y(V NO ) 1 •I �• r qBY+ 1)� a NOBS: INV.EL-25 p L B p •.• T - a • 1.BASIN sIOE SLOPES AND P,15 SMALL BE CRETINS RWTHED E OF LAND SEEDED AT A RAM Wn£i PPE 1 OF 2 E PER R RED NEED 15 POUNDS OF CRETINS L Rm FESCUE AND 20 ANNUAL X TALL ��I 43p§ E iESWE PER AOiE SEED Mlx SHALL NOT CONSIST OF MWtE MAN ION ANNUAL RYE' Wdsrox'm TYPICAL CATCH BASIN WITH HOOD 11'AN OF D/4-1&1/, ,OL NOT TO MAKE CRUdED STONE FROME dEVATM -IgUn QjeD' GFUGH 11--1 �.°owExSlorvs vARr i0 w1T l'FD TY A B.00udTs '1RB'E° �gI P RAP ro BE Hgxl cxlxKm M,H R sMCOIN suRiACE [ TAYECfdA061G6 ALONG THE OO�SARTWAB'AME AND NSE OF THE DIKE 0- SESESE gg TEES C X J TEES STORE T°MEET M2023 REQUIREMENTS. �T A1�M1 � 2]pp G•.G X r 2,' 21' 1B' IYK IYK 0' IY 2,' z1 16 REINFORCED 0 K IC O EW�EF.° B'. W.G' 1Y.121 B' 21' CONCRETE ON PIP RAP Sit NTW I eY e' 2.- ,r.12•.12 ,e' ,G• (IYPM)M'IR 9LL q« (SEE NOR z)�z._E.(TSP.) opxorq N amG 2 � u VARIES 'SEE NOTE 1 �� IKE CREST II STONE M MEET REQUIREMENTS OF C .x.2.,OF MASS.HIGHWAY STANDARDS \ INV OF v-xOTp MIR E/) T • 2 L G i.� I'. r I Rs WREi s aF 1/z• II �GR�L REMMCNS - GIA-121d, ID - UXdsNPBm SLRONEm AY (MIN.) (M') 2-G. .F 8 CRUSXm ~ I e 1 °• N O 12 O.C, v G SOL STONE SEDUM A-A ueN MUS,1-2 SPILLWAY DETAIL H'SHAWL HIGHWAY M1.0].G TYPE e) NOTE NOTED NOT ro sLNE TYPICAL FLARED END SECTION AND SHEET d dg6TWRAnM E v-Nora MR ` }" C z I.ERONLf MOMS,FOR TIPPING 9lS\ES DFAG DNOG GR N-WN10 AN \Ennuis m1u°S(s1YE axE As REWIRED FM,EES).PRDxLE I NOT ro SCALE D-BASIN OUTLET STRUCTURE Ey INDICTS REO'AT VFn11CI1 BwDs AND SATS VKMS f 2 CON sNAu NOT BE PLACED AGA ME PIPE--FIT,ND OJl a LONLIKIE sxAu E,LW.-TYPE I . NOT TO MgE CONCRETE THRUST BLOCK 1 NOT ro NEUG L s CITY OF SALEM PLANNING BOARD REQUEST FOR REVIEW COMMENTS DATE:July 5,2017 TO: (_)BUILDING COMMISSIONER ( )BOARD OF HEALTH E(_) CONSERVATION COMMISSION ( ) SCHOOL DISTRICT ( ) CITY ENGINEER ( ) DEPARTMENT OF PUBLIC SERVICES ( ) FIRE PREVENTION ( ) POLICE DEPARTMENT Attached please find the application referenced below.The Planning Board requests that you review this application relative to the Zoning Ordinance and/or to the Subdivision Regulations and Massachusetts General Law Chapter 41. We would appreciate your completing the form below and retuming it to Amanda Chiancola, Staff Planner in the Department of Planning and Community Development. She can be contacted by phone at 978-619-5691 or e-mail at achiancolang salem.com Application for the following: ( ) Preliminary Subdivision Plan ( ) Definitive Subdivision Plan ( ) Waiver of Frontage Request ( Site Plan Review Planned Unit Development ( ) Cluster Development ( ) Business Park Development District ( ) Wireless Communication Facilities Special Permit ( ) North River Canal Corridor Minced Use District Special Permit ( ) Flood Hazard District Special Permit ( ) Drive-Through Special Permit APPLICANT: c/o George Atkins 978744-6455 PROJECT NAME&ADDRESS: 376 Highland Avenye COMMENTS DUE: Requested by July 30,2017 for hearing that night. Please attach comments: ( ) SEE COMMENTS ATTACHED "{ ( CONCUR WITH PROPOSAL — p 1 1S vlf W�h CAl1SP. 4-" Lvn1H0'*�Yl�` It � ( ) NEED MORE INFORMATION Rewers T CONCUR WITH PROPOSAL0Lbv\\ t r lature Title Date 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 - PHONE 978.619.5685 FAX 978.740.0404 - WWW.SALEM.COM 1 1 ' ENVIRONMENTAL IMPACT STATEMENT DRAINAGE CALCULATIONS & ' STORM WATER MANAGEMENT PLAN PROPOSED TOWN FAIR TIRE located at 376 Highland Avenue (Tax Map 3 Lots 64,65 & Part Lot 63) ' Salem, Massachusetts ' Submitted to: City of Salem Planning Board ' 120 Washington Street Salem, Massachusetts 01970 ' Prepared for.- Town or:Town Fair Tire Centers, Inc. 460 Coe Avenue East Haven, CT 06512 - Prepared by OF MAS�cyGN RICHARD A. Engineering Alliance, Inc. C�;° Civil Engineering &Land Planning Consultants No. 41851 194 Central Street 1950 Lafayette Road - ' Saugus, MA 01906 Portsmouth, NH 03801 Poa SlpfdAl• Tel:(781)231-1349 Tel:(603)610-7100 Fax:(781)417-0020 Fax:(603)610-7101 ' June 27, 2017 1 Table of Contents Page ' 1. Environmental Impact Statement i • Natural Environment 1-2 ' • Man Made Environment 2 ' • Public Facilities 2 i ■ Stormwater Management 2-4 • Community Services 4 t • Human Considerations 4 i • Figure 1 USGS Locus Map 5 • Figure 2 Ortho Photo 6 ' • Figure 3 FEMA Flood Map 7 i ■ Figure 4 Natural Heritage Map 8 i • Figure 5 Soils Map 9 • SCS Soils Description 9-13 ' 2. APPENDICIES • APPENDIX A Existing Conditions Drainage Calculations ' Existing Watershed Plan i ' • APPENDIX B Proposed Conditions Drainage Calculations Proposed Watershed Plan • APPENDIX C Best Management Practices Maintenance Plan ' Proposed Town Fair Tire 376 Highland Avenue Salem, MA 01970 ' NATURAL ENVIRONMENT Land ' The project consists of the re-development of the properties located at 376 Highland in Salem, Massachusetts. The subject property is currently occupied by Puleo's Dairy and a storage facility and is known as Tax Map 3 Lots 64,65 and a portion of Lot 63. The combined lot area is approximately 48,120 +/-s.f. The site is bounded by Highland Avenue to the south, Savona Street to the North, Ravenna ' Avenue to the west and St. Jean's Credit Union to the east. The proposed project includes the demolition of the existing structures and the construction of a Town Fair ' Tire retail store. Town Fair Tire's main business is the sale and installation of passenger and light truck tires and custom wheels. They do not do any automotive repairs (other than tire/wheel installation), auto body repairs, tune-ups, shocks, mufflers, or front-end repairs of any kind. They only sell tires and wheels, and provide the related services of installation, wheel balancing and wheel alignment. With regard to the ' wheel alignments, they make all the necessary adjustments, but do not sell or install any front-end parts. l The site is located in the Highway Business (B-2) zoning district and the front portion of the property (approx. 168' from Highland Avenue) is located within the Entrance Corridor Overly District. The subject parcel is comprised of the three lots referenced above that are to be combined into a single lot that totals 48,120± s.f. The site is currently occupied by two buildings; Puleo's Dairy and a storage building. The building occupied by Puleo's Dairy is approximately 5,000 s.f. while the storage building is comprised of ' approximately 2,230 s.f. The majority of the site is comprised of asphalt, gravel parking and sparsely grassed areas. i Existing onsite slopes generally direct stormwater in two directions. The north and west portion of the site drain offsite toward the intersection of Ravenna Avenue and Savona Street while the front or northeast l portion of the site drains toward the existing closed drainage system located in Highland Avenue. Currently, there are no onsite stormwater mitigation devices. Soils information was obtained from the USDA Soil.Conservation Service(SCS)Maps and available data i for Essex County. The onsite soils are classified as Chatfield-Hollis-Rock outcrop complex and Paxton- Urban land complex(CrD, PdC-SCS Hydrologic Soil Group B,C/D). Refer to Figure 5-Soils Map, for a delineation of the boundaries of the soil with respect to the subject parcel and the attached SCS soil description information. The Flood Insurance Rate Map for the City of Salem (Community Panel 25009C0531G dated July 16, 2014)describes the project site as Zone X. Zone X is classified as an area ' of minimal flooding. Refer to Figure 3—FEMA Flood Map for a delineation of the flooding zones in relation to the subject parcel. All lot lines, topography, utilities, and other existing site information was i compiled from a field survey performed by Otte& Dwyer Land Surveyors, Inc. on April 12, 2017. Air The proposed use is a retail fire store with incidental installation of wheels and tires. The use is replacing a restaurant use and storage facility. The tire store does not omit any odors. The shop area where the installation of wheels and tires occurs is climate controlled so that the doors remain closed with the exception of the entering and exiting of vehicles for service. Refuse will be stored in an enclosed dumpster which will be serviced regularly by a private company. The proposed use is less intrusive to the environment as a restaurant use omits more odors and creates refuse with more odor than a retail tire ' store. Energv ' Power will be provided via the existing utility pole located at the front of the property. The existing power that serviced the prior uses will be utilized for the propose tire store. i Noise ' During construction the site will be fenced off and construction activities will commence during normal working hours. The majority of the work will occur in close proximity to Route 107. Although there will be some disruption to the surrounding area relative to construction noise, the majority of the noise will not exceed the ambient noise generated by Route 107. Construction is expected to be completed within 6 Page 1 1 months of commencement. The only noise that is generated by the proposed use will be that associated with the installation of tires and wheels. The shop area is climate controlled so that the bay doors will always remain closed so as to contain the noise to the shop area. In addition the building was rotated such that the bay doors face the adjacent commercial area rather than the residential area to the rear. ' Should noise emit from the shop area while vehicles are being pulled in, the noise will be directed to the adjacent commercial area rather than the residential area. i t Local Flora and Fauna According to the latest Natural Heritage Map, the site does not contain nor is located near any priority habitat, or endangered species. The site is currently developed and is comprised primarily of hard pan gravel, asphalt and buildings with sparsely landscaped areas. The site is bordered by developed streets t on three sides and a developed commercial (St. Jean's Credit Union) property on the remaining side. The proposed site will include the planting of 18 Honey Locust trees surrounding the proposed parking lot. The remainder of the site will be comprised of a maintained lawn area outside of the proposed parking area. Town Fair Tire is a retail operation. As such, they take great pride in the appearance of their property. As ' a result, landscaping is maintained regularly, the parking lot is swept regularly and refuse is picked up and disposed of regularly. ' MAN MADE ENVORNMENT Land Use The proposed use includes a re-development of a previously developed property. The use is an allowed use in the City of Salem Zoning Ordinance. The current use is nearing the end of a long successful operation on Route 107. Town Fair Tire is a strong retail store that is well known. The proposed use will serve to bring a new sustainable use to Route 107 while providing a needed service to the residences of ' Salem and surrounding communities. The site is located in the B2 Zoning District as well as the Entrance Corridor Overlay District. The retail use is in harmony with the other retail/service uses up and down Route 107. In fact, in their 95 other locations, Town Fair Tire is surrounded by the same uses as exist up and down Route 107. A summary of the dimensional and density requirements for the proposed development of the subject property are shown on the Site Plans. Refer to Sheet C-3 entitled Site Layout Plan. PUBLIC FACILITIES The site is bounded by three developed streets, most of which include water, sewer, drainage, gas, telephone and electric services. The proposed tire store will be serviced by the same municipal utilities ' that currently service the property. The service connections are shown on the Site Plans. Refer to Sheet C-4 entitled"Grading Drainage and Utility Plan. The project will include the installation of a proposed 6- inch concrete lined ductile iron water service. The proposed shop space will include floor drains in ' accordance with the Massachusetts State Plumbing Code. The floor drains will discharge to a gas trap and ultimately to the downstream municipal sewer system as required by the Plumbing Code. All other utilities will be will re-used which currently service the subject property. STORM WATER MANAGEMENT Pre-Development Condition ' Technical Release 20 (TR-20) Program for Project Formulation Hydrology developed by the Soil Conservation Service (SCS) was employed to develop pre- and post-development peak flows. Drainage calculations were performed for the pre-development condition for the 2, 10, 25, and 100-year type 11124- hour storm events. Refer to Appendix A for computer results, soil characteristics, cover descriptions and times of concentrations calculations. In both the pre-development and post-development stormwater analysis, a watershed area totaling 47,452 s.f. was analyzed. Existing Watershed #1 (EWS1), which encompasses the front portion of the property t and is tributary to Design Point#1 (DP-1) located at Highland Avenue. Existing Watershed #2 (EWS2) is located at the rear of the subject property and is tributary to Design Point#2(DP-2)which is located at the intersection of Revenna Avenue and Savona street. Since there are no existing stormwater management facilities onsite, all flows generated by the property are directed, untreated, toward their respective design points. Refer to the Existing Watershed Plan (EWP)in Appendix A for a delineation of the watershed area as well as the location of the design point. Page 2 1 A summary of the peak rates of runoff during the Pre-Development Condition is as follows: i Pre-Development Condition Peak Discharge Summary: 2-Year Storm 10-Year Storm 25-Year Storm 100-Year Storm ' Design in #1 Pot 3.1 IN 4.5 IN 5.4 IN 6.9 IN 2.85 CFS 4.37 CFS 5.33 CFS 6.93 CFS Hi hland Ave t Design Point#2 1,07 CFS 1.85 CFS 2.36 CFS 3.22 CFS (Offs te Post-Development Condition ' The proposed development consists of the demolition of the existing onsite structures and the construction of a 7,269 s.f. building to be used as a tire sales and service center. Bituminous concrete parking areas, landscaping, stormwater management systems, utilities, and associated site grading will ' also be included as part of the project. The proposed parking areas and drive aisles have been designed to direct stormwater flows into a proposed closed drainage system consisting of catch basins, and drain i manholes,which discharge to a surface detention facility equipped with a sediment forbay. The proposed grading and closed drainage system is designed to ensure that stormwater flows away from the proposed structure and to capture flows before reaching the existing roadways or neighboring properties. The majority of the stormwater from the proposed paved areas and portions of the landscaped areas is captured in the closed drainage system. ' A surface detention facility has been designed to capture and infiltrate stormwater. The system receives the flows generated by the majority of the site that have entered the closed drainage system. The facility has been designed to mitigate the increase in the rate of storm water runoff generated by the proposed impervious surfaces. The system is equipped with an outlet control structure which includes a V-notch weir which discharges storm water into the adjacent closed drainage system at a controlled rate. Roof i runoff and generated by the proposed building will discharge into this facility as well. The landscaped areas located outside of the proposed parking area discharge off-site directly to their respective design points as in the pre-development condition. Refer to the Proposed Watershed Plan in Appendix B for the proposed site grading, drainage facilities, and delineation of the post-development drainage sub-areas. The area tributary to each of the proposed catch basins is delineated on this plan and was analyzed in the hydrologic model. In the post-development condition, the same tributary area i was analyzed as in the pre-development condition. The goal of the post-development drainage design was to maintain existing drainage patterns while mitigating additional impervious areas through the use of ' a subsurface infiltration facility. Again, drainage calculations were performed for the post-development condition for the 2, 10, 25, and ' 100-year type III 24-hour storm events. The same design points (DP- 1 8 DP-2) were analyzed in the post-development model as in the pre-development model. Refer to Appendix B for computer results, soil i characteristics, cover descriptions and times of concentrations calculations. A summary of the peak rates of runoff during the post-development condition is as follows: ' Post-Development Condition Peak Disc har a Summary: ' 2-Year Storm 10-Year Storm 25-Year Storm 100-Year Storm 3.1 IN 4.5 IN 5.3 IN 6.9 IN Design Point*12.85 CFS 3.98 CFS 4.63 CFS 5.64 CFS Hi hland Avenue Percent Reduction 0% 8.9% 13.1% 18.6% Design Point#2 0.14 CFS 0.29 CFS 0.40 CFS 0.58 CFS Offsite ' Percent Reduction 86.9% 84.3% 83.1% 1 82.09/ ' As indicated by the table above, the peak rate of runoff has been mitigated for all storms up to and including the 100-year storm event for each design point. Peak flows have been reduced by between 0% and 87%. Page 3 1 Stormwater Facilities The stormwater facilities were designed to attenuate increased peak flows resulting from an increase in developed impervious surfaces. Flows generated by all storm events up to and including the 100-year ' storm event have been mitigated. These facilities include deep sump catch basins, drain manholes, sediment forbay and a surface detention basin. The catch basins have been designed to capture the i majority of the stormwater generated onsite and direct flows into the drain manholes and the sediment ' forbay for treatment. After being treated, stormwater passes into a grassed surface detention facility equipped with an outlet control structure. The outlet control structure is comprised of a pre-cast concrete structure equipped with a 200 v-notch weir which allows storm water to be discharged from the basin at a controlled rate into the downstream drainage system. In addition an infiltration rate of 1.02 in/hour has ' included through the bottom and sides of the basin. This rate is based on the rawls rate for a Sandy Loam Soil. This system has been sized to hold and infiltrate flows for storm events up to and including the 100- year storm. While all flow is expected to leave the system through the outlet control structure or infiltration, an emergency spillway has been provided should the system overtop. The overflow outlets into tthe grassed area located between the detention facility and Ravenna Street The proposed facility was analyzed using the HydroCad computer program. Refer to Appendix B for the ' Stage Storage Curves and the HydroCad computer results for the storage characteristics of the detention facility. Refer to the Site Plan (attached)for details on the design of the stormwater detention facilities. Traffic Facilities ' Access to the site is provided via Highland Avenue(Route 107)as well as Savona Street. Savona Street will be utilized for vehicles entering from the west or exiting to the west. The existing curb cuts on Route 107 are proposed to be re-used. A MassDOT curb cute permit may be required as the proposed use will ' be changing. All of the patrons of the store will be accessing the location by vehicle as the purpose of the store is to provide and install wheels and tires. Pedestrian access to the site is provided via sidewalks around the building as well as existing sidewalks on Route 107. It is unlikely that the proposed use will generate much pedestrian activity with the exception of employees that may live in the area. ' COMMUNITY SERVICES i ' The proposed project will have no impact on schools in the surrounding area. The site will be maintained completely at the expense of Town Fair Tire. Although the proposed building is less than 7,500 s.f., which would require a sprinkler system, the retail store will be equipped with a state of the art sprinkler system. In addition, security cameras will be set up in and around the proposed store. HUMAN CONSIDERATION Town Fair Tire will work with the City to develop an architectural scheme that will fit the surrounding area. ' Town Fair Tire takes great pride in their image as this will be the 96'h store in their chain. Town Fair Tire is owned and operated by a single entity which takes great pride in their image and customer service. This project will not only provide a service to the residences of Salem and the surrounding communities, but will also provide employment opportunity. Finally a bright well-maintained retail store will continue to ' enhance the image of Route 107 and the City of Salem. 1 Page 4 ���� ,W©���\0 ��I►! i'lu,fJi?�i: .Qr/�'�s�..�,wov��.�� i N °►WWI,'. : S®RMN« Wei. t .ffi �. .WRIOR145 90M r � i%1141 AL ref h��� y;Va� � �' ► Ls� '�.��Ie4��� �° ` V �►��1_\��c��C +P��.ec.:� (Ltd WN]"11 ioApll*lw V, MU KIN ►i! v , I� ���1�I� �H/N�o 4 r w�i�- u t � g - ��n roll ,. ;,yr p� '�, r , �.� rte, �:'�' . `` Vc�!\-►�J.,� � rl� � M--. ,�- �. an,,, r, PREPARE BY: PROJECT. Plan of Land Salem, MassachuseM 376 Highland AvenueTax Map 3 Lots 64, 65&Part Lat 63. IWE Aliance. Inc. • � • UuVA MA 01906 ftmwjd�NH 03001 r� r D• • A ♦u i 1 1 Imo"' i ti 40 Plan of Land 376 j yC t•'� y` �- fit. �+. } r f � C'/ ,t x 6' y. •. . , a x "4 Fa h w ^..Y4# 1 0 HighlandTax Map 3 Lots 64, 65 &Part Lot 63 Massachusetts • 12017 111 tFIGURES.DWG DESIGNED Br. 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Inc. ® Ind R"""gCW&M"ft n4 cero-r sme 19w Ubyea xma PROJECT#: 17-18212 DATE:June 29, 2017 r�(/�81 A 019 B r �NH O rot SCALE: 1'-500' DWG FILE NAME: FIGURES.DWG FMV81>417-MM Fm(03)610-7101 DESIGNED BY: Eric Bradanese CHECKED BY: Richard A. Salvo, P.E. DRAWING TITLE: DRAWING#: ' FIGURE 3 - FEMA FLOOD MAP 3 OF 5 ► 1' � � t �' -. 1 n� Tlf�� ltfl WWII ,02, r IiitAIR, A %I�f?3a 'i( _ `' F ••, �. a 4 o} 4 P0 �: TIBIA 'NMI m VAPO� WON P PRIORITYLEGEND NHESP ESTIMATED HABITATS OF RARE SPECIES F71 NHESP OF . . PREPARED Plan of LandVnOeefi!, Salem, Massachusettsia Alliance, Inc._ 376 Highland AvenueTax Map 3 Lots 64, 65&Part Lot 63• DATE: 47� DING FILE NAME: FIGURES.DWG Tet(MI)I231-1130 Tet(603)610 . DRAWNGTITLE: P . 0 102 C r 52A t 1 110 102E w.. 73 ion fi= t � { > i f � t 102 E 102C PREPARED BY:EnZWL,2 Alliance, Inc. Salem, MassachuseM _ 376 Highland AvenueTax Map 3 Lots 64, 65&Part Lot 63TeL(781)231-1349 TeL(603)WO-710D F=(781)41 1101 ff . . : � • • • � ' • Map Unit Description—Essex County,Massachusetts,Southern Part 1 622C—Paxton-Urban land complex, 3 to 15 percent slopes ' Map Unit Setting National map unit symbol. 2w67k ' Elevation: 0 to 930 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period., 145 to 240 days ' Farmland classification: Not prime farmland Map Unit Composition ' Paxton and similar soils: 45 percent Urban land. 35 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of ' the mapunit. Description of Paxton ' Setting Landform: Hills, drumlins, ground moraines Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Side slope, crest Down-slope shape: Linear, convex Across-slope shape: Convex Parent material. Coarse-loamy lodgment till derived from gneiss, ' granite, and/or schist Typical profile Ap-0 to 8 inches: fine sandy loam ' Bwl -8 to 15 inches: fine sandy loam Bw2- 15 to 26 inches: fine sandy loam Cd-26 to 65 inches: gravelly fine sandy loam Properties and qualities Slope: 3 to 15 percent Depth to restrictive feature: 20 to 39 inches to densic material ' Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.14 in/hr) ' Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None ' Salinity, maximum in profile: Nonsaline to very slightly saline(0.0 to 2.0 mmhos/cm) Available water storage in profile: Low(about 4.1 inches) . ' Interpretive groups Land capability classification (irrigated): None specified Land capability classification(nonirrigated): 3e Hydrologic Soil Group: C ' USDA Natural Resources Web Soil Survey 6/29/2017 Conservation Service National Cooperative Soil Survey Page 16 of 21 1 Map Unit Description--Essex County,Massachusetts,Southern Part 1 1 Hydric soil rating: No Description of Urban Land Properties and qualities Slope: 3 to 15 percent Depth to restrictive feature: 0 inches to manufactured layer Capacity of the most limiting layer to transmit water(Ksat): Very low(0.00 to 0.00 in/hr) ' Interpretive groups Land capability classification (irrigated): None specified Land capability classification(nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: No Minor Components ' Woodbridge Percent of map unit., 9 percent Landform: Hills, drumlins, ground moraines Landform position (two-dimensional): Backslope,footslope, summit Landform position (three-dimensional): Side slope, crest Down-slope shape: Concave Across-slope shape: Linear ' Hydric soil rating: No Charlton Percent of map unit: 6 percent ' Landform: Hills Landform position (two-dimensional): Shoulder, backslope, summit Landform position (three-dimensional): Side slope, crest t Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No ' Udorthents Percent of map unit., 4 percent Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Ridgebury Percent of map unit., 1 percent ' Landform: Drainageways, hills, drumlins, ground moraines, depressions Landform position (two-dimensional): Toeslope,footslope ' Landform position (three-dimensional): Base slope, head slope Down-slope shape: Linear, concave Across-slope shape: Concave, linear Hydric soil rating: Yes ' � Natural Resources Web Soil Survey 6/29/2017 Conservation Service National Cooperative Soil Survey Page 17 of 21 Map Unit Description—Essex County,Massachusetts,Southern Part 622C—Paxton-Urban land complex, 3 to 15 percent slopes ' Map Unit Setting National map unit symbol. 2w67k ' Elevation: 0 to 930 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period., 145 to 240 days ' Farmland classification: Not prime farmland Map Unit Composition ' Paxton and similar soils: 45 percent Urban land: 35 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of ' the mapunit. Description of Paxton ' Setting Landform: Hills, drumlins, ground moraines Landform position (two-dimensional): Backslope, shoulder, summit ' Landform position (three-dimensional): Side slope, crest Down-slope shape: Linear, convex Across-slope shape: Convex Parent material. Coarse-loamy lodgment till derived from gneiss, tgranite, and/or schist Typical profile Ap-0 to 8 inches: fine sandy loam ' Bw1 -8 to 15 inches: fine sandy loam Bw2- 15 to 26 inches: fine sandy loam Cd-26 to 65 inches: gravelly fine sandy loam ' Properties and qualities Slope: 3 to 15 percent Depth to restrictive feature: 20 to 39 inches to densic material ' Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.14 in/hr) ' Depth to water table: About 18 to 37 inches Frequency of Flooding: None Frequency of ponding: None ' Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low(about 4.1 inches) ' Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C ' usDA Natural Resources Web Soil Survey 6/2912017 Conservation Service National Cooperative Soil Survey Page 16 of 21 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX A i Existing Conditions Drainage Calculations Existing Watershed Plan 1 1 1 1 1 1 EWS-1 EWS-2 1 1 Existing W tershed #1 Existing Watershed #2 1 1 1 DP-1 DP-2 1 Highland Avenue Offsite Low Point Closed Drainage (Ravenna/Savona 1 System Street) 1 1 1 SubCat Reach on Link Drainage Diagram for Pre-Development Condition Prepared by Engineering Alliance, Inc., Printed 6/29/2017 � F HydroCADO 9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC 1 1 Pre-Development Condition Type //24-hr 2-Year Storm Rainfall=3.10" , Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 2 Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EWS-1: Existing Watershed Runoff Area=31,210 sf 67.62% Impervious Runoff Depth=2.35" Tc=5.0 min CN=93 Runoff=2.85 cfs 0.140 of Subcatchment EWS-2: Existing Watershed Runoff Area=16,242 sf 24.99% Impervious Runoff Depth=1.60" ' Tc=5.0 min CN=84 Runoff=1.07 cfs 0.050 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=2.85 cfs 0.140 of ' Outflow=2.85 cfs 0.140 of Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Inflow=1.07 cfs 0.050 of Oufflow=1.07 cfs 0.050 of Total Runoff Area= 1.089 ac Runoff Volume=0.190 of Average Runoff Depth =2.09" ' 46.97%Pervious= 0.512 ac 53.03% Impervious = 0.578 ac 1 1 1 t Pre-Development Condition Type //24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 3 ' Summary for Subcatchment EWS-1: Existing Watershed #1 Runoff = 2.85 cfs @ 11.95 hrs, Volume= 0.140 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description * 7,170 85 Gravel Areas, HSG C ' 6,140 98 Roofs, HSG C 2,936 74 >75% Grass cover, Good, HSG C * 14,964 98 Bit. Conc. Parking Area, HSG C ' 31,210 93 Weighted Average 10,106 32.38% Pervious Area 21,104 67.62% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment EWS-1: Existing Watershed #1 drog . H raph - - . � - � -- - D Runoff Type II, 24-h r 2-Year Storm Rainfal1=3.10" Runoff Area 31,210 sl 2_. Runoff Volume 0.1;40 of Runoff Depth=2.35" Tc=5.0 min LL C N=93 1 ILL 0 LL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Pre-Development Condition Type 1124-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 C 2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment EWS-2: Existing Watershed #2 ' Runoff = 1.07 cfs @ 11.96 hrs, Volume= 0.050 af, Depth= 1.60" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description , 1,018 98 Roofs, HSG C * 2,059 85 Rip Rap Slope, HSG C ' 6,719 74 >75% Grass cover, Good, HSG C * 3,405 85 Gravel Areas, HSG C * 3,041 98 Bit. Conc. Parking Area, HSG C ' 16,242 84 Weighted Average 12,183 75.01% Pervious Area 4,059 24.99% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment EWS-2: Existing Watershed #2 Hydrograph ' 10]d. 1 ' R rrh -Type 11:24 hr 2 Year Sto ainfal,l=3 10 Runoff Area=16,242 sf , Runoff Vol'ume'=0450 of Runoff Depth=1.60" ' T6=5.0 min CN 84 a 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 ' Pre-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydrOCAD6 9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 5 ' Summary for Reach DP-1: Highland Avenue Closed Drainage System Inflow Area = 0.716 ac, 67.62% Impervious, Inflow Depth = 2.35' for 2-Year Storm event Inflow 2.85 cfs @ 11.95 hrs, Volume= 0.140 of Outflow = 2.85 cfs @ 11.95 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DP-1: Highland Avenue Closed Drainage System ' Hydrograph FM inflow z.es b 0 Outflow 3 =as ' Inflow Area 0716 ac 2- 0 i _ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Pre-Development Condition Type // 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 6 Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) ' Inflow Area = 0.373 ac, 24.99% Impervious, Inflow Depth = 1.60" for 2-Year Storm event ' Inflow = 1.07 cfs @ 11.96 hrs, Volume= 0.050 of Outflow = 1.07 cfs @ 11.96 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Hydrograph ' FO-10-0--i i wdl j j O OuQlow - - '°" inflow Area=O 373 ac - 9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1 1 ' Pre-Development Condition Type 1124-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 7 Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EWS-1: Existing Watershed Runoff Area=31,210 sf 67.62% Impervious Runoff Depth=3.71" Tc=5.0 min CN=93 Runoff=4.37 cfs 0.221 of ' Subcatchment EWS-2: Existing Watershed Runoff Area=16,242 sf 24.99% Impervious Runoff Depth=2.82" Tc=5.0 min CN=84 Runoff=1.85 cfs 0.088 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=4.37 cfs 0.221 of Outflow=4.37 cfs 0.221 of Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Inflow=1.85 cfs 0.088 of OutFlow=1.85 cfs 0.088 of t Total Runoff Area= 1.089 ac Runoff Volume=0.309 of Average Runoff Depth =3.40" 46.97%Pervious =0.512 ac 53.03%Impervious = 0.578 ac 1 1 1 1 Pre-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 sln 01924 ©2009 HydroCAD Software Solutions LLC Paae 8 Summary for Subcatchment EWS-1: Existing Watershed #1 ' Runoff = 4.37 cfs @ 11.95 hrs, Volume= 0.221 af, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description ' 7,170 85 Gravel Areas, HSG C 6,140 98 Roofs, HSG C ' 2,936 74 >75% Grass cover, Good, HSG C 14,964 98 Bit. Conc. Parking Area, HSG C 31,210 93 Weighted Average ' 10,106 32.38% Pervious Area 21,104 67.62% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment EWS-1: Existing Watershed #1 Hydrograph 4sv na Yp Storm T e 11,24 hr 10-Yea 4 Rainfall-4 50" Runoff Area=31,210 sf -.. Runoff ' 3 Runoff Dep h= f 3.71, Tc 5.0 min , LL 2 CN-93 1 0 .. . .-. . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 , Time (hours) Pre-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment EWS-2: Existing Watershed #2 ' Runoff = 1.85 cfs @ 11.95 hrs, Volume= 0.088 af, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description 1,018 98 Roofs, HSG C ' 2,059 85 Rip Rap Slope, HSG C 6,719 74 >75% Grass cover, Good, HSG C * 3,405 85 Gravel Areas, HSG C ' * 3,041 98 Bit. Conc. Parking Area, HSG C 16,242 84 Weighted Average 12,183 75.01% Pervious Area 4,059 24.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment EWS-2: Existing Watershed #2 Hydrograph 2 - ❑Runoff Type II',24 hr 10';Year Storm Rainfall=4.50;' ' Runoff Area=16,242 sf Runoff Volume=0.088 of ' Runoff Depth=2.82" Tc 15.0 min LL CN-84 07 1 2 3 4 5 6 7 8 9 10 1, 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Pre-Development Condition Type // 24-hr 10-Year Storm Rainfall=4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 10 Summary for Reach DP-1: Highland Avenue Closed Drainage System ' Inflow Area = 0.716 ac, 67.62% Impervious, Inflow Depth = 3.71" for 10-Year Storm event , Inflow = 4.37 cfs @ 11.95 hrs, Volume= 0.221 of Outflow = 4.37 cfs @ 11.95 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DPA: Highland Avenue Closed Drainage System Hydrograph , 37. 0 Inflow OOI80W °3" Inflo -Area=0 716-ac 4 3 ' O '1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 ' Pre-Development Condition Type // 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 11 ' Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Inflow Area = 0.373 ac, 24.99% Impervious, Inflow Depth = 2.82" for 10-Year Storm event Inflow 1.85 cfs @ 11.95 hrs, Volume= 0.088 of Outflow = 1.85 cfs @ 11.95 hrs, Volume= 0.088 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DP-2: Offsite Low Point (Ravenna/Savona Street) ' Hydrograph -- '' 13 Inflow _ t e5�r I O Outflow 2 nflow Area 0 373 ac ' j 0 . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 t 1 Pre-Development Condition Type //24-hr 25-Year Storm Rainfall=5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 C 2009 HydroCAD Software Solutions LLC Page 12 Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EWS-1: Existing Watershed Runoff Area=31,210 sf 67.62% Impervious Runoff Depth=4.59" Tc=5.0 min CN=93 Runoff=5.33 cfs 0.274 of Subcatchment EWS-2: Existing Watershed Runoff Area=16,242 sf 24.99% Impervious Runoff Depth=3.64" Tc=5.0 min CN=84 Runoff=2.36 cfs 0.113 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=5.33 cfs 0.274 of ' Outflow=5.33 cfs 0.274 of Reach DP-2: Offsite Low Point(Ravenna/Savona Street) Inflow=2.36 cfs 0.113 of ' Oufflow=2.36 cfs 0.113 of Total Runoff Area = 1.089 ac Runoff Volume = 0.387 of Average Runoff Depth = 4.27" ' 46.97%Pervious= 0.512 ac 53.03%Impervious=0.578 ac 1 t 1 t 1 1 1 Pre-Development Condition Type // 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment EWS-1: Existing Watershed #1 ' Runoff = 5.33 cfs @ 11.95 hrs, Volume= 0.274 at, Depth= 4.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description * 7,170 85 Gravel Areas, HSG C 6,140 98 Roofs, HSG C 2,936 74 >75% Grass cover, Good, HSG C * 14,964 98 Bit. Conic. Parking Area, HSG C t 31,210 93 Weighted Average 10,106 32.38% Pervious Area 21,104 67.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment EWS-1: Existing Watershed #1 ' Hydrograph D Runoff 533 cfs ' -Type 11;24 hr 25';Year Storm 5 Rainfall=5.40" o Runoff Area 31,210 sf ' 4- Runoff Volume-0.274 'f Runoff —De th-4.5 9" 3- Tc=5.0 min a LL CN=93 _. - 0 1 2 3 4 5 6 7 6 9 10 11 12 13 18 19 20 21 22 23 24 25 26 27 28 29 30 .. . : . . . 14 15 16 17 Time (hours) 1 Pre-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment EWS-2: Existing Watershed #2 Runoff = 2.36 cfs @ 11.95 hrs, Volume= 0.113 af, Depth= 3.64" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description ' 1,018 98 Roofs, HSG C 2,059 85 Rip Rap Slope, HSG C 6,719 74 >75% Grass cover, Good, HSG C 3,405 85 Gravel Areas, HSG C 3,041 98 Bit. Cone. Parking Area, HSG C ' 16,242 84 Weighted Average 12,183 75.01% Pervious Area 4,059 24.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment EWS-2: Existing Watershed #2 Hydrograph• ' zss ra t Type II'24 hr 25'-Year Storm Rainfall=5.40"2-Runoff Area-_1 6,242 sf Runoff Volume=0.113 of v ' Runoff Depth=3.64" ' 3 Tc=5.0 min - - CN-84 9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 ' Pre-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 15 Summary for Reach DP-1: Highland Avenue Closed Drainage System Inflow Area = 0.716 ac, 67.62% Impervious, Inflow Depth = 4.59" for 25-Year Storm event Inflow 5.33 cfs @ 11.95 hrs, Volume= 0.274 of Outflow = 5.33 cfs @ 11.95 hrs, Volume= 0.274 at, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DP-1: Highland Avenue Closed Drainage System ' Hydrograp h ®Inflow ' S33d - 10 Outflow sss ` inflow Area 0 716 ac 5 4 0 3 LL 2 I OL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 1 Pre-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydrOCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 16 Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) ' Inflow Area = 0.373 ac, 24.99% Impervious, Inflow Depth = 3.64" for 25-Year Storm event Inflow = 2.36 cfs @ 11.95 hrs, Volume= 0.113 of Outflow = 2.36 cfs @ 11.95 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs , Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Hydrograph ' ■Inflow 1 z3s gra 0 Outflow , 2. Inflow Are a=0373 ac 2-' JL O 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Pre-Development Condition Type //24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 17 ' Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EWS-1: Existing Watershed Runoff Area=31,210 sf 67.62% Impervious Runoff Depth=6.07' Tc=5.0 min CN=93 Runoff=6.93 cfs 0.363 of Subcatchment EWS-2: Existing Watershed Runoff Area=16,242 sf 24.99% Impervious Runoff Depth=5.04" Tc=5.0 min CN=84 Runoff=3.22 cfs 0.157 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=6.93 cfs 0.363 of Outflow=6.93 cfs 0.363 of ' Reach DP-2: Offsite Low Point(Ravenna/Savona Street) Inflow=3.22 cfs 0.157 of Outflow=3.22 cfs 0.157 of Total Runoff Area = 1.089 ac Runoff Volume= 0.519 of Average Runoff Depth = 5.72" 46.97%Pervious=0.512 ac 53.03% Impervious= 0.578 ac 1 1 1 1 Pre-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Pape 18 Summary for Subcatchment EWS-1: Existing Watershed #1 ' Runoff = 6.93 cfs @ 11.95 hrs, Volume= 0.363 af, Depth= 6.07" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description * 7,170 85 Gravel Areas, HSG C 6,140 98 Roofs, HSG C ' 2,936 74 >75% Grass cover, Good, HSG C * 14,964 98 Bit. Conc. Parking Area, HSG C 31,210 93 Weighted Average , 10,106 32.38% Pervious Area 21,104 67.62% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment EWS-1: Existing Watershed #1 Hydrograph D Runoff d. 7 693 Rainfall=6 90 Yp Te II 24 hr 100-Year Storm s J Runoff Area=31,210 sf Runoff Vo lume 0 363 of Runoff J .Depth=6 OT' 4- Tc 5.0 min LL CN-_93 3 2 ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Pre-Development Condition Type 1124-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Page 19 ' Summary for Subcatchment EWS-2: Existing Watershed #2 ' Runoff = 3.22 cfs @ 11.95 hrs, Volume= 0.157 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" 1 Area (sf) CN Description 1,018 98 Roofs, HSG C * 2,059 85 Rip Rap Slope, HSG C 6,719 74 >75% Grass cover, Good, HSG C * 3,405 85 Gravel Areas, HSG C * 3,041 98 Bit. Conc. Parking Area, HSG C 16,242 84 Weighted Average 12,183 75.01% Pervious Area ' 4,059 24.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment EWS-2: Existing Watershed #2 Hydrograph _ '. ' ' ' ' ❑Runoff ' . . 344 f l -- a 4-hr-1 , r---Storm--- Typ II-2 00=Yea 3 Rainfall=6.90" ' Runoff Area 16,242 sf Runoff Volume=0.157 of ' 2 - noff 5: RuDepth- 04. T&-5.0 min : CN—_84 0 t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 � Pre-Development Condition Type 1124-hr 100-Year Storm Rainfall=6.90" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 20 Summary for Reach DP-1: Highland Avenue Closed Drainage System ' Inflow Area = 0.716 ac, 67.62% Impervious, Inflow Depth = 6.07" for 100-Year Storm event t Inflow = 6.93 cfs @ 11.95 hrs, Volume= 0.363 of Outflow = 6.93 cfs @ 11.95 hrs, Volume= 0.363 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Reach DP-1: Highland Avenue Closed Drainage System Hydrograp h ' Inflow Inflow Ar 93 cf 7 6931 ea=0'716 aCr, q 1 ' • 3 - LL 2 • 0 t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) t Pre-Development Condition Type //24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 ©2009 HvdroCAD Software Solutions LLC Page 21 ' Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) ' Inflow Area = 0.373 ac, 24.99% Impervious, Inflow Depth = 5.04" for 100-Year Storm event Inflow 3.22 cfs @ 11.95 hrs, Volume= 0.157 of Outflow = 3.22 cfs @ 11.95 hrs, Volume= 0.157 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs i ' Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Hydrograph 3 322 ch MoutfloW ��, inflow Area- 373 : - 0 ac - 3 bX 2 1 Q ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 LEGEND IDeed itonmm spnbol, wA be round in the dmrinq. STRUCTURE EXISTING CONTOUR EXISTING o 0 GRAVEL EDGE '- - PAVEMENT EDGE -"--'"" — FENCE CHAIN LINK ! o "'-— URL GAS _ O 1 - _ UTIL SEVER !� ---- UTIL DRAIN OVER HEAD MIRES / UTIL ELECTRIC i URL WATER UPI, CABLE 4- HEDGES HEDCES / fAR, ,r GAS E LIMIT OF ZONING DISTWCT(ZONE RT) MANHOOLL S E SEWER / �J� ! f— P LIMIT OF ZONING DISTRICT(ZONE BZ) ' MANHOLE UNKNOW / ! :.....-......=U.,....f... - .....,`..:. .. ......, _.. _ .. MANHOLE DRAIN / _ s 1 -� SP CATCH BASIN , _IT"SAVONA .r40 WIDE PUBLIC, STREET k HroaaNr / � "'EF WATER GATE / 6 =: UPLITY POLE TEST PIT ESIGN POINT#2 LIGHT POLE 1 SIGN W52 N - Un8c R IRF(IRON RCD FOUNOJ E / C d MEE DECIDUOUS / > I 1 / ST m m`u / ov> "• r A p 16.242 5 F > STONE RETAINING WALL / 0 CN — 84 ,v. IT ; . ' Tc 5.0 Min. I - ,� m�oe p 1 a % oe act M ismer exmws mamw / Dao�taRpnr tm EWS-1 1 ._✓ �/ �'/ A` a T' A = 31.210 S.F a>eiaTlO"e4zoci CL s = 93 ( M�o PmI ee<.CN ® Tc — 5.0 Min. �_ u w 4Axrnnnsagne4•61 a- -_.. / a�z v o f TOT ANEA�Q8.1rok Ft !n F � �G: - DESIGN POINT#1 , � A 9' HIGHLAND - 1r 4 Pueuc ! I 1946 STATE HIGHWAY LAYOUT AVENUE y I 1 — i zero u OJ u>a nsw C I e.ro N 10 21.00 O1 1 HORIZONTAL SCALE c N 1^ 0 10 m m m V � 'G WeW m (IN m Oz >d> H � w 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX B Proposed Conditions Drainage Calculations Proposed Watershed Plan 1 1 1 1 1 1 PWS1D t ___ PWStE Proposed W tershed PWy,P #1pProposed Watershed # B Prof/sed Watershed #1F ce ce ca CS ' Cg CCB Catch sin Catc'B.q Basin Catch Basin ' PWS-1C CB MHt 6P Q Zfl1 MHO Pmposed Watershed Catch Basin D2ir/Manhole Drain Inhole Drain Manhole Drain Manhole #1C / CB1 PWS1G ' titch Basin P1 Pws-tH Proposed Watershed PWS-2 O' #iG pyyytg Detenn Pond Proposed Watershed Proposed tershed2 #iH Proposed Watershed #1B PWS1A � DP-1 DP-2 Proposed Watershed Highland Avenue Offsite Low Point #tA Closed Drainage (Ravenna/Savona System Street) ' SubCat Reach on Link Drainage Diagram for Post-Development Condition Prepared by Engineering Alliance, Inc., Printed 6/29/2017 HydroCAD®9.00 s/n 01924 0 2009 HydroCAD Softvvare Solutions LLC Post-Development Condition Type 1124-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 2 Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PWS-1A: Proposed Runoff Area=8,660 sf 88.72% Impervious Runoff Depth=2.55" Tc=5.0 min CN=95 Runoff=0.83 cfs 0.042 of Subcatchment PWS-1B: Proposed Runoff Area=3,604 sf 100.00% Impervious Runoff Depth=2.87" ' Tc=5.0 min CN=98 Runoff=0.37 cfs 0.020 of Subcatchment PWS-1C: Proposed Runoff Area=4,553 sf 100.00% Impervious Runoff Depth=2.87" ' Tc=5.0 min CN=98 Runoff=0.46 cfs 0.025 of Subcatchment PWS-1 D: Proposed Runoff Area=4,168 sf 100.00% Impervious Runoff Depth=2.87" ' Tc=5.0 min CN=98 Runoff=0.42 cfs 0.023 of Subcatchment PWS-1E: Proposed Runoff Area=3,244 sf 100.00% Impervious Runoff Depth=2.87" ' Tc=5.0 min CN=98 Runoff=0.33 cfs 0.018 of Subcatchment PWS-1F: Proposed Runoff Area=7,599 sf 84.05% Impervious Runoff Depth=2.45" ' Tc=5.0 min CN=94 Runoff=0.71 cfs 0.036 of Subcatchment PWS-1G: Proposed Runoff Area=7,201 sf 100.00% Impervious Runoff Depth=2.87" Tc=5.0 min CN=98 Runoff=0.73 cfs 0.040 of ' Subcatchment PWS-1H: Proposed Runoff Area=4,813 sf 0.00% Impervious Runoff Depth=0.97" Tc=5.0 min CN=74 Runoff=0.19 cfs 0.009 of , Subcatchment PWS-2: Proposed Watershed Runoff Area=3,610 sf 0.61% Impervious Runoff Depth=0.97" Tc=5.0 min CN=74 Runoff=0.14 cfs 0.007 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=2.85 cfs 0.181 of 1 Outflow=2.85 cfs 0.181 of Reach DP-2: Offsite Low Point(Ravenna/Savona Street) Inflow=0.14 cfs 0.007 of Outflow=0.14 cfs 0.007 of Pond 613: Drain Manhole Peak Elev=126.63' Inflow=3.03 cfs 0.160 of ' 12.0" Round Culvert n=0.013 L=7.5' 5=0.0133'/' Outflow=3.03 cfs 0.160 of Pond CB1: Catch Basin Peak Elev=127.14' Inflow=0.37 cfs 0.020 of ' 12.0" Round Culvert n=0.013 L=88.5' S=0.0102 T Outflow=0.37 cfs 0.020 of Pond CB2: Catch Basin Peak Elev=126.51' Inflow=0.46 cfs 0.025 of t 12.0" Round Culvert n=0.013 L=23.1' S=0.0100 'P Outflow=0.46 cfs 0.025 of Pond CB3: Catch Basin Peak Elev=126.17' Inflow=0.42 cfs 0.023 of 12.0" Round Culvert n=0.013 L=19.8' S=0.0101 T Outflow=0.42 cfs 0.023 of ' Pond CB4: Catch Basin Peak Elev=127.22' Inflow=0.33 cfs 0.018 of 12.0" Round Culvert n=0.013 L=15.9' S=0.0101 T Outflow=0.33 cfs 0.018 of , Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 C 2009 HydroCAD Software Solutions LLC Page 3 ' Pond CBS: Catch Basin Peak Elev=128.69' Inflow=0.71 cfs 0.036 of 12.0" Round Culvert n=0.013 L=27.7' 5=0.0206 '/' Outflow=0.71 cfs 0.036 of Pond DMH1: Drain Manhole Peak Elev=126.33' Inflow=0.83 cfs 0.045 of 12.0" Round Culvert n=0.013 L=58.8' S=0.01027' Outflow=0.83 cfs 0.045 of ' Pond DMH3: Drain Manhole Peak Elev=126.54' Inflow=2.20 cfs 0.116 of 12.0" Round Culvert n=0.013 L=15.6' S=0.01927' Outflow=2.20 cfs 0.116 of ' Pond DMH4: Drain Manhole Peak Elev=127.45' Inflow=1.77 cfs 0.093 of 12.0" Round Culvert n=0.013 L=100.0' W.01007 Outflow=1.77 cfs 0.093 of Pond P7: Detention Pond Peak Elev=126.02' Storage=2,449 cf Inflow=3.21 cfs 0.169 of Discarded=0.03 cfs 0.006 of Primary=2.16 cfs 0.138 of Outflow=2.19 cfs 0.144 of Total Runoff Area= 1.089 ac Runoff Volume= 0.218 of Average Runoff Depth =2.41" 22.32% Pervious=0.243 ac 77.68% Impervious=0.846 ac 1 1 1 t 1 Post-Development Condition Type //24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment PWS-1A: Proposed Watershed #1A ' Runoff = 0.83 cfs @ 11.95 hrs, Volume= 0.042 af, Depth= 2.55" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description 1 977 74 >75% Grass cover, Good, HSG C 303 98 Concrete Sidewalk, HSG C ' 7,380 98 Bit. Conc. Parking Area, HSG C 8,660 95 Weighted Average 977 11.28% Pervious Area ' 7,683 88.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1A: Proposed Watershed #1A ' Hydrograph 0.9 _ O Runoff ' 0.65 083 T e IC24 hr 2-Year S 0.6 _ YP . torm 0.75 Rainfall-3 107 ' 0.7 - - - - °s 80.42 Runoff Vole f ume 0of - 55 °os Runoff Depth 2 3 0.45 .Tc_5.0-min u. 0.4 CN ;95 0.35 - 0.3 0.25- 0.2': .25 J. -_ • - - - 1 • 0.15- 0.1 .15 0.10.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ' 1 t ' Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 5 ' Summary for Subcatchment PWS-1 B: Proposed Watershed #1 B ' Runoff = 0.37 cfs @ 11.95 hrs, Volume= 0.020 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description * 3,319 98 Bit. Conc. Parking Area, HSG C ' 285 98 Conc. Sidewalk, HSG C 3,604 98 Weighted Average 3,604 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 B: Proposed Watershed #1 B Hydrograph 0.4 __�_ ;__,_ _� _—_'___+_-1-_�___ _ _ __ _ _ ___ _ _ _ _ _ _ _ _ 0 Runoff 0.38 '---`--- '---' --------' 0.37 ch '____`___ ' 0.36 Type 11,24 hr 2 Year Storm-- 0.34 " Rainfall=3.10" 0.32 -.i.._ !....I. _ - —_ - _— _ _ _ _— - - ' 0.3 _ - Runoff Area 3,604 sf- 0.28 0.26 - Runoff Vbflurne0.020 a 024 o.zz Runoff Depth 2 87" ' s - - 0.2 Tc 5;0-min iL 0.16 0.16 - CN-98 0.14 0.12 - _ .. ' - 0.08 0.06 0.04 0.02 1 0 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Paae 6 Summary for Subcatchment PWS-1 C: Proposed Watershed #1C ' Runoff = 0.46 cfs @ 11.95 hrs, Volume= 0.025 af, Depth= 2.87' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description * 4,260 98 Bit. Conc. Parking Area, HSG C ' 293 98 Conic. Sidewalk, HSG C ' 4,553 98 Weighted Average 4,553 100.001/6 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PWS-1C: Proposed Watershed #1C Hydrograph 0.5 0.48 - --? 04fi d. •-._ ___..__�. ___ - - - - 0"46 Type ll 24 hr 2 Year Storm ' o.aa 0.42 - - Rainfall 310" T 0.36 Runoff Area--4,55 3 sf:- ' 0.36 0 0.32 '-_ - ` -- -- Rdnoff 2 f 0.3 {o.za Runoff De h 87:. - 3 o.zs - , 0 0.24 -- ---. T .. c=5 0_mi t1 u 0.22 --- - - --+ o.zCN 98. . 0.18 1-- - ,-- --- - - - ' 01s - 0.14 _. 0.12 0.08 - - -_- _ -_ 0.06 0.04 _ --_ 0.02 0 .. - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 C 2009 HydroCAD Software Solutions LLC Page 7 tSummary for Subcatchment PWS-1 D: Proposed Watershed #1 D ' Runoff = 0.42 cfs @ 11.95 hrs, Volume= 0.023 af, Depth= 2.87' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs t Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description 4,074 98 Bit. Cone. Parking Area, HSG C 94 98 Cone. Sidewalk, HSG C 4,168 98 Weighted Average 4,168 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 D: Proposed Watershed #1D -- -r-- -- -- --- ---r-,--- ----,HydrograPh- -- --- -- --- -- --- --- - - - --- --- - 0.46 .__ 0.a2�re .. 0.4a - -- -- F- . -TYpe IIL24 hr 2 . _ -- - - 0.42 Year Storm 0.a 0.36 Rainfall=3.10"- ' 0.34 - Runoff Area 4,168 sf °o a -- - Runoff Volume--0.023 of _ 0.26 -; - Runoff, D 0.26 To 5- 0.87" - p — 0.24 - - _c 0.22 - - ^-- --- -- r _ , j _min_ 0.2 0.18 N 98 0.14 I 0.12 0.08 - , 0.06 0.04 ;- - , 0.0z - 0 - 1 2 3 4 5 6 7 8 9 10 11 12 13 74 15 16 77 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 02009 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment PWS-1 E: Proposed Watershed #1E t Runoff = 0.33 cfs @ 11.95 hrs, Volume= 0.018 af, Depth= 2.87" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description ' * 3,244 98 Bit. Conc. Parking Area, HSG C 3,244 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) t 5.0 Direct Entry, Subcatchment PWS-1 E: Proposed Watershed #1 E ' Hydrograph 0.36 - --� 033 re' - - � - DRunoff ' 0.34 _ _ _ _ _ - 0.32 Type 1.24 hr 2-Year Storm-_ 0.3 - Rainfall 310" ' 0.28 0.26 Runoff Area 3,244 s;f 0.24 -Runoff Volume-0:0',18 of 42 0.22 Runoff Depth- 2.8T' ' 0.2 ii 0.18 .i - _ -_ '- ._ _- -_ Te—5.Q-min_ LL o.,s 0.14 _i.. C s 0.12 1 _ - -- a1 1 - 0.08 0.06- 0.047 .0s0.04 '. 0,02- 0 .02 ! _ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2i 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 t Post-Development Condition Type 1124-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 9 ' Summary for Subcatchment PWS-1 F: Proposed Watershed #1 F ' Runoff = 0.71 cfs @ 11.95 hrs, Volume= 0.036 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description 1,212 74 >75% Grass cover, Good, HSG C ' 6,387 98 Bit. Conc. Parking Area, HSG C 7,599 94 Weighted Average 1,212 15.95% Pervious Area ' 6,387 84.05% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-1 F: Proposed Watershed #1F Hydrograph Ii ' -t -- !-orifi --------- --t-- Yp L - _ ___ FO Runff 0.75 0.7 T e II 24 hr 2- Year Storm__ 0.55 ! Rainfall=3.10"- 0.6 ! R' Ar' 0.55- ' unoff ea=7,;599 sf 0.5 Runoff Volume 0 036 of 0.45 T_ Runoff Depth 2.45 r . 0 0.4 -- -- - -,�--- -- -T__- — C=S:U-min-- 0.3 CN 94 0.25- ' - _ - --_ - ._ -' _- -. __ - - _' _ - -_ ,__ -•- 0.15 0.1 ' 0.05- 1 .05 44 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type //24-hr 2-Year Storm Rainfall--3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Pape 10 Summary for Subcatchment PWS-1G: Proposed Watershed #1G , Runoff = 0.73 cfs @ 11.95 hrs, Volume= 0.040 af, Depth= 2.87" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description 7,201 98 Roofs, HSG C 7,201 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 5.0 Direct Entry, Subcatchment PWS-1G: Proposed Watershed #1G ' Hydrograph --- --- -- --, -- --- - - - --- ---T--- ---- - --- - ---- — ----' --- -- — --- - -- 0.8 - 1 ype ii'� _ ©Runoff , 0.75 0,3 24 hr 2 Year Storm - 0.65 ,Runoff Areaa72 10„ os 01-sf 0.55- " - Runoff Volume 0 040 of f 0.45 Runoff Depth 2.877 1 0.4 ,Tc=5.0 min-- w 0.35 C N 98-- 0.25 i 0.2 0.1 0.05 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 11 ' Summary for Subcatchment PWS-1 H: Proposed Watershed #1 H ' Runoff = 0.19 cfs @ 11.97 hrs, Volume= 0.009 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description 4,626 74 >75% Grass cover, Good, HSG C ' 187 85 Rip Rap Slopes, HSG C 4,813 74 Weighted Average 4,813 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 H: Proposed Watershed #1 H Hydrograph --------------- ----- - ---- -- ---- - -- -- --- - - — - - - 0.21 . -_- ;.. _ _ _ _ _ _ _ _ _ _ __ ___ ____ _,-------- 9 ch , - - torm ' 0.19 Type II 24 hr 2 - Year $ 0.18 __ --- 0.17- ;- - Rainfall=3.10','-- 0.14- Runoff Vo ume 0:009 of ' 0,5 ea4,8:13 sf_= 0.13 - - - - 0.12 - Runoff Depth 0.97" 5.0 u0.11 _ _. u. 0.09 " . -- -_. - -._'- _ _ _ --- ___ _ _ __ _-,_ __ 00.006, .08 N 74 0.07 -- ---- --- - - - - - 00.os - - 0.05 . 0.04 - ..-. _ _ - 0.03 '_ - - , . 0.02 _ 0.01 0 :- - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type //24-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Pape 12 Summary for Subcatchment PWS-2: Proposed Watershed 2 ' Runoff = 0.14 cfs @ 11.97 hrs, Volume= 0.007 at, Depth= 0.97" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 2-Year Storm Rainfall=3.10" Area (sf) CN Description t 3,588 74 >75% Grass cover, Good, HSG C * 22 98 Retaining Wall, HSG C ' 3,610 74 Weighted Average 3,588 99.39% Pervious Area 22 0.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-2: Proposed Watershed 2 , Hydrograph -Vp --.- - _ _ _ ORunoff 0.15-. J ' 0.,4 24 hr T e 11 '2 Year S torm. 0.13 -'- - Rainfall=3.10" RL 0.,2 unoff- 0.11 - _ f Area, 3-610 s - f 0, Runoff Volume 0:6.07 a 0.09- 0 0.06 16=5.0-Min Runoff D', t , E 0.07 4 0.0s ' N 7 0.05 0.04 0.03'' 0.02 0.01 -- -- -_ -,I -- , - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 1 ' Post-Development Condition Type 1124-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 13 ' Summary for Reach DP-1: Highland Avenue Closed Drainage System ' Inflow Area = 1.006 ac, 84.03% Impervious, Inflow Depth > 2.15" for 2-Year Storm event Inflow 2.85 cfs @ 11.99 hrs, Volume= 0.181 of Outflow = 2.85 cfs @ 11.99 hrs, Volume= 0.181 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DP-1: Highland Avenue Closed Drainage System ' Hydrograph 3 ,__`___t__t____t__�__,•_. z�as O _. 91 Inflow ' ©Outflow Inflow Area 1 . 06 ac - - ' c LL 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r 1 Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" r Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 14 Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) , Inflow Area = 0.083 ac, 0.61% Impervious, Inflow Depth = 0.97' for 2-Year Storm event r Inflow = 0.14 cfs @ 11.97 hrs, Volume= 0.007 of Outflow = 0.14 cfs @ 11.97 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs r Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Hydrograph r O IMlow ' , o.ian Outflow °'S ;-, Inflow-Area=0 083-ac r 0.14 , - - _ - --- - _. _ 0.12 0.11 __ -— r 0.1 i 0.09 - 0.08 _ • • - •_. LL 0.07. I - P- - - - 0.06 r 005 0.04 " 0.03 0.02 . _ i .__ 0.01 ° _ r1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r r r r r r Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 15 Summary for Pond 6P: Drain Manhole ' Inflow Area = 0.697 ac, 96.01% Impervious, Inflow Depth = 2.76" for 2-Year Storm event Inflow 3.03 cfs @ 11.95 hrs, Volume= 0.160 of Outflow = 3.03 cfs @ 11.95 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Primary = 3.03 cfs @ 11.95 hrs, Volume= 0.160 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.63' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 125.10' 12.0" Round Culvert ' L= 7.5' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=3.02 cfs @ 11.95 hrs HW=126.62' (Free Discharge) t1=Culvert (Inlet Controls 3.02 cfs @ 3.85 fps) i ' Pond 6P: Drain Manhole Hydrograph ' Fin I flow . .. -. _y aosn _. F .__ _ - - _. - _�,_ �_ ,-..- 0 Primary 3 °'dInflow Area=A.697 ac :Peak Elev=126'.63' 12.0" 2_ Round Culvert 0013 L_TS! $4.01331T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 16 Summary for Pond CB1: Catch Basin Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Storm event ' Inflow = 0.37 cfs @ 11.95 hrs, Volume= 0.020 of Outflow = 0.37 cfs @ 11.95 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.37 cfs @ 11.95 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 his Peak Elev= 127.14' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 126.80' 12.0" Round Culvert L= 88.5' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.90' S= 0.0102 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.37 cfs @ 11.95 hrs HW=127.14' (Free Discharge) ' t-1=Culvert (Inlet Controls 0.37 cfs @ 1.56 fps) Pond CB1: Catch Basin ' Hydrograph ®Inflow , 0.4 03� m 0.36 - - - 0.36 Inflow Area-A.083 ac-- .-� . -- , ,._ .J . .: ..' ;_ 032 - Peak Elev 127:14' , 0.3 -. L_ 12.0"__. 0.28 ..;_...:._;__ :. .i. _.; . -. - - R 0.26 L 0.24ound x- - - - - -- --- vert 0.22 `__`_ __-_ -- -- -- -.------ n O 13 ii 0.2 - - 0 LL 0.18 _ __ �. 0.16 L $ 5' = 0.14 i- _ - S=0.01021' , 0.12 T 0.1 0.08 0.06 i - -- 0.04 - - - - - 0.02 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 ' Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 17 ' Summary for Pond C1132: Catch Basin ' Inflow Area = 0.105 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Storm event Inflow 0.46 cfs @ 11.95 hrs, Volume= 0.025 of Outflow = 0.46 cfs @ 11.95 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 11.95 hrs, Volume= 0.025 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.51' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 126.13' 12.0" Round Culvert ' L= 23.1' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.90' S= 0.01007' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior PrimaryOutFlow Max=0.46 cfs @ 11.95 hrs HW=126.51' (Free Discharge) t1=Culvert (Inlet Controls 0.46 cfs @ 1.67 fps) ' Pond C1132: Catch Basin Hydrograph -- `-- --- --' --- _ - _-. - ®Inflow as n. Pri o © mary o<sn Inflow, Area—.0:105 ac ' 0.45 _ - _ -- ---- - r .--- 0.4 -_. Peak Elev--126.51 - 0.35 _- -- 12.0r' 03 Round CUIV@rt u LL - 4_ -------- 6=10.0 3_ e 0.25 L 2 o.z 3,1 0.15 - .01— ,�, 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1 1 Post-Development Condition Type //24-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 sln 01924 @2009 HydroCAD Software Solutions LLC Page 18 Summary for Pond CB3: Catch Basin ' Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Storm event ' Inflow = 0.42 cfs @ 11.95 hrs, Volume= 0.023 of Outflow = 0.42 cfs @ 11.95 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.42 cfs @ 11.95 hrs, Volume= 0.023 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.17' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 125.80' 12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.60' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.42 cfs @ 11.95 hrs HW=126.17' (Free Discharge) ' t1=Culvert (Inlet Controls 0.42 cfs @ 1.63 fps) Pond C1133: Catch Basin ' Hydrograph - -- - - ®Inflow 0.46 - o42a Primary °^^ °°'� Inflow;-Area ;0 096 ac_ 0.42 - -- 0.4 - - - - '--, -- : -- P-eak-Eley 1261.1 T- 0.38 - - j. -0.36 - _- 0.34 - - 42:0" - 0.32 __ - -- 03Round CulVert_ 0.28 '! 0.26 -- - - - - 0.24 n=0.013 - 0 0.22 LL0.2 0.16 " 0.14 " - - - ,5=0.010-1 '/'--- 0.12 0.08 0.06 -i- - 0.04 0.02 " 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 ©2009 HvdroCAD Software Solutions LLC Page 19 Summary for Pond CB4: Catch Basin ' Inflow Area = 0.074 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Storm event Inflow 0.33 cfs @ 11.95 hrs, Volume= 0.018 of Outflow = 0.33 cfs @ 11.95 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 11.95 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.22' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.90' 12.0" Round Culvert ' L= 15.9' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 126.74' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.33 cfs @ 11.95 hrs HW=127.22' (Free Discharge) t1=Culvert (Inlet Controls 0.33 cfs @ 1.52 fps) ' Pond CB4: Catch Basin Hydrograph ® Inflow ' 0.36 _- 0.33 b - - l - _- 0 Pnmary 0.34 Inflow; Area-,0,074-ac - 0.32 ev 0.3 Pba =12732':: :.:. 0.28 - --. -- -_- - -•- - - - -.-1 0.2612:0" ' 0.24i--- --- _ 0.22 , ; Round Culvert- ' 0.2 ; - - - '--- ------ --- - - -- -- - - --- - - - n 0.,013 LL 0.16 - !- !---_ 1 0.14 _L 115-.9 0.12 S=0,01 1- 1/1--- 0.1 0.08 0.06 0.04 0.02- 0- 1 .02 01 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Paae 20 Summary for Pond C65: Catch Basin ' Inflow Area = 0.174 ac, 84.05% Impervious, Inflow Depth = 2.45" for 2-Year Storm event ' Inflow = 0.71 cfs @ 11.95 hrs, Volume= 0.036 of Outflow = 0.71 cfs @ 11.95 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.71 cfs @ 11.95 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 128.69' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 128.20' 12.0" Round Culvert L= 27.7' CPP, projecting, no headwall, Ke= 0.900 t Outlet Invert= 127.63' S= 0.0206 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.71 cfs @ 11.95 hrs HW=128.69' (Free Discharge) ' t1=Culvert (Inlet Controls 0.71 cfs @ 1.87 fps) Pond C1135: Catch Basin ' Hydrograph FM irdlow - .7111n OPnmary 0.75- 0.7 Inflow Area=0.174 ac 0.7 Pea 69 k Elev: 128;:- ' 0.65-_ - , 0.6 i 0.55 - - - 12.O't.. 0.5 -RO and Cul , . _ vert .. F 0.45 u 3 0.4 7.7, LL 0.35-. - _ _ • - _ _ _ ._ , 0.3 " L 2, 0.25 S,-0 OLOV 0.15 • 0.05 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 ' Post-Development Condition Type 1124-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 21 ' Summary for Pond DMH1: Drain Manhole ' Inflow Area = 0.187 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-Year Storm event Inflow 0.83 cfs @ 11.95 hrs, Volume= 0.045 of Outflow = 0.83 cfs @ 11.95 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 11.95 hrs, Volume= 0.045 of ' Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.33' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 125.80' 12.0" Round Culvert ' L= 58.8' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.20' S= 0.0102 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' PrimaryOutFlow Max=0.83 cfs @ 11.95 hrs HW=126.33' (Free Discharge) t1=Culvert (Inlet Controls 0.83 cfs @ 1.96 fps) ' Pond DMH1: Drain Manhole Hydrograph - --". 0Inflow 0.9 " - . oeo to _ . . O Primary - - .. aea . -. 0.65 _.,Inflow-Area 01_87_ac_- 0.8 ' - 126.33' - 0.75 0.7 17:0" ea ev 0.65 0.6 _ 0.55 �' ' Round Culvert 0 0.5 - - -LLo4n0 ,0130.35 L 58 8'--0.30PI.0102 "0.250.2 0.1500.05 0 10 jJL i 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 22 Summary for Pond DMH3: Drain Manhole Inflow Area = 0.510 ac, 94.54% Impervious, Inflow Depth = 2.72" for 2-Year Storm event ' Inflow = 2.20 cfs @ 11.95 hrs, Volume= 0.116 of Outflow = 2.20 cfs @ 11.95 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 2.20 cfs @ 11.95 hrs, Volume= 0.116 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.54' @ 11.95 hrs Device Routing Invert Outlet Devices , #1 Primary 125.50' 12.0" Round Culvert L= 15.6' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.20' S= 0.0192 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=2.19 cfs @ 11.95 hrs HW=126.54' (Free Discharge) ' t1=Culvert (Inlet Controls 2.19 cfs @ 2.79 fps) Pond DMH3: Drain Manhole , Hydrograph A Inflow azo d. 91 Primary ' ------ InflOW Area 0 510 ac 2 :Pi1k E1ev=126.54' 1 12.0 s Round Culvert - -!. - 0.0'!- ' n 3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type // 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 23 Summary for Pond DMH4: Drain Manhole Inflow Area = 0.414 ac, 93.28% Impervious, Inflow Depth = 2.69" for 2-Year Storm event Inflow 1.77 cfs @ 11.95 hrs, Volume= 0.093 of Outflow = 1.77 cfs @ 11.95 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 11.95 hrs, Volume= 0.093 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.45' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.60' 12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.60' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.77 cfs @ 11.95 hrs HW=127.45' (Free Discharge) t1=Culvert (Inlet Controls 1.77 cfs @ 2.48 fps) ' Pond DMH4: Drain Manhole Hydrograph ' ®Inflow 77 da ! � ; i I UPnmary Inflow Are6=0:414 ac ' ,Peak Elev=127,.45' :12.0r; - - - 4- :>- -Round C-ulvert 3 , n=0.013 :L=10;0:0' ' $=0.0100' OL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1 Post-Development Condition Type 1124-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Paae 24 Summary for Pond P7: Detention Pond ' Inflow Area = 0.808 ac, 82.87% Impervious, Inflow Depth = 2.52" for 2-Year Storm event ' Inflow = 3.21 cfs @ 11.95 hrs, Volume= 0.169 of Outflow = 2.19 cfs @ 12.02 hrs, Volume= 0.144 af, Atten= 32%, Lag= 4.2 min Discarded = 0.03 cfs @ 12.02 hrs, Volume= 0.006 of Primary = 2.16 cfs @ 12.02 hrs, Volume= 0.138 of ' Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.02' @ 12.02 hrs Surf.Area= 1,441 sf Storage= 2,449 cf ' Plug-Flow detention time= 139.9 min calculated for 0.144 of(85% of inflow) Center-of-Mass det. time= 72.5 min ( 837.1 - 764.6 ) Volume Invert Avail.Storage Storage Description #1 124.00' 5,803 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 983 0 0 126.00 1,436 2,419 2,419 128.00 1,948 3,384 5,803 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 1.020 in/hr Exfiltration over Surface area #2 Primary 125.00' 12.0" Round Culvert t L= 61.3' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 123.89' S= 0.0181 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Device 1 125.00' 20.0 deg Sharp-Crested Vee/Trap Weir C= 2.69 ' iscarded 0utFlow Max=0.03 cfs @ 12.02 hrs HW=126.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) ' !t -Crested Vee/Trap Weir (Passes 0.03 cfs of 0.48 cfs potential flow) Primary OutFlow Max=2.12 cfs @ 12.02 hrs HW=126.01' (Free Discharge) ' t2=Culvert (Inlet Controls 2.12 cfs @ 2.70 fps) t 1 1 ' Post-Development Condition Type 11 24-hr 2-Year Storm Rainfall=3.10" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 25 rPond P1: Detention Pond Hydrograph ' p Inflow J2,c O oumd :Inflow Area 0:808 ac scaow r ed iPeak Elev=126''.0'2' 3 Storage=2,449 'cf r - -- 2t9 cfe 2.16 cb rV 2- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r r r r r r r r 1 Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 ' HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 26 Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PWS-1A: Proposed Runoff Area=8,660 sf 88.72% Impervious Runoff Depth=3.92" ' Tc=5.0 min CN=95 Runoff=1.25 cfs 0.065 of Subcatchment PWS-1B: Proposed Runoff Area=3,604 sf 100.00% Impervious Runoff Depth>4.26" ' Tc=5.0 min CN=98 Runoff=0.54 cfs 0.029 of Subcatchment PWS-1C: Proposed Runoff Area=4,553 sf 100.00% Impervious Runoff Depth>4.26" ' Tc=5.0 min CN=98 Runoff=0.68 cfs 0.037 of Subcatchment PWS-1D: Proposed Runoff Area=4,168 sf 100.00% Impervious Runoff Depth>4.26" , Tc=5.0 min CN=98 Runoff=0.62 cfs 0.034 of Subcatchment PWS-1E: Proposed Runoff Area=3,244 sf 100.00% Impervious Runoff Depth>4.26" , Tc=5.0 min CN=98 Runoff=0.48 cfs 0.026 of Subcatchment PWS-IF: Proposed Runoff Area=7,599 sf 84.05% Impervious Runoff Depth=3.82" , Tc=5.0 min CN=94 Runoff=1.08 cfs 0.055 of Subcatchment PWS-1G: Proposed Runoff Area=7,201 sf 100.00% Impervious Runoff Depth>4.26" Tc=5.0 min CN=98 Runoff=1.07 cfs 0.059 of ' Subcatchment PWS-1 H: Proposed Runoff Area=4,813 sf 0.00% Impervious Runoff Depth=1.97" Tc=5.0 min CN=74 Runoff=0.39 cfs 0.018 of ' Subcatchment PWS-2: Proposed Watershed Runoff Area=3,610 sf 0.61% Impervious Runoff Depth=1.97" Tc=5.0 min CN=74 Runoff=0.29 cfs 0.014 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=3.98 cfs 0.290 of ' Outflow=3.98 cfs 0.290 of Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Inflow=0.29 cfs 0.014 of r Outflow=0.29 cfs 0.014 of Pond 6P: Drain Manhole Peak Elev=127.83' Inflow=4.46 cfs 0.241 of ' 12.0" Round Culvert n=0.013 L=7.5' S=0.01337 Outflow=4.46 cfs 0.241 of Pond CB1: Catch Basin Peak Elev=127.22' Inflow=0.54 cfs 0.029 of ' 12.0" Round Culvert n=0.013 L=88.5' S=0.01027 Outflow=0.54 cfs 0.029 of Pond CB2: Catch Basin Peak EIev=126.60' Inflow=0.68 cfs 0.037 of ' 12.0" Round Culvert n=0.013 L=23.1' S=0.0100'P Outflow=0.68 cfs 0.037 of Pond CB3: Catch Basin Peak Elev=126.25' Inflow=0.62 cfs 0.034 of ' 12.0" Round Culvert n=0.013 L=19.8' S=0.0101 T Outflow=0.62 cfs 0.034 of Pond CB4: Catch Basin Peak EIev=127.30' Inflow=0.48 cfs 0.026 of 12.0" Round Culvert n=0.013 L=15.9' S=0.0101 T Outflow=0.48 cfs 0.026 of ' ' Post-Development Condition Type // 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 27 ' Pond CBS: Catch Basin Peak Elev=128.82' Inflow=1.08 cfs 0.055 of 12.0" Round Culvert n=0.013 L=27.7' S=0.0206'P Outflow=1.08 cfs 0.055 of Pond DMH1: Drain Manhole Peak Elev=126.46' Inflow=1.21 cfs 0.067 of 12.0" Round Culvert n=0.013 L=58.8' S=0.0102'P Outflow=1.21 cfs 0.067 of ' Pond DMH3: Drain Manhole Peak Elev=127.18' Inflow=3.25 cfs 0.175 of 12.0" Round Culvert n=0.013 L=15.6' S=0.0192'P Outflow=3.25 cfs 0.175 of Pond DMH4: Drain Manhole Peak Elev=127.88' Inflow=2.63 cfs 0.141 of 12.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=2.63 cfs 0.141 of Pond 121: Detention Pond Peak Elev=126.48' Storage=3,143 cf Inflow=4.85 cfs 0.259 of ' Discarded=0.04 cfs 0.009 of Primary--2.96 cfs 0.225 of Outflow=3.00 cfs 0.234 of Total Runoff Area = 1.089 ac Runoff Volume= 0.338 of Average Runoff Depth = 3.72" ' 22.32%Pervious=0.243 ac 77.68%Impervious = 0.846 ac I I Post-Development Condition Type //24-hr 10-Year Storm Rainfall=4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 02009 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment PWS-1A: Proposed Watershed #1A ' Runoff = 1.25 cfs @ 11.95 hrs, Volume= 0.065 af, Depth= 3.92" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description 977 74 >75% Grass cover, Good, HSG C 303 98 Concrete Sidewalk, HSG C ' 7,380 98 Bit. Conc. Parking Area, HSG C 8,660 95 Weighted Average 977 11.28% Pervious Area ' 7,683 88.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 5.0 Direct Entry, Subcatchment PWS-1A: Proposed Watershed #1A t Hydrograph 12 dei Type 1124-hr 10-Year Storm Rai6fall=4.50" i Runoff', rea fll s'f Runoff Volume=0.065 of ' Runoff Depth=3.92" iTc---5.0min LL CN--95 0 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ' 1 1 1 ' Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 29 rSummary for Subcatchment PWS-1 B: Proposed Watershed #1 B rRunoff = 0.54 cfs @ 11.95 hrs, Volume= 0.029 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" rArea (sf) CN Description 3,319 98 Bit. Conc. Parking Area, HSG C ' 285 98 Conc. Sidewalk, HSG C 3,604 98 Weighted Average 3,604 100.00% Impervious Area rTc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 B: Proposed Watershed #1B rHydrograph ©Runoff Ii yp 0.55 05 s4 n ' torm-- os " Rainfall 4.50" e 11,2 hr 10=Yea 0.45- Runoff Volume 0 0 __ Q4sf-_ 0.4 29 of-- 0.35 RuHoff_D_ t e h>4 26" 3 l ; T&5.0 min-- 0.3 r o 0.25 CN-_98 ro.z r 0.1 0.05 r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r r r 1 I Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall--4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 C 2009 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment PWS-1 C: Proposed Watershed #1C ' Runoff = 0.68 cfs @ 11.95 hrs, Volume= 0.037 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description ' 4,260 98 Bit. Conc. Parking Area, HSG C 293 98 Conc. Sidewalk, HSG C , 4,553 98 Weighted Average 4,553 100.00% Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-1C: Proposed Watershed #1C y rogra ph -------------- 0.75 ©Runoff 0.7 T e Ifi24 hr 10; o�� os5 yp -Year Storm ' 0.6 Rainfall='4 50?' 0.55 Runoff Area 4,553 sf ' 0.5 0 037 -- Runoff Volume of _ 0.45 ' Runoff De' th>4.26" - - o.a T 5.0 min- ' 0 0.35 -i ' LL 0.3 ! I CN*98 98 0.25- 0.2- 0.15- 0.1 .25 0.20.150.1 0.05 ! j 0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 19 20 21 22 23 24 25 A 27 28 29 30 Time (hours) 1 i 1 Post-Development Condition Type //24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Paine 31 ' Summary for Subcatchment PWS-1 D: Proposed Watershed #1D Runoff = 0.62 cfs @ 11.95 hrs, Volume= 0.034 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs t Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description * 4,074 98 Bit. Conc. Parking Area, HSG C ' * 94 98 Conc. Sidewalk, HSG C 4,168 98 Weighted Average 4,168 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PWS-1 D: Proposed Watershed #1 D Hydrograph 0.65- osz�ro - 0.6 % yp r 1 U=Year Storm T ' e'II 24 h _ -- 0.55 Rainfall-;4.507 - - 0.5 R unoffAr.'ea 4,168 if 0.45 , Run m off Volue 0 034 of 0.4 Runoff De th>4 26 0.35 Tc5 0 mi ' u 0 LL 0.3 CN_ 98-- ' 0.25 0.2 0.15 t _ 0.1 0.05L JL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall--4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment PWS-1 E: Proposed Watershed #1 E , Runoff = 0.48 cfs @ 11.95 hrs, Volume= 0.026 af, Depth> 4.26" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description 3,244 98 Bit. Conc. Parking Area, HSG C 3,244 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 E: Proposed Watershed #1 E ' Hydrograph _ - _.. _ ,-- - ,-. - U RunoR It 0.5 040d _ ' Type 11;24 hr 10=Year Storm 0.45 Rainfall -; _. 4 50" 0.4 Runoff:Area 3'244 sf ' 0.35 ' Runoff Volume=0.026 of .� 0.3 p 00.25 - - S 42n Runo ff D Tct0 mi LL 1I 0.15 0.1 0.05 - _- - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 t 1 1 ' Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HvdroCAD Software Solutions LLC Page 33 ' Summary for Subcatchment PWS-1 F: Proposed Watershed #1 F ' Runoff = 1.08 cfs @ 11.95 hrs, Volume= 0.055 af, Depth= 3.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description 1,212 74 >75% Grass cover, Good, HSG C ' 6,387 98 Bit. Conc. Parking Area, HSG C 7,599 94 Weighted Average 1,212 15.95% Pervious Area ' 6,387 84.05% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-1 F: Proposed Watershed #1F Hydrograph ' D Runoff t08 ch Type 11;.24 hr 10-Year Storm_. ' Rainfall=4.501' Runoff'',Area=1,599 sf Runoff Volume=0.055 of ' Runoff Depth=3.82;, T6=;5.0 min LLI CN-_94 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1'7-1 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 r Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment PWS-1 G: Proposed Watershed #1G r Runoff = 1.07 cfs @ 11.95 hrs, Volume= 0.059 af, Depth> 4.26" r Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description r 7,201 98 Roofs, HSG C 7,201 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 5.0 Direct Entry, Subcatchment PWS-1G: Proposed Watershed #1G r Hydrograph • -_. _._-•Type- ; O Runoff r , 7 e W14-fir 10-Year Storm--- Rainfall=4.50" ' R6noff'',Area=7,201 if Rurioff Volume=0.059 of Rurioff Depth>4.26' , Tc-5.0 min LL CN-98 r o r 1 2 3 •4 5 •6 7 8 9 10 11 12 13 14 15 16 17 •18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r r r r ' Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment PWS-1 H: Proposed Watershed #1 H Runoff = 0.39 cfs @ 11.96 hrs, Volume= 0.018 af, Depth= 1.97' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description 4,626 74 >75% Grass cover, Good, HSG C 187 85 Rip Rap Slopes, HSG C 4,813 74 Weighted Average 4,813 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 H: Proposed Watershed #1 H ' Hydrograph 0.44 ©Runoff 0.42 .-- -- .--- 0.4 0 39 k ' 0.38 _- .-_ JAI - - hr 10=Year Storm_ 0.36 - - i - II - oir. Rainfall '4.5 0.34 __ - - -.. _ :- t 0.32 Runoff e6=4,813 if 0.3 - - _ 0' 1026 Volume=08 oLf 0.26 Runoff De th 1:97 0.24 0.2z = -- -- Tc 5-0-min-- .2 0.2 _0.18 r- -+- - i- -r jLm�=-..y _ _ _i CN 740.1s0.1a0.1z0.1 0.08 .. .. .0.060.040.02 0 / '4 , 1 2 3 4 5 6 7 8 9 1'0 '1'1 12 13 14 15 1'6' 1'7* 18 1'9''2'0 '2''1" 2'2' 2"3* 920212223 24 2'5 '2'6' 2''7" 2''8" 29 30 Time (hours) 1 1 Post-Development Condition Type // 24-hr 10-Year Storm Rainfall--4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment PWS-2: Proposed Watershed 2 ' Runoff = 0.29 cfs @ 11.96 hrs, Volume= 0.014 af, Depth= 1.97" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Storm Rainfall=4.50" Area (sf) CN Description 3,588 74 >75% Grass cover, Good, HSG C * 22 98 Retaining Wall, HSG C ' 3,610 74 Weighted Average 3,588 99.39% Pervious Area 22 0.61% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-2: Proposed Watershed 2 Hydrograph ' 0.32 _ 0.3 .. f oxsa 0.28 - ear Storrs Type II;24 hr 10=.Y 0.26 - Rainfall 4 50„ 0.24 Runoff Area 3,610 sf 0.22- -ARunoff Volume=0 07 4 of 0.2 'Runoff 0.16 0.16 _ Ru Dt7 . ;- Tc6.' 9T,. ' 0 min-- u 0.14 N74 0.12 - _• - t 0.1 0.08 -- - - ,.- - - ' 0.06 0.04 - 0.02 ,.!. 111. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 1124-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Page 37 ' Summary for Reach DP-1: Highland Avenue Closed Drainage System ' Inflow Area = 1.006 ac, 84.03% Impervious, Inflow Depth > 3.46" for 10-Year Storm event Inflow 3.98 cfs @ 11.99 hrs, Volume= 0.290 of Outflow = 3.98 cfs @ 11.99 hrs, Volume= 0.290 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DP-1: Highland Avenue Closed Drainage System Hydrograph ®Inflow - ----j- �`---j----'_- -, - --- - - -- - --'---- - --- -- -. - - I ---- o outflow ' 4 ! 3. 98 Inflow Area, =1 '.006 ac 3 __Ti f I---- 2 2 1 JL Q 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) I r Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall--4.50" r Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 sln 01924 ©2009 HydroCAD Software Solutions LLC Page 38 Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) ' Inflow Area = 0.083 ac, 0.61% Impervious, Inflow Depth = 1.97" for 10-Year Storm event r Inflow = 0.29 cfs @ 11.96 hrs, Volume= 0.014 of Outflow = 0.29 cfs @ 11.96 hrs, Volume= 0.014 A Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs r Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Hydrograph r - - - -- B Inflow 0.32 oss r r 0.3 - _Inflows-Area=0;08 _ac____ 0.28 -' t 0.26 - - - - r 0.24 " 0.22 - - - - - -- 'g 0.18 ii 0.16 LL 0.14 0.12 0.1 . 0.08 0.06 t 0.04 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r r r r 1 ' Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 39 Summary for Pond 6P: Drain Manhole ' Inflow Area = 0.697 ac, 96.01% Impervious, Inflow Depth > 4.15" for 10-Year Storm event Inflow 4.46 cfs @ 11.95 hrs, Volume= 0.241 of Outflow = 4.46 cfs @ 11.95 hrs, Volume= 0.241 af, Atten= 0%, Lag= 0.0 min Primary = 4.46 cfs @ 11.95 hrs, Volume= 0.241 of 1 Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.83' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 125.10' 12.0" Round Culvert ' L= 7.5' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=4.46 cfs @ 11.95 hrs HW=127.83' (Free Discharge) t1=Culvert (Inlet Controls 4.46 cfs @ 5.67 fps) ' Pond 6P: Drain Manhole Hydrograph ' ■ Inflow 4,46 do . ; 0 Pnmary ° Inflow Area 0 697 ac. 4 Peak EIeV-1271.83' 12.07 ^ 3 Rotund Culvert -.f1=0.013 - 2 L ' S=0 01.33 o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD@ 9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 40 Summary for Pond C1131: Catch Basin ' Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year Storm event ' Inflow = 0.54 cfs @ 11.95 hrs, Volume= 0.029 of Outflow = 0.54 cfs @ 11.95 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 11.95 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.22' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 126.80' 12.0" Round Culvert L= 88.5' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.90' S= 0.0102 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.53 cfs @ 11.95 hrs HW=127.22' (Free Discharge) ' t1=Culvert (Inlet Controls 0.53 cfs @ 1.73 fps) Pond C61: Catch Basin t Hydrograph - - -- Inflow III - o� n Inflow Area-00 OPnmary 0.55 . : _ _.. o��, .- 83 ac °'S Peak EW-127 221: ' 0.45 .- - f - ---- -- - - i12-.0 0.35 vert Round Cul 0.3 " . - n=0.013- —0 ' ,_. -- -- r- - LL 0.25- L=818:5; 5-0. 0.2 0.15 0.05 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 1 ' Post-Development Condition Type // 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 41 ' Summary for Pond C1132: Catch Basin ' Inflow Area = 0.105 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year Storm event Inflow 0.68 cfs @ 11.95 hrs, Volume= 0.037 of Outflow = 0.68 cfs @ 11.95 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min ' Primary = 0.68 cfs @ 11.95 hrs, Volume= 0.037 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.60' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 126.13' 12.0" Round Culvert ' L= 23.1' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.90' S= 0.01007' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.68 cfs @ 11.95 hrs HW=126.60' (Free Discharge) L7=Culvert (Inlet Controls 0.68 cfs @ 1.85 fps) Pond CB2: Catch Basin Hydrograph 0.75 ®InFlow ' - Md. ._ , _ ._. ©Primary o 0.7 osa r, Inflow; Area=0:105 ac . 0.85 , Peak Elev=126.60' 0.8 -- - -- - - - - `12.• 0.5 0.45Round Culvert 0.4 ' ; n=9.013, 0 0.35 1 LL o.3 L 2'3.1' 0.25 -' S=0.0100 '%' 0.2 0.15L . . ;- .- :_-- 1,_ •_. 0.1 0.05 0 Wj 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Pape 42 Summary for Pond CB3: Catch Basin ' Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year Storm event ' Inflow = 0.62 cfs @ 11.95 hrs, Volume= 0.034 of Outflow = 0.62 cfs @ 11.95 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.62 cfs @ 11.95 hrs, Volume= 0.034 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Bev= 126.25' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 125.80' 12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.60' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.62 cfs @ 11.95 hrs HW=126.25' (Free Discharge) L1=Culvert (Inlet Controls 0.62 cfs @ 1.80 fps) Pond CB3: Catch Basin ' Hydrograph ��� Area— O Primary 0.65 osz *.096 at Inflow _ _. 0,6 0.55 Peak Elev: 126.25' , 0.5 - __ - 12:0"--- - . - 045 , _- Round Culvert . 3 n=0.013 - - - 0.3 L_"71918! 0.25 - S-0 010117! 0.15 + -.._ - 0.05 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD@ 9.00 s/n 01924 @ 2009 HvdroCAD Software Solutions LLC Page 43 ' Summary for Pond CB4: Catch Basin 1 Inflow Area = 0.074 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year Storm event Inflow 0.48 cfs @ 11.95 hrs, Volume= 0.026 of Outflow = 0.48 cfs @ 11.95 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min ' Primary = 0.48 cfs @ 11.95 hrs, Volume= 0.026 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.30' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.90' 12.0" Round Culvert L= 15.9' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 126.74' S= 0.0101 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=0.48 cfs @ 11.95 hrs HW=127.30' (Free Discharge) t1=Culvert (Barrel Controls 0.48 cfs @ 2.47 fps) Pond CB4: Catch Basin Hydrograph i ; _,; ©Primary 0.5 -I --Ar - - ° nflow' ea-A:074-ac ' 045Peak Ele4=1271:30;- - 0.4 - .-- - - --- -- - - 12.0" ' 0.35 - , . . R -- ound Culvert 0.3 n 0 013 ' n 0.25 •-. _ - 0.2 .. -- _p._ _ !_ L-15 9' 1 0.15 l.. 0.1 , 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1 Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" ' Prepared by Engineering Alliance, Inc. Printed- 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 44 Summary for Pond C1135: Catch Basin ' Inflow Area = 0.174 ac, 84.05% Impervious, Inflow Depth = 3.82" for 10-Year Storm event ' Inflow = 1.08 cfs @ 11.95 hrs, Volume= 0.055 of Outflow = 1.08 cfs @ 11.95 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary = 1.08 cfs @ 11.95 hrs, Volume= 0.055 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs 1 Peak Elev= 128.82' @ 11.95 hrs Device Routing Invert Outlet Devices , #1 Primary 128.20' 12.0" Round Culvert L= 27.7' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 127.63' S= 0.02067' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.08 cfs @ 11.95 hrs HW=128.82' (Free Discharge) ' t1=Culvert (Inlet Controls 1.08 cfs @ 2.11 fps) Pond CB5: Catch Basin ' Hydrograph G Inflow r�oa ©Primary Inflow-Area=: 174 ac Peak Elev=128.821 ' 12.0" Rotund Culvert n=0.013 L=27.7' $=0.020.6;'/' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 l , 1 ' Post-Development Condition Type // 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 Q2009 HVdroCAD Software Solutions LLC Page 45 Summary for Pond DMH1: Drain Manhole Inflow Area = 0.187 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-Year Storm event Inflow 1.21 cfs @ 11.95 hrs, Volume= 0.067 of Outflow = 1.21 cfs @ 11.95 hrs, Volume= 0.067 af, Atten= 0%n, Lag= 0.0 min Primary = 1.21 cfs @ 11.95 hrs, Volume= 0.067 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.46' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 125.80' 12.0" Round Culvert L= 58.8' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.20' S= 0.0102 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=1.21 cfs @ 11.95 hrs HW=126.46' (Free Discharge) t1=Culvert (Inlet Controls 1.21 cfs @ 2.19 fps) Pond DMH1: Drain Manhole Hydrograph ' ®InBow j i.21 a. ! 0 Pnmary "e Inflow Area=0:187 ac r � — , ! � eakElev-126 ; , ' :12.0„ Round Culvert 0 n=0.013 LL L=58;8' ' $=0.0102';1/' o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall--4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 46 Summary for Pond DMH3: Drain Manhole ' Inflow Area = 0.510 ac, 94.54% Impervious, Inflow Depth > 4.11" for 10-Year Storm event ' Inflow = 3.25 cfs @ 11.95 hrs, Volume= 0.175 of Outflow = 3.25 cfs @ 11.95 hrs, Volume= 0.175 af, Atten= 0%, Lag= 0.0 min Primary = 3.25 cfs @ 11.95 hrs, Volume= 0.175 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.18' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 125.50' 12.0" Round Culvert L= 15.6' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.20' S= 0.0192 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.25 cfs @ 11.95 hrs HW=127.18' (Free Discharge) ' t1=Culvert (Inlet Controls 3.25 cfs @ 4.13 fps) Pond DMH3: Drain Manhole Hydrograph - -i -.- s Inflow ' 25 d. j I ©Pnmary ' nflow-Area 0.510 ac - 3 Peak E1ev=127.181 ' ,12.0" Roand �Culve rt ,@ 2- n=0.0 13 n=0.013 :- - :$=0.0192::'/! 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 Post-Development Condition Type 11 24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 47 1 Summary for Pond DMH4: Drain Manhole 1 Inflow Area = 0.414 ac, 93.28% Impervious, Inflow Depth > 4.08" for 10-Year Storm event Inflow 2.63 cfs @ 11.95 hrs, Volume= 0.141 of Outflow = 2.63 cfs @ 11.95 hrs, Volume= 0.141 af, Atten= 0%, Lag= 0.0 min ' Primary = 2.63 cfs @ 11.95 hrs, Volume= 0.141 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.88' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.60' 12.0" Round Culvert 1 L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.60' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior 1 Primary OutFlow Max=2.63 cfs @ 11.95 hrs HW=127.87' (Free Discharge) L7=Culvert (Inlet Controls 2.63 cfs @ 3.34 fps) 1 Pond DMH4: Drain Manhole Hydrograph 1 AInflow 2.63.% OO Primary 263°" Inflow Area=0.414 ac Pink Elev 12T.88' 2 . j,12.0" Round Culvert n 0.013 3 , 1 LL L10:0:0' 1 1 S=0.0100;'/' o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 1 Time (hours) 1 1 1 1 Post-Development Condition Type //24-hr 10-Year Storm Rainfall=4.50" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Paae 48 Summary for Pond P1: Detention Pond ' Inflow Area = 0.808 ac, 82.87% Impervious, Inflow Depth > 3.85" for 10-Year Storm event ' Inflow = 4.85 cfs @ 11.95 hrs, Volume= 0.259 of Outflow = 3.00 cfs @ 12.03 hrs, Volume= 0.234 af, Atten= 38%, Lag= 4.8 min Discarded = 0.04 cfs @ 12.03 hrs, Volume= 0.009 of Primary = 2.96 cfs @ 12.03 hrs, Volume= 0.225 of ' Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.48' @ 12.03 hrs Surf.Area= 1,560 sf Storage= 3,143 cf ' Plug-Flow detention time= 111.8 min calculated for 0.234 of(90% of inflow) Center-of-Mass det. time= 61.0 min ( 818.2 - 757.2 ) ' Volume Invert Avail.Storage Storage Description #1 124.00' 5,803 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 983 0 0 ' 126.00 1,436 2,419 2,419 128.00 1,948 3,384 5,803 Device Routing Invert Outlet Devices #1 Discarded 124.00' 1.020 in/hr Exfiltration over Surface area #2 Primary 125.00' 12.0" Round Culvert L= 61.3' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 123.89' S= 0.0181 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Device 1 125.00' 20.0 deg Sharp-Crested Vee/Trap Weir C= 2.69 ' iscarded OutFlow Max=0.04 cfs @ 12.03 hrs HW=126.46' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) ' !t -Crested Vee/Trap Weir (Passes 0.04 cfs of 1.23 cfs potential flow) Primary OutFlow Max=2.93 cfs @ 12.03 hrs HW=126.46' (Free Discharge) ' '1-2=Culvert (Inlet Controls 2.93 cfs @ 3.73 fps) 1 1 1 Post-Development Condition Type //24-hr 10-Year Storm Rainfall=4.50" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 49 ' Pond P1: Detention Pond Hydrograph L- L —-- ---- --------j---,-- ---- ------ ----- i r t ®Inflow a.esn. ®Outflow C iscarded I nflo';w Area ;0:808 a OP nmary - Peak Elev-126:'.48' 1 - -- --- - --- - -- --,- -, ---i--4 _ _ _, -- - Storage 3,143 'cf I I ', aooa zss ah - 3 0 2- 01( ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Tima (hours) t 1 1 Post-Development Condition Type 1l 24-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 50 Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points 1 Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PWS-1A: Proposed Runoff Area=8,660 sf 88.72% Impervious Runoff Depth=4.82" Tc=5.0 min CN=95 Runoff=1.51 cfs 0.080 of Subcatchment PWS-1B: Proposed Runoff Area=3,604 sf 100.00% Impervious Runoff Depth>5.16" ' Tc=5.0 min CN=98 Runoff=0.64 cfs 0.036 of Subcatchment PWS-1C: Proposed Runoff Area=4,553 sf 100.00% Impervious Runoff Depth>5.16" ' Tc=5.0 min CN=98 Runoff=0.81 cfs 0.045 of Subcatchment PWS-1D: Proposed Runoff Area=4,168 sf 100.00% Impervious Runoff Depth>5.16" ' Tc=5.0 min CN=98 Runoff=0.74 cfs 0.04' of Subcatchment PWS-1E: Proposed Runoff Area=3,244 sf 100.00% Impervious Runoff Depth>5.16" ' Tc=5.0 min CN=98 Runoff=0.58 cfs 0.032 of Subcatchment PWS-1F: Proposed Runoff Area=7,599 sf 84.05% Impervious Runoff Depth=4.70" ' Tc=5.0 min CN=94 Runoff=1.31 cfs 0.068 of Subcatchment PWS-1G: Proposed Runoff Area=7,201 sf 100.00% Impervious Runoff Depth>5.16" Tc=5.0 min CN=98 Runoff=1.29 cfs 0.071 of ' Subcatchment PWS-11H: Proposed Runoff Area=4,813 sf 0.00% Impervious Runoff Depth=2.69" Tc=5.0 min CN=74 Runoff=0.53 cfs 0.025 of ' Subcatchment PWS-2: Proposed Watershed Runoff Area=3,610 sf 0.61% Impervious Runoff Depth=2.69" Tc=5.0 min CN=74 Runoff=0.40 cfs 0.019 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=4.63 cfs 0.361 of 1 Outflow=4.63 cfs 0.361 of Reach DP-2: Offsite Low Point (Ravenna/Savona Street) Inflow=0.40 cfs 0.019 of ' Outflow=0.40 cfs 0.019 of Pond 6P: Drain Manhole Peak EIev=128.84' Inflow=5.38 cfs 0.293 of t 12.0" Round Culvert n=0.013 L=7.5' S=0.01337 Outflow=5.38 cfs 0.293 of Pond CB1: Catch Basin Peak Elev=127.26' Inflow=0.64 cfs 0.036 of ' 12.0" Round Culvert n=0.013 L=88.5' S=0.0102 'P Outflow=0.64 cfs 0.036 of Pond CB2: Catch Basin Peak Elev=126.65' Inflow=0.81 cfs 0.045 of ' 12.0" Round Culvert n=0.013 L=23.1' S=0.0100 '/' Outflow=0.81 cfs 0.045 of Pond CB3: Catch Basin Peak EIev=126.30' Inflow=0.74 cfs 0.041 of 12.0" Round Culvert n=0.013 L=19.8' S=0.0101 T Outflow=0.74 cfs 0.041 of ' Pond CB4: Catch Basin Peak EIev=127.34' Inflow=0.58 cfs 0.032 of 12.0" Round Culvert n=0.013 L=15.9' 5=0.0101 T Outflow=0.58 cfs 0.032 of ' Post-Development Condition Type 1124-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 51 ' Pond CBS: Catch Basin Peak EIev=128.90' Inflow=1.31 cfs 0.068 of 12.0" Round Culvert n=0.013 L=27.7' S=0.0206 '/' Outflow=1.31 cfs 0.068 of ' Pond DMH1: Drain Manhole Peak EIev=126.54' Inflow=1.46 cfs 0.081 of 12.0" Round Culvert n=0.013 L=58.8' S=0.0102 '/' Outflow=1.46 cfs 0.081 of Pond DMH3: Drain Manhole Peak Elev=127.73' Inflow=3.92 cfs 0.213 of 12.0" Round Culvert n=0.013 L=15.6' S=0.0192 '/' Outflow=3.92 cfs 0.213 of Pond DMH4: Drain Manhole Peak EIev=128.23' Inflow=3.18 cfs 0.172 of 12.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=3.18 cfs 0.172 of Pond P1: Detention Pond Peak EIev=126.80' Storage=3,649 cf Inflow=5.91 cfs 0.318 of Discarded=0.04 cfs 0.011 of Primary=3.40 cfs 0.281 of Outnow=3.44 cfs 0.293 of Total Runoff Area = 1.089 ac Runoff Volume =0.416 of Average Runoff Depth =4.59" ' 22.32%Pervious= 0.243 ac 77.68% Impervious = 0.846 ac 1 1 I Post-Development Condition Type 1124-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment PWS-1A: Proposed Watershed #1A ' Runoff = 1.51 cfs @ 11.95 hrs, Volume= 0.080 af, Depth= 4.82" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 1 977 74 >75% Grass cover, Good, HSG C * 303 98 Concrete Sidewalk, HSG C ' * 7,380 98 Bit. Conc. Parking Area, HSG C 8,660 95 Weighted Average 977 11.28% Pervious Area ' 7,683 88.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1A: Proposed Watershed #1A ' Hydrograph Type II!24-hr 25-Year Storm Rainfall=5 40" ' RunoffArea 8,660 sf - 80 of Runoff Volume=0.080 0 1 Runoff Depth-4 82" Tc--5.0 min CN"-95 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ' Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HvdroCAD Software Solutions LLC Page 53 ' Summary for Subcatchment PWS-1 B: Proposed Watershed #1 B ' Runoff = 0.64 cfs @ 11.95 hrs, Volume= 0.036 af, Depth> 5.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description * 3,319 98 Bit. Conc. Parking Area, HSG C ' 285 98 Conc. Sidewalk, HSG C 3,604 98 Weighted Average 3,604 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-16: Proposed Watershed #1 B Hydrograph 0,7 ©Runoffli 0. 0.65- yrs ' 0.65 I ' pe-W 4 hr 25?Year Storm- 0.6 " R6infall=5:40"- - 0.55 ! '_-_ • f ' 0.5 - ea 3,638 of Runoff Ar 0.45 Runoff Volume 0:0 4 0.4 Runoff Depth>5:16" 0 0.35 Tc 5.0 min 0.3-' " CN-98 ' 0.25- 0.2 .25 o.z 0.15 0.1- _ __ 0.05 ' - 0 .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 I' Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment PWS-1 C: Proposed Watershed #1C ' Runoff = 0.81 cfs @ 11.95 hrs, Volume= 0.045 af, Depth> 5.16" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 4,260 98 Bit. Conc. Parking Area, HSG C 293 98 Conc. Sidewalk, HSG C , 4,553 98 Weighted Average 4,553 100.00% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-1C: Proposed Watershed #1C H drograph -- -- -------- -+ - ---- 0.9 0.85 - ,. L i .:._1 0.81 a. .. 0.6 r Type II 24 hr 25TYear Storm ' 0.75 Rainfall=5.40" 0.6Runoff Volu ea 4 553 sf ' 0.7 o.s5 Runoff A_r , ;-- me 0 045 of-- 0.5516n Runoff Depth>,5 ' 0.5 0.45 Tc 5.0_min u 0.4 C _ N-98 0.35 0.3 0.25 - _ 0.2 I 0.15 - - - - 0.1 0.05 ..'... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 ' Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment PWS-1 D: Proposed Watershed #1 D ' Runoff = 0.74 cfs @ 11.95 hrs, Volume= 0.041 af, Depth> 5.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 4,074 98 Bit. Conc. Parking Area, HSG C ' 94 98 Conc. Sidewalk, HSG C 4,168 98 Weighted Average 4,168 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 D: Proposed Watershed #1 D HYa--- 0.8 - - - -- _ Runoff r ph I O 0.75-' --- ype II,24 hr 25;Year Storm 0.7- _7 -- — - 40"- 0.6s am , , all 5. i . Runoff Volume 0.0 0.6f -- Runoff Area 4,1,68 sf_ 0.55 41 of-- 0.5 — - - Runo Depth>5�16" 0.45 0.4 Tc 5 0min.. LL 0,357 " CN-.98- 0.25 0.2 t0.1 0 0.1 i 0.05 ! L 0 . . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 I Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall--5.40" , Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment PWS-1 E: Proposed Watershed #1E Runoff = 0.58 cfs @ 11.95 hrs, Volume= 0.032 af, Depth> 5.16" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 3,244 98 Bit. Conc. Parking Area, HSG C 3,244 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 E: Proposed Watershed #1E ' Hydrograph 0.6- °sa" 0.55 Ty 24-fir-25# Year S P to rm- -- - a Il! Rainfall=5.40;,_ 0.5 Runo Area-3,3 ff' 44 sf 0.45- Runoff-Volume=0:032 ' of 0.4 O Run ff Depth>:516^.., u 0.35 0 Tc 0.3 LL - C = Min- , 8 0.25 0.2-_ - 0.15- 0.1- 4- .15 0.1 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Post-Development Condition Type // 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Paae 57 ' Summary for Subcatchment PWS-1 F: Proposed Watershed #1F ' Runoff = 1.31 cfs @ 11.95 hrs, Volume= 0.068 af, Depth= 4.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 1,212 74 >75% Grass cover, Good, HSG C ' 6,387 98 Bit. Conc. Parking Area, HSG C 7,599 94 Weighted Average 1,212 15.95% Pervious Area 6,387 84.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-1 F: Proposed Watershed #1F Hydrograph ' Runoff 1 31 ck Type II';24 hr 25-Year Storm Rairifal l=5.40;' . --Rtinoff',Area 7,599 sf Runoff Volume=0.068 of Runoff De' th=:4.70 • p 3 Tc=.5.0 min a • LL • CN-94 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment PWS-1 G: Proposed Watershed #1G , Runoff = 1.29 cfs @ 11.95 hrs, Volume= 0.071 af, Depth> 5.16" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 7,201 98 Roofs, HSG C 7,201 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PWS-1 G: Proposed Watershed #1G ' Hydrograph 129 h Type 11114-fir 25-Year Storm Rainfall=5.40" _-- -- t- - _- - , - - � i_ R 1 u;noff`Area-7,201 sf ' Runoff Volume=0.071 of Runoff Depth>5.16" ' Tc-5.0 min LL CN=98 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 ' Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HvdroCAD Software Solutions LLC Page 59 tSummary for Subcatchment PWS-1 H: Proposed Watershed #1H ' Runoff = 0.53 cfs @ 11.96 hrs, Volume= 0.025 at, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 4,626 74 >75% Grass cover, Good, HSG C ' 187 85 Rip Rap Slopes, HSG C 4,813 74 Weighted Average 4,813 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 H: Proposed Watershed #1H ' Hydrograph _ _ ©Runoff 0.55 0.5 d ' - YP rm 0.5 T , e II'', hr RaYf - 40'" 24 all 5 in. a 045Runoff Volume 0.025 a t _. f 04 Runoff Area 4 813 sf_ - - 0.35 -- + -+'•- ep-- 2.69---- --- -- _ ._ Runoff D th 0.3- Tc 5 0 min LL 0.25 CN=74.. T- 0.2- 0.15- 7- 0.1 .z0.1s - 0.1 , 0.05 0 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 � I Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment PWS-2: Proposed Watershed 2 ' Runoff = 0.40 cfs @ 11.96 hrs, Volume= 0.019 af, Depth= 2.69" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 25-Year Storm Rainfall=5.40" Area (sf) CN Description 3,588 74 >75% Grass cover, Good, HSG C 22 98 Retaining Wall, HSG C ' 3,610 74 Weighted Average 3,588 99.39% Pervious Area 22 0.61% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-2: Proposed Watershed 2 Hydrograph ' 0.44 1 - -.-; - 1 - i _.- - -- O Runoff 0.42 - - - f 040 h - _ _- 04 Type II 24 hr 25 Year St 0.4 - --. l L__ '—— - - --... ---- 0.36 -R6infall=5 40"- 0.34 - - -- '- -- ' F 0.3 R'un'off Vo Area 03,6010 sf_ 0.32 -- _ unQff'', 0.28 - '--- - -'---+-- - ---' - ---+- - '--- --i- '--- ---- _- ---- ---- - -- --- ---- lume 19 of 0.26 -- Depth=2 S9"-- ' g 0.24 .. i :-Runoff - - -- 0.2 Runoff- mtn.. 0 o.zz �Tc 5.0 LL 0.18 - - r-- 0.16 CN- - -- 0.14 __ :._ -._- _.,_ - -- _., .. -. . .... __ __ 0.12 0.1 0.08 - 0.06 0.04 0.02 - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 ' Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 61 ' Summary for Reach DP-1: Highland Avenue Closed Drainage System ' Inflow Area = 1.006 ac, 84.03% Impervious, Inflow Depth > 4.31" for 25-Year Storm event Inflow 4.63 cfs @ 11.98 hrs, Volume= 0.361 of Outflow = 4.63 cfs @ 11.98 hrs, Volume= 0.361 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DP-1: Highland Avenue Closed Drainage System ' Hydrograph ®In flow , D Outflow Inflow Area=',1 ':006 ac 4 1 = 3 1 LL 2I. 01111111111111111111111111111 11111'': fl 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Post-Development Condition Type 1124-hr 25-Year Storm Rainfall=5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 62 Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) ' Inflow Area = 0.083 ac, 0.61% Impervious, Inflow Depth = 2.69" for 25-Year Storm event ' Inflow = 0.40 cfs @ 11.96 hrs, Volume= 0.019 of Outflow = 0.40 cfs @ 11.96 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Reach DP-2: Offsite Low Point (Ravenna/Savona Street) ._ Hydrograph - - - - - J - - O Inflow 0.44 - 0.40 d. - __ ---. - - __ OO Outflow ' 042 °°°" tnflow -Are_q O 003 ac 0.4 --- ` - 0.36 ; - -- --- 0.34 -- - - ' 0.32 - - -- ___ - ___ -. .. .. 0.3 __,__ 0.28 . 0.26 ..__ __ __ ------------- 0.24 __ U 0.24 _ 0.22 .- ,—+_.,_.'____,—_,__,—__— _ _ __ __ - '�_____•___--_ ___ -- ___ -- - - . — ' t t0.2 + o - 0.16 - - • _ 0.16 _ _ __ __ 0.12 _ _ •, _i _ _ ___ __ 0.1 0.08 - - ,--- - - . - 0.06 0.04 - -_ - 0.02 _ 0111. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r t Post-Development Condition Type //24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 63 ' Summary for Pond 6P: Drain Manhole ' Inflow Area = 0.697 ac, 96.01% Impervious, Inflow Depth > 5.05" for 25-Year Storm event Inflow 5.38 cfs @ 11.95 hrs, Volume= 0.293 of Outflow = 5.38 cfs @ 11.95 hrs, Volume= 0.293 af, Atten= 0%, Lag= 0.0 min ' Primary = 5.38 cfs @ 11.95 hrs, Volume= 0.293 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 128.84' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 125.10' 12.0" Round Culvert L= 7.5' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.38 cfs @ 11.95 hrs HW=128.84' (Free Discharge) L1=Culvert (Inlet Controls 5.38 cfs @ 6.84 fps) ' Pond 6P: Drain Manhole Hydrograph ' nflow ®IoW 6 l ©Primary 538 h s� Area - 1 5 ' ! Peak Elev=128!.84' -- - - - --- ------ ----- - ------- -- -- - -- - ! '12.0 4- J Round Cul : vert_ 3 , n=0.013 LL L=7 5' 2 " $=0.01317! o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type 1124-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Paae 64 Summary for Pond CB1: Catch Basin ' Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth > 5.16" for 25-Year Storm event ' Inflow = 0.64 cfs @ 11.95 hrs, Volume= 0.036 of Outflow = 0.64 cfs @ 11.95 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 11.95 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Peak Elev= 127.26' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 126.80' 12.0" Round Culvert L= 88.5' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.90' S= 0.0102 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.64 cfs @ 11.95 hrs HW=127.26' (Free Discharge) ' t1=Culvert (Inlet Controls 0.64 cfs @ 1.82 fps) Pond CB1: Catch Basin ' Hydrograph --- - r--i -- 0 Inflow 0.7 ' - osa�r .. __. _ D Primary 0.65 0, Inflow Area '0.083-ac- Peak Eld V=127.26' 0.55 -._ - - 0.45 _ rid Culverf Rou -. _ - 0.35 _.. .. . . _.. ', n-0-.013 8 LL - 0.3 L 85' 0.25 - _ _ ._. - -./-�4-_ __. 0.2 - __ - - S=0.01-Y;2:T_ _. 0.05 1 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 t Post-Development Condition Type 1124-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 65 Summary for Pond CB2: Catch Basin ' Inflow Area = 0.105 ac,100.00% Impervious, Inflow Depth > 5.16" for 25-Year Storm event Inflow 0.81 cfs @ 11.95 hrs, Volume= 0.045 of Outflow = 0.81 cfs @ 11.95 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.81 cfs @ 11.95 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.65' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.13' 12.0" Round Culvert ' L= 23.1' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.90' S= 0.01007' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=0.81 cfs @ 11.95 hrs HW=126.65' (Free Discharge) t1=Culvert (Inlet Controls 0.81 cfs @ 1.95 fps) ' Pond CB2: Catch Basin Hydrograph ® Inflow ' 0.9 - oaic .. _. OO Primary 0.65 _ -- -oa, ` - - Inflow:-Area-0 : ac - 0.8 ' k Elev 0.75 - - ; 126,.65'---- Pea 0.7 0.65 r� 1 0.6 '- 0.55 _ Round Culvert '. �, 0.5 _ - - , r ; 0.45 - - n 0 01-3--- 0 LL 35 L 23.1 F -- - 0.3. c_- _ r -- 0 r/1_._. __ Q - ' 0.25 0.2 .. _. -.. 0 _- - --------. ------------ -- _- 0.15 0.1 - 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2"3'"2'4' 25 26 2'7'2'8 29 30 Time (hours) 1 1 Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 66 Summary for Pond CB3: Catch Basin ' Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth > 5.16" for 25-Year Storm event ' Inflow = 0.74 cfs @ 11.95 hrs, Volume= 0.041 of Outflow = 0.74 cfs @ 11.95 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.74 cfs @ 11.95 hrs, Volume= 0.041 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.30' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 125.80' 12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 , Outlet Invert= 125.60' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.74 cfs @ 11.95 hrs HW=126.30' (Free Discharge) ' t1=Culvert (Inlet Controls 0.74 cfs @ 1.90 fps) Pond CB3: Catch Basin ' Hydrograph Inflow ' 0.8 __ - 0.7° b D 0 Primary 0.75 - inflow; Area' --0 '096-a& 0.7 0.65 ', Peak Elev 126 30' ' ;12 - - .0' 0.6 _'_ _ 005 - Roun-d Cul .55 v - ert 't 0.45-. - 3 0.4 n 0 013 0.35 _ 0.3 0.25 : - - :S=0.0101 0.15 0.015, ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 ' Post-Development Condition Type 1124-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 02009 HydroCAD Software Solutions LLC Page 67 ' Summary for Pond CB4: Catch Basin ' Inflow Area = 0.074 ac,100.00% Impervious, Inflow Depth > 5.16" for 25-Year Storm event Inflow 0.58 cfs @ 11.95 hrs, Volume= 0.032 of Outflow = 0.58 cfs @ 11.95 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 11.95 hrs, Volume= 0.032 of 1 Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.34' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.90' 12.0" Round Culvert L= 15.9' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 126.74' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=0.58 cfs @ 11.95 hrs HW=127.34' (Free Discharge) t1=Culvert (Barrel Controls 0.58 cfs @ 2.56 fps) Pond CB4: Catch Basin Hydrograph ' Inflow-Area- ®IoW osec ©Primary 0.6 -'; _ :-- osa� - -- -'.0.074 -ac--- 0.55 - , - _ -- -_ -_ - ... il Peak Elev=127.34 r -- --- 'F-- --- ---; ---',--- -',-- ---- --- ---- - - -- --- --- ---'r --, -- - - --- 0.45 12.07--- 0.4 ' -.. ..' - -- -' - - -_ - - _ . n=0.013 Round Culvert u 0.35 u. 0.25 --j---- - -- `---; - - - L 1, 0.15 -- .-_ 0.1 ' 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1 1 Post-Development Condition Type 1124-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD@ 9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 68 Summary for Pond CB5: Catch Basin t Inflow Area = 0.174 ac, 84.05% Impervious, Inflow Depth = 4.70" for 25-Year Storm event ' Inflow = 1.31 cfs @ 11.95 hrs, Volume= 0.068 of Outflow = 1.31 cfs @ 11.95 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min Primary = 1.31 cfs @ 11.95 hrs, Volume= 0.068 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs t Peak Elev= 128.90' @ 11.95 hrs Device Routing Invert Outlet Devices , #1 Primary 128.20' 12.0" Round Culvert L= 27.7' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 127.63' S= 0.02067' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.31 cfs @ 11.95 hrs HW=128.90' (Free Discharge) , t-1=Culvert (Inlet Controls 1.31 cfs @ 2.24 fps) Pond C1135: Catch Basin ' Hydrograph 0Inflow ' isi c. ! OPnmary "dInflow Are6=0:174 ac -----------------0 ea ev_ :12. Round Culvert ' 3 n=0.013 L=27:7 $=0.02O&T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 ' Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 02009 HydroCAD Software Solutions LLC Page 69 ' Summary for Pond DMH1: Drain Manhole ' Inflow Area = 0.187 ac,100.00% Impervious, Inflow Depth > 5.16" for 25-Year Storm event Inflow 1.46 cfs @ 11.95 hrs, Volume= 0.081 of Outflow = 1.46 cfs @ 11.95 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min t Primary = 1.46 cfs @ 11.95 hrs, Volume= 0.081 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.54' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 125.80' 12.0" Round Culvert ' L= 58.8' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.20' S= 0.01027' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.46 cfs @ 11.95 hrs HW=126.54' (Free Discharge) t1=Culvert (Inlet Controls 1.46 cfs @ 2.32 fps) Pond DMH1: Drain Manhole Hydrograph ®Inflow 1,46 n. ©Pnmary °s " Inflow Area-0:187 ac Peak Elev=126'.54' 12,0" Rotund Culvert n=0.013 L=5:8:8' ' $=0.010,2117" o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Post-Development Condition Type // 24-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Page 70 Summary for Pond DMH3: Drain Manhole ' Inflow Area = 0.510 ac, 94.54% Impervious, Inflow Depth > 5.01" for 25-Year Storm event ' Inflow = 3.92 cfs @ 11.95 hrs, Volume= 0.213 of Outflow = 3.92 cfs @ 11.95 hrs, Volume= 0.213 at, Atten= 0%, Lag= 0.0 min Primary = 3.92 cfs @ 11.95 hrs, Volume= 0.213 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs 1 Peak Elev= 127.73' @ 11.95 hrs Device Routing Invert Outlet Devices , #1 Primary 125.50' 12.0" Round Culvert L= 15.6' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.20' S= 0.0192T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.92 cfs @ 11.95 hrs HW=127.72' (Free Discharge) t1=Culvert (Inlet Controls 3.92 cfs @ 4.99 fps) Pond DMH3: Drain Manhole Hydrograph ®Inflow ' --------- -- asz r - - OO Primary 4 ' dInflowu Area-O:510 ac _ 12 Peak Eldv=127' 73 ' 3 0 i Round Culvert n 0 013 2 LL L1,5 6; 0 ,1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Paae 71 ' Summary for Pond DMH4: Drain Manhole Inflow Area = 0.414 ac, 93.28% Impervious, Inflow Depth > 4.97" for 25-Year Storm event Inflow 3.18 cfs @ 11.95 hrs, Volume= 0.172 of Outflow = 3.18 cfs @ 11.95 hrs, Volume= 0.172 at, Atten= 0%, Lag= 0.0 min ' Primary = 3.18 cfs @ 11.95 hrs, Volume= 0.172 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 128.23' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.60' 12.0" Round Culvert ' L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.60' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=3.17 cfs @ 11.95 hrs HW=128.23' (Free Discharge) t1=Culvert (Inlet Controls 3.17 cfs @ 4.04 fps) ' Pond DMH4: Drain Manhole Hydrograph ®Inflow ©Primary ___1--'"__'____�_ - •--';--_ - 3.10 ________ _ __ - - - __ Inflow Area=04x ';14 ac 3 li Peak Elev=128'.23' ■ ;12.0 ■ - -- - --- --- Round Culvert 2- n 0.013 IL=10A 10' --- - ' S 0 0100 '/' OL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall--5.40" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 72 Summary for Pond P1: Detention Pond ' Inflow Area = 0.808 ac, 82.87% Impervious, Inflow Depth > 4.72" for 25-Year Storm event ' Inflow = 5.91 cfs @ 11.95 hrs, Volume= 0.318 of Outflow = 3.44 cfs @ 12.04 hrs, Volume= 0.293 af, Atten= 42%, Lag= 5.1 min Discarded = 0.04 cfs @ 12.04 hrs, Volume= 0.011 of Primary = 3.40 cfs @ 12.04 hrs, Volume= 0.281 of ' Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.80' @ 12.04 hrs Surf.Area= 1,641 sf Storage= 3,649 cf ' Plug-Flow detention time= 99.3 min calculated for 0.292 of(92% of inflow) Center-of-Mass det. time= 55.8 min ( 809.8 - 754.0 ) ' Volume Invert Avail.Storage Storage Description #1 124.00' 5,803 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 983 0 0 ' 126.00 1,436 2,419 2,419 128.00 1,948 3,384 5,803 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 1.020 in/hr Exfiltration over Surface area #2 Primary 125.00' 12.0" Round Culvert L= 61.3' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 123.89' S= 0.0181 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Device 1 125.00' 20.0 deg Sharp-Crested Veerrrap Weir C= 2.69 ' iscarded OutFlow Max=0.04 cfs @ 12.04 hrs HW=126.78' (Free Discharge) t1=ExHitration (Exfiltration Controls 0.04 cfs) -13=Sharp-Crested Veerrrap Weir (Passes 0.04 cfs of 2.00 cfs potential flow) Primary OutFlow Max=3.38 cfs @ 12.04 hrs HW=126.78' (Free Discharge) ' L2=Culvert (Inlet Controls 3.38 cfs @ 4.30 fps) 1 1 Post-Development Condition Type 11 24-hr 25-Year Storm Rainfall=5.40" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Paae 73 Pond P1: Detention Pond Hydrograph --- --'-.i . - - -- -- - - -- ---- t-- --- --- -- -t--- --- --- ,. n ©P now ssf a: - - � � ;� � �: �� � �' Outflow i -- -- - - -- - - __ - __ - i iscarded L flow Area 0:808 at Primary 6 Peak Elev-126;80' ----- ----- -- - -- --- -- = - -- - Storage ;-3,649 cf 4 _pan f.i I 1 ____ __ __ - - ' *-- __ —__ ---------------------- __ ___ __ _ 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Paae 74 Time span=1.00-30.00 hrs, dt=0.05 hrs, 581 points , Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PWS-1A: Proposed Runoff Area=8,660 sf 88.72% Impervious Runoff Depth=6.31" Tc=5.0 min CN=95 Runoff=1.95 cfs 0.104 of Subcatchment PWS-1B: Proposed Runoff Area=3,604 sf 100.00% Impervious Runoff Depth>6.66" ' Tc=5.0 min CN=98 Runoff=0.82 cfs 0.046 of Subcatchment PWS-1C: Proposed Runoff Area=4,553 sf 100.00% Impervious Runoff Depth>6.66" , Tc=5.0 min CN=98 Runoff=1.04 cfs 0.058 of Subcatchment PWS-1D: Proposed Runoff Area=4,168 sf 100.00% Impervious Runoff Depth>6.66" ' Tc=5.0 min CN=98 Runoff=0.95 cfs 0.053 of Subcatchment PWS-1E: Proposed Runoff Area=3,244 sf 100.00% Impervious Runoff Depth>6.66" ' Tc=5.0 min CN=98 Runoff=0.74 cfs 0.041 of Subcatchment PWS-1F: Proposed Runoff Area=7,599 sf 84.05% Impervious Runoff Depth=6.19" Tc=5.0 min CN=94 Runoff=1.70 cfs 0.090 of , Subcatchment PWS-1G: Proposed Runoff Area=7,201 sf 100.00% Impervious Runoff Depth>6.66" Tc=5.0 min CN=98 Runoff=1.65 cfs 0.092 of ' Subcatchment PWS-1H: Proposed Runoff Area=4,813 sf 0.00% Impervious Runoff Depth=3.96" Tc=5.0 min CN=74 Runoff=0.78 cfs 0.036 of ' Subcatchment PWS-2: Proposed Watershed Runoff Area=3,610 sf 0.61% Impervious Runoff Depth=3.96" Tc=5.0 min CN=74 Runoff=0.58 cfs 0.027 of Reach DP-1: Highland Avenue Closed Drainage System Inflow=5.64 cfs 0.481 of Outflow=5.64 cfs 0.481 of Reach DP-2: Offsite Low Point(Ravenna/Savona Street) Inflow=0.58 cfs 0.027 of ' Outflow=0.58 cfs 0.027 of Pond 6P: Drain Manhole Peak EIev=130.94' Inflow=6.90 cfs 0.380 of ' 12.0" Round Culvert n=0.013 L=7.5' S=0.0133'/' Outflow=6.90 cfs 0.380 of Pond CB1: Catch Basin Peak Elev=127.33' Inflow=0.82 cfs 0.046 of ' 12.0" Round Culvert n=0.013 L=88.5' S=0.0102 '/' Outflow=0.82 cfs 0.046 of Pond CB2: Catch Basin Peak Elev=126.74' Inflow=1.04 cfs 0.058 of ' 12.0" Round Culvert n=0.013 L=23.1' S=0.0100'P Outflow=1.04 cfs 0.058 of Pond CB3: Catch Basin Peak EIev=126.38' Inflow=0.95 cfs 0.053 of 12.0" Round Culvert n=0.013 L=19.8' S=0.0101 T Outflow=0.95 cfs 0.053 of ' Pond CB4: Catch Basin Peak EIev=127.41' Inflow=0.74 cfs 0.041 of 12.0" Round Culvert n=0.013 L=15.9' S=0.0101 T Outflow=0.74 cfs 0.041 of ' 1 Post-Development Condition Type /124-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HvdroCAD Software Solutions LLC Page 75 ' Pond CBS: Catch Basin Peak EIev=129.03' Inflow=1.70 cfs 0.090 of 12.0" Round Culvert n=0.013 L=27.7' S=0.0206'P Outflow=1.70 cfs 0.090 of ' Pond DMH1: Drain Manhole Peak Elev=126.69' Inflow=1.86 cfs 0.104 of 12.0" Round Culvert n=0.013 L=58.8' S=0.0102 '/' Outflow=1.86 cfs 0.104 of Pond DMH3: Drain Manhole Peak EIev=128.85' Inflow=5.04 cfs 0.276 of 12.0" Round Culvert n=0.013 L=15.6' S=0.01927' Outflow=5.04 cfs 0.276 of ' Pond DMH4: Drain Manhole Peak Elev=128.97' Inflow=4.09 cfs 0.223 of 12.0" Round Culvert n=0.013 L=100.0' 5=0.0100 T Outflow=4.09 cfs 0.223 of Pond P7: Detention Pond Peak Elev=127.34' Storage=4,580 of Inflow=7.68 cfs 0.416 of Discarded=0.04 cfs 0.015 of Primary=4.05 cfs 0.376 of Outflow=4.10 cfs 0.391 of Total Runoff Area= 1.089 ac Runoff Volume =0.548 of Average Runoff Depth = 6.04" ' 22.32% Pervious= 0.243 ac 77.68%Impervious=0.846 ac 1 1 t Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 ' HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment PWS-1A: Proposed Watershed #1A ' Runoff = 1.95 cfs @ 11.95 hrs, Volume= 0.104 af, Depth= 6.31" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 977 74 >75% Grass cover, Good, HSG C * 303 98 Concrete Sidewalk, HSG C ' * 7,380 98 Bit. Conc. Parking Area, HSG C 8,660 95 Weighted Average 977 11.28% Pervious Area ' 7,683 88.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1A: Proposed Watershed #1A ' Hydrograph ` ©R 2 issa Type 1124=hr, 100 Year Storm Rai6fall=6.90" ' Rtanoff''',Area=8,660 sf Runoff Volume=0.104 of ' Runoff Depth=;6.31;, Tc--,5.0 min- N=95 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 A 29 30 Time (hours) 1 1 ' Post-Development Condition Type // 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Paae 77 Summary for Subcatchment PWS-1 B: Proposed Watershed #1 B Runoff = 0.82 cfs @ 11.95 hrs, Volume= 0.046 af, Depth> 6.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 3,319 98 Bit. Conc. Parking Area, HSG C 285 98 Conc. Sidewalk, HSG C 3,604 98 Weighted Average 3,604 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) t5.0 Direct Entry, Subcatchment PWS-1 B: Proposed Watershed #1B ' -- ---- Y 9 P - --- --- --- -- - --- -- 0.9 O Runoff 082 d - -- -' 0.e ! Type II 24-hr 100-Year Storm 0.75 4 Rainfall=6.90" 0.7 ' rea 3 604 sf 0.65. - Ru ._- os noffUo ume 0.046 of 0.55 Runoff_Depth>6 66`' - Tic0 min 5. 30.45 o CN. 98 , 0.35 0.25 - --;-- -- 0.2 0.15 __- 0.1 0.05 - ... . 0 - - - 1 2 3 4 5 6 7 8 9 10 i t 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r Post-Development Condition Type // 24-hr 100-Year Storm Rainfall=6.90" r Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 78 Summary for Subcatchment PWS-1 C: Proposed Watershed #1C r Runoff = 1.04 cfs @ 11.95 hrs, Volume= 0.058 at, Depth> 6.66" r Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description r * 4,260 98 Bit. Conc. Parking Area, HSG C * 293 98 Conc. Sidewalk, HSG C r 4,553 98 Weighted Average 4,553 100.00% Impervious Area Tc Length Slope Velocity Capacity Description r (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, r Subcatchment PWS-1C: Proposed Watershed #1C Hydrograph r T' r ype II 24 hr 100= 7 .Year $form" R6infall=6.90" Runoff''Aiea=4,553 sf Runoff Volume=0.058 of r Runoff Depth>:6.66" Tc 5.0 min r o LL CN-98 r 0L, ILL - -- - - r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r 1 ' Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 02009 HydroCAD Software Solutions LLC Page 79 ' Summary for Subcatchment PWS-1 D: Proposed Watershed #1 D ' Runoff = 0.95 cfs @ 11.95 hrs, Volume= 0.053 af, Depth> 6.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 4,074 98 Bit. Conc. Parking Area, HSG C ' 94 98 Conc. Sidewalk, HSG C 4,168 98 Weighted Average 4,168 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 D: Proposed Watershed #1 D ' Hydrograph -.- -- - - - -_ 1 095 da I I I I ' Type II 24=hr, 100'-Yeah Storm Rainfall=6.90" Runoff'',Area=4,1;68 sf Runoff Volume=0.053 of Runoff Depth>4.6V ' aI T6='5.0 min a LLI CN—_98 0 -.- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type // 24-hr 100-Year Storm Rainfall=6.90" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 80 Summa for Subcatchment PWS-1 E: Proposed Watershed #1 E Summary P ' Runoff = 0.74 cfs @ 11.95 hrs, Volume= 0.041 af, Depth> 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 3,244 98 Bit. Conc. Parking Area, HSG C 3,244 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (Cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 E: Proposed Watershed #1E ' Hydrograph . . 0.8 ,. ... _ 0.75-- Type i II,24 hr 1 Ye ar Storm 0.7 Ra8= 90" 0.65R noff Area ,24s 0.6 0.55 R0noff Volume=,0.041 of .- , os _ Runoff Depth>6 66"_ 0.45 Tc ,5.0 min- t 0 0.4 CN-98 0.35 0.3-- 0.25: .3 0.25 0.2 j_ j._ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 ' Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 81 ' Summary for Subcatchment PWS-1 F: Proposed Watershed #1 F Runoff = 1.70 cfs @ 11.95 hrs, Volume= 0.090 af, Depth= 6.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 1,212 74 >75% Grass cover, Good, HSG C ' 6,387 98 Bit. Conc. Parking Area, HSG C 7,599 94 Weighted Average 1,212 15.95% Pervious Area ' 6,387 84.05% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-1 F: Proposed Watershed #1F Hydrograph ora Type II 24hr 100=Year Storm Rainfall=6.90" RunoffArea=7,599 sf Runoff Volume=0.090 of Runoff DTct5 .0 mm s CN=94 1 2 3 4 5 6 7 8 9 10 11 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 I Post-Development Condition Type // 24-hr 100-Year Storm Rainfall=6.90" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 82 Summary for Subcatchment PWS-1G: Proposed Watershed #1G ' Runoff = 1.65 cfs @ 11.95 hrs, Volume= 0.092 af, Depth> 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 7,201 98 Roofs, HSG C 7,201 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1G: Proposed Watershed #1G ' Hydrograph ©RunaH ' ' I 1,65 cfs' I I I I I I Type II 24=hr, 100=Year Storm Rainfa,l l=6.90" ' Ru'n6ffArea=7,201, if Runoff Volume=0.092 of - -- - - 6" � 1 r Runoff Depth>6.1i ' Tc=:5.0 min LL CN-_98 1 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) ' Post-Development Condition Type 1124-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 83 ' Summary for Subcatchment PWS-1 H: Proposed Watershed #1 H ' Runoff = 0.78 cfs @ 11.96 hrs, Volume= 0.036 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 4,626 74 >75% Grass cover, Good, HSG C * 187 85 Rip Rap Slopes HSG C 4,813 74 Weighted Average 4,813 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Subcatchment PWS-1 H: Proposed Watershed #1 H i- - - rograp - - -. . Runoff 0.85 � C7 1.o>a , TYPe 11'',24 hr 10 _ - 0.8 0.75 0 Year Storm 0.7 Ramfa11-6.90," Ii 0s5 _iRunoff-Area 4,813 sf_ ' os _ Runoff Volume 0 036 of-- 0.55 Runoff Depth _ s„_ _ 0.5 _ _ _ _ __ ___ _ __ ' — 0.45 Tc50m)n 0.4 i _ CN=74 LL 035 ' 0.3 0.25 0.2 0.15 0.05 -- -I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type //24-hr 100-Year Storm Rainfall=6.90" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 84 Summary for Subcatchment PWS-2: Proposed Watershed 2 ' Runoff = 0.58 cfs @ 11.96 hrs, Volume= 0.027 af, Depth= 3.96" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Storm Rainfall=6.90" Area (sf) CN Description 3,588 74 >75% Grass cover, Good, HSG C 22 98 Retaining Wall, HSG C t 3,610 74 Weighted Average 3,588 99.39% Pervious Area 22 0.61% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, ' Subcatchment PWS-2: Proposed Watershed 2 ' Hydrograph 0.65 T e II'24 hr 100 Year o R��off o.s °se '° oss yP Storm- - Rainfall-6.90" 0.5 Runoff Area , - � 3,610 sf o.as Ru'noffYolume p.027 af__ 0.a a 6�r - P . ' - _Runoff De th 3 9 0.35 Tc 5.0 min s 0.3 CN--74 LL 0.25- 0.2 .25 0.2 i 0.15- 0.1- F .15 0.1 0.05 .. ..'. - .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 ' Post-Development Condition Type 1124-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Pape 85 iSummary for Reach DP-1: Highland Avenue Closed Drainage System ' Inflow Area = 1.006 ac, 84.03% Impervious, Inflow Depth > 5.73" for 100-Year Storm event Inflow 5.64 cfs @ 11.98 hrs, Volume= 0.481 of Outflow = 5.64 cfs @ 11.98 hrs, Volume= 0.481 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Reach DP-1: Highland Avenue Closed Drainage System Hydrograph ; p Inflow 6 J ! ! = 4 a c s.s a na ❑OUIflOW Inflow Area '1 4 m 0 3- 2- 0 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 r Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" , Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD@ 9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 86 Summary for Reach DP-2: Offsite Low Point (Ravenna/Savona Street) r Inflow Area = 0.083 ac, 0.61% Impervious, Inflow Depth = 3.96" for 100-Year Storm event r Inflow = 0.58 cfs @ 11.96 hrs, Volume= 0.027 of Outflow = 0.58 cfs @ 11.96 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs r Reach DP-2: Offsite Low Point (Ravenna/Savona Street) H--dro raph --r--r----------r---;--------------- ----------------- � 0.65 .- - ' - ----r____________ _ _ ___ ____ ___ _ _ ___ --- ose o�n Outflow 06- ' i , .. , . .. - -- D Or inflow;Area=O 083 ac 0.55 =' - --- �- ----F--�-- -i---t— �- ---- --- -- --------- ----a _ _-------- - -- ---,---- -- --- --- --- 0.5 __ __ --------- _ ----- 0.45 _ - - __ r �u 0.35 0 0.3 _ ___________ --------- 0.25- 0.27 ' ____0.25 0.15- 0.1 .15 . 0.05 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time. (hours) r r r r r r 1 Post-Development Condition Type //24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 @ 2009 HvdroCAD Software Solutions LLC Page 87 Summary for Pond 6P: Drain Manhole ' Inflow Area = 0.697 ac, 96.01% Impervious, Inflow Depth > 6.54" for 100-Year Storm event Inflow 6.90 cfs @ 11.95 hrs, Volume= 0.380 of Outflow = 6.90 cfs @ 11.95 hrs, Volume= 0.380 af, Atten= 0%, Lag= 0.0 min Primary = 6.90 cfs @ 11.95 hrs, Volume= 0.380 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 130.94' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 125.10' 12.0" Round Culvert ' L= 7.5' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.00' S= 0.0133 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=6.90 cfs @ 11.95 hrs HW=130.94' (Free Discharge) t1=Culvert (Inlet Controls 6.90 cfs @ 8.79 fps) Pond 6P: Drain Manhole Hydrograph ® nflow 4- _ ;_ ! ss° h -. i � LPrimary 7 6.90 Area=0:697 ac 8 Peak Elev=130. ^ Round CUIVer - .� 5 vert- ' n=0.013 LL L=7V 1 ' S=0.013177 3 �/+ z_ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type //24-hr 100-Year Storm Rainfall=6.90" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @ 2009 HydroCAD Software Solutions LLC Paae 88 Summary for Pond CB1: Catch Basin ' Inflow Area = 0.083 ac,100.00% Impervious, Inflow Depth > 6.66" for 100-Year Storm event ' Inflow = 0.82 cfs @ 11.95 hrs, Volume= 0.046 of Outflow = 0.82 cfs @ 11.95 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 11.95 hrs, Volume= 0.046 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs ' Peak Elev= 127.33' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 126.80' 12.0" Round Culvert L= 88.5' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 125.90' S= 0.0102 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=0.82 cfs @ 11.95 hrs HW=127.33' (Free Discharge) , t1=Culvert (Inlet Controls 0.82 cfs @ 1.95 fps) Pond CB1: Catch Basin ' Hydrograph - - --_4 4 4 - 0 Prima. 0.9 oV n 0 Primary ' 0.65 082 dInflow-Area 0' 083-ac 06 Peak Elev 0.75 � 12T33' - 0.7 0.65 -i12�0" 0.6 _ vert 0.55 Round Cul , 0s n 0 093 - 0.45 rE 0.4 L"8: 5 0.35 0.3 .- 0.25 -0.010 -- _- -- - 0.2 0.15 -- a 0.05 t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 Post-Development Condition Type 1124-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 ©2009 HvdroCAD Software Solutions LLC Page 89 ' Summary for Pond CB2: Catch Basin ' Inflow Area = 0.105 ac,100.00% Impervious, Inflow Depth > 6.66" for 100-Year Storm event Inflow 1.04 cfs @ 11.95 hrs, Volume= 0.058 of Outflow 1.04 cfs @ 11.95 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Primary 1.04 cfs @ 11.95 hrs, Volume= 0.058 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.74' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 126.13' 12.0" Round Culvert ' L= 23.1' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.90' S= 0.0100 '! Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.04 cfs @ 11.95 hrs HW=126.74' (Free Discharge) L1=Culvert (Inlet Controls 1.04 cfs @ 2.09 fps) ' Pond CB2: Catch Basin Hydrograph - FM n6ow ' ioa c., OPnmary Inflow Area=0:105 as ;Peak Elev=126',.74' :12.0 Round Culvert 0 n=0.0'13 LL L=23:1' $40 0100 '! 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" r Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 90 Summary for Pond CB3: Catch Basin r Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth > 6.66" for 100-Year Storm event r Inflow = 0.95 cfs @ 11.95 hrs, Volume= 0.053 of Outflow = 0.95 cfs @ 11.95 hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min Primary = 0.95 cfs @ 11.95 hrs, Volume= 0.053 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs r Peak Elev= 126.38' @ 11.95 hrs Device Routing Invert Outlet Devices r #1 Primary 125.80' 12.0" Round Culvert L= 19.8' CPP, projecting, no headwall, Ke= 0.900 r Outlet Invert= 125.60' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow, Max=0.95 cfs @ 11.95 hrs HW=126.38' (Free Discharge) r t1=Culvert (Barrel Controls 0.95 cfs @ 2.92 fps) Pond CB3: Catch Basin ' Hydrograph ©0Primary ` Inflow Area-0.096 a6 :Peak Elev=126'.38' , 112.0"; Rdund Culvert r n=0.013 L=T98' r $=0.0101 ;'/' 0 r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 r r i ' Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 91 Summary for Pond C64: Catch Basin ' Inflow Area = 0.074 ac,100.00% Impervious, Inflow Depth > 6.66" for 100-Year Storm event Inflow 0.74 cfs @ 11.95 hrs, Volume= 0.041 of Outflow = 0.74 cfs @ 11.95 his, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.74 cfs @ 11.95 hrs, Volume= 0.041 of ' Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.41' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 126.90' 12.0" Round Culvert L= 15.9' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 126.74' S= 0.0101 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=0.74 cfs @ 11.95 hrs HW=127.41' (Free Discharge) 't--I=Culvert (Barrel Controls 0.74 cfs @ 2.70 fps) ' Pond C1134: Catch Basin Hydrograph -_. - o.�a re -In 110W /Y - 0 Prima ' 0.8 - .- IMlowry 0.75 """' req 0 074 ac ' 0.7 - - - 0.65 Peak 41 Elev 127: ' 0.6 2.0"i ' 0.55 0.5- Round Culvert-- 0.45 - , o.a n 0 0-13. .. 0.35 L , 159'_ 0.25 ,__ 0 10.2 0.15 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1 1 1 Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 92 Summary for Pond CB5: Catch Basin Inflow Area = 0.174 ac, 84.05% Impervious, Inflow Depth = 6.19" for 100-Year Storm event ' Inflow = 1.70 cfs @ 11.95 hrs, Volume= 0.090 of Outflow = 1.70 cfs @ 11.95 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary = 1.70 cfs @ 11.95 hrs, Volume= 0.090 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 129.03' @ 11.95 hrs Device Routing Invert Outlet Devices ' #1 Primary 128.20' 12.0" Round Culvert L= 27.7' CPP, projecting, no headwall, Ke= 0.900 ' Outlet Invert= 127.63' S= 0.0206 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.70 cfs @ 11.95 hrs HW=129.03' (Free Discharge) ' t1=Culvert (Inlet Controls 1.70 cfs @ 2.44 fps) Pond CB5: Catch Basin Hydrograph 1 ! 0Inflow ' �o d. ! 1 ®Primary Inflow Area=0:174 ac Peak E1ev=129.03' ' !12.0• -- Round Culvert n=0.013 L=27:7' $=0.0206'',1/' 0 ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1 1 ' Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 93 Summary for Pond DMH1: Drain Manhole ' Inflow Area = 0.187 ac,100.00% Impervious, Inflow Depth > 6.66" for 100-Year Storm event Inflow 1.86 cfs @ 11.95 hrs, Volume= 0.104 of Outflow = 1.86 cfs @ 11.95 hrs, Volume= 0.104 af, Atten= 0%, Lag= 0.0 min Primary = 1.86 cfs @ 11.95 hrs, Volume= 0.104 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 126.69' @ 11.95 hrs ' Device Routing Invert Outlet Devices #1 Primary 125.80' 12.0" Round Culvert ' L= 58.8' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.20' S= 0.0102 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' PrimaryOutFlow Max=1.86 cfs @ 11.95 hrs HW=126.69' (Free Discharge) t1=Culvert (Inlet Controls 1.86 cfs @ 2.53 fps) ' Pond DMI-111: Drain Manhole Hydrograph i as fa ©Primary 2- Be� Inflows Area '0 187 aC Peak Elev=126'-69' 12.0" Ro;wnd Culvert - -------- - - - n=0.013 LLI L=58:8' 9=0.0102; Fl 11 , 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 � Post-Development Condition Type //24-hr 100-Year Storm Rainfall=6.90" r Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 94 Summary for Pond DMH3: Drain Manhole r Inflow Area = 0.510 ac, 94.54% Impervious, Inflow Depth > 6.50" for 100-Year Storm event r Inflow = 5.04 cfs @ 11.95 hrs, Volume= 0.276 of Outflow = 5.04 cfs @ 11.95 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 5.04 cfs @ 11.95 hrs, Volume= 0.276 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs r Peak Elev= 128.85' @ 11.95 hrs Device Routing Invert Outlet Devices r #1 Primary 125.50' 12.0" Round Culvert L= 15.6' CPP, projecting, no headwall, Ke= 0.900 r Outlet Invert= 125.20' S= 0.0192 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.04 cfs @ 11.95 hrs HW=128.85' (Free Discharge) r t1=Culvert (Inlet Controls 5.04 cfs @ 6.41 fps) Pond DMI-113: Drain Manhole r Hydrograph Fe—In-flo-w—i aPrimary Inflow Are6 '0 5;10 ac r Peak Elegy 128!.85 r 4 12.0.; Round Culvert r S 3 n=0.013 G LL - r L-1,5.' 2- $=10.0192N!$=0.0192N! r 0 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) r r r r Post-Development Condition Type //24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCADO 9.00 s/n 01924 ©2009 HydroCAD Software Solutions LLC Page 95 Summary for Pond DMH4: Drain Manhole ' Inflow Area = 0.414 ac, 93.28% Impervious, Inflow Depth > 6.46" for 100-Year Storm event Inflow 4.09 cfs @ 11.95 hrs, Volume= 0.223 of Outflow = 4.09 cfs @ 11.95 hrs, Volume= 0.223 af, Atten= 0%, Lag= 0.0 min ' Primary = 4.09 cfs @ 11.95 hrs, Volume= 0.223 of Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 128.97' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 126.60' 12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.60' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ' Primary OutFlow Max=4.08 cfs @ 11.95 hrs HW=128.97' (Free Discharge) t-1=Culvert (Inlet Controls 4.08 cfs @ 5.20 fps) ' Pond DMH4: Drain Manhole Hydrograph _.._ 4.as m. D Primary 4.0s�f. 4 Inf:Peak E1ev0128.97' 12.0 " 3- ' Round Culvert 2 n 0.013-- 1 LL L; 100.0' S=0.010,0 T 1 OL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) I , 1 Post-Development Condition Type // 24-hr 100-Year Storm Rainfall=6.90" ' Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD@ 9.00 s/n 01924 @2009 HydroCAD Software Solutions LLC Page 96 Summary for Pond P1: Detention Pond Inflow Area = 0.808 ac, 82.87% Impervious, Inflow Depth > 6.19" for 100-Year Storm event Inflow = 7.68 cfs @ 11.95 hrs, Volume= 0.416 of Outflow = 4.10 cfs @ 12.04 hrs, Volume= 0.391 at, Atten= 47%, Lag= 5.6 min Discarded = 0.04 cfs @ 12.04 hrs, Volume= 0.015 of Primary = 4.05 cfs @ 12.04 hrs, Volume= 0.376 of ' Routing by Stor-Ind method, Time Span= 1.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 127.34' @ 12.04 hrs Surf.Area= 1,780 sf Storage= 4,580 cf ' Plug-Flow detention time= 84.4 min calculated for 0.390 of(94% of inflow) Center-of-Mass det. time= 49.3 min ( 799.3 - 750.1 ) ' Volume Invert Avail.Storage Storage Description #1 124.00' 5,803 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 983 0 0 ' 126.00 1,436 2,419 2,419 128.00 1,948 3,384 5,803 Device Routing Invert Outlet Devices #1 Discarded 124.00' 1.020 in/hr Exfiltration over Surface area #2 Primary 125.00' 12.0" Round Culvert t L= 61.3' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 123.89' S= 0.0181 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior #3 Device 1 125.00' 20.0 deg Sharp-Crested Veerrrap Weir C= 2.69 ' israrded OutFlow, Max=0.04 cfs @ 12.04 hrs HW=127.33' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.04 cfs) ' 3=Sharp-Crested Vee/Trap Weir (Passes 0.04 cfs of 3.93 cfs potential flow) Primary OutFlow Max=4.04 cfs @ 12.04 hrs HW=127.33' (Free Discharge) ' t2=Culvert (Inlet Controls 4.04 cfs @ 5.14 fps) 1 Post-Development Condition Type 11 24-hr 100-Year Storm Rainfall=6.90" Prepared by Engineering Alliance, Inc. Printed 6/29/2017 HydroCAD®9.00 s/n 01924 ©2009 HydrOCAD Software Solutions LLC Page 97 1 Pond P1: Detention Pond 1 yrograph ` - se� - %-- - — - - -- Inflow --- ow- ® udl ® r 0 DO= ed n ovu ' �a 0 808 ' ®Primary 6 ,J Peak ie 027LL3, . ',... Storage_- , _ , 4 580 c� 6 none y G 4- 3- '3 . 2 11. -1 0 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 � 1 � 1 1 1 !1 1 � 1 �I 1 StStSt '0' 1 i / r � LIMIT OF ZONING DISTRICT(ZONE RI) LIMIT OF ZONING DISTRICT(ZONE 82) / v a P 'SA VONA STREET � 90 VNOE PUBLIC jmu�iaiaoo °ow-vo ooI NM I42 J Inv mm .a^.gyp vn o ESIGN POINT#2of MWSESM lT:RooYPAY \ - j C£ ^e�'n B(fT. 01{QRAY,b� ' r °� r A 4.168 S.F q = 3,244 S.F �4 RRpbmc �; V`gs � P 4,81 H e cN s6 c F. ' A 4,813 S.F i e° r q Tc 50 Min CN 98 ° aF.,�zq CN = 74 �, I Tc 5.0 Min •. �'g Tc = 5.0 Min i 3O r pv rl�a2�av +xsen-�� T' 3LOR 84.LS6 a. . '. ag IWN TXszO wT z-IzSe '�'-N�ewF 1 aao PARTIOT�- 9 i r .;' ` �� / f •:� Ixvoymlu�a wV .r.�sa�� : rixWir ee Bo TAREA�48 I#DSPs' :l ca �RR w d nom¢N'�"ox —r' - rJ / ✓ / ,; ' iL PWS-1 G t wr o wtRwx¢ w gR p S F _-E oraAr Danser ' wROF.osrzxnox PWS-1 F TW IN zsov / / :: Dunn. .yq 1t CN 98 1 t a Oso'mou[or mm to,trop saT.o<�oxo z .I ^'• l.; x o /I N IVIVNzx Tc = 5 0 Min ,.I� A CN7.5594$F m ' m-mrou uzv tgz n9 _ C PPO-�"sis .v r Rq� PW$-1C � � PROPOSED TOWNF RTIRE� ! Tc 50 Min "y,i`,� i?( ry w iir _� j3 W ✓ CN 98 # LY``i fl "(PFFE-1340 ❑ ,i j i "o I II els'eo d d e R sgocnwc tv�onil rrox-tzs oo axoo [ ++ m V y L ilI!?°w Vl n m a b F m _ O=DE Rw Yrttc•x•' Ixgo O�� N PWS 1A We*=1z?s3 t^x1tN 8 A = 8,660 5 F q +*,+ywauT s d / "/ Tc 5.0 Min. F4Yz u cAT¢vNz'.: CN = 95 Tc 5.0 Min a 3�' �' .�•-_� t _; Uzi — !,: w nfiA�+c#skOnil n � f; a a DESIGN POINT#1 _ __ A, �tidlxEl:T FRCP 4 ._. - ,�. /�/ I I ToxMSST mxFs' - RrTux cnssuuwArc"F -vs uATm rnn '••". -=f ��n •€ _- - VET e HIGHLAND s (STA WIDE—PUBLIC) + AVEN t — ♦ i „_ -,,..,,t_ 1946 STALE HIGHWAY LAYOUT � -+-� I _ _ I PROP,Tesn art(m ti arao V C +avn z"w a HORIZONTAL SCALE C -0 ' to It la to 90 n ) U y C y N H Iavarl '� E ' m zCL 0 LL � oa � c i! 1 APPENDIX C Best Management Practices Maintenance Plan 1 i BEST MANAGEMENT PRACTICES 1 MAINTENANCE PLAN ' forthe i ' PROPOSED TOWN FAIR TIRE located at 376 Highland Avenue ' (Tax Map 3 Lots 64,65 & Part Lot 63) Salem, Massachusetts 1 I Submitted to: City of Salem Planning Board 120 Washington Street Salem, Massachusetts 01970 1 Prepared for: Town Fair Tire Centers, Inc. 460 Coe Avenue East Haven, CT 06512 ' Prepared by i i 1 Engineering Alliance, Inc. Civil Engineering&Land Planning Consultants 194 Central Street 1950 Lafayette Road Saugus,MA 01906 Portsmouth,NH 03801 Tel:(781)231-1349 Tel:(603)610-7100 Fax:(781)417-0020 Fax:(603)610-7101 June 27, 2017 1 BEST MANAGEMENT PRACTICES MAINTENANCE PLAN i Engineering Alliance, Inc. has prepared the following plan for the proposed commercial development located ' at 376 Highland Avenue(Tax Map 3 Lots 64,65 and part of Lot 63) in Salem, Massachusetts to be incorporated into the construction documents for this project. This plan is broken into two major sections. The first section is construction-related erosion and sedimentation controls. The second section is devoted to ' a post-development operation and maintenance plan. Basic Information ' Owner: Town Fair Tire Centers, Inc. 460 Coe Avenue East Haven, CT 06512 ' Section 1 Construction Activities 1. Contact the Salem Conservation Commission at least three(3)days prior to start of construction. 2. The contractor shall only disturb the minimum area necessary. ' 3. The entire project area shall be swept upon completion of construction and prior to removal of the erosion control devices. 1 Section 2 Post-Development Activities ' 1. Paved Areas-Paved areas shall be swept by street sweepers periodically during dry weather to remove excess sediments, reducing the amount of sediments that the drainage system will have to remove from the runoff. Salt for de-icing on the paved areas during the winter months should be limited as much as possible, as this will reduce the need for removal and treatment. Sand containing ' the minimum amount of calcium chloride (or approved equivalent)needed for handling may be i applied as part of the routine winter maintenance activities. 2. Catch Basins - Inspect or clean shallow basins at least four times per year and at the end of the foliage and snow-removal seasons. Sediments must also be removed four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. 3. Sediment Forebay—The sediment forebay shall be inspected monthly and cleaned a minimum of four times annually. The floor and sidewalls of the sediment forebay shall be stabilized following ' cleaning and before making it operational. Any existing vegetation damaged by the removal of the sediment shall be replaced by either reseeding or re-sodding methods. When reseeding, practices such as hydro-seeding with a tackifier, blanket or similar practice shall be incorporated to ensure that no scour occurs in the forebay. 4. Detention Basin—The detention basin shall be inspected twice annually for evidence of clogging or excessive outflow release velocities. The side slopes, embankment, and immediate surrounding areas shall be mowed and cleaned of trash and debris twice annually. Any accumulated sediment ' shall be removed and disposed of in compliance with local, state, and federal guidelines once every 5 years. 5. Snow removal and storage-Plowed snow shall be placed in the pervious area located within and surrounding the parking area where it can slowly infiltrate. Sediments shall be removed from this area every spring. When the amount of snow exceeds the capacity of the snow storage areas, it shall be removed from the site and disposed of properly immediately after each storm at the owner's ' expense. 6. Maintenance Responsibilities-All post construction maintenance activities should be documented and kept on file and made available to the Conservation Commission or Planning Board upon request. All post construction maintenance activities shall survive the conditions of approval and shall run with the title of the property. I All structural BMP's as identified on the site plans will be owned and maintained by the owner of the property. Amanda Chiancola From: Amanda Chiancola Sent: Thursday, June 29, 2017 5:51 PM To: George Atkins Subject: few questions Hi Attorney Atkins, Could you send me an electronic version of the submittal? In addition to the more detailed narrative, I briefly went through the application and I have a few questions/comments: Can you explain why 54 parking spaces are proposed (more than the required 48)? If you can reduce the number of parking spaces,you could increase the green space and/or the pervious space which would help with stormwater. It would be great to make this a lower impact development, if feasible. I assume the dumpster will be visible from Savona Street, if so it will need to be screened. Please provide a detail of the proposed screen.The health agent would likely require screening regardless. What is the height of the retaining wall? The board is likely going to request the plans identify 1 foot contour lines,so as you reprint the plans please update the contours. Please have the project civil engineer provide a narrative of how the project complies with Chp 37: Stormwater Permit. The second note under the land use table on Sheet C-3 says to see sheet L-1 entitled landscaping plan,for landscaping details. I assume that is the plan that is forthcoming? The below google image is what the abutting residences on Ravenna currently look at.The plans show that this area will be left open. I think you should consider planting some trees along this street (not taking away from the current proposed, but add in addition to).The board needs to evaluate the adequacy of the type quality and quantity of landscaping to promote an aesthetically pleasing environment and to properly screen from adjacent land uses. As proposed,this property line does not appear to be adequately screened.Some street trees would go a long way in creating an aesthetically pleasing environment. t )1 2 s Ilk JWKM 4 V`W i n, r�` 3` g�•� "'£ n.mss•+. - MEMO +w r ' 1• �y� µl Y 4 . 4v � � � e� a � dart'.,.,.. ;. dl ' ��•C .,.,yy ,,,., �. � w- �.>A¢..e �3, t' C.l .e.�, Art- • I I I • • I I .I • •• • I • I I• 1 • II• X1 ' 1 4" CEMENT CONCRETE (6" THICK IN VEHICULAR AREAS) CURB VARIES W.W. MESH VERTICAL _ FINISH GRANITE CURB 1 1/2" BITUMINOUS SURFACE COURSESEE SHEET MAX. GRADE NPE_�/g DIMENSIONS C-3 FOR SIGN 6" REVEAL 1.59 (MAX.) 2" BITUMINOUS BINDER COURSE FINISH1.0% (MIN.) TREATMENT VARIES 0 0 0 0 0 Op 0 0 0 0 0o v PAVEMENT x x o 0 0 o p v opo 0 o0 0 6" COMPACTED PROCESSED GRAVEL OR RECLAIMED 0 ( " TACK COAT ��o0 0 CPO O o 0 opo BASE COURSE (MHD M1.03.1) f ' g 0 00 12 00 p op o 0 (MIN.) BIT. CONCRETE PAVEMENT O O / TOP COURSE (1 " MIN.) ° o o ° 0 0 o p ° 6" COMPACTED GRAVEL BORROW SUBBASE COURSE SLOPE VARIES— 800 0 0 0o 000 op�� (MHD M1.03.0) 0 = EXISTING ; `^ •w. cO SURFACE e COMPACTED SUBGRADE \/ \ °° 01 LL 00 COMPACTED SUBGRADE G ' " z 8 COMPACTED GRAVEL a 7 _0 " 2"x2"x8'-0" 0 °o-°0 - A . SQUARE STEEL SIGN a/ SAWCUT EXCISTING r SECTION °D y Q. " BIT. PAVEMIENT AND 8'-6" POST v EXPANSION �/ " . : ° TACK COATf EDGE w ' 2'MIN. SEALANT JOINT �/ ° O NOTES: ° 1. NEW STANDARD PAVEMENT SHALL CONSIST OFA 3-1/2" TOTAL THICKNESS IN ALL PAVED AREAS OF LANDSCAPED SURFACE (MEN o ° 0 CEMENT CONCRETE 5'MAX. REQ D) \ ° 0 �0, °° (3000 PSI-TYPE �) MASSHIGHWAY CLASS 1, TYPE 1 BITUMINOUS CONCRETE APPLIED IN TWO COURSES, ONE 1-1/2 SURFACE 0 ° COURSE OVER ONE 2" BINDER COURSE OVER A 12" GRAVEL OR RECLAIMED BASE AND SUBBASE COURSE. \ \ 0 ° ° COMPACT THE UPPER 12" OF PAVEMENT SUBGRADE, BASE COURSE, PAVEMENT BINDER AND SURFACE NOTES: _ \ 0 �a tt�.°° � 0° �0 �° COURSES TO 95 PERCENT OF MAXIMUM DENSITY, AS DETERMINED FOR EACH MATERIAL BY THE APPLICABLE TOP OF CURB 00 °` TEST METHODS. 1. PROVIDE EXPANSION JOINTS AT 1/2"' ' `/ 0 0 ��°° �' MIN. 30 FT. O.C. WITH PRE- / //�//// COMPACTED 2. OWNER'S ENGINEER RESERVES THE RIGHT TO REQUEST COMPACTION TESTS AND/OR CORE SAMPLES. IF ;a 4 ROADWAY MOULDED JOINT FILLER. CONCRETE �/ \/ �/i ��i\\`�l I'_6" ✓ice/.✓�,,/�,, i GRAVEL BASE TESTS ARE BEYOND THOSE REQUIRED BY THE SPECIFICATIONS AND PROVE CORRECT PER ABOVE :° SIDEWALK SPECIFICATION, TESTS WILL BE AT THE EXPENSE OF THE OWNER, OTHERWISE THE CONTRACTOR WILL BELl 2 JOINTS AT 6PROVIDE N 0 CL. 1/2" PREFORMED 6" 6" \12"f RESPONSIBLE FOR TESTING COST. . .°a EXPANSION 3. PAVEMENT SECTIONS ARE SUBJECT TO CHANGE AND WILL BE BASED ON THE RESULTS OF FURTHER 3. PROVIDE BROOM FINISH IN BLDG. FACE OPINT (MIN.) GEOTECHNICAL INVESTIGATIONS. DIRECTION PERPENDICULAR FIXED OBJECT TO CURB. JOINT DETAIL COMPACTED, o 4. CEMENT CONCRETE SHALL BE SUBGRADE 4000 PSI-TYPE �� CONCRETE SIDEWALK VERTICAL GRANITE CURB SET IN EXISTING PAVEMENT STANDARD PAVEMENT SECTION TYPICAL SIGN DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE ^" NOTE: PROP. 6-FT FENCE I ( k H _ (MIN.) STAMIPEDROVIDED FOR FlNAL DESIGN OFERAL MODULARRMATION WALL SYSTEM LIGHT POLE oO >+Z �� TO BE PROVIDED BY WALL MANUFACTURER BASED I I V U *3 C C TREATMENT VARIES rn� co tD ON GEOTECHNICAL ENGINEERS RECOMMENDATIONS. PROVIDE BASE C r o STEEL REINFORCED PRECAST VARIES COVER AS I I ;. ,° 'c Ln E 39-6" CAP FURNISHED BY POLE "— a 0 42 9 u_ CONCRETE CURB 1 MFG. LIGHT POLE BASES — ev 1" CHAMFER IN PARKING LOTTO 1 a a2. BE PAINTED •p IMPERVIOUS FILL YELLOW TACK COAT + - " MIN. 12 THICK +� o � N PROPOSED BIT. I a 1"J 3 T1ES ® 12" C.C. •L p� � m o CONC. PAVEMENT "� N z SLOPE VARIES INSTALL CEMENT CONCRETE APPROXIMATE = a 4-#5 VERTICAL-EQ. SPACED + o Q 3000 PSI-TYPE IF CURB r EXCAVATION LIMIT ( U \ NDN } C � � N ^ GEOSYNTHETIC z a io IS SET AFTER BINDER "<' 00 •�*' .� COURSE IS IN PLACE R 00 00 9" 9" MODULAR REINFORCEMENT g o FINISH GRADE w w U � rZ o°° .a:. d o CONCRETE FACING '> LA U- e} •• j� ° UNITS ULI ° ;.; s \ ° Cs „ sh Z \\ a 0 ° 0 0° °« o° A FREE DRAINING N CONDUIT SEE _ MATERIAL (3 C3v ELECTRICAL PLAN FOR ui I / 0 ° C� 0 ° " o ,,.:..:. 3 SIZE rn a ° °"� ° C�°°°0' 0 ++/ � m w GROUND ROD CONNECT 09 �/ 0 ° a 0 a 0 , %_ �� a m . I . TO INSIDE METAL POLE v ° p ,: as 0° C>° °°0 4"pppqzzat h e oLL. coNd \\ ° °° nt.% ° UNDERDRAIN U- +� N W 1 ° °��//�// r./i/i/i. i i i./i/i. i (SLOPE TO +5 oc 0°� \\/�`� DRAIN) o 0 0 0 ` Q.. N } • �/ / // 1A 6" BY 2 " DOWEL SOCKETSuj --� 1 -6" �-- >` 1` d Z � ^ m SHALL BE FURNISHED AT ENDS OF ' a I t0 C uJ 0 LEVELING PAD < ° o -N Q 0 V � v ALL CURB SECTIONS TO RECEIVE BOLT LAYOUT & ;• I .— u, COMPACTED OR 6" 6" 6" " DIA. DOWEL COMPACTED UNDISTURBED 2'-0" MIN. MOUNTING () c to V PAINTED HANDICAP SYMBOL & TRAFFIC ARROW DETAIL SUBGRADE SUBGRADE PROCEDURE AS PER MFG. SPECS MIN. c� ( ) GRAVEL COMPACTED GR f0 BASE NOT TO SCALE SEGMENTAL BLOCK RETAINING WALL SECTION PLAN .� PRECAST CONCRETE CURB NOT TO SCALE NOS; O •�J NOT TO SCALE COMPACTED LIGHT POLE FOUNDATION DESIGN IS SUBJECT TO CHANGE _ E m SUBGRADE BASED ON FINAL POLE AND FIXTURE SELECTION AND CL •n r L GEOTECHNICAL SITE INVESTIGATION. x N 0 O m ry) 0 w ROUNDED CONCRETE CAP Z LIGHT POLE FOUNDATION G G � z NOT TO SCALE N - N CONCRETE FILL 23 0 QQ a a N Lu PAVED AREA LANDSCAPED AREA .p COMPACTED NEVER CUT LEADER COMMON FILL d� 6"DIA. STfEEL PIPE FILLED WITH GRANULAR FILL ORDINARY BORROW CONCRETE NT COLOR ITS •. SELECTED) BY IARCHIITECTco �\ III it #j j/. j[}{€5 ( �,�ffQ�� {� F t[ '2 ° ° ° /\ \ �� Jg� SAafi 4L6 iY gFi iil #' 9l id !`'aatPl�, # `': } U� 4(V C a ° ° O �$ DEPTH AND SURFACE a• S ° O TREATMENT VARIES 4" TO 6" OF ��o�►vo� Quo c FINISHED GRADE SURFACE ° COMPACTED g TREATMENT VARIES y cb °°5o DEPTH VARIES MAINTAIN ORIGINAL GRADE SCREENED TOPSOIL \ j OF ROOT FLARE AFTER (NO STONES LARGER . . o / O TRANSPLANTING AS EXISTED � � • i��� �� � a CAL NURS�gy THAN 1 1/4") -. � w O 0 9 ° ° KEEP MULCH FROM DIRECT WARNING TAPE �I�11�"�'I�II I • CONTACT WITH TRUNK I ; a °° �$ (WATER ONLY) -COMPACTED SUBGRADE BACK BURLAP 1/3 PRIOR TO C ° ° °° a REMOVE ROPE AND ROLL V o '0:$3:..° <�:pp ,�._• ° 3% MULCH ' •... 24 DIA. CONCRETE ENCASEMENT o a °:C?° tli .; NOTES: SIEVE %PASSING ••. COMPACTED 2 HIGH EARTH SAUCER N PI) / o :• n:a.. :: .. : a BACKFILL a ° _ 1.TOP OF LOAM TOPSOIL IS FINISHED GRADE. 1 1 4 INCH 100 .'• o_ w a .::04�' \ No.4 85-100 o_ o �/ .; ,-- ... �. �/ �+; �•,�, 2.TOPSOIL SHALL CONTAIN BETWEEN 5% AND 12% No.40 60-85 COMPACTED GRAVEL o a :°. °° HAND TAMPED HAUNCHING �}M. � "• : : v i� ���'_ i:y.� 't• �¢' PLANTING SOIL MIXTURE ORGANIC MATTER AND SHALL HAVE A MAXIMUM No.100 38-60 / •`5 p'. °°0, COMPACTED BEDDING .' STONE SIZE OF 1 1 4" AND SHALL CONFORM TO THE d o,•b / No.200 28-40 COMPACTED OR FOLLOWING GRADATION: � = c V \ z 0 ' UNDISTURBED SUBGRADE 3.PLANTING BEDS TO CONTAIN 12" MIN. COMPOSTED U io 18 EQUAL EQUAL EQUAL LOAM Q G COMPACTED _j SUBGRADE u m F= COMPAC1rED SUBGRADE SEEDED LAWN DETAIL F— 0 = z *OR PRECAST OPTION UTILITY TRENCH NOT TO SCALE .L Lu O BOLLARD NOT TO SCALE DECIDUOUS AND FLOWERING TREE DETAIL � o V Q NOT TO SCALE NOT TO SCALE tg Z CL � _ L EXIST. WATER MAIN NOTES: FINISH 1. ALL SECTIONS SHALL BE DESIGNED FOR INLET D A B INLET D A B GRADE HS-20 LOADING. NOTES: 8" 30" DIA. 8" NOTES: 2. COPOLYMER MANHOLE STEPS SHALL BE a S-s'f 3'-0' 2'-6' 8' 5'-0'r 6'-0' S'-0' ACCESS w FOR USE TO DRAIN INDOOR COVER 1. ALL SECTIONS SHALL BE DESIGNED FOR INSTALLED AT 12 O.C. FOR THE FULL 5' 31-610 5--0' 4-T 5-6x 5-6 4-V 4!-T AREAS ONLY. HS-20 LOADING. DEPTH OF THE STRUCTURE. � » MECHANICAL JOINT 3-6 x 3-6 4-0 3-0 6-0 f 4-0 3-6 FOR INLETS LARGER THAN 10 THE SEE �' • � • ' � 2. COPOLYMER MANHOLE STEPS SHALL TAPPING SLEEVE -------- 3. ALL EXTERIOR SURFACES SHALL BE GIVEN 3-6x 3-s 3-6 3-0 6-0x 6-0 3-0 2-6 DESIGN AND DIMENSIONS WILL BE PROPOSED WATER MAIN NOTE BE INSTALLED AT 12" O.C. FOR THE -------- TWO COATS OF BITUMINOUS WATER- � � � • 3-s x 3'-s 3-0 2-s 6-s r 3-6 3-0 DETERMINED FOR EACH PARTICULAR CASE ------ •: •= PROOFING MATERIAL 3-6 x 3!-6* 3'-0* 2'-6 6'-6x 6-6 3'-0 2,-6, PRE-CAST SEPARATORS ARE TO HAVE FULL DEPTH OF THE STRUCTURE. MECHANICAL JOINT / ALL SPECIFIED HOLES EITHER CORE- PUSH-ON JOINT TAPPING z� 4. JOINT SEALANT BETWEEN PRECAST SECTIONS 6 4-0r 5-0 4-s 10 5'-6'r 7'-6' s'-6" BORED OR CAST IN PLACE. 3. PROVIDE "V" KNOCKOUTS FOR PIPES WITH Z v o z m SHALL BE PREFORMED BUM RUBBER. 4'-0'x 4'-0' 4'-0' 3'-6' FINISH 2" MAX. CLEARANCE TO OUTSIDE OF PIPE. VALVE F=z t 6'-0 z 6'-0" 5'-6' 4'-6' GRADE 8" 24" DIA. 8" N 4'-6'r 4'-0' 3'-6' MORTAR ALL PIPE CONNECTIONS. z N � 5. STANDARD SEWER MANHOLE FRAME AND 4'-6'x 4'-6' 3'-6' 3'-0' ACCESS '�' STEPS, SEE COVER SHALL BE SET IN FULL MORTAR 6-0r 6-- 5-6 cc PLACE MASONRY BLOCK FRAME L)W a°- 6-0'r 3'-6' 3'-0" 4. JOINT SEALANT BETWEEN PRECAST U z NOTE 2 , BED. ADJUST TO GRADE WITH CLAY BRICK _ LL UNDER ACCESS PIPE ON Wow~ 5'-0'x 5'-0" 3'-W 2'-6' 6-6x 6-0 5-0 4-0 SEE NOTE 5. SECTIONS SHALL BE PREFORMED BUM O w AND MORTAR 2 BRICK COURSES COMPACTED FILL DO NOT REST VALVE BOX OR VALVE � ( r : RUBBER. ZO = ON VALVE INDICATOR POST AS REQUIRED ----------`------ TYPICALLY, 5 BRICK COURSES MAXIMUM) 5. DRAIN MANHOLE FRAME AND COVER r MECHANICAL JOINT 4' ROOF DRAIN ADJUST TO7- SHALL BE RADE WITH ET IN FULL MCLAY BRICK ORTAR •AND TAPPING SLEEVE MECHANICAL JOINT / v)o z 12 •° c PUSH-ON JOINT TAPPING Ir z Car 48" DIA. MANHOLE ; : 00<1m MORTAR (2 BRICK COURSES TYPICALLY, V VALVE y O W PORTLAND CEMENT MORTAR USED -F z m y PROPOSED WATER MAIN F m SHALL CONSIST OF 1 PART CEMENT, f5u m 5 BRICK COURSES MAXIMUM) W m V Lu N SEE NOTE 4 2 PARTS SAND. z vwi *' e FINISHED GRADE �ui Qn. STEPS, SEE ABLE CEMENT BRICK,HOLLOW CONCRETE, OR w o W o0 '. NOTE 2. WATERTIGHT GASKET CINDER BLOCK MASONRY MUST NOT BE v SEE NOTE 4. EXIST. WATER OR SLEEVE USED. ' MAIN SOCKET CLAMPS m OUTLET EXTRA HEAVY C.I. INLET ° o z •' _ SHELF TO BE CONCRETE AND 71E RODS 0 F FROM WASH STAND OR • : u U " a FLOOR DRAIN c FORMED AT A SLOPE OF . DIA. a , ' c z v A. 48' DIA MIN. 1" PER FOOT. �F: TAPPING SLEEVE AND VALVE Z� 12» ' a VARIES N C.I. TEE �0N f TYP. �:' , x -._. ::, j. -� •• ' cn Q °' OUTLET NOT TO SCALE ��1 10" BUILDING a` Q.'030, `O ,nn•:: at,1 °.o' O !' ey DIA. p:; b c �° a• ,.gyp (p a VARIES 18 oQ'.0. o' :o.+ ,. . : be s.?..' :.:v;. :'470+ •: OUTLETTO OF FINISHED GRADE °•` o SANITARY SEWER ... .. .. DIA. SHELF p. TO BE BRICK ARCH INVERT TO BE CONSTRUCTED i, z W Y`Y`,::. �,. __--- VARIES 0 WITH CLAY BRICK LAID AS LAID FLAT AT A a a 12» SLOPE OF 1"/FOOT STRETCHERS AND ON EDGE. •a D MIN. ALL INLET TRAPS TO BE a (TYP.) BRICK CHIP AND PROVIDED IN ACCORDANCE EXTRA HEAVY C.I. PIPE OR P.V.C. 12" COMPACTED WITH 248 CMR 2.00 ASTM D3034 SDR35 GRAVEL MORTAR OR CEMENT CONCRETE :• Q e``o o `g o_ o'' .� .- .- } a o Q o' : •�" C?n' ��n' 4 h, 'p O COMPACTED SUBGRADE FILL Q:? .p 0 �e o�?: •; ':_ .� 0:: :''Q cv O p O . 8•POURED IN PLACE CONCRETE: ;o O n' a•• �o, o., 4;•4+, �o' V C p co e- CORPORATION ALUMINUM OR PLASTIC COATED ••. 8•SOLID CONCRETE BLOCKS WITH m OG M ^ n STOP 2 C.F.- 3/4" SANITARY SEWER MANHOLE WROUGHT IRON STEPS CAN BE FULL MORTARED JOINTS,HORZ. AND ! m p d d USED. 8� 8' VERT., PLASTERED INSIDE AND OUTSIDE. of _ •- w CRUSHED STONE CEMENT CONCRETE INVERT C d Z c0 2" TYPE »K" NOT TO SCALE O COPPER Z M m p' • 12" COMPACTED ' V •+m- p WATER MAIN .r_ OUGHT IRON STEPS GRAVEL •�O O ;p to COMPACTED Ln E ' • � ",= �1 n SUBGRADE 40 GAS TRAP - 22.5• GOOSENECK ° a : . r. TYPICAL DRAIN MANHOLE is ' °' NOT TO SCALE Q n.. a CURB STOP AS REQUIRED ' NOT TO SCALE ;q,, "� dS tC C1 O L WATER SERVICE CONNECTION t p A N TYPICA A S L �� o� m O • NOT TO SCALE NOTES: 4 �- t3 O r C ioaN � 1. ALL SECTIONS SHALL BE DESIGNED FOR j= _ FINISHED GROUND HS-20 LOADING. SURFACE .c �c0 co I 2, PROVIDE "V" KNOCKOUTS FOR PIPES WITH w V 2" MAX. CLEARANCE TO OUTSIDE OF Q c _ e! •• X PIPE. MORTAR ALL PIPE CONNECTIONS. W V � N H uca o ADJUSTABLE 3. JOINT SEALANT BETWEEN PRECAST SECTIONS 2'-0" 2'-0" a VALVE BOX SHALL BE PREFORMED BUM RUBBER. A Ld D 4. CATCH BASIN FRAME AND GRATE SHALL D AS_02 OUTLET oiL Or -i BE SET IN FULL MORTAR BED. ADJUST • I TO GRADE WITH CLAY BRICK AND •Z v� ! MORTAR (2 BRICK COURSES TYPICALLY, 1'-0" to I 5 BRICK COURSES MAXIMUM) 1'-0" N GATE VALUVE o L� INVERT _ tA ^ d U FINISH FES-1 125.0 m M DISTRIBUTION VALVE GRADE 8 cc 24 8 I I � � � +� N � w r • DIKE OUTLET o " ao ELEV.=125.0 J Z m DB-1 126.0 C c W ADS FLARED-END 8 SEE NOTE 4 :� � SECTION I N W CONCRETE AGAINST RIP RAP TO MEET M2.02.03 INV. ELEV.=125 0 V w UNDISTURBIED MATERIAL FLOW STONE FOR PIPE ENDS I I u1 � Q 3 = c� <o :,. BOTTOM OF BASIN tC mzF: V z w w a't DB-1 124.0 i�/��/�/ v��cn ,• 3 1 FOREBAY EL. 2 1� v z o a w 48" DIA. MIN DB-1 125.0 1 ° A PLAN N SEE NOTE 3 " \�` ,, //�// BOTTOM OF BASIN 6 LAYER OF \ ' ' 6 50% LOAM 50% SAND a .: 0 WATER GATE DETAIL HOOD OUTLET , ,/2" CRUSHED '� •` . .. / 6" 50% LOAM 50% SAND " _ c NOT TO SCALE in p STONE ��� 49-0- N -o m w o w I DIA. L.- co co r- v INVERT rL�7 VARIES 6" QUARRY POND WASHINGS 1.30 0.70 0.70 1.30 m � r4 'c TABLE OF DIMENSIONS w N -•-•I------- NOTE: QUARRY POND WASHINGS TO HAVE A O W BENDS B C D E F BENDS B C D E F N PERMEABILITY OF 10-4 CM/SEC OR SLOWER Z ELEV=127.00 m w w w w w w » w w ■ » » SEDIMENT FOREBAY rj a 6 111/4' 8 15 12 24 12 6 45• 8 30 12 24 14 27 W l7 Z 0 4A 6" 221/2' w 19" w • 13» 6" 90• 30" w w z U w IL N i 8" 111/4• " 20" w " 12" 8" 45' " 30" " » 24" coo 12" COMPACTED DETENTION POND DETAIL 20* ! 8" 221/2• w 22" w w 17" 8" 90' w 338" • w 36" F GRAVEL 12" 111/4' r 30" w r 15" 12" 45' • 440" r . 40" oN NOT TO SCALE 00 12" 221/2' 35" w 25" 12" 90• 60" " " 52" Z< 12" COMPASUBGRED - _ I I -ELEV_=125.00 °° (�•) �I I=1 I -III � III=11 I-I I I- •': I-III iii- III-Iii-Tit = BE�i2�. E ....• .. • • . :t•: ,� I � INV=125.00 n:A ;4j: $o' :6.:1'g -j..`-P ^: a . Q `� (V-NOTCH IR) gEtT5 v.'o.••... �". • Q � o NOTES: RCP FLARED END SECTION INV. EL.=125.0 �� �y� o v o ro' ` J d � } "oOn•' ao. ac•o.•'• °'•a:A '•` ': :o s� ,:::q' 1. 'BASIN SIDE SLOPES AND BOTTOM SHALL BE PROVIDED WITH 4" OF LOAM, SEEDED AT A RATE (OUTLET PIPE o 5P d •«- 5 L� B _'." C D F OF 2 POUNDS OF RED TOP, 15 POUNDS OF CREEPING RED FESCUE AND 20 POUNDS TALL p:• ts: d - 1 co =I c. . �. a Vt i I u FESCUE PER ACRE. SEED MIX SHALL NOT CONSIST OF MORE THAN 10% ANNUAL RYES. iv 195- � is UNDISTURBED TYPICAL CATCH BASIN WITH HOOD ,2" MIN OF 3/4"-1&1/2" ria X04`` W a NOT TO SCALE o CRUSHED STONE FRONT ELEVATION a00 e c SOIL NOTES: o L.=12.8.00 c 'c ECT101N 1-1 1. DIMENSIONS VARY TO SUIT CAPACITY REQUIREMENTS •0 r_ PLAN 2. RIP RAP TO BE HAND CHINKED WITH A SMOOTH SURFACE i*4 4-0" ci c ALONG THE TOP OF THE DIKE AND A ROUGH SURFACE + 3 8" 8' `S c ALONG THE DOWNSTREAM FACE AND TOE OF THE DIKE. TABLE OF DIMENSIONS STONE TO MEET M2.02.3 REQUIREMENTS. o �1 W TEES G H 1 J TEES G H I J -I #4 0 12" O.C. 127.00 w • w w w w w . » w » . . r REINFORCED II- E.W. E.F. 6 x 6 x 6 12 24 24 18 12 x 12 x 6 12 24 24 18 8"x 8"x 6" w " " 12"x 12"x 8" " 24" CONCRETE OR RSEERNOTESTONE DETENTION D X 10 'I - V GRANITE SILL A ( 2-0" (TYP.) DIKE BASIN Iil1 8"x S"x 8" 24" 12"x 12»x 12" 36" " 36» LOAM CARRY SPILLWAY 2 (TYP.) VARIES 'SEE NOTE 1 2'-0" MIN. BEYOND �1 ���DIKE CREST STONE TO MEET REQUIREMENTS OF \ M2.02.3 OF MASS. HIGHWAY STANDARDS -INV. I V. OF V-NOTCH WEIR ��O ELEV.=125.00 L --'-; o C>✓ a FLOW INV=125.00 = �.v o. • �. 2 .-,, N 2 .a. ,..c O 0 _: .. .:. ..,... _. .. .. � . .,..�. .. , ....,;_.:;. .. .. •,. .: ��' III y J i � I I � h 1�l r r� DS 0 2' 6" I G H :e. 0 A UTLET a� i � � ' • � 8 o Ln DIA.-12" � �O 6" OFT 177, „ GRAVEL REINFORCED c o 1 6 1' 0" V TYP. - V a� CRUSHED CONCRETE OR UNDISTURBED STONE A� (MIN.) GRANITE SILL 6" CRUSHED #4 0 12" O.C. Q b .............................. VEL BASE SPILLWAY DETAIL MASSA HIGHWAY M1.03.0 TYPE B M4IE;_ r� V i= + SOIIL STONE SECTION A-A _ PLAN SECTION 2-2 ( ) _ (o NOT TO SCALE SEE SHEET C-4 FOR CONFIGURATION OF V-NOTCH WEIR NOTES: TYPICAL FLARED END SECTION AND OUTLET PIPE w` W O 1. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS, GATE VALVES, NOT TO SCALE D-BASIN OUTLET STRUCTURE V p AND VERTICAL BENDS (SAME SIZE AS REQUIRED FOR TEES). PROVIDE ANCHOR RODS AT VERTICAL BENDS AND GATE VALVES. LC 2. CONCRETE SHALL NOT BE PLACED AGAINST PIPE BEYOND FITTING. TO S 3. CONCRETE SHALL BE 3000 PSI-TYPE I NOT TO SCALE �L' � d N O z 0 CONCRETE THRUST BLOCK CL 136 CL ~ NOT TO SCALE Q 0 i LEGEND - SITE PLAN PROPERTY LINE PROPOSED STRIPING BUILDING . ... _�\ I Z O f PARKING COUNT o j cc P SIGN DESIGNATION 0 O Z CONCRETE SIDEWALK LANDSCAPED AREA o / PROPOSED BITUMINOUS CURB / "1 MPH LIMIT OF ZONING DISTRICT (ZONE R1) HANDICAP PARKING / LIMIT OF ZONING DISTRICT (ZONE B2) PROPOSED TRAFFIC SIGN —� / i - ... DIRECTIONAL TRAFFIC / faJr r '$ PL - ARROW / € C1 / STREET WHEEL CHAIR RAMP w�R w SA VONA 40' WIDE PUBLIC) PCC Uj / PROP. CONCRETE CURB 0 / PROP. granitecurb_ _ . __. _ _. PROP. PRECAST CONCRETE CURB - R TAINING WALL f�_... ASpha S36'23 50 W 230.16- TABLE � R1 t Gr- cTff LAND BUSINESS U SAGVE e2) O cc)) o -PROP. TOS' V C ev m C +r cc 0 n TYP d t� I REQUIRED 1 ITEMEXISTING PROVIDED = VARIANCE/WAIVER c ami �0 G T REQUIRED) Z PROP. p / RETAINING WALL. ••• '�•••••:•:•:•.•..•:•.•.•.:•:• '•'•:•.'.•.• ' ' �. SNOW Q� w m m 1.'.'•' .'.'-' : .'•' STORAGE AR %EA O EA �v 1 O U t0 12,000 F J / •:'•'•••. .'•'•'• •:'•'•'• M LOT AREAS 48 120 SF 48 120 SF NO C, :. .. .. ._ . ., . • . , . . , . . . . , . . .'• •:•:':' '•� MINIMUM v. :: :•' 0 c C�i 1r .. :-: r. . . . . . . . • . . . . , . , . _ AGE Q • , • , , . • . MINIMUM LOT FRONT 0 FT 3 .29 FT 3 .29 FT NO � 10 06 06 _ 4• P 1 FT N Q -v :AR7•L MINIMU M LOT W IDTH OG 289 FT 289 FT 0 c 0 0 �P Q 1 V / V "r.G J :'L{ t aft .4$, 20 S + ., G AXIMUM LOT COVERAGE 2_.% 13.4% 15.1% NO ADf G ._ N N -wopt O� / _ _ a, MINIMUM OPEN SPACE NIA NO � •L 4 k No � fclj !2 / CON MINIMUM DEPTH OF FRONT YARD 40 FT 31.0 FT 51.0 FT NO } _ a _ !;ZEE. RO Q• G m Q C N00 00^ / I 10 FT 15.5 FT 63.2 FT NO cc V LIMIT OF ENTRANCE CORRIDOR - — MINIMUM WIDTH OF SIDE YARD r rn OVERLAY DISTRICT ECOD / : J w W 11 N H _�) / UM1T OF ENTRANCE CORRIDOR (1) -T --tom r- --�' .T:.' .:'• I MINIMUM DEPTH OF REAR YARD 40 FT 47.2 FT 50.4 FT NO m (150 FROM OF ROUTE 107 ROW) i .' `' .•::, :: ._.': . . GJ OVERLAY DISTRICT ECOD�_ a I � � (150 FROM¢OF ROUTE 107 ROW) MAXIMUM HEIGHT OF BUILDINGS (FT) 30 FT <30 FT <30 FT NO Ld d INGS S N A NO 3 M M HEIG HT OF BUILD AXI U 1 ❑ N ep PROP. SNOW .!!' ;''. 0 N -.. . NOTES: ::' : . .'.' : : oo a STORAGE AREA " '` ':'• ':•r' 8 ' ' a . CE 'EVERY STRUCTURE ERECTED • ' • ' '• • ' '• • ' '• • ' '• ' -•c•'• 1. PER SECTION 6.3.2.2-MOTOR VEHICLE LIGHT SERVICE STATIONS OF THE SALEM ZONING ORDINANCE, , -o / ,i_ . . : .. . . .;: . . . . ...: PROPOSED TOWN F IR TIRE : :' :: h HT-0F WAY OF FORTY 40 FEET AND s , .' •,. .'.:•;•, .'•:•:•' hry • ; FOR USE AS A SERVICE STATION SHALL HAVE A MINIMUM SETBACK FROM ALL STREET RIG ( ) (n cV n/f m o s a .� //` o N MINIMUM SETBACK FROM ALL PROPERTY LINES OFTEN 1;1 O)FEET. �p N ui U / Puleo Realty Trust � � •1-� - 7 269 S.F. GF y A N � 37 6 Highland h an d Avenue G e 1 F THREE AND '• 1 . E 1 TREED O T 9 CAPING SHALL INCLUDE ON � I COD LANDS C / 4 CE CORRIDOR OVERLAY DISTRICT(E COD),.2.5.1 -ENTRAN PER / SECTION 8 ( ) N Q ME ,. T e J E EXIS . T C. . 0 T.: N 5 2051 r P ING SPACES Z m •�•'••••• .' -I CH CALIPE R FOR EACH THREE 3 ARK ON Ea1ALF IN_H TO FOUR N 1REELINE / >�i .' '. PRDP::'BI�:•:GONG: ( ) c w Tax Map 3 Part Block 63 - � `'.-'r...•;`::�/:;'•� : s IRED a '�+ - ': . L '•'• •PA• �M 54 TOTAL PARKING SPACES/3 SPACES 18 TREE. REQU � � � / VE EhIT.' . . . • • R7-8 U. :.... P, © ' 18 TREES HAVE BEEN PROVIDED PER REQUIREMENT.SEE SHEET L-1 ENTITLED'LANDSCAPING PLAN'FOR LANDSCAPING DETAILS. �/ w Y 4 H G t PARKING CALCULATIONS Q _ 4, 1• l/1 PROP. S - NOW REQUIRED PROPOSED STORAGE AREA COMPONEN TtA � G � / T � � 0 g .. 48 SPACES : ."': . .. PROP: 5, SIDEWLIJ Q 2 GT r 1 Space for each 150 sf G N �J 5 BICE _2 STANDARD SPACES .•• 10. • . .... • . . . , , . . • • �• :Q._°. . . RETAIL BUSINESS AND SER ( P - m •, 7 8 O ' c � . . . . .. . . . • . . . . . .':••• �:� .':� • • �: ••�.• : - '-' ESTABLISHMENTS of rocs floor area = a r 2 HANDICAP SPACES ca 11 ! cT 7200 9 50 48 Spaces o O x o r i2 . o m f _ LLU r TOTAL 48 54 •c cr M tJ') LU i 0 c T r , •� z l G T t` NOTES: v1 a D PACE 9-0'X19-0' m STANDARD S 1. ST Q S PROVIDED 3 PACES(51-75 TOTAL SPACES) G G Z 2. HANDICAPPED PEID SPACE S ( w w f ' w W J kq•R.0 .�HFT `� P N �s O N PA M^ Ll t.. G EN• ,�, w T: r c�. / ,r g I SIGN TABLE I ,•. �R1r. Vic. 3� !� 9 • ' '••' • '�- R5-11 MOUNTING - - - - - - - - - - . �,Puleo'sSIZE DESCRIPTION REFLEC 0RIZED _ - - - - - � � •• SIGN Dairy" fi RE AIN XIS . ' f N37'2_6'21"E_3Q6_2 a: - __ . � REGULATORY HEIGHT -- DESCRIPTION cc�aRoro —W' 1 CURB CUT RI=THIN EXIST - - - - - - - - I : . � - - - - - - - - - - - - •'--- .... CURB CUT - - - - - - - -- - - - - - JSEtTs o v (MODIFIED)ED P"R" GREEN ON WH TEE - 1 12"X20' T-0' YES pO=� U MEET EXIST. ( ) VAN o c c CURB w o Q ESERVE QWW00 N f HIGHLAND (86' WIDE v PUBLIC) A VENCJE PARKING � � GREEN &BLUE o L 117-8 12 X 18 71-05 0 ON WHITE YES 1946 STATE HIGHWAY LAYOUT � c (ROUTE 107) o � a w 30'x:30' 71-00 WHITE HREDON YES I ' Vi 26+00 C 27+00 STATE HIGHWAY BASELINE • • RED ON YES t/) +83.73 28+00 115-1 30"X 30" 7'-0' WHITE i 2s+oo � � N }J BLACK& RED ON Qj 0 1 "' Z3 113-2 24'X 24' 71-00 WHITE YES U C c O dJ Q' C w L o aci J fo N LEGEND - LANDSCAPING �- 0 � Z r` Key Qty. Botanical; Common Name Size Root "•' HORIZONTAL SCALE Trees LL_ 20 0 10 20 40 80 GT 18 Gleditsia triacanthus inermis /'Skyline' Honey Locust 3.5-4"c. BxB Z c:; M svIN FEET) 0- 1'- 3 1'-20 a f <` LEGEND - GRADING AND DRAINAGE PLAN EXISTING PROPERTY LINE EXISTING CONTOUR z r PROPOSED SPOTSHOT 116.00 O PROPOSED CONTOUR 116 ,L O Cl/ PROPOSED DRAIN p \\��� PROPOSED CATCH BASIN / V1, w PROPOSED DRAIN MANHOLE QD PROPOSED FLARED END SECTION i LIMIT OF ZONING DISTRICT (ZONE R1) PROPOSED BUILDING t { - PROP. TOP OF WALL ELEVATION T.O.W. / LIMIT OF ZONING DISTRICT (ZONE B2) � _..__. - - - =` -� . _ PROP. BOTTOM OF WALL ELEVATION B.O.W. / ��// ;} PROP. SEWER LINE - S S S - / `1 f , SA VONA ( ) STREET +0 PROP. GAS TRAP © w Q' . . .� �.. 40' WIDE � PUBLIC � ROP. C8#5 0 / ROP. 1.00 O.W.=132.00 RIM=132.0 w w / RIM=131.00 B.O.W.=130.00 PROP. WATER LINE INV.=125.80 �= -�. �, \ INV.=128.20 .O.W.=126.00 / B.o.w.=124.00 _ - - - - - - - - -- - S36'23'50"W 230..16' - - - - - _ - - -- -t - _. � PROP. WATER VALVE pd / PROP. FES 3 O.W.=132.00 0 ao r i INV.=125.00 / B.O.W.=128.00 ( cv m n �: ...: : : :':': :: : :' I DRAINAGE NOTES: C PROP. SEDIMENT FOREBAY OP�6�4 �-. 133.50 E i a dd TOP' OF BERM=126.00 tM. 131:00. N 2 BOT. F F = iNV.. .126:90 ': : :' z tD OREBAY 125.00 I ':' :' : . 1. ALL CATCH BASINS ON-SITE SHALL BE EQUIPPED WITH GAS OIL HOODS O 1: :'.' : : • : : .'.' AND 4 FOOT SUMPS. V s 2 ... O 11R a,J � e� C C O f ay/ D l ' D(/ > 2. ALL STORM DRAINAGE PIPES SHALL BE 12 HIGH DENSITY POLYETHYLENE - O ti a, j �v ,;.,: , I f . .p .' PIPE (H.D.P.E.) CORRUGATED OUTSIDE do SMOOTH INSIDE UNLESS NOTED _ rn ,� ,� ti.• :. •''.'. .' : .'.:.. .'.. :: .'. .:: • •.•.: • . . PROP. .DMH4: : . '4D A'- ?� OTHERWISE. Dc/ / <V .ROP, .DMH' 1< _ �� - 0 y :•� ;/ :. •. . �... . . . . . .': . .:.:. •.'.'... ....:.:.:......'. . . y, . . . RiM .131.0 .'. . 33.Sp. ;' .'�:..,` �,a. d RIM.=132.00 RIM=1.32:27. . . . �, . . -'. . INV:IN(1)=126.74' 3. REFER TO ARCHITECTURAL DRAWINGS FOR PIPE SIZES AND TYPES FOR Q TAX MAF�3 &564;:65':& •'. .:. . � . j. . ' C : ./ ' •. . 1NV.IN.(.1)-125:20 . IWV.IN 1 :_125_..60•::..•. ..•,•.•:•••� . • • • ••.•••.-.• - ••.•..• ••.- _ / yam / �/ .` _ r--�-• IY.12 12 - ALL SERVICE CONNECTIONS (I.E., ROOF DRAINS, WATER AND SEWER ro ' IN. .IN{2)=125:20': .INVAN(2)=12:5:80•- %'.'.'.'. INV-IN(ROOF)=,129.00 R00F �T: '.'.': .' .'.'.'.. .':':':'. ': . .. /�. .: - ( ) 129.00 SERVICES, ETC.) VITIHIN 10-FT OF THE BUILDING WALLS. .'•1NY CUT=1.ni5.10-. .' INV.0UT-12 59 1 .' ' ' • :' fNV:OtJT=i26ao. LQ AREA ?20 S:F.t• . . . • . .\ :.. C �s a, p / / r Ory ..; 'ry / :•:, 133.50 E 34.00 134:00 a rn m o 133.50 c � � Q � '� +ro GENERAL UTILITY NOTES } C S 12 .2 ^� / :'• `-• ': ' -:::: : : : ROOF .DRAIN. 0 c N oo co cc OMIT OF ENTRANCE CORRIDOR / >' ' ❑ i 1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/R w w n n TION EXISTING Tl - V ELEVATION OF G UTIU ES AND STRUCTURES AS SHOWN ON THESE PLANS IS a •, x OVERLAY DISTRICT ECOD) / �, ;•' >,. BASED ON RECORDS OF VARIC�IS UTILITY COMPANIES AND WHERE POSSIBLE • LIMIT �,, - rn co a OF ENTRANCE CORRIDOR T W V cn H w (150 FROM OF ROUTE 107 ROW ' '.'•' : .' ' -�_I MEASUREMENTS TAKEN IN THE FIELD. THIS INFORMATION IS NOT TO BE RELIED UPON m :..' : : �;;� : : : • ' OVERLAY DISTRICT ECOD a / / I .. •y � �_ AS BEING EXACT OR COMPLETE. THE LOCATION OF ALL UNDERGROUND UTILITIES AND :' : .'. (150 FROM OF ROUTE 107 ROW PROP. DETENTION PON / / ;:• :••' TOP OF BERM=128.0 / t ROP-.. DMH I1'•. .:.:•: ) STTAART OF CONSTRUCTION.VERIFIED ITHE ICONTR CTR MUST CON ATCT THE A PIROPR ATE E 0 :' " RIM=.132..21 .' » a BOT. OF POND=124.00 T :'��•-:•` �'..�'':• ���: �..� UTILITY COMPANY, ANY GOVERNING PERMITTING AUTHORITY, AND DIGSAFE AT LEAST 100-YR STORM PEAK ° •. (1) INV.IN(Y)=1.25:90:'•;': ::'.' :' o 72 HOURS PRIOR TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD LOCATION OF ELEV.=127.34 ;; NVaN(2j._I25.9E�:'.'•:,:'.'• o UTILITIES AND THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY UTILITIES ni A / k'•' : . . cy, : . INVAU.T�125,gQ . .'• , .'.'•'' INTERFERING THIN THE PROPd'ScD CONSTRUCTION AND riPPROPRIATE REMEDIAL � `" PROP. EMERGENCY / :H ".; ; :;i:, ' ::.,' ' ACTION TAKEN BEFORE PROCEEDING WITH THE WORK. IT SHALL BE THE 0 Q PROPOSED TOWN F IR TIRE it SPILLWAY �•' '-. '�: •:•.� F h I v RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH � # ❑ N n/f CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLAN. '� - M RIM 131:00 7 N 269 S.F. Pel m +� o GFA eo Real t Tr �C r r Trust N w v INV- � � .. 126..13 -•.'.' '•••:':'•'•'•.'.'•'•••:•:'.'•'•:':'.'•'•.•:'.' '' � +r - v : N 376 Highland Avenue 9 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING ALL �7• O QJ Q C.0.T•: 520 J N 51 FFE 134.0 N ' ' • • • � .•.:; ••. • a. z CONTROL. POINTS AND BENCHMARKS NECESSARY FOR THE WORK. � (n Z . . ... :: G. < Tax Map 3 Part Block 63 1_ w 0° / ,.. . .O.W.=132.00 .�.-1' .80 . .��'•:•:'.' •':•:'.'.:•:•:'.'•'•.-.'•'- .��...,:..€.. � PROP. OUTLET CONTROL ,- • [O J STRUCTURE / B.O.W. 124.00 3. THE CONTRACTOR SHALL EXCAVATE THE TEST PITS PRIOR TO COMMENCING WORK TO w CTURE - _ 't::. C U_ V - THE ELEVATIONS NO VERIFY E ELE ONS AND LOCATIONS OF EXISTING T TCH - OC E G UTILITIES. THE CONTRACTOR Q WEIR=125.00 25. 0 0 w V l - fifi o�S V SHALL PROVIDE THE 0 A H w 12"ADS OU - . ..� OWNER AND ENGINEER WITH THE RESULT'S PRIOR TO - TLET 125.00 / , Q _ 47 '�; ` : t' COMMENCING ANY WORK. (� '- - � Ln o o V C 1 •: ,:':' :::: :':' '' 33.50 4. ALL WATER SERVICES SHALL BE INSTALLED WITH 5 OF COVER EXCEPT AS NOTED OR / ' _� o o. � � � DETAILED OTHERNASE. � � ,� ,.: r 7 . k 13 .50 1 36 (/') 133. 5. A MINIMUM OF 10 FEET CLEAR HORIZONTALLY SHALL BE MAINTAINED BETWEEN 00 9� - m SANITARY SEWER MAINS AND WATER MAINS. WHENEVER CONDITIONS PREVENT A 4) � . N O '- LATERAL SEPARATION OF 10 FEET TO A WATER MAIN THE ELEVATION OF THE % PROP. GAS. TRAP ' - ii. N RI CROWN OF THE SEWS R SHALL BE AT LEAST 18 INCH ES •'s� M-1 ;;.'. : G . 33..35 � P RQP• *E• K. L 1 N V:I m N 2 85 O x COPPER. WATER' ao SEF2�ACE: : . i - 6. (� w v • ; .••; , :•.•• -.. .•.'•';�'•'• •. '. • •.-.'. - •.•.'. • • •.'. . •••.•. • •••-•. . '• IH�.OUT-i 27.52 DOMESTIC WATER SERVICES 2 INCHES ANU SMALLER SHALL BE TYPE K COPPER L 1 � •L M TUBING AN H B T OP r� •L.•�-,� �'� � D SHALL E INSTALLED Villi APPROPRIATELY SIZED CORPORATION ST l/1 O w •...;., : :.; / WITH APPROVED SADDLE, CURB STOP, GATE AND BOX. / . ,..., PROP.. 6. CLDI FIRE .�•••.�.- ' .:•,•.'.'.':....:•:•:•::::: ...::::: •.. . . ..,; ' y � , PROP: } SEWER:'CLEANO N r zrT SER CE WI T' �. . AP 11.1 PIN N 127:4 .-•'•-�•'. ;.. ..; Q : .. ^� W co 7. ALL WATER MAIN APPURTENANCES, MATERIALS, METHODS INSTALLATION AND RTEN CES M AL OD S G z s � vE. ':I`� G & cA Tlr A ,. - w C7 .0 TESTING .W. 132 SHA MEET MUNICIPAL I .0 LL OR EXCEED ALL LOCAL MU C AL RE U REMENTS. Q / - 130 00 l O B.O.W. y w CC O v SHA 8. A MINIMUM 0 NCE LL BE MAINTAINED a F 18 AL CLEARANCE AIN NED WHERE WATER �n .R� . VERTICAL PROP. PVC I - SD .: .. R 3 5 . : ., �, I SERVICES CROSS STORM DRAVN LINES. WATER SERVICES SHALL BE ENCASED IN _. R =. 3' SEWER:SER'VICE - _ IM, Vit: 3 (5-0.02. .'. • • '. c� ..':... , CE C RAN WHEN PASSING BELOW i C � CONCRETE REGARDLESS OF LEA N B W STORM DRAIN LINES f. 1 '� ' :F'T .'t 1 / ) � '' - '•• '• �':; - -' ! T ALL EXTEND ALONG WATER SERVICE A MINIMUM DISTANCE OF 10 T - - - -• FROMTHECRO TNG POINT OF THE OTHER PIPE AS MEASURED NORMALLY FROM ALL - - - - - - - - - - » "Puleo's Dairy„ - - - - : POINTS ALONG THE PIPE. M N-37!2-6'2_1 - ,. . . 133.5 ` - E7777- _ - - - - - _ 9. WHERE SANITARY SEWERS CROSS WATER MAINS, THE SEWER SHALL BE LAID AT SUCH CONNECT PROP. 12" .-.< -.-. --_�� - - - - - -- - AN ELEVATION WATER MAIN. THE SEWER IS AT LEAST 18 INCHES BELOW THE 5E1`s - - - - W I=F -�� ,• INVERT � TION OF THE SEWER CANNOT BE VARIED �P��J a �ti% o c ADS EXIST. PIPE RETAIN EXIST. WATERS F MATCH EXIST - , - � $ � TO EXIST. CB : ' � A S _ SHUT OFF -- TO MEET THIS REQUIREMENT THE WATER MAIN HALL BE RELOCATED TO PROVIDE •,(MATCH EXIST. INV;) INVERT AT MAIN -- -`� THIS SEPARATION OR CONSTRUCTED WITH MECHANICAL-JOINT PIPE FOR A DISTANCE o = » z c i - - OF 10 FEET E SEWER. ONE FULL LENGTH OF WATER MAIN y �; � � ° :. SHALL BE CENTERED OVER THE SEWER SO THAT BOTH JOINTS WILL BE AS FAR FROM HIGHLAND ` WER AS POSSIBLE. WHENEVER IT IS IMPOSSIBLE TO OBTAIN VERTICAL �ar�o ?�o` w Q �I (86 WIDE � PUBLIC) TME � 1946 STATE HIGHWAY LAYOUT AVENUE SEPARATION AS STIPULATED ABOVE, BOTH THE WATER MAIN AND THE SEWER MAIN ww0� S SHALL BE ENCASED IN CONCRETE FOR A MINIMUM DISTANCE OF 10 FEET FROM THE 0 CROSSING POINT OF THE OTHER PIPE AS MEASURED NORMALLY FROM ALL POINTS f (ROUTE 107) o ALONG 7HE PIPE. 10. REFER TO ARCHITECTURAL DRAWINGS FOR PIPE SIZES AND TYPES FOR ALL SERVICE a• w CONNECTIONS (I.E., ROOF DRAINS, WATER AND SEWER SERVICES, ETC.) WITIHIN PROP. TEST PIT (TYP 10-FT OF THE BUILDING WALLS. 26+00 11. ALL EXISTING UTILITIES LOCATED ON-SITE SHALL BE ABANDONED UNLESS OTHERWISE V 27+00 NOTED. ALL 'FRAMES AND GRATES SHALL BE REMOVED. ALL DRAINAGE AND SEWER 0) +83 73 - U. STRUCTURES SHAD_ BE PUMPED, BACKFILLED WITH CLEAN SAND AND CRUSHED IN 218+00 PLACE. 29+00 12. REFER TO SHEET C-4 FOR DRAINAGE INFORMATION. Cj - 13. ALL PROPOSED GAS TRAPS SHALL BE VENTED THROUGH THE BUILDING IN L ACCORDANCE WITH THE MASSACHUSETTS PLUMBING CODE. LnN 14. SEE ELECTRICAL, TELEPHONE, AND CABLE TV DRAWINGS FOR E/T/C CONDUIT AND V o I TRANSFORMER LOCATIONS. Q C 0 L_Qj 0 (U � o > -- .� w � HORIZONTAL SCALE o 0 CZ 20 0 10 20 40 so C z O C) ( IN FEET) 5 1-- z V-20' Q o �; .. jslm I 11 Z O all O Z O 11/ / r / `,�� � / \'ce \\ LU / / / / / / / / Fixture shown with VSA / / �,, ,1 Straight Arm w Bch s / �� MPH7" LIMIT OF ZONING DISTRICT (ZONE R1) ordered separately. / �, / ``/ �+-p-/-��j7 LIMIT OF ZONING DISTRICT (ZONE B2) / r`' gram 'e cur ,,, � 18.00"ter - 18.Q0„ AQ 1 - VONA (40' WIDE PUBLIC) STREET r-L 7Q% 12.00"1 P SA - * . LU + + + + + + + + + + + . !� 0.0 0.0 0.1 0. 0.2 0.2 0.4 0.4 0.4 0.3 0.3 �. 0.2 0.3 +p 4 + + + + + + / CrG(11T'L' c fir$ 0.6 C B . ) -. 0.6 .3 0.2 -.... ..._ .._ ___�, --,, _ =1111,_ - - --- - -._ __ j 0.1 0.1 0 2 + - + - �- ' - - - - - - - - - - - - - �_� + + + S36,23'50"W 23016' P1 . As crl t h . - -- z � + ,. 8 Width EPA t-E -��? T.ij Series Housing Neighf Length /'' :AhX. i 18.00"x 18.00" 2.1 2 0• 1 VBM 1200" / � / � o0 ++ CCMnn . :�l - -,- •-1•:6'• 1:1.'•'• '1'-4': 1 2• 1:2 . � +�• . .t. + *:: +.::.: +:. / '0'.' 0.'S•' 0' -.S -6� • :1'•' 1 • \ a + + - O �. 4 3:.9." 1.,4 0 h 41 d d P•': o o.l 0 1 /' :, :_ :,: '. :\:' ':.'. C � _ <' % %o / . I'll ,. C a, �o + �'s t tro •� Calculation5u 0.1 1 .3 .+' r Y M 0U ry ' i1. . ,11 '+. �M s m 1':5:.'-'•, T.'• a' 11 1:3 :9•' AVMax .':'•' •.o� 0.1 Label CaIcT e Units g Ma Min Av Min Max/Min co 1 0.1 Yp g/ v» G :4" f. 4 0 c 0 F 1 9 55 01 14. 550 - III min nce c 90 v d Area u a 1 �' Pa e E 1. :. Ln 0 v� jS,Y 1: :.+: LL Q f, 1 .-• 3:'•. •6' ' :' ' ' 1:3.' : .'T:5: x:5.'•' ev : . a a .a 1 tt1 '� A >;}L7I +.L. LLF D s ri ion �� ''.i•'• Arr n ment n e c t Arrangement e Lam Lume s (70 �V Tota Qty Label a '+•�' Symbol P 1: j S Q P 1.�' '.'•'• + Q +'' 1•: Q'•' ' ' *1•: '� ': ��• + 0 0.750 SLS VBM A-E-1B A-2 25.E MOUNTING HEIGHT ::r' •�, *-: .-- -* T--�.. '•'• .. 1 ,�:§ #1;S•�- .'•'• ' i3- -�•T• + 1 A SINGLE 2050 • 1 o.L MOUNTING HEIGHT S 4 B SINGLE 20500 0.750 SLS VBM A J 1B A 2-589 Z5.5'MOU G C: Cz1 tD d1 N • +` ING HEIGHT A. 0 95 F LD12 AT 16 0' MOUN N.A.N EV 1 4AR L WD CO •'+• I. 2 C SINGLE 0 3 5 8 +-� � 1 0 / - Q1 3.T tl: 1'. + + Q C ! 1"? 0 .2 0.1 0.1 ++ O r- I� / ..s >- *�': r:4' 1:6 ' :' •1:6 +'' :' am Q' Is' r +' +• ++ r- •, Q' ,8' ..... . .P.7' - . - �._ a C 2 N o0 00 i W � � � I U v uMlr of +: f a1 ENTRANCE CORRIDOR ;+ .`+'.' - / •+ :'; Q f - X :t5 `' ' I ;4 3 . a Q1 cp tp OVERLAY DISTRICT ECOD ;: ' '. ',,* :+ : ' :;'• w, �. „ : f I +0;?'.'•••'.'.0'..7•' '' P•�• - EN#R�4NCE CORRIDOR cc (150 FROM OF ROUTE 107 RO-T9 ! 'rT "''" �'" �' - CL - ':• OVERLAY DISTRICT ECOO i ry /` I -� �_ :. US�:.r U _.0.:4.. ?:;9 ' . ' .':�1' ' ' ( f OF ROUTE 107 ROW w Q' .4 + + / i 0.1 0.1 ;' •. 3 Q s � v o }:. I F :. i :+ *. :�': N 0,•. . ' - LA N 1•' :.2':'•''.'.1). •,Q:$:' ' ,'0•..8':'-'• '.Q.�: ao Q PR OP O SED a T �. OW NF I =��•' R T >~� IRE � .* 9:. '1•' 5 n .1•. f 0 ti� N + t0 N w U 7 3': '•' . . .'.'. :2'• ''.'1. Pul ealt Trust +� - ,269 S.F. GFA a' 1.: o.l y +� ;: N 376 F�ighland Avenue /� Co N Q '. r d -i s a'. 1..` +: �/� C.0.T.: 5 20 '.«•' S 1 Z m :.0 " Z tv a� .2�. a 9' %" t i.:4' \ '` -2 f. Tax Mo 3 Part Block . . / .-;:..-: , '2:�• •1.:A•' 1,c 5.' '2.;�• .�: 1 i n t2 � - w Fo U O LLId - - . ,. . V` - I f .. :, I J '. �y W V �. . . /i I�f W : : .*:, /.'" ;.. V / w .t f. +.' 111 Ei 2 �i o. Q (.n co p o U ' ` O• tA •.5' '2:6• •.'. •1:�:,•:'.1:8, •Z:5•. + + (/1 ': F -21 fu y. /-- ----*.-'.-*.}: .{. 0. . .2. •0:7. •l. .0' .:•1• +y v. +• + O S L ' v o .'5• 2;2• .l:.6.' 1,:3 r / a /¢N/riIt,A ._ to UP v ,1 v Q - m a, // o I 4. r• e c .�1 9 a �o •1' �: `. n N -�' + i. - ? ,3 2': + / '�,1-�-'. . 0. 2 r. ' In O X N m W r• c M V +� 00 r L I 0 ". +• +• + - -.I .,�a�: I A-.-....... . . ..:��.. . . . 6• x.6 ...'•' i:5•••. ' .'. .+ . •'E ' G:''C'l M t/1 r� w :. �: , . . : 4 0.2 0._ 0.1 0.1 Q m . . .,. . .. .... (D / -+.: . +' t �, �• Z i' i: :+:' 4 w '8- 1 �' uu 6• 1 w 2• l7 _8 '0: 0.• 3�• • -� J 4' + 0: + 3:. .0: 1 N .. • . .. 0. . .. oC : .. ,. lj' ' '•'*spf7t7i ,'.'.'. . l4 I . . . 0 : . . . ' a g .. , /. 1... .. . . . '•t:'. �: :'o : : :. ' 1:2 1 *' 0. .+ �1: 6 0:4 0: •+• :+ 3•' •tj. �• + 1• +i a. o + - : .2' 0: 3��• Q'_ 3' 0: 1 O.0 C. .' C r n; gran, _ t / tri. N-3�'2-6'21"E -�Q6.2� ' � ule Dairy" -- - - - - - - - - - - - - - �P��JSa1T5 b � O C ,_. _ . . " . +.:_�_ - -+ - - +- - -a- - -� - - - - + 0.1 0.2 0.3 0.4 0.6 0.7 0.7 0.6 0.5 0.3 :2 0:1 +o - + + + + ` - =.- - =- -- - -0-1-.�, --.. + +'.2 _=g0 _ 0'1 0.1 0.1 0.0 0.0 0.0 oaJm J � -----_.____ 4 " u O J�UQ p C_ C ✓ tr 2 h C1.fu 0.1 0.1 0.1 0.2 0.3 0.4 0.4 0.3 2 0.1 0.1 0.1 0.0 0.0 0.0 + + + +0.1 0.1 0.2 0.1 0.1 0.0 0.0 0.0 +0.0 0.0 0.0 �''�ya Qo�� w Q ,Q I °wwoo e j5 rn �1 HIGHLAND (86' WIDE � PUBLIC) A VENUEk0la1946 STATE HIGHWAY LAYOUT 51 I a .c I (ROUTE 107) o CM t - w I V I 26+00 27+00 + 3.73 28+00 to 29+00 W �� fa� V NO ^^,, Q G ui 0) L- Q d J O as ~ •}j L W A Z • W 3 HORIZONTAL SCALE L� o _J 20 0 10 20 40 so z 0O o LI 6 Z U ( IN FEET) a ~ 1'-2tr � � Q MI roose e a*il lie fa Tu" as Z „�!c nc . 0_ o Z O 376 HIGHLAND AVEt4UE AP 3 LOTS 649 65 & P)k LOT 63 SALE ASSACHUSE 1 ,S 01970 �► • ` 3$ - ! s ' y / Q , • bs /CUS MAP O c 1/ C�{� T 0000 LO - 1 // - m -_ , VA ZONA (40' WIDE �° PUBLIC) STREET I SEE I c +M+ W o ^ o SCALE: 1"=1000' tA ' - - - - - - - - - - - - - - - - - - - - - - - - — �t M V C n 0 / i C Op Lfl d1 C D1 1— r- / 1 W G 1 to 0 N O / •L Q1 M O / CL Ch 0 ..:_ .. ....: IC Z: M W � Q � ++ e- C C N i, tv Q7 cy LU FO00LU V v Q G. GJ f0 / / Q1 / >.< N H LL / •a d / PROPOSED D TowN w t FAIR TIRE 3 0 N lC .f N N 00 Q X,' o-o- e— I , 4J g m ,�.., o t S l0 N w V 1' / ` ' o � 7�•..• N /� } ^' J cu Z m . / �.+ C W iI IC W W i W Ii r t f k hieW E V V `r aZf l7 W (— / Ltl / i / f` E v V :J I 1 r : -1. fi - / W �y. 1 :i t I t I=[ O L I. - e I .r• ••i� I y• pa: V 1 cnx :i• u s ,•aR. .k} 4: :1'•:.•:. .::' Z� w, W p a 'ti:• _ 77j# o 3 C i Yw : 2 i � � � N - - - — 00 o ` LU U, V) LLJZ � � m HIGHLAND (86' WIDE PUBLIC) AVENUE W kq Z O O JQ to 1946 STATE HIGHWAY LAYOUT W (ROUTE 10 7) W a U W Ln SE��S KEY MAP J G� d SHEET NUMBER AND TITLE LL °» Q C- I COVER SHEET PREPARED BY: PREPARED FOR: ����� C-2 EXISTING CONDITIONS PLAN R C-3 SITE LAYOUT PLAN C-4 GRADING, DRAINAGE & UTILITY PLAN AL C-5 LIGHTING PLAN D- I CONSTRUCTION DETAILS I • D-2 CONSTRUCTION DETAILS II En- ineering Alliance, Inc. Town Fair Tire Centers, Inc: � N Civil Engineering & Land Planning Consultants 460 Coe Avenue cu (D c 194 Central Street 1'950 Lafayette Road U Saugus, MA 01906 Portsmouth, NH 03801 East Haven, CT 06512 a C Tel: (781) 231-1349 'Tel: (603) 610-7100 Tel: (203) 467-8600 � Fax: (781) 417-0020 Fax: (603) 6107101 Fax: (203) 466-2663 z W 1 O LL. oU ISSUED F�OR REVIEW. UNE 299 2017' zi• z 0 z Q i DDDDDD GENERAL NOTES {' OWNER OF RECORD: CHARLES M. PULEO AND PAULETTE M. PULED These standard symbols will 5 FREEMAN ROAD, SALEM, MA 01970 r ; be found in the drawing. STRUCTURE EXISTING DEED REFERENCE: C.0. T.: 64790 r°6 PLAN REFERENCE: L.C.P.: 11802-E & 11802-W _o CONTOUR EXISTING ,>`" TAX MAP REFERENCE: MAP 3 LOT 65 "' GRA VEL EDGE ac PAVEMENT EDGE ` - FENCE CHAIN LINK OWNER OF RECORD: CHARLES PULEO AND CHARLES M. PULED, Z UTIL GAS : TRUSTEES' OF THE PULEO REALTY TRUST 0 UTIL SEWER f ;`Y , �ti� 3 FREEMAN ROAD, SALEM, MA 01970 UTIL DRAIN / ' �Q;�� OVER HEAD WIRES DEED REFERENCE: C.0. T.: 52051 0 UTIL ELECTRIC PLAN REFERENCE: L.C.P.: 11802-E, 11802-Q, 11802-U UTIL WATER // // ;,f TAX MAP REFERENCE: MAP 3 LOT 64 & PART LOT 63 UTIL CABLE / HEDGES / / '��'1l�PLIMIT OF ZONING DISTRICT (ZONE R1) DATUM REFERENCE: NAVD 1988 / MIT OF ZONING DISTRICT ZONE B2 GAS GATE ? LI ( ) UTILITIES REFERENCE: CITY OF SALEM GIS MAP 43 MANHOLE SEWER / J / ` 'STOP" _ MANHOLE UNKNOWN / r w-cmt-- cur __• _w.•._ _ . , ,_ / . PL MANHOLE DRAIN / f CATCH BASIN -..... _..: (40' WIDE � ' PUBLIC) HYDRANT P SA VONA STREET - , try curb,, WA TER GA TE .. :: Com.: UTILITY POLE / r � II - _ . n ._ �;_.._� __.... = - - - - S36 23'50"W_ 230).16' - -- - - - - -- -- - E1FS GABLE - EXTRA WHITE SW 7006 DESIGN IMPRESSED IN E1FS SURFACE �2 INTERNALLY LiGHTED LETTERS 3'-0" X 30-6" = 91.5 S.F. SECURiTY LO LiGHT (TYP.) 7 1 71 0 / ASPHALT I 1 2 SHINGLE ROOFING - 44'-0" 1.3'-4" 19'-4" 3'-4" 24'-O" co 19 i - DARK GRAY x- n, <.. .-. ....:_ ., �_..,� SPRINKLER MAIN 4'-8" 4'-8" cr) = - AND GENERAL BOLLAczos BOLLARDS ' T-7Y," - - - EiFS WITH 1/2" DEEP WATER SERVICE 0 0 0 0 `� °o V-GROOVES - EXTRA ENTRANCE 0 ZD - - . - WHITE SW 7006 ! 10 RWC RWC PWC— PWC-` — — - HOSE 5' 5 4' 5 HI o B1BB � v 376 sPRiNKLER 10' HIGH 10' S HIGH 10' 5 HIGH HIGH 2 HIGH Too s ooL TIRE AIR COMP. GENE5T EASYBRiCK - EQUIP. -- L—— TOIL, M. ADDY SE V. STATION PORT CiTY RED ao SIN 0 O RON E AN D1ZE ALU UM A AND MPE ED ASS (TYPICAL) 7 I= -' R RO = O 6 c 17 6 x 10 1= Ac ~ ala 0 — 7o _ 15 x1 ' 10 o 0 Ia 0 15'-2" 8" 15'-O" If ~ a 8'-0" 10 39'-4" r H.c I 5 Acc. 0 Ir 94'-0" T N I u I T OOL = 1 I= ADDY r SOUTH ELEVATION oIL5 � ' ___ " _- _ WH J 17 6 x 10 to I 0 rn °' "' ° 0 a J I RTU I I RTU I I a CL. EiFS GABLE - EXTRA WHITE SW 7006 S 110" 3-2' am `z M DESIGN IMPRESSED 1N EiFS SURFACE _ C)0 0 0 12 INTERNALLY LiGHTED LETTERS = 1 ~ F TOOL v J ADDY 7 3'-0" X 30'-6" = 91.5 S.F. In IT I O3 � t- rn O� 1 LL 0 _ 15 x 1 17 6 x 1 CI �o �cl Q 0 ,o' S HIIH ODDr SERVICE Af EA ol 0 d W 0 • 273 G.S.F.i ® �"; OC Y LOA = f0 ------ �- - - JD(� J " ALE TI R STO AG ARE L _ o = 15 x 1 4539 G.S.F. - J a zI CPPRONC280 ADRE�5y 1 , x 15 a� I� o In 726; TOT/4 BUiL 1f 1G OOL 111 7'�] 7'-5'/e" N' 0 6" �r F:_6 ADDY 34' ge" 1'-O" r 0 10' 't6" 12'-O" -2�," 5 O' w ° 0 10' X 12'-2" DOORS 10' X 10'-2" .H. DOORS z a I u i " I " i n i i i . i " i " I n I " i n i n v N S I—0 d 51-4" 101-0111-4, 0-O 1-4 10-O 1-4 10-O 1-4 10-O 1-4 10-O if-4"I10-O 5-4 L h PTU 1 PTU O 0 _ 15 x1 ' �, w 77'-4" " cz r o lo, a TOOL EAST ELEVATION - 7' 2'-0' FN 6' 1 ," Q� L 1 fu i 0 w� za z o �o 9 c 0 WAITING AREA '� ~ 0 Lu I Q 0 2 f a LJ A,LiGNM NT 0 0 0 CONTROL WE ZI � � c U PANE o V EXiT a I AP.=340 ELECTRI AL PANEL Ln TT 0 p -- _ ELECTRICAL SE RViCE ENT RANCE k E LOO R PLAN LEGEND WALL CONSTRUCTION TYPE (SEE SH. A-4) SCALE: 1/8" = 1'-C'° NEW DOOR NO. (SEE. SH. A-4) ALL DIMENSIONS TO ROUGH FRAMING AND NOMINAL C.M.U. SURFACES. 24'-0" 3'-4" 19'-4" 3'-4" 44'-0" - ALL DIMENSIONS BASED ON S17E COND1T10NS ARE 41 11 APPROXIMATE AND SHALL BE VERIFIED ON SiTE. ALL CONSTRUCTION SHALL CONFORM TO APPLICABLE CODES. NORTH ELEVATION - INSTALL PORTABLE FiRE EXTINGUISHERS (20# 6A:120B:C) AS REQUIRED BY STATE FiRE CODE. E1F5 GABLE - EXTRA WHITE SW 7006 DESIGN IMPRESSED iN E1FS SURFACE 12 INTERNALLY LiGHTED LETTERS 7 3'-0' X 30'-6' = 91.5 S.F. O Ll LIL111 MILLIKEN ASSOCIATES ° m �� �� ARCHITECTURE • PLANNING u u 44 Top 0 HILL ROAD 376 HIGHLAND AVENUE WAPPINGERS FALLS SALEM, MASSACHUSETTS NEW YORK 12590 II S. TEL 845 463 3030 77'-4" 1=`00 ��� �+ FAX 845 463 3210 ELF-VAT1ONS ARCHITECTACM@AOL.COM SCALE: ELEVATIONS WEST ELEVATION DATE: 6/9/17 DRAWING SCALE: 1/8" = 1'-0" REVISED: 6/12/17 - DRAWN BY / DM 1 ®2017 ANDREW C. MILLIKEN. NO UNAUTHORIZED REPRODUCTION OR DISTRIBUTION. 1004-6K TkRc �D co 1i pOA ��R, av)\) kQ I Sk tIMM I - CITY OF SALEM PLANNING BOARD Notice of Decision At a meeting of the City of Salem Planning Board of Appeals held on September 21,2017 at 7:00 p.m. at 120 Washington St., Salem,MA, the Planning Board voted on the following item: Application of Town Fair Tire Centers, Inc. for a Site Plan Review in accordance with Section 9.5 of the Salem Zoning Ordinance a Stormwater Management Permit in accordance Sec. 37 of the Salem Code of Ordinances for the demolition of the existing structures and the construction a 7,269 square foot building for a Town Fair Tire Center retail sales use at the property of 370-376 Highland Avenue (Map 3,Lots 63, 64, and 65). Decision:WITHDRAWN WITHOUT PREJUDICE Filed with the City Clerk on September 29,2017 This notice is being sent in compliance with the Massachusetts General Laws, Chapter 40A, Sections 9&15 and does not require action by the redpient.Appeals, if any,shall be made pursuant to Chapter 40A,Section 17, and shall be filed within 20 days fmm the date which the decision was filed with the City Clerk. 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 • PHONE 978.619.5685 FAx 978.740.0404 • WWW.SALEM.COM CITY OF SALEM PLANNING BOARD - W JUL -5 an V- SALEM.PMASS City of Salem Planning Board Will hold a public hearing for all persons interested in the application of Town Fair Tire Centers, Inc. for a Site Plan Review in accordance with Section 9.5 of the Salem Zoning Ordinance a Stormwater Management Permit in accordance Sec. 37 of the Salem Code of Ordinances to reflect the plan for the property located at 370-376 Highland Avenue (Map 3, Lots 63, 64, and 65). The applicant proposes to demolish the existing structures and construct a 7,269 square foot building for a Town Fair Tire Center retail sales use. The public hearing will be held on Thursday,July 20, 2017 at 7:00 PM, in Room 313, Third Floor at 120 Washington Street in accordance with Chapter 40A of the Massachusetts General Laws. A copy of the application and plans are on file and available for review during normal business hours at the Department of Planning&Community Development, Third Floor, 120 Washington Street, Salem, MA. Ben Anderson, Chair Planning Board Ad to Run Dates Salem News: 7/6/2017 and 7/13/2017 This notice posted on "Official Bulletin Board" City Hall, Salem, Mass. on -30 S JU at 6(,. >C <r�& in accordance wil MGlL Chap. 30A, Sections 18-25. 120 WASHIN( 'rON STREET, SALEM, MASSACHUSETTS 01970 - PHONE 978.6)]9.5635 FAX 978.740.0404 - vVWvV.SA1.EN1.00A1 �3 CITY OF SALEM ASSESSOR'S CERTIFICATION OF ABUTTERS AND "PARTIES IN INTEREST" BOARD/COMMISSION: Planning Board PROJECT SITE:. 376 Highland Ave DESCRIPTION OF REQUIREMENT: Parties in Interest: The applicant Abutters Owners of land opposite any street or way Abutters within 300 feet Planning boards of abutting cities and towns 1 Assessor's Certification on Applications to the PLANNING BOARD for Site Plan Review, Waivers of Frontage,Wetlands and Flood Hazard Special Permits,Wireless Communications Special Permits,Cluster Development Special Permits,Planned Unit Development Special Permits, and Business Park Development Special Permits. This is to certify that the time of the last assessment for taxation made by the City of Salem, the names and addresses of those listed on the attached sheets are "parties in interest" (as defined by Massachusetts General Law Chapter 40A, Section 11)to the parcel(s) of land listed above as the project site. / Assessor's Signature: ZX Date: 7 6 Number of initialed pages attached: _ Once Certified, Return to: Department of Planning and Community Development n re..lw P VENU � � E �. SSi �mru F\R' CA �lsme N sw O PJ .M° ea P4o � D y RQ C�Ak` 0 0P� moo/ ® STRFeT G 0 w 108011 Pnnletl on OBriO OW a 11:58 AM Parcel ID:03-0063-0 Parcel ID:03-0007-0 Parcel ID:03-0008-0 PULEO REALTY TRUST HIGHLAND AVENUE RLTY ZEOLI TR MAUREEN C PULEO CHARLES ET AL TRS AMANTI THOMAS/DOROTHEA 388 HIGHLAND AVENUE 376 HIGHLAND AVE 15 WYMAN WAY 388 HIGHLAND AVENUE SALEM, MA 01970 LYNNFIELD, MA 01940-1845 SALEM, MA 01970 Parcel ID:03-0009-0 Parcel ID:03-0010-0 Parcel ID:03-0011-0 FRASCA VICTOR F DIMAMBRO FAMILY REALE GENEVIEVE P MARY M DIMAMBRO LOUIS J 3 RAVENNA AVENUE 386 HIGHLAND AVENUE 1 RAVENNA AVE SALEM, MA 01970 SALEM, MA 01970 SALEM,MA 01970 Parcel ID:03-0012-0 Parcel ID:03-0013-0 Parcel ID:03-0014-0 SHUTE PAMELA MENTO JOHN A STILES STEPHEN A 5 RAVENNA AVENUE RIZZOTTI ALYSE A STILES KATHLEEN SALEM, MA 01970 1 PYBURN AVE 3 PYBURN AVENUE SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0015-0 Parcel ID:03-0016-0 Parcel ID:03-0020-0 AMANN MARCUS B GALVAN LIZA G MICHAUD JUNE M AMANN KERRIANN L 7 PYBURN AVENUE 71 AUBURN ROAD 5 PYBURN AVE SALEM, MA 01970 LONDONDERRY, NH 03053-2232 SALEM, MA 01970 Parcel ID:03-0021-0 Parcel ID:03-0022-0 Parcel ID:03-0023-0 //^^- � MICHAUD JUNE M COTE LISA -GAHNtZZAR0-K ITI�� A&M,4"L 71 AUBURN ROAD 4 PYBURN AVENUE GANN49ZA K)+BA LONDONDERRY, NH 03053 SALEM, MA 01970 2 PYBURN AVE SALEM, MA 01970 Parcel ID:03-0024-0 Parcel ID:03-0048-0 Parcel ID:03-0050-0 MORAN MARIE C JONES BARBARA SANTORO ZACHKARI 13 RAVENNA AVE 22 RAVENNA AVENUE 16 RAVENNA AVENUE SALEM, MA 01970 SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0051-0 Parcel ID:03-0053-0 Parcel ID:03-0054-0 GLAVIN GRANT W CHAN THARATH EFTHALITSIDIS ANTONIOS MCGUIRE JENNIFER R PECH PRENH EFTHALITSIDIS MARIA 14 RAVENNA AVE 10 RAVENNA AVENUE 8 RAVENNA AVE SALEM,MA 01970 SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0055-0 Parcel ID:03-0057-0 Parcel ID:03-0058-0 SCHULTZ HUGH PULEO REALTY TRUST PULEO REALTY TRUST SCHULTZ MICHELE PULEO CHARLES ET ALI TRS PULEO CHARLES ET ALI TRS 6 RAVENNA AVE 376 HIGHLAND AVE 376 HIGHLAND AVE SALEM, MA 01970 SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0060-0 Parcel ID:03-0062-0 Parcel ID:03-0065-0 DANVERS ATRIUM, LLC PULED REALTY TRUST PULEO CHARLES M 9 BRIDGE STREET PULEO CHARLES ET AL TRS PULEO PAULETTE M SALEM, MA 01970 376 HIGHLAND AVE 5 FREEMAN ROAD SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0066-0 Parcel ID:03-0067-0 Parcel ID:03-0068-0 BARNES ROAD TRUST THE FEMINO JENNIE M ILY LEONARD I INGEMI JOHN M ET ALI TRS C/O FEMINO JOHN 5 BARNES ROAD 383 HIGHLAND AVENUE 90 MARGIN ST SALEM, MA 01970 SALEM,MA 01970 SALEM, MA 01970 Parcel ID:07-0018-0 Parcel ID:07-0040-0 Parcel ID:07-0046-0 DOMENICA INGEMI REALTY DANVERS ATRIUM,LLC K.R. STARR REALTY INGEMI PETER 9 BRIDGE STREET 416 COMMONWEALTH AVE U200 36 MARGIN STREET SALEM, MA 01970 BOSTON, MA 02215 SALEM, MA 01970 Parcel ID:07-0047-0 Parcel ID:07-0056-0 Parcel ID:07-0057-0 K.R.STARR REALTY K.R.STARR REALTY K.R.STARR REALTY Bene , MA 022159e i41/1Glv-� y ea YbW&44 AZ 3) ?66 Vvw 14 3d7 60 Parcel ID:07-0058-0 Parcel ID:07-0059-0 Parcel ID:07-0060-0 K.R. STARR REALTY JOHN M INGEMI REALTY BARNES ROAD TRUST THE 41RCOP 0-IeP KYEAFF!'- INGEMI JOHN INGEMI JOHN M ETALI TRS $OST81V-A4A-02215-- 381 HIGHLAND AVENUE 383 HIGHLAND AVENUE SALEM, MA 01970 SALEM, MA 01970 r CITY OF SALEM PLANNING BOARD City of Salem Planning Board Will hold a public hearing for all persons interested in the application of Town Fair Tire Centers, Inc. for a Site Plan Review in accordance with Section 9.5 of the Salem Zoning Ordinance a Stormwater Management Permit in accordance Sec. 37 of the Salem Code of Ordinances to reflect the plan for the property located at 370-376 Highland Avenue (Map 3, Lots 63, 64, and 65). The applicant proposes to demolish the existing structures and construct a 7,269 square foot building for a Town Fair Tire Center retail sales use. The public hearing will be held on Thursday,July 20,2017 at 7:00 PM, in Room 313, Third Floor at 120 Washington Street in accordance with Chapter 40A of the Massachusetts General Laws. A copy of the application and plans are on file and available for review during normal business hours at the Department of Planning& Community Development, Third Floor, 120 Washington Street, Salem, MA. Ben Anderson, Chair Planning Board Ad to Run Dates Salem News: 7/6/2017 and 7/13/2017 120 WASHINGTON STREET, SALEM, MASSACHUSETTS 01970 - PHONE 978.619.5685 FAX 978.740.0404 - WWW.SALEM.COM Parcel ID:03-0063-0 Parcel ID:03-0007-0 Parcel ID:03-0008-0 PULEO REALTY TRUST HIGHLAND AVENUE RLTY ZEOLI TR MAUREEN C PULEO CHARLES ET AL TRS AMANTI THOMAS/DOROTHEA 388 HIGHLAND AVENUE 376 HIGHLAND AVE 15 WYMAN WAY 388 HIGHLAND AVENUE SALEM, MA 01970 LYNNFIELD, MA 01940-1845 SALEM, MA 01970 Parcel ID:03-0009-0 Parcel ID:03-0010-0 Parcel ID:03-0011-0 FRASCA VICTOR F DIMAMBRO FAMILY REALE GENEVIEVE P MARY M DIMAMBRO LOUIS J 3 RAVENNA AVENUE 386 HIGHLAND AVENUE 1 RAVENNA AVE SALEM,MA 01970 SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0012-0 Parcel ID:03-0013-0 Parcel ID:03-0014-0 SHUTE PAMELA MENTO JOHN A STILES STEPHEN A 5 RAVENNA AVENUE RIZZOTTI ALYSE A STILES KATHLEEN SALEM, MA 01970 1 PYBURN AVE 3 PYBURN AVENUE SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0015-0 Parcel ID:03-0016-0 Parcel ID:03-0020-0 AMANN MARCUS B GALVAN LIZA G MICHAUD JUNE M AMANN KERRIANN L 7 PYBURN AVENUE 71 AUBURN ROAD 5 PYBURN AVE SALEM, MA 01970 LONDONDERRY, NH 03053-2232 SALEM, MA 01970 Parcel ID:03-0021-0 Parcel ID:03-0022-0 Parcel ID:03-0023-0 MICHAUD JUNE M COTE LISA CANNIZZARO KEITH 71 AUBURN ROAD 4 PYBURN AVENUE CANNIZZARO LISA LONDONDERRY, NH 03053 SALEM,MA 01970 2 PYBURN AVE SALEM, MA 01970 Parcel ID:03-0024-0 Parcel ID:03-0048-0 Parcel ID:03-0050-0 MORAN MARIE C JONES BARBARA SANTORO ZACHKARI 13 RAVENNA AVE 22 RAVENNA AVENUE 16 RAVENNA AVENUE SALEM, MA 01970 SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0051-0 Parcel ID:03-0053-0 Parcel ID:03-0054-0 GLAVIN GRANT W CHAN THARATH EFTHALITSIDIS ANTONIOS MCGUIRE JENNIFER R PECH PRENH EFTHALITSIDIS MARIA 14 RAVENNA AVE 10 RAVENNA AVENUE 8 RAVENNA AVE SALEM,MA 01970 SALEM,MA 01970 SALEM, MA 01970 Parcel ID:03-0055-0 Parcel ID:03-0057-0 Parcel ID:03-0058-0 SCHULTZ HUGH PULEO REALTY TRUST PULEO REALTY TRUST SCHULTZ MICHELE PULEO CHARLES ET ALI TRS PULEO CHARLES ET ALI TRS 6 RAVENNA AVE 376 HIGHLAND AVE 376 HIGHLAND AVE SALEM, MA 01970 SALEM, MA 01970 SALEM,MA 01970 Parcel ID:03-0060-0 Parcel ID:03-0062-0 Parcel ID:03-0065-0 DANVERS ATRIUM, LLC PULEO REALTY TRUST PULEO CHARLES M 9 BRIDGE STREET PULEO CHARLES ET AL TRS PULEO PAULETTE M SALEM, MA 01970 376 HIGHLAND AVE 5 FREEMAN ROAD SALEM, MA 01970 SALEM, MA 01970 Parcel ID:03-0066-0 Parcel 10:03-0067-0 Parcel ID:03-0068-0 BARNES ROAD TRUST THE FEMINO JENNIE M ILY LEONARD I INGEMI JOHN M ET ALI TRS C/O FEMINO JOHN 5 BARNES ROAD 383 HIGHLAND AVENUE 90 MARGIN ST SALEM, MA 01970 SALEM, MA 01970 SALEM, MA 01970 Parcel ID:07-0018-0 Parcel ID:07-0040-0 Parcel ID:07-0046-0 DOMENICA INGEMI REALTY DANVERS ATRIUM, LLC K.R.STARR REALTY INGEMI PETER 9 BRIDGE STREET 416 COMMONWEALTH AVE U200 36 MARGIN STREET SALEM, MA 01970 BOSTON, MA 02215 SALEM, MA 01970 Parcel ID:07-0047-0 Parcel ID:07-0056-0 Parcel ID:07-0057-0 K.R.STARR REALTY K.R.STARR REALTY K.R.STARR REALTY 416 COMMONWEALTH AVE U200 416 COMMONWEALTH AVE#200 416 COMMONWEALTH AVE#200 BOSTON, MA 02215 BOSTON, MA 02215 BOSTON, MA 02215 Parcel ID:07-0058-0 Parcel ID:07-0059-0 Parcel ID:07-0060-0 K.R.STARR REALTY JOHN M INGEMI REALTY BARNES ROAD TRUST THE 416 COMMONWEALTH AVE#200 INGEMI JOHN INGEMI JOHN M ET ALI TRS BOSTON, MA 02215 381 HIGHLAND AVENUE 383 HIGHLAND AVENUE SALEM, MA 01970 SALEM, MA 01970 %oMr cA Cwc Novmilli Pawl zcuo 'i rx - -- 1 W$idra+z u,)Ioo+ Rlll� -- i i CITY OF SALEM PLANNING BOARD 2017SEP29 aHfi;elv SALEM. MASS Site Plan Review Withdrawal without Prejudice Decision 370-376 Highland Avenue (Map 3,Lots 63, 64, and 65) September 29, 2017 Re: Application of Town Fair Tire Centers, Inc for a Site Plan Review and a Stormwater Management Permit Statements of Fact: 1. In the petition date-stamped June 29, 2017, the applicant Town Fair Tire Centers, Inc. requested a Site Plan Review in accordance wiffffi—Section 9.5 of the Salem Zoning Ordinance - - a Stormwater Management Permit in accordance Sec. 37 of the Salem Code of Ordinances -to allow for the demolition of the existing structures and the construction a 7,269 square foot budding for a Town Fair Tire Center retail sales use at the property of 370-376 Highland Avenue (Map 3,Lots 63, 64, and 65).- 2. 5).2. On July 13, 2017, Attorney George W. Atkins III of Ronan, Segal & Harrington- 65 Congress Street, Salem, MA, submitted a letter requesting a continuation from the meeting on July 20, 2017 to the meeting of September 21,2017. 3. On July 20, 2017, the Planning Board continued to the application to September 21, 2017. No testimony was heard from the petitioner. 4. On August 8, 2017, Attorney George W. Atkins III, submitted a letter requesting a to withdraw the application without prejudice due to an internal review of the submitted plans and lease discussions with the site landlord. 5. On September 21, 2017, no testimony was heard from the petitioner. 6. On September 21, 2017, the Salem Planning Board voted seven in favor (Ben Anderson, Matt Veno, Helen Sides, Kirt Rieder, Carole Hamilton, Noah Koretz, Dale Yale) and none (0) opposed, to allow the applicant to withdraw the application without prejudice, on basis of the above statements of facts. THE PETITION IS WITHDRAWN WITHOUT PREJUDICE Ben J. Anderson Chair A COPY OF THIS DECISION HAS BEEN FILED WITH THE PUNNING BOARD AND THE CITY CLERK Appeal from this decision,if anj,shall be made pursuant to Section 17 of the Massachusetts General Laws Chapter 40A,and.shall be filed witbin 20 days of fifing of this dedsion in the office of the City Clerk. Pursuant to the Massacbuseth Genera!Laws Chapter 40A,Section 11,the Variance or Special Pemrit granted herein shall not take gect until a copy of the decision bearing the certificate?f The Cite Clerk has been filed with the EsJex South Registry of Deeds.