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Home My WebLink About2015-12-10 - Planning Board Meeting Documents Coming Soon. OUK H( RECKSON EXECUTIVE PARK, RYE BROOK, NY APPLICATION FOR SITE DEVELOPMENT PLAN APPROVAL SEPTEMBER 17, 2015 REV: NOVEMBER 23, 2015 LOCATION MAP ZONING COMPLIANCE ANALYSIS LIST OF DRAWINGS SCALE COVER SHEET SECTIONttI ZONING REQUIREMENTS PUD PROPOSED ALTA/ACSM LAND TITLE SURVEY ------------------------------------1"=60' SP-1.0 OVERALL SITE PLAN V=80' 36°''gzl (a)Minimum Gree SP-1.1 SITE LAYOUT PLAN I"=40' 30 acres 31.5 acres SP-2.0 GRADING&DRAINAGE PLAN__________________ 1"=40' mn wn"' (al aeem�:ne9uae SP-3.0 SITE UTILITY PLAN-OVERALL 1"=40' [11 m.imam oe Y 9.On0 sltsre >9.000 st/acre t'r "a 3ss3 ""ir SP-3.1 TYPICAL UNIT PLAN ____________________]"=10' (el auitr aeaam ft�en mrt nnaare SP-4.0 SITE LANDSCAPE PLAN OVERALL 1"=40' Itl Iel Alo pm dyfne aNning e.istl"e @7aorgvmcea twrt t00nlPenmemp SIP-4.1 SITE LAN DSCAPE'LAN-TYPICAL UN IT/CLU BHOUSE___1"=10' y n"e aeunma any aletncr santlmemei cemvpel"' SP-5.0 EROSION SEDIMENT CONTROL PLAN_______________1"-40' = m seri soao av, 0]Pnee%--s— - P..aea SP-5.1 EROSION&SEDIMENT CONTROL DETAILS AS SHOWN [11 P.-space tox reteta nnr Peem uea —131 atstreet Pen ae SP-52 PHASING PLANE_____________________________________1"=120' =mow spaces�erPMllIaB L.nn lout xoarepespm�peru"n o z z space rammade wn SP-6.0 SITE SECTIONS______________________________________1"=10' Pwa oae Panl"v space perm tees meoma,oa Pa SP-6.1 ROAD PROFILES AS SHOWN Szoo scene,t"aiv<yreyea sem SP-6.2 WATER PROFILES____________________________________ Al SHOWN ,a} t'bnager zso lmm"ul onne mimne of RYe siooRtatoeer xoot.e eaaeaL s@ �°�� mmla reeaireereat wolba whenmeo."ran onoe van w�aeeataaea to da"en.teas by rnevulaae soem of trye emox SP-6.3 SANITARY SEWER PROFILES PROFILES_________________AS SHOWN 0F�0otme mane.ate amt.. o �T re s tnaaa SP-6.4 STORM SEWER PROFILES_____________________________ AS ShlO\VN r='me vinave edam ame"sea me m"mv omniaace m peau milaee eoam m mai me o0o av"are tm reemreme"' TM .mea ammame xoeamp l:pr":eea l"a"amwmegm.®Ieat m,or erearer maa to"Ito�l SP-7.1SP-7.3 SITE DETAILS_______________________________________ AS SHOWN `s me"see me mdse ord a e n o lac me nemr area:set t"nn'a sdroa 2—E IZNeI t- -.A., ee reeeeea a �p m me Puo sere opmem anma oommema"once-mpmremema ota resomoaa 0o oa Aancet to mtslwaatoo n, SP-8.0 SITE LIGHTINGPLAN ASSHOWN L-02 PLANTING,LIGHTING WETLAND MITIGATION PLAN- 1"=50' PVN PREPARED OF �NPF 9YP LLC V'S,2f NDTSAPPROVED RY o THE VIAL\GE OF RYE BROOK,INCLUL CED h5F6RT OE--THIS SITCPLAN ,v'PucaTIOM �o loo�Oo PROPERTY OWNER APPLICANT PLANNER,(-1VIL ENCIFT ER.LANDS(APE SURVEYOR LEGAL COUNSEL R,F— Sun lom NR('IIITECT Lint Land Survovors,I'.C. Giddy W Feder,LLP D" n FS G Rely Curp. iM a301 play.TuNc.ScHI kPl,re nns Hr l I,FIn"r 36d Hzni Ilan Avenrc 5.N11L56J irMlpwna� h plc.NV 1OSTt Wh'te PI s,N\10001 VJdlte l'Hlns,NY 106n1 --------------------—--------------- SITE II 1414, , I T= IliL ISI REVISIONS =4— NCL E 4= • ci7- 0 7Z C) o0 ALTA ACS LAND TITLE SURVEY OF PROPERTY SITUATE IN THE VILLAGE OF RYE BROOK IN 111T TOWN OF RYE AND THE n. 0 RE sEs4REKNovNNs—..TREET TOWN OF HARRISON WESTCHESTER COUNTY 0 NEW YORK T11N IF IE T �, . ...... T1111 IF H11RITSI,1" %IELE 232002 RYE BROOK n�.00K,NEeareK I , DivNFv Time SchwALm vie A El .,....,„ NI i OHH+H+HH H9 op o � II l n 'l ° 1l, OR J 4 \ L \ OVERALL SITE PLAN 1 i 1 °roues°.":000 E° s o�.SP-1e.0 SUN HOMES i an, RYE BROOK IEPlll Rrc naooK,Nr / __ - F, N Ne 11' ' 9 � air ' I _ Dw&y TUm SSGHwALK ZA c w � o . . : J ___ ------------------ -— ———— \ ``\ L` SITE LAYOUT PLAN gnp SP ` � I I" �� // % / / � j/ � •�� i �v��_ �-� —_ —oma— --- _ SUN HOMES K RYE HO / OK jt RYE NY .areK BROOK, _ A V Dwr y-Ti c-SaiwALK I -- „ -- -- i AI I — - 11 I \ I Ini v �\, •,drill �U v � 1 v �vv � � � � �; v v I V II fI� 1 Iij- ss.. GRADING&DRAINAGE // / �;� � _ / �N� PLAN /lII vill a V v �\�,�",ate J`•-+.�r ��/�`� I //�///l/lll/ i l / / / ��, � \� � � ��I 1/l :i%�• _ ''» hill tl ll� / / / l / l �� .�� " .",ow` o,.SP-2.0 Lr SUN HOMES RYE BROOK -4 11 x Dw�y-TUm-ScHwALK A\ —W SITE UTILITY PLAN- OVERALL Z-� F SP-3.0 SUN HOMES RYE BROOK RYE BROOK NY ❑ Dwr y TLNG SaiwALee TYPICAL UTILITY LAYOUT I L I TYPICAL UNIT PLAN SP-3.1 SUN HOMES , � ___---_--i I RYE BROOK IECKI IEPlll rook,N -------------- p _ _ _ •°` Dwr y Ti c-ScHwALK .. ._ wxia.we�A O S. d -- ---- ------ I --/ T77TI 17 a d 41, /� \\ IEE IITINI z1 — .EaRooK ------ E � A O O. � � ❑ / \ 'O 5",4 LANDSCAPE PLAN- OVERALL SUN HOMES RYE BROOK KECKSON ElE(LJ I EVE PRKK RYE RROOK NY Dwr y-TUm-ScHwALK ........... T" TINE E- 1111-11TIE PA-(TYP., -N- .. 3E-IT11 R' ND CLUBHOUSE El El POOL P-T.P 1�-TE. B��LUAED L",T,_, L T Yp -NETEH LANDSCAPE PLAN- TYPICAL UNIT/ CLUBHOUSE 11T SPAI SEDimervl corvrrxiauTanniN N .vowMe —E I AREA D) ".E I I III I I lII / / ///////1---_ / /,� 1 I SUN HOMES RYE BROOK 1.1 �s,ezo l / / I /i 11 /i •.•b •:-•'✓S•'•/lY'�( �� '- l Ke iseeao _ BROOK NY"' e z' 7560 I / �, / —=�� --- --- — — azao Dwr y Timo SScxwALDE a _— /IIII � 1 — I -- I 01 , '111��1 °•y� I I � � III / � 1 � �� iii— •��•., yti• / �' j r �.w I a V' I)I I I�� // 1 1 / I I I \ \ i�� \\ Y•• 4 . _ _ —� .,� - / ( / III/ / . Ano� _ ��1,• _ ,, �� -_ EROSIONAND A. •// _---_=I _ ;-- — _-- — a� —_—_�� /AAA /A/'�� .K//// ��'l� / / �' �,p�� SEDIMENT CONTROL PLAN /A — �� lI o�.SP-5.0 SUN HOMES �i�}.II� RYE BROOK KECKSON RYE BROOK NY . Drvrgv Tic-SchwALK ,o�,1,1 CONSTRUCTIDN SPECIFICATIONS as 3E s�._u.s. ❑ ��LE.I.is. .w ❑ ui- S�iLE u.s. i uNs ❑ i� ., ..,. �� ❑ EROSION AND SEDIMENT CONTROL DETAILS ❑ ❑ ❑ ❑ E,N SP-5.1 RYE BROOK I SUN HOMES ke aren 1' ro �..� '� � i • `> ter, � � ;, „ i � ��'o � , Q Dwr y Tuac ScxwaLK wo _ MUM ............ LIN c IN V � I II� �, L '�•\bui � i� � I�U c ,� 1 ,,.'6�.eo � � I - �J II II�� NV' •�� I I�/� ��, / � SITE PHASING PLAN ----- �.��%� 7aa o.,�� SP-5.2 SUN HOMES RYE BR ke OOK 3 = ei�aren RYE Beob6,Nr 320= ----- _ I A --- ----- � 310 � _ .xisnua aar�E i ni�iia�..ryiw ii 296 iE.,E..—FO JNFLE SECTION A-A' LL Dwti y-Lm-BaiwALK ywim..u,a�A ago r+- xoo ''�f c� ------ SECTION B-B' ilk 9�0 I =.wurvo eau ----- - -- soo NSA��299 ------'--- - 289 -----------' 27 6 SECTION C-C' ql / 1 1 %0�II rwa \ \ SITE SECTIONS °ill //l/i 11 ill;i,li i w SP-6.0 SUN HOMES RYE BROOK KECKSON ElE(LJ I EVE I'- RYE BROOK NY ------------- Dwr y-TLm-ScHwAwE ROAD PROFILES SP-6.1 SUN HOMES RYE BROOK KECKSON ElE(LJ I EVE I'— Maw— RYE BROOK NY ——--------77 t� Dwr y-TLm-S chwALK ........... Evxim IMM mum MME ..E p%m WATER PROFILES SP-6.2 Profile View of Alignment-International Drive Sanitary Sewer Profile View of Alignment-Sewer Connection to Existing SUN HOMES RYE BROOK KECKSON EIE(LJ I EVE I'— rn, RYE BROOK NY 0 F, 0 -oR Station Station Probe View of Alignment-Road A Sanitary Sewer Dwr y-Rm-ScHwALK Profile View of Alignment-Road E Sanitary Sewer oR 0 > > W Lu Station Station Profile View of Alignment-Road B Sanitary Sewer W Station Profile View of Alignment-Road C Sanitary Sewer 10 Station Profile View of Alignment-Road D Sanitary Sewer T777-- u 1,R4 Station SANITARY SEWER PROFILES SP-6.3 Profile View of Alignment-(Network-STRM(1))-(1) SUN HOMES RYE BROOK RYE BROOK NY w Dwr y-Lm-ScHwALK Station Profile View of Alignment-Storm Bypass 2 Lu Station Profile View of Alignment-Road D Storm Y Io Lu Station STORM SEWER PROFILES SP-6.4 z,, SUN HOMES RYE BROOK IECKI1,�l E�11E1,�I,l�IE,1'111 ........... .......... Dlvay Lm ScHwALK NI I I r=I I E71 -IIII I-I Il-rill I F❑I sIII 111111—a��"02,�o-1111111 III ............... H t. 7� W"Ti�I,11�1111w�:Wy .......... M1111�Q SITE DETAILS .......... IEI 41 On E] =E:❑IEE SP-7.1 = ............ ............ SUN HOMES ............ .......... RYE BROOK ISHKII E�l El,IN I V Y I A III FT ................ F❑I ❑ em DwN y-Lm-SchwALK mn ...........�N......... -T B 0 0 n"111111.1 G11111t, Nip DRAINASE ANGREGATE NO E .max DERF,DRAIN LIMIT CHANGES IN BASE ELEVATION E DIMENSIONS TO BE TO 6"PER STEP TO AVOID —DIMIDER BI I.DTIA lAllllLI ITAIIED AlOREIATE IMPEDME LIN- R11 ND EDSID DIFFERENTIAL SETTLEMENT FINISHED GRADE VERT VAL'D HIS -STEP OFTEN ENOUGH TO MAINTAIN LINE VAr%NAL) -PE MINIMUM REQUIRED EMBEDMENT IIHALNTIR A IIEET.'DINTTERIJ L"Ti P DRAIN F, 1 ❑ (WALLSOVER 4'HEIGHT) ORIVNTES N. I.11AHE H" L FENIE NRANILAR N, EVEL RIABE BR"ISEALEDIIIN DITO I PSD V'TH1111 ERRETLAN JO DRAIN m m (WALLS UNDER 4'HEIGHT) (OPTIONAL GOAL SLOPE AT TOP OF VV%LD III UN I 11S OLL NOT To SC 11 F 10 1 1 11 AT I FLILI.NNT M�N�ITIMNAL III I' W/VENETEL DE 11 111 �UHE .1ERX'S S DEE 0ZLEAVE _C 'S I LIT INDIATISIDED IRL STEPPING BASE DETAIL VEIIA—lLAR MO.oaaiaA 1.,1.01 B.— ft—11, NOl 11 11 ,.N NOT TER NC\I F AI ES11) DRA DEA�GAET NIN RM'... 11re d—I-1 coma 9l-I, ft-g Ift, d--end-1 be B.=% TIENA — OiI RE—.t. �—ro&I -I-Fa Na�—.9 V ft NE-D ENI 11 TUE 1��W YOMlm� B.ift PWI bi��ft d W d ft—-ft MAI ZA=%M A�L�M70'TEME 8' ftl ft d By ft ftlldt�_. 4 `At IRA N PIPF E OUTLE E I I . _.�,-—.0n d d�=�, p* th—y I,— B-.11�I—- SALL NO El IEBTEI .I. —I BR.t�I�DI h.— B.IldN Ift-,ft II,I __7 'I.P—N B. SITE DETAILS BNI MULAR LEVEL DO L NO PAN MIN.I THICK—/ N _/ TYPICAL SECTION UNRIFINFORCED RETAINING W�H_ SOLRCF,TPRO,I OR RHAINING-11 SYSIHMS OR RPPRDVUN FO!:V. HEI NOT TO SHALE Tee os TTi SP-7.2 Dill) SUN HOMES RYE BROOK IECKI1,�l E�IE1I,�IEPlll Li Dwr y-TLm-S chwALaE ............... 10 Z 0 .s.... ................ —�Illl—4=19Z �El W"Ti I�11�1111w�IWV7 IL�. ffz ........................... Ll SITE DETAILS SP-7.3 IEEE: 4-Dill) ESUN HOMES RYE BROOK RYE RROOK NY ve i�aren 'I 1 a Dwr y Timo-ScxwALK 6V 4 s I H �i 1 �� ,•�,M M, n .r � 1 i � � � •I� �% I I I17FFF7 f j or i V A �� r a i cr .. -------------- )L ---_--____—)L ------------ - SITE LIGHTING PLAN oA^SP-8.05 �_ --- SEED MIX PLANT LISTE�E oz _ r SL GREEN I—EIV FoR ENS,"oNNENT„� °, 360 IT.NIILTON:0T To'nLnun eoLnLxs ”' az uou,uro I 10-11 IK \1I II I L',PLAI NS NI'10601 .a zEo„,zLm .n m xmuOsm ..g NOTES PON” as - - omc„omr revs me„,omT®ue rr,mmu,r"rm �� ...............EXISTING VEGETATION Y mxrvnOoe n«u_rrev :�� we,rcnsr Lae ...............JI DEJcNROrF 6ASIMiwaTEe ouALlrr eaSN/lULAND PLaNr LI F.T71-111117111—IN T_-I-1 I IT EXISTING VEGETATION, LIGHTING LEGEND SEE DRAWING SITE -O LANDSCAPE PLAN LL, THIS AREA FOR PLANTING IN THIS AREA IP 10 EXISTING eRooX nO„.„ten w�Lann � _ PLANTING WITHIN - / — v,�nn T.rP a n,nOP,m.L ,,.�,.. ... NON."�„P S�Tmn 4� STORMWATER BASINS 4 d I "S I TO � inn,.rP i/ „LO RETENTION POND N IT n Ne NPi1OE W1°iOPE " EXISTING VEGETATION ISLAND �ew4,ru"a wz 11MINA 511- PLANT LIST TREE PLANT LIST NOTES 7TF OPMx DFROMI`Top PLO'lING.LICHIING& „ommm nN,xa v„„ PL awn Y,Y,u: °uL ”.OOT°ONALL eE�„ovE„�n.NE Top".�OT.Ne�OTN.LL<LL Nen-O,OOe�O.OLL „ n,�,r ”` ND&➢TIG TION .x€°�,I�ne,.Howp ,a. �n.r<w<�.,�N<�°P°wn�rn P°n„ �°.,..,,„w<��r .,oma w.a °;� WCTLAA _ ® PL1H ilin AA �„„n„ PLANT LIST = r rD,a� „ ONLY OL„O On„NT„L::N.LL OL rnONLO.T THE TIME Or rL.NT,NO11—. 1 L-02 i i I 445 Hamilton Avenue,14th Floor CU D _ & White Plains,New York 10601 �q Tel 914.761.1300 Fax 914.761.5372 Jl� www.cuddyfeder.com November 25, 2015 BY HAND Mr. Gary Zuckerman, Chairman, and Members of the Planning Board Village of Rye Brook 938 King Street Rye Brook,New York 10573 Re: Sun Homes (Phase 3 Reckson Executive Park) Application for Site Plan Approval for Planned Unit Development(PUD) (Premises: 1100 King Street; Section 129,25, Block 1, Lot 1) Dear Chairman Zuckerman and Members of the Planning Board: On behalf of Sun Homes (the"Applicant"), as authorized by Reckson Operating Partnership, L.P. as owner, we respectfully submit this letter to respond to comments arising during the Planning Board meeting held on November 12, 2015 and issues raised by the Village's professional staff. At the last Planning Board meeting, we were asked to review the accuracy of the Chart set forth in our September 17, 2015 letter to the Board of Trustees calculating the extent of the waiver requested from the floor area per acre limitation and detailing the square footage allocated amongst the market-rate units, AFFH Units, attached garages and walk-out basements. In the process of that review we realized that the September 17, 2015 version of the Chart inadvertently omitted calculation of the attached single-car garages for the AFFH units. The revised Chart set forth below accounts for that omission, among other things. Following'the review of the Chart and refinement of the design and calculations using more detailed grading information,for the site, we have confirmed that only about half of the homes will have walk.-out basements. This analysis verifies that there.has been-a reduction in the overall square footage..of the.requested waiver. Accordingly, below is an updated version of the Chart that adjusts the waiver requested to be granted by the Board of Trustees to 3,109 square feet of floor area per acre, as compared with the previously requested 3,169 square feet. C&P 2948267.1 ATTORNEYS AT LAW White Plains Fishkill New York City Stamford C U DYE: November 25, 2015 Page 2 REVISED CHART PREVIOUSLY INCLUDED IN LETTER TO BOARD OF TRUSTEES,DATED SEPTEMBER 17,2015 Avon 25 2,350 58,750 Chester 50 2,800 140,000 Norwood 25 3,300 82,500 SvBTOTA : 100. '281250 F .00R ARi A rER .. 281,25 0`=31:56= ACRE /o AFFH, 8,911 60/ACRE [1TTAC1I1 D GARAGES CO VIPARI?1)TO OR WALKOUT 9,000/ACRE BASEMENTS - MAXIMUM) Market'Rate Garages Avon: 25 Avon: 400 (10,000) Chester: 50 Chester: 528 (26,400) 49,600 Norwood: 25 Norwood: 528 (13,200) AFFH-Garages 10 240 2,400 Market Rate Walkout Avon: 11 Avon: 650 (7,150) Basements: Chester: 18 Chester: 775 (13,950) 36,100 Norwood: 20 Norwood: 750 (15,000 4 @ 1,400 AFFH Units 10 12,800 6 @ 1,200 ! SUBTOTAL 100,900 TOTAL FLOOR AREA OF DEVELOPMENT 382;150 i FLOOR AREA PER 382,150 31:56 = ACRE wrri-t AFFH, 12,108.68 PER ' ALL ATTACHED ACRE=.3,109 SQ.. , GARAGES.& ET. PFR ACRE WALKOUT; ...Z. (WAIVER '.; BASEMENTS REQUES"CED) ., C&F:2948267.I J I CUDDY& K� F E D E 1\i" November 25, 2015 Page 3 Also accompanying this letter is a letter prepared by Divney Tung Schwalbe, LLP responding to various questions presented in the comment letters issued by the Village's professional consultants, Frederick P. Clark Associates, Inc. and Dolph Rotfeld Engineering. Based thereon and for the reasons set forth in the prior submissions, we respectfully request that the Planning Board favorably recommend to the Board of Trustees that it grant a waiver allowing the additional approximately 3,109 square feet of floor area per acre to enable this development to be constructed. We look forward to appearing before this Board to address any further questions and thank you for your consideration herein. Respectfu , ill' Null W SN: Enclosures cc: Edward Beane, Esq. and Jennifer Gray, Esq.; Mr, Christopher Bradbury, Village Manager; Ms. Marilyn Timpone-Mohamed; Mr. Anthony Oliveri, P.E.; Messrs. Robert Dale and Bill McGuinness; Mr. John Barnes; Messrs. Gerhard M. Schwalbe and Matthew Steinberg; Dr. John Collins; Mr. Ronald P. Rieman; and Ms. Norma Drummond i i C&P:2948267.1 DivneyTung Schwalbe, LLP Andrew V.Tung,ASLA, Esq., LEED AP DIVNEY • TUNG • SCHWALBE One North Broadway Gerhard M. Schwalbe, P.E. Intelligent Land Use White Plains, NY 10601 William J. Carey,Jr. P: 914.428.0010 Mark S. Gratz, P.E. F: 914.428.0017 Maria CoplitAlfaro, P.E. www.divneytungschwalbe.com Donna M. Maiello,ASLA, RLA Jason E. Bajor,ASLA, RLA Cosimo Reale,CPESC November 24, 2015 Mark J. Shogren, P.E. Matthew N. Steinberg,AICP Mr. Michael Izzo Building &Fire Inspector Village of Rye Brook 938 King Street Rye Brook, New York 10573 Re: Reckson Executive Park—Phase 3 Site 1100 King Street, Rye Brook,NY Sun Homes Residential Development Dear Mr. Izzo, As requested in connection with your ongoing review of the Sun Homes residential development please find enclosed a copy of the Fire Protection Plan (Site Plan) Drawing No. F-1, for your review. The drawing shows the location of the proposed fire hydrants and the adjacent 26 feet wide by 20 feet long clearance layby area for the fire vehicles. The plan also shows the fire truck turning movements at the typical intersection and at critical locations on the site. In all cases the fire truck will be able to clear the curbing to make the turns. We have also provided the turning movement to the emergency access drive from King Street which is shown in the part plan located on the same drawing. The fire truck used in the simulation is slightly larger and therefore providing a more conservative turning movement than the one provided. Dead ends have been limited to less than 150 feet in length. We trust this plan is sufficient for you and the Emergency Services Task Force (ESTF) to review and please do not hesitate to contact me should you have any questions or would like us to meet with you and ESTF. Very truly yours, Oft4o,vW 5,-4wat. Gerhard M. Schwalbe, P.E. Partner cc(email only): Anthony Oliveri;Michal J Nowak;Marilyn Timpone-Mohamed; William Null; Robert Dale; Bill McGuinness PART PLAN '/� EMERCENcv AccEs OMES »..a_ ----------------- RFS YE HOOK RYE BROOK FIRETRUCK TURNING VE I'AI�K MOVEMENT,TYP- (I RT[13I'll NY FIRETRUCK TURNING MOVEMENT,TYR AJIIW IN IH1L5E1 M 25PAVED RADIUS / AROUND HYDRANT. I I DIvNEY`TLNC'ScmwALBE 7777777 7 j`I 1 I II i 1 r I r ll� I I / it 1 / l Io RADws rvYDRAINT _ II K FIRETRUCK TURNING \ �•m,-r `L \\ �� MovemENr.TYP. 48 V\ �� `\\ ♦ �== 6.83 2L00 FIRE PROTECTION PLAN F-1 PART PLAN '/� EMERCENcv AccEs OMES »..a_ ----------------- RFS YE HOOK RYE BROOK FIRETRUCK TURNING VE I'AI�K MOVEMENT,TYP- (I RT[13I'll NY FIRETRUCK TURNING MOVEMENT,TYR AJIIW IN IH1L5E1 M 25PAVED RADIUS / AROUND HYDRANT. I I DIvNEY`TLNC'ScmwALBE 7777777 7 j`I 1 I II i 1 r I r ll� I I / it 1 / l Io RADws rvYDRAINT _ II K FIRETRUCK TURNING \ �•m,-r `L \\ �� MovemENr.TYP. 48 V\ �� `\\ ♦ �== 6.83 2L00 FIRE PROTECTION PLAN F-1 Eq GEES B '-� I ��EBUC R q�� S/TE IIF +✓oxrx \q\�^�9 0 o,A, RAYMOND&�L—TSINS TAX LOT 11 TAX LOT ie IATI&w La TTAL N/F TAX LOT 32 ATERo LAnrosA Fl AV o TAX Lor?5 N/ incus =i000 KENNETH ESS SHALL TAX LOT 17 M �'o' / Al \ f 1 a r g22o O—El&NTODA OKUN arTNwaLi ear° A V/" �'"� a l �' \ ,•�,`•�" caAic N IA'OL ecsee TAX LOT t E24R0AGHES 3-52'Oo .o \ z '—LxJ / y�r�'�4 \ / �� / o-_N \ta "MAP OF RICH MANOR" ram LOT si a_Tzne sz� hA/tip) AVA, \ � 5" DNLIEFR LEGEND HOLE \ _ HOLE SL. SPOT GFADE TTO IF IAII - eoITONE—L LFTkT 3�� _ o"�T —_K FTAS L6 zoo NOTESa \J/ <a emm \ Mcm York an Marrh 26, IT Y ,m 1111P, Cel ler asso�otes,lnc, a 11 111,, ew \ l �\ '\re I \ \\\ Po\ 2002. <°nom cN o Y e New Ye,u see Ae.be�er,ee er arereerDeei Lace S,-ro spa° �e�enee er seen0e Tem,�,aaw�—2,oT Iae New ro Eacoor,ee VDN gee o,mane m e eu�r ep e.Ng e, e 11 Low. °RT DQE G x+' scale m Twee �� Q¢ Pia P�� THOMAS A.AHNEMAN, 05034] mz LS Lor -3�sAaes1sT2a4�e4,,T JAKirby ��oQ°�� DATE 1.71 �fl `I Close up 4 unit condos L d f Ile .s. 4*1 Vr� Close up lot 2 L n$4 rt RR FFF s ?" 1 Close up lot 3 Ingr 1 y 1 s� G 4 Y � 1 r u^ s jF £ ,4 7M EAGLES - BLUFF O R/DGE YO� 0.�� xp,°"0W NT'yT.91O� r✓ "4. q NN a E O Y x ._....._.-- ...SGS\N NppN 3 s.H�`� s `�" ate• \QN �p rtes N W O O D L A N D S O O W 000 LA N DS 4y n :. \ m O 6JJ R Gaapl x'1°69 a\ mr _. ANISMAR SAID SURVEY WAS PREFORMED REN RMEDI - ANOTIOFSAIDSURVFORLAN SURVEYS' OPTED yTHEN NEW H THE ISTING 'CODE OF PRACRE FOR LAND SURVEYS'ADOPTED BY THE NEW YORK STATE ASSOCNTON OF PROFESSIONAL IAND SURVEYORS. UNAUIHEIZEO RLIERIliON ON LATIO NOF.EMRVEI'MA➢BEARING A.ENS® a •..�� coacaara LANDS YOM L4ANLAWS.w OF SECTION T108.SUBDMSION 20FlIE NEW roRK STATE EDuunoN uws. _ SURVEY OF PROPERTY T ERIK J..NK,THE SURVEYOR WHO MADE THIS MAP,DO HEREBY ERTFY _ SE OF RN THE TWIT THE SURVEY OF THIS PROPERtt SHOWN HEREON WNOv,v.LETED ON a'ORIGINAL OF _•� VILLAGE OF IN BROOK NOVBABER7D,3015ANDTHATTHI3IMP WASCOAPLI:IEOON NOV.21,3015. ONLY�ES FROM THE THE LAND SRVEYOR5 SEV 8WLLL BE CONSIDERED TNAI.OF THIS SURVEY O BET TRED UE VALI COPIES. V --- V G. TOWN OF RYE ENCROAEMEMS BELOW GRADE ANOKK SUBSURFACE FEATURES.IFANY,NOT /- WESTCHESTER COUNTY LOCATEDANDIOR SHOWN HEREON. 1CC�`(/ NEW YORK Q COPYRIGHT 2015 SCALE;1•=R0 UNKLAHD SURVEYORSP.C.A MGHBRESERYED.THEUNAUTHORMEORE JIL Gi , SURVEYED;NOVEMBER 20,2015 DUCTONNIDIONDISTIRIUTNNIOFMMS UMENTISSIE MDISAMOLATON UNDER UNRED STATES COPYRIGHT LAWS. u iL\O /+ THE PREMISES SHOWN HEREON BEING ALL THAT CERTAIN PLOT,PIECE OR PARCEL r /Veyors P.C. TED.('� OF ANG AS CONVEYEDBV ROYAADAMS'TOTIDGE AND GRWP,INC.'PER OFFn SURVEYISSUWECTTOANYSTATEOFFnM-ICNANUP-TO-0ATETREE ClERM30 FC E.OMSIONOFUJ0-R RDSONAS DULY REDORDED IN HAPRIL13C3601IASCOMROL 1 Y0 Uma INATON MAY DISCLOSE. - NUMBER4116W376. i * THE OFFSETS SHOWN HEREON ARE FOR INFORMATIONAL PURPOSES ONLY. THE PREMISES AS SHOWN HEREON DEIGNATED ON THE TAN MAPS FOR 0 FSETSARENOTIMENDEOTOESTABLISHPROP .NESFORTHEERECTON THETOWNOFRYE,VILLAGEOFRYESROOKAS: OFFENES.STRUCNRESANOIOROTMIMPROVEMENTS. - SECTION 135.35 - BLOCK 1 - LOT 11 TOTAL PARCEL AREA:172,620 SO.FT.or 3.96 Acres X� ZONING ANALYSIS � N/F N/F \X RAYMOND & GAIL WALTKINS OTEROIII IF LAT TAX LOT 18 LANOSA �\ orviiaclowiner a \�A� n.a�n,ao on.Ervsorvs .a F =0a POOL 51 o rioinLor2 irviEaioa TAX LOT 16 \\�X �\ ,.k LOTI 0 EL V, S7E o owe aK : , 36 A� -' N/F \VA ae.re „E—T-T—luour: KENNETH & FLORENCE MARSHALL \�`.\ " _'T — 'a° SIDE 1.01 .ao TAX LOT 17 v` � oo sroe �OPENIlAll „aaosr saooa ar „yP P �� era.rL�oaAaEa or o.ELLrvas „,�asra Ooc All wAV�� i ,g ,<qe„ /j_ L_— •i / --r-11111 o„a,awIl ,as, 1-8 sF RET nrir s i°K �r i/ as oa.rAao E Ewro rvEll „ as NSF 1.24 FT ST Ce w: /( / K / E,s STANLEY& T aw Sao �la // i HE D OK A �E<rmE �E<.Eaorv. TAX LOT UN `s >t�we ANGLE 1 S 6a — FAW ! A (A LY RESIDEMC YYY Irz^� I / k-�•_X„ SCALe IN Feer i w owner Dan Grefo l O T 209 Central Avenue aN T Qve. M' 10580 ° p o e, o � �' Aaar�ant zti �Q' b s 8 a Le �, o• i t haste It.p top rt Cheater e Por,NY IO 5 7 3 �u Deed -zz sw 1 i Pr— Lbar 4 1 1 00 Page 2 7 6 ._� Parke CrawfordPark k � ra nv 9r H w \ RO�aP 'oz11 PLe „,� w -_, \, -�� a RALPH MASTROMONACO, RE, P.C. �'y`" �� _ \, �.� O G. Consulting Engineers 13 Dove Court,Croton—on—Hudson,New York 10520 (914)271 4762 (914)271-2820 Fax qrN SITE PLAN %ri,/ FAIR AFFORDABLE HOUSING NOPTI-N PIDGE STPEET DEVELOPMENT VILLAGE OF RYE BROOK ceY_ WESTCHESTER CO NY To OF_ 7a OCTOBEf2 2 7, 20 1 5 ,oaao �....r"tiaa�,<N<,°,a«'NY 1-71 SHEET I OF I SHEETS ZONING ANALYSIS N/F RAYMOND & GAIL WALTKINS A'. TAX LOT 18 L T_ 4111.1111.11-61 T A A, T I -A T TaD IAILLI.11l—1 D T-1 A—IF A—l— I—F 111-F on wAo /OIL 1111TALL11 1-11 FAIT—NT Al ,..Ap oS1C-ALE 2 I-N FEET 40 ro X/ T ff -P n Owner Dan G,io 2 Central Avenue "T/ oo Rye, NY 10580 LouL.riez. 8 -4111t.p AL Part ChAvenueAvenueeater,NY 105 7 3 Deed LDeedf------ LibAF 41 I00 Page 276 Park, f,� QiAh Manor Park A T Crawford Park So, 2pl Al A All % 38"U Ll m a9 \/Av T RALPH C— MASTROMONACO, RE, PC T T RI IT IF T Confulting Engine- UP ' -&,' 13 Dole Court,C(914)n271-476260(914) nIsoNew York 10520 ON T "T T (914)271-4762 (914)271-2820 F.k 97; SITE PLLN LOT 2 /v1 LIA.11LE NOPTI--d PIDGF-- STPEET DEVELOPMENT NAININA Y VILL4,GE OF IRYE BIZ100< ,A "LAY VVESTC1-1ESTEQ CO. ,NY ND NOCTOBE-�-' 2 7, 2015 1EINGINVEEEIRDNGI�IIELANIE,SUR�TYIIHG E�TER,NY—71 u.,j., ' 71-2) SHEET I OF I SHEETS ZONING ANALYSIS N/F RAYMOND & GAIL WALTIKINS NAEF MARK & W. LOWENTHAL T. TAX LOT 18 —0 OF 32 F..T_E "I Nunn.— rNr'T 11,11cr-11 F InTE11.1 ATI �Z F,1,GHTETr: I.: T2 1111LI r111 ISIE -11H Als—.1—i-NE-111ELLIssw 111 -11 IF Al. 'A I'll sE I'll n^xv1"I'l,111si LITAll,�,IFAAOI 11 oK 11-11-11-111EET 11rsT 12.L N/F CRAIG & CAROL SCHER ISA M rti "MAP OF RICH MANOR" A-L FILED MAP NO. 7248 L—F` 21 LOT 31 0 10 of 40 SCALE IN FEET 2D11 2CA w u 1—IT DaW,dlo 2 RILI 2 Central Avenue Rye, NY 10580 00 DRYWELL5 0 AIntz 12 OAK Lou L.riez. 8 PIIt.p A,A,,A fiPart Cheater NY 105 7 3 1E 17 631 Dead LOT Lear 41 loo Fog. 276 Park,: kgoh Manor Park FLE. a)k Crawford Park .A .11L ill Aos�i.I I N/F is: I Ali 7 E 1 ,1 11L, n.AILE ADLER T op I I—PIU API FF 81-0 2��A BF 71.0 RALPH G.MASTROMONACO, RE, PC Is AILV Consulting Pugine- -o " A- 13 Dove Court,Croto n-Hudson,New York 10520 Jo A,, (914)271-4762 (9141271 2820 Fax 2 ( 11 AILE I Al IT -E A T Al SITE PLLN LOT 3 o A PLOPTI--d PIDGF-- STPEET DEVELOPMENT VILLAGE OF RYE BROOKAroll- Y -is, VVESTCl_1ESTEQ CO NY A ,A "Isy ENG NEER No a LAND SURVING 11 1 VEIDALE AIENIE,111T 1—TER,NY lO171 OCTOBE_�_ 2 7 20 5 Trz SHEET I OF I SHEETS 'u.,l., 7—12) ,n�1.1.h.1y1.,'1,1.,.1 October 22, 2015 Points to Ponder 1. Application for Subdivision of Land, dated 08/18/15: a. Para. 15-e: Is there a list of waivers? b. Para. 15-i: Is there Proof of Approval by Westchester County for Drainage lines if connecting directly into County established channel lines? c. Para. 15-K: Is there Proof of Approval from Westchester County DPW Division of Stream Control? d. Para. 15-1: 1 there a Properly completed Environmental Impact Statement? 2. Short Environmental Assessment Form, Part 1: a. Para. 2: Lists only the Westchester Department of Health for Plat Approval. Westchester County also requires a permit or approval from the Westchester County Planning Department and a Westchester County DPW Stream Permit. b. Para. 5: We question the "simple" "YES" response to the two questions regarding the proposed action permitted under the zoning regulations and the comprehensive plan. Until such time as all of the permits, approvals, etc. are in hand from the County, the Watershed Committee, etc., this is an erroneous response. c. Para. 11: The question about will the proposed action connect to existing waste water utilities was answered "YES'. Unless the developer intends to pump sewage up-hill to the sanitary sewer pipe on North Ridge Street, there is no way they can connect to the sanitary sewer system. d. Para. 13: Sub. b: The developer actually acknowledges that the site contains a wetlands! They answer "NO" to the question in Sub. b that the proposed action will alter or encroach into any existing wetland... That is simply not correct. e. Par a 14: Asked to identify the typical habitat types, and asked to check all that apply, they simply checked off "Suburban". They did not check "Wetland" even though they agree in Para. 13, Sub. a that it is a wetlands. f. Para 17 Sub a: addressing the issue of storm water discharge, the developer checked off "NO" to the question "Will storm water discharges flow to adjacent properties" Without significantly altering the pitch/slope of the existing wetlands storm water discharge would most certainly flow to adjacent properties. g. Para 17 Sub b: The developer answered "YES' to the question asking will storm water discharges be directed to established conveyance systems. Again, the only way storm water run-off that has been altered by paved driveways and parking spaces as well as grass lawns can be directed to the large storm culvert that runs under the Kamin property is if the developer alters the drainage properties of the wetlands. h. Para 17 Sub b: Further, their application states: "There are existing storm drains in North Ridge Street." Unless the developer plans to pump storm water discharges up-hill there is no other available connection to the storm drain system. i. Para 17 Sub b: Further, applicant states: "Storm water will be confined to the site in the event of any construction". Since the site is a principal route for storm water discharge draining from the hill west and north of North Ridge Street as well as the east side of North Ridge Street and the proposed subdivision itself, it would appear highly unlikely that they could confine storm water drainage to the site in the event of any construction. And — even if it became possible, what would they do with that accumulated storm water after the storm had passed? j. Ralph G. Mastromonaco's August 14, 2015 letter to Mr. Nowak at the Village states: "In this case we are merely subdividing one (1) lot into three (3) lots with no construction proposed". (!) And: "...all utilities are in the street along the front." First of all, if no construction is proposed why does he even talk about utilities? And why this elaborate effort that already includes building, paving, and parking on the lot. Also, clearly, water, gas, and electricity are available on North Ridge Street — but access to the sanitary sewer system is not available on North Ridge Street unless the developer pumps it up hill. k. His letter goes on to say that the "...subdivision code does not require that applications show proposed housing or grading." This is confusing since they DO provide that information and it would seem that they DO need to provide the SWPPP. I. Somewhat confusing since the Application for Subdivision Approval is dated July 28, 2015, signed and dated September 18, 2015, but received by the Building Department on September 16, 2015, Para. 25 requires Proof of approval by Westchester County DPW of drainage lines if connecting directly into channel lines..." What are "channel lines"? And has such proof already been obtained and provided to the Village? m. Similarly, have they obtained Proof of approval by the appropriate Utilities Companies and/or of special districts having jurisdiction of the proposed location of underground utilities and equipment? n. The Short Environmental Assessment Form asks the following: i. Will the project result in a large physical change to the project site... They answered "NO". That is patently not correct. The project will significantly alter the wetland. Storm water drainage will encroach upon neighbors, and, if permitted, catastrophic failure of pumped sanitary sewage could be a disaster. ii. They answered "NO" to the question abut will there be a major change to any unique or unusual land form... By their own admission that there is a wetlands, the project will result in a major change to that wetland. iii. The significant change in run-off, both in quality and quantity into the wetland — which is regarded as part of the headwaters of Blind Brook — could have a large effect on an existing body of water. This could require further investigation by at least the Watershed Advisory Committee, WAC 3, as well as a detailed investigation concerning compliance with the Village ordinance Chapter 245: Wetlands and Watercourses. iv. They answered "NO" to the question will the project significantly effect (sic) drainage flow on adjacent sites. Given the obvious topographical features of the proposed subdivisions and their neighbors, this is clearly not correct. v. They answered "NO" to the question will the project have a major effect on visual character of the community... We beg to disagree. The visual impact to all of the abutting neighbors will be significantly and adversely affected. vi. Similarly, they answered "NO" to the question will the project have a major negative effect (sic) on the character of the community or neighborhood. Again, we beg to differ. It will clearly and significantly have a major negative affect on the character of our community. One brief example: We will not be able to avoid the impact of a large number of paved parking spaces so close to our neighborhood. And the possibility of related noise and air pollutuion. vii. Finally, they answered "NO" to the question "Is there public controversy concerning the project. This hardly bears comment. Of course there is controversy. o. The County requires an Application for Permit to do Work within Channel Lines or within 100 feet Therefrom. Can we please request an explanation of that Channel Lines are and how they might apply to this application. p. The plat provided contains incorrect information. Eagles Bluff plot 12 was long ago sold by Dr. Marshall. The most current buyer is Craig and Kami Katz. In addition, the location of the swimming pool on that property has been significantly moved in recent years. The 100 foot buffer shown on the plat is wrong. q. The Village has a "Steep Slopes" ordinance. Not able to understand the markings on the plat, we asked the Village Engineer, Mr. Nowak if he could examine the plat and if he could recognize the steep hillside pitch(s) and tell us if he thought the project might violate the Village Steep Slope regulation. He replied: "It is not a matter of violating steep slopes, the project will need a "Permit" by the village to perform work within a steep slopes. Over a certain steepness and area of disturbance, the Village Boards grant permission to do work. The project will requires I think 2 low retaining walls to be built on the slopes behind your house and landscaping installed to screen such walls, therefore there will be disturbance. Yet the project is intimately related to wetland issues, changes to watercourses, etc. Two low retaining walls and landscaping installed to hide them will significantly alter the flow of storm water discharge into and through the property. r. I am not sure where this very important subject belongs in our opposition to the application, however, and where ever, it clearly is important and belongs on the table: If, for the sake of the argument, the value of the eight (?) abutting properties and their buildings averages $1.25 million, we are advised by licensed real estate brokers that the values, once this construction is in place, will probably decrease by 25 to 30%! That is a loss of tax revenue to the Town and the County of some $3 million! A very, very significant loss to our governing bodies. A loss that the proposed construction will not come close to evening out. Raymond L. Watkins 20 Eagles Bluff Rye Brook, NY 10573 10/24/15 RALPH G. MASTROMONACO, P.E., P.C. Civil /site / Environmental Consulting Engineers www.rgmpepc.com 13 Dove Court, Croton-on-Hudson, New York 10520 Tel: (914) 271-4762 Fax: (914) 271-2820 PROJECT: NORTH RIDGE STREET Subdivision and Site Plan for Affordable Housing SCOPE: PRELIMINARY STORM WATER REPORT DATE: OCTOBER 19, 2015 INTRODUCTION: The 3.96 acre site is proposed for development of one new single family home and 8 affordable townhomes. In addition, there is a single family home on the lot that will be re-constructed on its foundation. To mitigate the effects of the new imperviousness, a storm water plan is proposed that meets the requirements of the NYS DEC storm water rules and the Storm water Design Manual. Figure: Site Location and Zoning Hew imsoN z - 2.15 Aa SD Rich nor Perk 1D.42 Aa D I W RID PD. f 50' — = O Un ro e DR. 50' I O C F Pine Ridge rk T'2 N S IF BB M FOS � BETSY North Ridge Street Storm Water Report METHODOLOGY: The overall watershed was determined from NYS GIS topographical maps. Runoff Curve Numbers we determined from Soil mapping of the Natural Resources Conservation Division. There is no specific mapping of the soils on the site as they are characteristically urban and disturbed. Therefore, we widened the area of interest and noted outlying soil types. Accordingly, the site is principally a `B' hydrologic grouping with a `C' grouping within the wetland area. Travel time in the watershed was determined using the longest hydraulic time in the watershed. To determine the travel time a profile was created of the travel path and appropriate velocities were computed along each leg. The Hydrocad computer software was used to compute runoff from watersheds and routings through the control structures, water quality basins and detention basins. The purpose of this analysis is to ensure that peak flows after development do not exceed the peak flows that occur currently for a range of storms. This report analyzes the 2 through 100 years storm frequencies. The required water quality volume is captured in a subsurface chamber system. The water quality volume is treated by processing the flows through a cartridge filter for eventual discharge to the design point. After the capture of the water quality volume the flow passes through a controls structure that allows some flow to enter into a detention basin that mitigates any increases in peak flow. The results of the analysis are contained in a simple Table below: Table: Results of Study at Design Point #1 Storm Existing Peak Flow Proposed Peak Flow (yr) (cfs) (cfs) 100 12.59 12.28 50 10.89 10.39 25 7.68 7.41 10 4.79 4.76 5 3.5 3.2 2 1.38 1.29 North Ridge Street Storm Water Report F ure: Aerial Photograph Showing Property+ Boundaries L i!' v, { W b' i ' s Note:The site is completely wooded with the exception of the single family house along North Ridge Street. - North Ridge Street Storm Water Report Figure: Watersheds and Site Plan NO_ Rio T EET i OUTER J WATERSHED .r J26843 BOUNDARY 409,_7.5 f. .0.941 cres 0.616 acres i -,.DE WATERSHED 50865 TOWNHOUSES . 5 / WETLAND-C SOIL 6. 0 C59 8. � TRAVEL PATH f , + v } 25 REMAINING 0.58 Cres WATERSHED WATERSHED NEW HOUSE i North Ridge Street Storm Water Report Figure: Soil Map (UIC soil throughout— Urban Land) 3 Soil Map—Westchester County,New York 3 (North Ridge Street) 9 >n � 610610 610690 610670 610700 610730 610760 610790 610870 41°1'30'N 41°1'3TN COW a a 1 e � t e i S so R a N 6 � v a � R7 e � p � ti e � a 41°1'20'N 41°1'20'N 610610 610640 610670 610700 610730 610760 610790 610620 3 3 h Map Scale:1:1,420 iF prir�Ged on A porbait(8.5'x 11")sheet. � t"kMs 3 NN0 20 40 80 120 0 50 100 200 300 A Map projecbm Web Merohx Corr rdirehs:WGS64 Edge t m 11TM Zine 18N WGS84 usDA Natural Resources Web Soil Survey 10/17/2015 Conservation Service National Cooperative Soil Survey Page 1 of 3 North Ridge Street Storm Water Report Figure: Hydrogroups and Soil Types in the Surroundings v 0092454 OOMK3, OobZtSb 0o£ZbSb ooRbSb OOTZ454 o00Z454 006T454 008T454 OOLT454 009TKt, M.LC.00 aU r� R g g g r rr 8 0 T N C N Orn Y U 4, o K V o 0 o g �Z 8 � o � m � 2 N },r ,r • o_ rn U_ I IF m MAP LEGEND Area of Interest(AOI) 13 C Area of Interest(AOI) CID •� Soils . D Soil Rating Polygons TS O A 0 Not rated or not available ((ttSS)) F�J• Q A/D Water Features C� 8 Streams and Canals B B/D Transportation 0 S i-r-r Rails $ o ,-0 Interstate Highways 0 CID US Routes 0 D Major Roads 0 Not rated or not available Local Roads M.eE.lb o£LNor= r 0092454 005Ztsb OobZb54 o0£Zbsb ooZZbSb OoTZbsb o0oZb54 006T4S4 OO8T4S4 OoLTbsb 009T454 z z � M. - North Ridge Street Storm Water Report Figure: Site Plan I 6 ! ; 4 k I •:4+• n I 'I ------------ =3� � - ��+'!�J Vic: • �l '� �I y. �s p } e� o C I�o.o•�T I 1 `s. '�,' '/� •.,� � � g�J 111 � 1 P � Y n / �o sw_ /tY / / It I m Ji - North Ridge Street Storm Water Report Table: Computation of Runoff Curve Numbers EXISTING WATERSHED LAND USE CONDITION AREA HSG CN AMOUNT WETLAND WOODS GOOD 50865 C 70 3560550 IMPERVIOUS 2000 B 98 196000 WOODS GOOD 211525 B 55 11633875 264390 58.2 15390425 WS A-TOWNHOMES EXISTING LAND USE CONDITION AREA HSG CN AMOUNT IMPERVIOUS 23236 B 98 2277128 OPEN SPACE GOOD 17761 B 61 1083421 IMPERV 40997 82.0 3360549 57% WS B-REMAINING LAND USE CONDITION AREA HSG CN AMOUNT WETLAND WOODS GOOD 50865 C 70 3560550 IMPERVIOUS 2000 B 98 196000 WOODS GOOD 145221 B 55 7987155 198086 59.3 11743705 WS C-NEW HOUSE LAND USE CONDITION AREA HSG CN AMOUNT IMPERVIOUS 6330 B 98 620340 OPEN SPACE GOOD 18977 B 61 1157597 IMPERV 25307 70.3 1777937 25% CHECK TOTAL AREA 264390 OK - North Ridge Street Storm Water Report Table: Computation of Travel Time WATERSHED EXISTING AND PROPOSED SCS TR-55 TRAV EL TI ME COMPUTATIONS WATERSHED 3 PROPOSED CONDITIONS LENGTH sheetflow ELEV1 ELEV2 SLOPE MANNIN 2YRPRP DELTA TRAVEL G (FT) PERCENT n (INCHES) (FT) TIME 95 196 194 2.105 0.4 3.3 2 0.331 SHALLOW CONCENTRATED FLOW(UN- PAVED PATH) LENGTH ELEV1 ELEV2 SLOPE DELTA Y TRAVEL (FT) PERCENT (FT) TIME 139.9 194 180 10.007 14 0.008 CHANNEL FLOW(UN-PAVED PATH) CHANNEL WETTED HYDRAULIC LENGTH ELEV1 ELEV2 SLOPE WIDTH DEPTH MANNIN AREA PERIMETER RADIUS VELOCITY DELTA TRAVEL G (FT) PERCENT (FT) (FT) n a Pw RADIUS (FT) TIME 258.6 180 176 1.547 3 2 0.03 6 7 0.857142857 6.92854649 4 0.010 TOTAL TOTAL DELTA TOTAL LENGTH DELTA Y TRAVELT (FT) (FT) (HRS) 493.5 20 20 0.349 Lag 0.210 Tc(mins) 21.0 Table: Computation of Water Quality Volume at Townhouses NYSDEC WQv AREA Imp. Area I P Rv WQv System (sq ft) (sq ft) % in ft (cu. Ft.) 1 40,997.00 23,236.00 57% 1.3 0.56 2,487.58 North Ridge Street Storm Water Report 100 YEAR STORM Time span=0.00-48.00 hrs,dt=0.01 hrs,4801 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing byStor-Ind method - Pond routing byStor-Ind method Subcatchment 1:EXIST DPI RunoffArea=264,390 sf 0.00%Impervious Runoff Depth=2.78" Tc=21.0 min CN�=58.20 Runoff=12.59 cfs 61,157 cf Subcatchment 2:TOWNHWES Runoff Area=40,997 sf 0.00%Impervious Runoff Depth=5.39" Tc--6.0 min CW82.00 Runoff=5.83 cfs 18,402 cf Subcatchment 3:REMAINING Runoff Area=198,806 sf 0.00%Impervious Runoff Depth=2.89" Tc=21.0 min CW59.30 Runoff=9.92 cfs 47,880 cf Subcatchment 5:NEW HOUSE Runoff Area=25,307 sf 0.00%Impervious Runoff Depth=4.07" Tc--6.0 min CN--70.30 Runoff=2.77 cfs 8,585 cf Pond CS:CS Peak EI ev=80.87' I nfl ow--5.42 cfs 9,607 cf Primary--2.84 cfs 8,115 cf Secondary--2.58 cfs 1,492 cf Outflovv=5.42 cfs 9,607 cf Pond DET:DETENrnON BASIN PeakElev=79.30' Storage=3,339 cf Inflovv=2.84 cfs 8,115 cf Discarded=0.01 cfs 220 cf Primary--l.38 cfs 7,896 cf Outflovv=1.39 cfs 8,116 cf Pond DW:DRYWELL PeakElev=62.96' Storage=1,001 cf Inflovv=2.77 cfs 8,585 cf Discarded=0.20 cfs 5,871 cf Primary--2.55 cfs 2,714 cf Outflovv=2.75 cfs 8,585 cf Pond WO,:WQBASIN PeakElev=83.69' Storage=3,990 cf Inflow-5.83 cfs 18,402 cf Primary=5.42 cfs 9,607 cf Secondary--O.15 cfs 8,567 cf 0utHovv=5.57 cfs 18,175 cf Link 4:OFFSITE Inflovv=10.97 cfs 50,594 cf Primary=10.97 cfs 50,594 cf Link RN:PROP DP1 Inflovv=12.28 cfs 68,549 cf Primary=12.28 cfs 68,549 cf Link JCT:JUNCTION Inflo%-2.98 cfs 17,955 cf Primary--2.98 cfs 17,955 cf Total Runoff Area=529,500 sf Runoff Volume=136,024 cf Average Runoff Depth=3.08" 100.00%Pervious=529,500 sf 0.00%Imperv4ous=0 sf North Ridge Street Storm Water Report 50 YEAR STORM Time span=0.00-48.00 hrs,dt=0.01 hrs,4801 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing byStor-Ind method - Pond routing byStor-Ind method Subcatchment 1:EXIST DPI RunoffArea=264,390 sf 0.00%Impervious Runoff Depth=2.43" Tc=21.0 min C1�58.20 Runoff=10.89 cfs 53,507 cf Subcatchment 2:TOWNHWES Runoff Area=40,997 sf 0.00%Impervious Runoff Depth=4.92" Tc--6.0 min CW82.00 Runoff=5.34 cfs 16,796 cf Subcatchment 3:REMAINING Runoff Area=198,806 sf 0.00%Impervious Runoff Depth=2.54" Tc=21.0 min CW59.30 Runoff=8.62 cfs 42,001 cf Subcatchment 5:NEW HOUSE Runoff Area=25,307 sf 0.00%Impervious Runoff Depth=3.65" Tc--6.0 min CN--70.30 Runoff=2.49 cfs 7,697 cf Pond CS:CS Peak EI ev=80.86' 1 nfl ovv=5.14 cfs 8,348 cf Primary=2.83 cfs 7,118 cf Secondary=2.32 cfs 1,230 cf Outflovv=5.14 cfs 8,348 cf Pond DET:DETENrnON BASIN PeakElev=79.02' Storage=3,152 cf Inflovv=2.83 cfs 7,118 cf Discarded=0.01 cfs 209 cf Primary=1.11 cfs 6,909 cf Outflovv=1.12 cfs 7,118 cf Pond DW:DRYWELL Peak Elev=62.86' Storage=991 cf Inflovv=2.49 cfs 7,697 cf Discarded=0.20 cfs 5,507 cf Primary--2.27 cfs 2,191 cf Outflovv=2.47 cfs 7,697 cf Pond WO,:WQBASIN PeakElev=83.67' Storage=3,990 cf Inflow-5.34 cfs 16,796 cf Primary=5.14 cfs 8,348 cf Secondary--O.15 cfs 8,344 cf 0utHovv=5.29 cfs 16,692 cf Link 4:OFFSITE I nfl ovv=9.54 cfs 44,192 cf Primary--9.54 cfs 44,192 cf Link RN:PROP DP1 Inflovv=10.39 cfs 60,674 cf Primary=10.39 cfs 60,674 cf Link JCT:JUNCTION Inflo%-2.68 cfs 16,483 cf Primary--2.68 cfs 16,483 cf Total Runoff Area=529,500 sf Runoff Volume=120,001 cf Average Runoff Depth=2.72" 100.00%Pervious=529,500 sf 0.00%Imperv4ous=0 sf ® North Ridge Street Storm Water Report 25 YEAR STORM Time span=0.00-48.00 hrs,dt=0.01 hrs,4801 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing byStor-Ind method - Pond routing byStor-Ind method Subcatchment 1:EXIST DPI RunoffArea=264,390 sf 0.00%Impervious Runoff Depth=1.77" Tc=21.0 min CN�=58.20 Runoff=7.68 cfs 39,066 cf Subcatchment 2:TOWNHWES Runoff Area=40,997 sf 0.00%Impervious Runoff Depth=3.99" Tc--6.0 min CW82.00 Runoff=4.36 cfs 13,622 cf Subcatchment 3:REMAINING Runoff Area=198,806 sf 0.00%Impervious Runoff Depth=1.86" Tc=21.0 min CW59.30 Runoff=6.14 cfs 30,872 cf Subcatchment 5:NEW HOUSE Runoff Area=25,307 sf 0.00%Impervious Runoff Depth=2.83" Tc--6.0 min CN--70.30 Runoff=1.92 cfs 5,975 cf Pond CS:CS Peak EI ev=80.80' Inflow--3.73 cfs 5,611 cf Pd mary=2.69 cfs 5,169 cf Secondary--1.02 cfs 441 cf Outfl ovv=3.73 cfs 5,611 cf Pond DET:DETENrnON BASIN Peak Elev=78.48' Storage=2,675 cf Inflovv=2.69 cfs 5,169 cf Discarded=0.01 cfs 187 cf Primary--0.47 cfs 4,982 cf Outflovv=0.48 cfs 5,169 cf Pond DW:DRYWELL PeakElev=62.66' Storage=972 cf Inflovv=1.92 cfs 5,975 cf Discarded=0.20 cfs 4,735 cf Primary--1.54 cfs 1,240 cf Outflow=1.74 cfs 5,975 cf Pond WO,:WQBASIN PeakElev=83.54' Storage=3,990 cf Inflovv=4.36 cfs 13,622 cf Primary=3.73 cfs 5,611 cf Secondary--O.14 cfs 7,863 cf OutHovv=3.87 cfs 13,473 cf Link 4:OFFSITE I nfl ovv=6.82 cfs 32,111 cf Primary--6.82 cfs 32,111 cf Link RN:PROP DP1 Inflovv=7.41 cfs 45,397 cf Primary--7.41 cfs 45,397 cf Link JCT:JUNCTION Inflo%-1.29 cfs 13,286 cf Primary--1.29 cfs 13,286 cf Total Runoff Area=529,500 sf Runoff Volume=89,534 cf Average Runoff Depth=2.03" 100.00%Pervious=529,500 sf 0.00%Imperv4ous=0 sf North Ridge Street Storm Water Report 10 YEAR STORM Time span=0.00-48.00 hrs,dt=0.01 hrs,4801 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing byStor-Ind method - Pond routing byStor-Ind method Subcatchment 1:EXIST DPI RunoffArea=264,390 sf 0.00%Impervious Runoff Depth=1.18" Tc=21.0 min C1�58.20 Runoff=4.79 cfs 26,038 cf Subcatchment 2:TOWNHWES Runoff Area=40,997 sf 0.00%Impervious Runoff Depth=3.08" Tc--6.0 min CW82.00 Runoff=3.39 cfs 10,519 cf Subcatchment 3:REMAINING Runoff Area=198,806 sf 0.00%Impervious Runoff Depth=1.25" Tc=21.0 min CN--59.30 Runoff=3.90 cfs 20,778 cf Subcatchment 5:NEW HOUSE Runoff Area=25,307 sf 0.00%Impervious Runoff Depth=2.06" Tc--6.0 min CN--70.30 Runoff=1.38 cfs 4,345 cf Pond CS:CS Peak EI ev=80.42' 1 nfl ovv=1.86 cfs 3,147 cf Primary=1.69 cfs 3,036 cf Secondary=0.17 cfs 112 cf Outfl ovv=1.86 cfs 3,147 cf Pond DET:DETENrnON BASIN PeakElev=77.48' Storage=1,501 cf Inflovv=1.69 cfs 3,036 cf Discarded=0.01 cfs 140 cf Primary--0.26 cfs 2,896 cf Outflovv=0.27 cfs 3,036 cf Pond DW:DRYWELL PeakElev=62.35' Storage=940 cf Inflovv=1.38 cfs 4,345 cf Discarded=0.20 cfs 3,938 cf Primary--0.51 cfs 407 cf Outflovv=0.71 cfs 4,345 cf Pond WO,:WQBASIN PeakElev=83.33' Storage=3,866 cf Inflow-3.39 cfs 10,519 cf Primary=1.86 cfs 3,147 cf Secondary--O.13 cfs 7,317 cf OutHovv=1.99 cfs 10,464 cf Link 4:OFFSITE I nfl ovv=4.33 cfs 21,185 cf Pri maty=x.33 cfs 21,185 cf Link RN:PROP DP1 Inflovv=4.76 cfs 31,510 cf Primary=x.76 cfs 31,510 cf Link JCT:JUNCTION Inflo%-0.45 cfs 10,325 cf Primary--0.45 cfs 10,325 cf Total Runoff Area=529,500 sf Runoff Volume=61,680 cf Average Runoff Depth=1.40" 100.00%Pervious=529,500 sf 0.00%Imperv4ous=0 sf North Ridge Street Storm Water Report 5 YEAR STORM Time span=0.00-48.00 hrs,dt=0.01 hrs,4801 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing byStor-Ind method - Pond routing byStor-Ind method Subcatchment 1:EXIST DPI RunoffArea=264,390 sf 0.00%Impervious Runoff Depth=0.92" Tc=21.0 min CN�=58.20 Runoff=3.50 cfs 20,183 cf Subcatchment 2:TOWNHWES Runoff Area=40,997 sf 0.00%Impervious Runoff Depth=2.64" Tc--6.0 min CW-82.00 Runoff=2.91 cfs 9,006 cf Subcatchment 3:REMAINING Runoff Area=198,806 sf 0.00%Impervious Runoff Depth=0.98" Tc=21.0 min CW59.30 Runoff=2.89 cfs 16,218 cf Subcatchment 5:NEW HOUSE Runoff Area=25,307 sf 0.00%Impervious Runoff Depth=1.70" Tc=6.0 min CN--70.30 Runoff=1.12 cfs 3,575 cf Pond CS:CS Peak EI ev=80.08' I nfl ovv=1.07 cfs 1,940 cf Primary--1.02 cfs 1,920 cf Secondary--0.05 cfs 20 cf Outflovv=1.07 cfs 1,940 cf Pond DET:DETENrnON BASIN PeakElev=76.98' Storage=853 cf Inflovv=1.02 cfs 1,920 cf Discarded=0.01 cfs 105 cf Primary--0.21 cfs 1,815 cf Outflovv=0.22 cfs 1,920 cf Pond DW:DRYWELL PeakElev=62.16' Storage=921 cf Inflovv=1.12 cfs 3,575 cf Discarded=0.20 cfs 3,529 cf Primary=0.12 cfs 46 cf Outflow=0.32 cfs 3,575 cf Pond WO,:WQBASIN Peak Elev=83.23' Storage=3,788 cf Inflow-2.91 cfs 9,006 cf Primary--1.07 cfs 1,940 cf Secondary--0.13 cfs 7,017 cf Outflow=1.19 cfs 8,956 cf Link 4:OFFSITE Inflow=2.89 cfs 16,264 cf Primary--2.89 cfs 16,264 cf Link RN:PROP DP1 Inflovv=3.20 cfs 25,116 cf Primary--3.20 cfs 25,116 cf Link JCT:JUNCTION Inflow=0.33 cfs 8,852 cf Primary--0.33 cfs 8,852 cf Total Runoff Area=529,500 sf Runoff Volume=48,982 cf Average Runoff Depth=1.11" 100.00%Pervious=529,500 sf 0.00%Imperv4ous=0 sf North Ridge Street Storm Water Report 2 YEAR STORM Time span=0.00-48.00 hrs,dt=0.01 hrs,4801 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing byStor-Ind method - Pond routing byStor-Ind method Subcatchment 1:EXIST DPI RunoffArea=264,390 sf 0.00%Impervious Runoff Depth=0.46" Tc=21.0 min CN�=58.20 Runoff=1.38 cfs 10,148 cf Subcatchment 2:TOWNHWES Runoff Area=40,997 sf 0.00%Impervious Runoff Depth=1.78" Tc--6.0 min CW-82.00 Runoff=1.97 cfs 6,090 cf Subcatchment 3:REMAINING Runoff Area=198,806 sf 0.00%Impervious Runoff Depth=0.50" Tc=21.0 min CN--59.30 Runoff=1.20 cfs 8,339 cf Subcatchment 5:NEW HOUSE Runoff Area=25,307 sf 0.00%Impervious Runoff Depth=1.02" Tc--6.0 min CN--70.30 Runoff=0.65 cfs 2,161 cf Pond CS:CS PeakElev=79.30' Inf1ovN-0.00 cfs 0 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflovr-0.00 cfs 0 cf Pond DET:DETENrnON BASIN Peak Elev=76.10' Storage=0 cf Inflow=0.00 cfs 0 cf Discarded=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Pond DW:DRYWELL PeakElev=56.63' Storage=365 cf Inflov%=0.65 cfs 2,161 cf Discarded=0.20 cfs 2,161 cf Primary=0.00 cfs 0 cf Outfl ovv=0.20 cfs 2,161 cf Pond WO,:WQBASIN PeakElev=82.80' Storage=3,463 cf Inflow-1.97 cfs 6,090 cf Primary--0.00 cfs 0 cf Secondary--O.11 cfs 6,052 cf OUtflov�=0.11 cfs 6,052 cf Link 4:OFFSITE Inflovv=1.20 cfs 8,339 cf Primary--1.20 cfs 8,339 cf Link RN:PROP DP1 Inflo\&=1.29 cfs 14,391 cf Primary--1.29 cfs 14,391 cf Link JCT:JUNCTION Inflovr-0.11 cfs 6,052 cf Primary=0.11 cfs 6,052 cf Total Runoff Area=529,500 sf Runoff Volume=26,738 cf Average Runoff Depth=0.61" 100.00%Pervious=529,500 sf 0.00%Imperv4ous=0 sf ® North Ridge Street Storm Water Report CONCLUSION: The proposed water quality treatment system and the proposed storm detention system will mitigate the impacts of the development as to quality and quantity of storm water. The water quality treatment system will filter the runoff of the first flush of storm water in accordance with the methods of the NYS DEC. The detention system is designed to maintain peak flows to the same level that exists currently. Submitted by: Ralph G. Mastromonaco, PE North Ridge Street Stormwater Report October 19, 2015 0 ROUTING DIAGRAM EXIST DP1 TOWNHOMES Design Point 1 O O Existing Flow Q BAtSIN REMAINI G NEW OUSE 1 CB `\ Cartridge Filters Control Structure cs Outlet �DRYWELL S � a � 4 OFF ITE � 1 `4 4 JCT ^ FIN a a DETENTION BASIN JUNCTION PROP DP1 Design Point 1 Proposed Flow RALPH G. MASTROMONACO, PE, PC Consulting Engineers Croton-on-Hudson, NY 10520 Subcat Reach and EHydr,)CA Routing Diagram for laz_greto_model_MIN_full Prepared by Microsoft, Printed 10/18/2015 D®10.00 s/n M16359 ©2013 HydroCAD Software Solutions LLC North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 2 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1: EXIST DP1 Runoff Area=264,390 sf 0.00% Impervious Runoff Depth=2.78" Tc=21.0 min CN=58.20 Runoff=12.59 cfs 61,157 cf Subcatchment2: TOWNHOMES Runoff Area=40,997 sf 0.00% Impervious Runoff Depth=5.39" Tc=6.0 min CN=82.00 Runoff=5.83 cfs 18,402 cf Subcatchment3: REMAINING Runoff Area=198,806 sf 0.00% Impervious Runoff Depth=2.89" Tc=21.0 min CN=59.30 Runoff=9.92 cfs 47,880 cf Subcatchment5: NEW HOUSE Runoff Area=25,307 sf 0.00% Impervious Runoff Depth=4.07" Tc=6.0 min CN=70.30 Runoff=2.77 cfs 8,585 cf Pond CS: CS Peak EIev=80.87' Inflow=5.42 cfs 9,607 cf Primary=2.84 cfs 8,115 cf Secondary=2.58 cfs 1,492 cf Outflow=5.42 cfs 9,607 cf Pond DET: DETENTION BASIN Peak EIev=79.30' Storage=3,339 cf Inflow=2.84 cfs 8,115 cf Discarded=0.01 cfs 220 cf Primary=1.38 cfs 7,896 cf Outflow=1.39 cfs 8,116 cf Pond DW: DRYWELL Peak EIev=62.96' Storage=1,001 cf Inflow=2.77 cfs 8,585 cf Discarded=0.20 cfs 5,871 cf Primary=2.55 cfs 2,714 cf Outflow=2.75 cfs 8,585 cf Pond WQ: WQ BASIN Peak EIev=83.69' Storage=3,990 cf Inflow=5.83 cfs 18,402 cf Primary=5.42 cfs 9,607 cf Secondary=0.15 cfs 8,567 cf Outflow=5.57 cfs 18,175 cf Link 4: OFFSITE Inflow=10.97 cfs 50,594 cf Primary=10.97 cfs 50,594 cf Link FIN: PROP DP1 Inflow=12.28 cfs 68,549 cf Primary=12.28 cfs 8,549 cf Link JCT:JUNCTION Inflow=2.98 cfs 17,955 cf Primary=2.98 cfs 17,955 cf Total Runoff Area = 529,500 sf Runoff Volume = 136,024 cf Average Runoff Depth = 3.08" 100.00% Pervious = 529,500 sf 0.00% Impervious = 0 sf North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1: EXIST DP1 Runoff = 12.59 cfs @ 12.30 hrs, Volume= 61,157 cf, Depth= 2.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr A-100 Rainfall=7.50" Area (sf) CN Description 264,390 58.20 EXISTING 264,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 1: EXIST DP1 Hydrograph 14 13 12.59 cfs Runoff 12 Type III 24-hr 11 A-100 Rainfall=7.50" 10 Runoff Area=264,390 sf 9 N 8 Runoff Volume=61,157 cf 3 Runoff Depth=2.78" LL Tc=21.0 m i n 5 CN=58.20 4 3- 2- 0 2-0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2: TOWNHOMES Runoff = 5.83 cfs @ 12.09 hrs, Volume= 18,402 cf, Depth= 5.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr A-100 Rainfall=7.50" Area (sf) CN Description 40,997 82.00 TOWNHOMES 40,997 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: TOWNHOMES Hydrograph 6 5.83 cfs Runoff Type III 24-hr 5 A-100 Rainfall=7.50" Runoff Area=40,997 sf 4 Runoff Volume=18,402 cf 3 Runoff Depth=5.39" LL 3 Tc=6.0 min CN=82.00 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3: REMAINING Runoff = 9.92 cfs @ 12.30 hrs, Volume= 47,880 cf, Depth= 2.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr A-100 Rainfall=7.50" Area (sf) CN Description 198,806 59.30 REMAINING AREA 198,806 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 3: REMAINING Hydrograph 11 9.92 cfs Runoff 10- 9 Type III 24-hr A-100 Rainfall=7.50" g Runoff Area=198,806 sf 7 Runoff Volume=47,880 cf 3 6- Runoff Depth=2.89" LL 5 Tc=21.0 m i n 4 CN=59.30 3- 2- 0 -20 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 5: NEW HOUSE Runoff = 2.77 cfs @ 12.09 hrs, Volume= 8,585 cf, Depth= 4.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr A-100 Rainfall=7.50" Area (sf) CN Description 25,307 70.30 NEW HOUSE WS 25,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: NEW HOUSE Hydrograph Runoff 5 Type III 24-hr A-100 Rainfall=7.50" 4 Runoff Area=25,307 sf Runoff Volume=8,585 cf 3 2.77 cfs Runoff Depth=4.07" LL Tc=6.0 m i n 2 CN=70.30 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 7 Summary for Pond CS: CS Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 2.81" for A-100 event Inflow = 5.42 cfs @ 12.09 hrs, Volume= 9,607 cf Outflow = 5.42 cfs @ 12.09 hrs, Volume= 9,607 cf, Atten= 0%, Lag= 0.0 min Primary = 2.84 cfs @ 12.09 hrs, Volume= 8,115 cf Secondary= 2.58 cfs @ 12.09 hrs, Volume= 1,492 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 80.87'@ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 79.95' CS1_Primary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.341 0.751 1.175 1.255 1.328 1.359 1.398 1.438 1.458 #2 Secondary 79.95' CS1_Secondary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.140 0.210 0.268 0.668 1.510 1.946 2.848 3.754 4.207 #3 Primary 79.30' 7.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.84 cfs @ 12.09 hrs HW=80.87' (Free Discharge) �--1=CS1_Primary_ratings(Custom Controls 1.39 cfs) 3=Orifice/Grate (Orifice Controls 1.46 cfs @ 5.45 fps) Secondary OutFlow Max=2.57 cfs @ 12.09 hrs HW=80.87' (Free Discharge) L2=CS1_Secondary_ratings(Custom Controls 2.57 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 8 Pond CS: CS Hydrograph 6 5.42 cfs m Inflow �Outflow Inflow Area=40,997 sf Primary 5 _'r_______'i _ Secondary Peak Elev=80.87' 4 ---------- ------ ---- a U 3 3 2.84 cfs 0 2.58 cfs LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 9 Summary for Pond DET: DETENTION BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 2.38" for A-100 event Inflow = 2.84 cfs @ 12.09 hrs, Volume= 8,115 cf Outflow = 1.39 cfs @ 12.46 hrs, Volume= 8,116 cf, Atten= 51%, Lag= 22.5 min Discarded = 0.01 cfs @ 11.97 hrs, Volume= 220 cf Primary = 1.38 cfs @ 12.46 hrs, Volume= 7,896 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 79.30'@ 12.46 hrs Surf.Area= 1,656 sf Storage= 3,339 cf Plug-Flow detention time=76.1 min calculated for 8,114 cf(100% of inflow) Center-of-Mass det. time= 76.1 min ( 847.2 - 771.1 ) Volume Invert Avail.Storage Storage Description #1A 96.10' 2,172 cf 30.00'W x 80.761 x 3.50'H Field A 8,480 cf Overall - 3,049 cf Embedded = 5,431 cf x 40.0% Voids #2A 96.60' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 6 rows #3 116.10' 9,000 cf Custom Stage Data (Prismatic)Listed below(Recalc) #413 76.10' 1,505 cf 20.50'W x 80.761 x 3.50'H Field B 5,795 cf Overall - 2,033 cf Embedded = 3,762 cf x 40.0% Voids #513 76.60' 2,033 cf ADS_StormTech SC-740 x 44 Inside#4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 4 rows 17,759 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 116.10 900 0 0 126.10 900 9,000 9,000 Device Routing Invert Outlet Devices #1 Primary 76.10' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 76.10' 0.01 cfs Exfiltration at all elevations #3 Primary 78.30' 0.50' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.01 cfs @ 11.97 hrs HW=76.60' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.40 cfs @ 12.46 hrs HW=79.30' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.41 cfs @ 8.44 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 0.98 cfs @ 3.27 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 10 Pond DET: DETENTION BASIN Hydrograph Inflow Outflow =Discard 5 --- Inflow Area=40,997 sf Primary Peak Elev=79.30' 4 - ------ -- Storage=3,339 cf 3 2.84 cfs 3 _o LL 2 1.38 cfs 1 0.0 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 11 Summary for Pond DW: DRYWELL Inflow Area = 25,307 sf, 0.00% Impervious, Inflow Depth = 4.07" for A-100 event Inflow = 2.77 cfs @ 12.09 hrs, Volume= 8,585 cf Outflow = 2.75 cfs @ 12.10 hrs, Volume= 8,585 cf, Atten= 1%, Lag= 0.6 min Discarded = 0.20 cfs @ 11.51 hrs, Volume= 5,871 cf Primary = 2.55 cfs @ 12.10 hrs, Volume= 2,714 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 62.96'@ 12.10 hrs Surf.Area= 101 sf Storage= 1,001 cf Plug-Flow detention time=25.6 min calculated for 8,583 cf(100% of inflow) Center-of-Mass det. time=25.6 min ( 852.7- 827.0 ) Volume Invert Avail.Storage Storage Description #1 53.00' 1,005 cf 8.00'D x 10.00'H Vertical Cone/Cylinderx 2 Device Routing Invert Outlet Devices #1 Primary 62.00' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 53.00' 0.20 cfs Exfiltration at all elevations Discarded OutFlow Max=0.20 cfs @ 11.51 hrs HW=53.10' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=2.57 cfs @ 12.10 hrs HW=62.95' (Free Discharge) L1=Orifice/Grate (Orifice Controls 2.57 cfs @ 3.33 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 12 Pond DW: DRYWELL Hydrograph Inflow Outflow =Discard 5 ----- Inflow Area=25,307 sf —Primary Peak Elev=62.96' 4 ----- ------ -- Storage=1 ,001 cf 3 _0 1 2.55 cfs LL 2 1 0.20 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 13 Summary for Pond WQ: WQ BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 5.39" for A-100 event Inflow = 5.83 cfs @ 12.09 hrs, Volume= 18,402 cf Outflow = 5.57 cfs @ 12.09 hrs, Volume= 18,175 cf, Atten= 4%, Lag= 0.0 min Primary = 5.42 cfs @ 12.09 hrs, Volume= 9,607 cf Secondary= 0.15 cfs @ 12.09 hrs, Volume= 8,567 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 83.69'@ 12.09 hrs Surf.Area= 1,859 sf Storage= 3,990 cf Plug-Flow detention time=230.6 min calculated for 18,175 cf(99% of inflow) Center-of-Mass det. time=222.9 min ( 1,023.4- 800.5 ) Volume Invert Avail.Storage Storage Description #1A 80.00' 1,679 cf 25.25'W x 73.64'L x 3.50'H Field A 6,508 cf Overall - 2,311 cf Embedded = 4,197 cf x 40.0% Voids #2A 80.50' 2,311 cf ADS_StormTech SC-740 x 50 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 3,990 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.50' 18.0" Vert. Orifice/Grate X 0.00 C= 0.600 #2 Primary 83.00' 3.00' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 80.00' Special & User-Defined Head (feet) 0.00 10.00 Disch. (cfs) 0.000 0.400 Primary OutFlow Max=5.41 cfs @ 12.09 hrs HW=83.69' (Free Discharge) 11=Orifice/G rate ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir(Weir Controls 5.41 cfs @ 2.72 fps) Secondary OutFlow Max=0.15 cfs @ 12.09 hrs HW=83.69' (Free Discharge) L3=Special & User-Defined(Custom Controls 0.15 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 14 Pond WQ: WQ BASIN Hydrograph _ ____ 5.83 cfs m Inflow 6 �Outflow 5.42 cfs —Primary Inflow Area=40,997 Sf Secondary 5 Peak Elev=83.69' 4 Storage=3,990 cf 3 0 3 LL 2 1 0.15 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 15 Summary for Link 4: OFFSITE Inflow Area = 224,113 sf, 0.00% Impervious, Inflow Depth = 2.71" for A-100 event Inflow = 10.97 cfs @ 12.30 hrs, Volume= 50,594 cf Primary = 10.97 cfs @ 12.30 hrs, Volume= 50,594 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link 4: OFFSITE Hydrograph 12 10.97 cfs Inflow 11 Primary 10 Inflow Area=224,113 sf 9 8 w 7 v 3 6 0 LL 5- 4- 3-.43 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 16 Summary for Link FIN: PROP DP1 Inflow Area = 265,110 sf, 0.00% Impervious, Inflow Depth > 3.10" for A-100 event Inflow = 12.28 cfs @ 12.32 hrs, Volume= 68,549 cf Primary = 12.28 cfs @ 12.32 hrs, Volume= 68,549 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link FIN: PROP DP1 Hydrograph 13 12.28 cfs Inflow Primary 12 11 Inflow Area=265,110 sf 10 9 w 8 v 7 3 0 LL 6 5 4 3- 2. 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr A-100 Rainfall=7.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 17 Summary for Link JCT: JUNCTION Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth > 5.26" for A-100 event Inflow = 2.98 cfs @ 12.09 hrs, Volume= 17,955 cf Primary = 2.98 cfs @ 12.09 hrs, Volume= 17,955 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link JCT: JUNCTION Hydrograph Inflow Primary 5 Inflow Area=40,997 sf 4 w v 2.98 cfs 3 3 0 LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 18 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1: EXIST DP1 Runoff Area=264,390 sf 0.00% Impervious Runoff Depth=2.43" Tc=21.0 min CN=58.20 Runoff=10.89 cfs 53,507 cf Subcatchment2: TOWNHOMES Runoff Area=40,997 sf 0.00% Impervious Runoff Depth=4.92" Tc=6.0 min CN=82.00 Runoff=5.34 cfs 16,796 cf Subcatchment3: REMAINING Runoff Area=198,806 sf 0.00% Impervious Runoff Depth=2.54" Tc=21.0 min CN=59.30 Runoff=8.62 cfs 42,001 cf Subcatchment5: NEW HOUSE Runoff Area=25,307 sf 0.00% Impervious Runoff Depth=3.65" Tc=6.0 min CN=70.30 Runoff=2.49 cfs 7,697 cf Pond CS: CS Peak EIev=80.86' Inflow=5.14 cfs 8,348 cf Primary=2.83 cfs 7,118 cf Secondary=2.32 cfs 1,230 cf Outflow=5.14 cfs 8,348 cf Pond DET: DETENTION BASIN Peak EIev=79.02' Storage=3,152 cf Inflow=2.83 cfs 7,118 cf Discarded=0.01 cfs 209 cf Primary=1.11 cfs 6,909 cf Outflow=1.12 cfs 7,118 cf Pond DW: DRYWELL Peak EIev=62.86' Storage=991 cf Inflow=2.49 cfs 7,697 cf Discarded=0.20 cfs 5,507 cf Primary=2.27 cfs 2,191 cf Outflow=2.47 cfs 7,697 cf Pond WQ: WQ BASIN Peak EIev=83.67' Storage=3,990 cf Inflow=5.34 cfs 16,796 cf Primary=5.14 cfs 8,348 cf Secondary=0.15 cfs 8,344 cf Outflow=5.29 cfs 16,692 cf Link 4: OFFSITE Inflow=9.54 cfs 44,192 cf Primary=9.54 cfs 44,192 cf Link FIN: PROP DP1 Inflow=10.39 cfs 60,674 cf Primary=10.39 cfs 60,674 cf Link JCT:JUNCTION Inflow=2.68 cfs 16,483 cf Primary=2.68 cfs 16,483 cf Total Runoff Area = 529,500 sf Runoff Volume = 120,001 cf Average Runoff Depth = 2.72" 100.00% Pervious = 529,500 sf 0.00% Impervious = 0 sf North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 1: EXIST DP1 Runoff = 10.89 cfs @ 12.30 hrs, Volume= 53,507 cf, Depth= 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr B-50 Rainfall=7.00" Area (sf) CN Description 264,390 58.20 EXISTING 264,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 1: EXIST DP1 Hydrograph 12 10.89 cfs Runoff 11- 10: 110 Type III 24-hr 9 B-50 Rainfall=7.00" Runoff Area=264,390 sf 7 Runoff Volume=53,507 cf 3 6 Runoff Depth=2.43" LL 5 Tc=21.0 m i n 4 CN=58.20 3- 2 1' 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 2: TOWNHOMES Runoff = 5.34 cfs @ 12.09 hrs, Volume= 16,796 cf, Depth= 4.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr B-50 Rainfall=7.00" Area (sf) CN Description 40,997 82.00 TOWNHOMES 40,997 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: TOWNHOMES Hydrograph 5.34 cfs Runoff 5 Type III 24-hr B-50 Rainfall=7.00" 4 Runoff Area=40,997 sf Runoff Volume=16,796 cf 3 3 Runoff Depth=4.92" LL Tc=6.0 min 2 CN=82.00 1 0 9 10 11 12 13 14 15 16 17 13 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 3: REMAINING Runoff = 8.62 cfs @ 12.30 hrs, Volume= 42,001 cf, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr B-50 Rainfall=7.00" Area (sf) CN Description 198,806 59.30 REMAINING AREA 198,806 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 3: REMAINING Hydrograph 9 8.62 cfs Runoff 8 Type III 24-hr 7 B-50 Rainfall=7.00" Runoff Area=198,806 sf 6-Runoff Volume=42,001 cf 5-Runoff Depth=2.54" 0 LL 4 Tc=21.0 m i n CN=59.30 3- 2- 6 29 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 5: NEW HOUSE Runoff = 2.49 cfs @ 12.09 hrs, Volume= 7,697 cf, Depth= 3.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr B-50 Rainfall=7.00" Area (sf) CN Description 25,307 70.30 NEW HOUSE WS 25,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: NEW HOUSE Hydrograph Runoff 5 Type III 24-hr B-50 Rainfall=7.00" 4 Runoff Area=25,307 sf Runoff Volume=7,697 cf 3- .2 2.49 cfs Runoff Depth=3.65" LL Tc=6.0 m i n 2 CN=70.30 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 23 Summary for Pond CS: CS Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 2.44" for B-50 event Inflow = 5.14 cfs @ 12.09 hrs, Volume= 8,348 cf Outflow = 5.14 cfs @ 12.09 hrs, Volume= 8,348 cf, Atten= 0%, Lag= 0.0 min Primary = 2.83 cfs @ 12.09 hrs, Volume= 7,118 cf Secondary= 2.32 cfs @ 12.09 hrs, Volume= 1,230 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 80.86'@ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 79.95' CS1_Primary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.341 0.751 1.175 1.255 1.328 1.359 1.398 1.438 1.458 #2 Secondary 79.95' CS1_Secondary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.140 0.210 0.268 0.668 1.510 1.946 2.848 3.754 4.207 #3 Primary 79.30' 7.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.82 cfs @ 12.09 hrs HW=80.86' (Free Discharge) �--1=CS1_Primary_ratings(Custom Controls 1.37 cfs) 3=Orifice/Grate (Orifice Controls 1.45 cfs @ 5.43 fps) Secondary OutFlow Max=2.31 cfs @ 12.09 hrs HW=80.86' (Free Discharge) L2=CS1_Secondary_ratings(Custom Controls 2.31 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 24 Pond CS: CS Hydrograph m Inflow 5.14 cfs Outflow Primary 5 - -- --- - ---- Inflow Area=40,997 Sf Secondary Peak Elev=80.86' 4 --L------ -----L - U 3 2.83 cfs 3 _o LL 2.32 cfs 2 1 01 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr B-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 25 Summary for Pond DET: DETENTION BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 2.08" for B-50 event Inflow = 2.83 cfs @ 12.09 hrs, Volume= 7,118 cf Outflow = 1.12 cfs @ 12.50 hrs, Volume= 7,118 cf, Atten= 60%, Lag= 25.0 min Discarded = 0.01 cfs @ 12.02 hrs, Volume= 209 cf Primary = 1.11 cfs @ 12.50 hrs, Volume= 6,909 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 79.02'@ 12.50 hrs Surf.Area= 1,656 sf Storage= 3,152 cf Plug-Flow detention time=80.1 min calculated for 7,116 cf(100% of inflow) Center-of-Mass det. time= 80.1 min ( 850.1 - 770.0 ) Volume Invert Avail.Storage Storage Description #1A 96.10' 2,172 cf 30.00'W x 80.761 x 3.50'H Field A 8,480 cf Overall - 3,049 cf Embedded = 5,431 cf x 40.0% Voids #2A 96.60' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 6 rows #3 116.10' 9,000 cf Custom Stage Data (Prismatic)Listed below(Recalc) #413 76.10' 1,505 cf 20.50'W x 80.761 x 3.50'H Field B 5,795 cf Overall - 2,033 cf Embedded = 3,762 cf x 40.0% Voids #513 76.60' 2,033 cf ADS_StormTech SC-740 x 44 Inside#4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 4 rows 17,759 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 116.10 900 0 0 126.10 900 9,000 9,000 Device Routing Invert Outlet Devices #1 Primary 76.10' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 76.10' 0.01 cfs Exfiltration at all elevations #3 Primary 78.30' 0.50' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.01 cfs @ 12.02 hrs HW=76.61' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.11 cfs @ 12.50 hrs HW=79.02' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.40 cfs @ 8.05 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 0.71 cfs @ 2.78 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr B-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 26 Pond DET: DETENTION BASIN Hydrograph Inflow Outflow =Discard 5 --- Inflow Area=40,997 sf Primary Peak Elev=79.02' 4 -- ------ -- Storage=3,152 cf 3 2.83 cfs 3 _o LL 2 1.11 cfs 1 0.0 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 27 Summary for Pond DW: DRYWELL Inflow Area = 25,307 sf, 0.00% Impervious, Inflow Depth = 3.65" for B-50 event Inflow = 2.49 cfs @ 12.09 hrs, Volume= 7,697 cf Outflow = 2.47 cfs @ 12.10 hrs, Volume= 7,697 cf, Atten= 1%, Lag= 0.6 min Discarded = 0.20 cfs @ 11.59 hrs, Volume= 5,507 cf Primary = 2.27 cfs @ 12.10 hrs, Volume= 2,191 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 62.86'@ 12.10 hrs Surf.Area= 101 sf Storage= 991 cf Plug-Flow detention time=26.3 min calculated for 7,696 cf(100% of inflow) Center-of-Mass det. time=26.3 min ( 856.5- 830.2 ) Volume Invert Avail.Storage Storage Description #1 53.00' 1,005 cf 8.00'D x 10.00'H Vertical Cone/Cylinderx 2 Device Routing Invert Outlet Devices #1 Primary 62.00' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 53.00' 0.20 cfs Exfiltration at all elevations Discarded OutFlow Max=0.20 cfs @ 11.59 hrs HW=53.10' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=2.27 cfs @ 12.10 hrs HW=62.86' (Free Discharge) L1=Orifice/Grate (Orifice Controls 2.27 cfs @ 3.16 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 28 Pond DW: DRYWELL Hydrograph Inflow Outflow =Discard 5 Inflow Area=25,307 sf —Primary Peak Elev=62.86' 4 Storage=991 cf 3 3 _o 2.47 cfs LL 2.27 cfs 2 1 0.20 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr B-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 29 Summary for Pond WQ: WQ BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 4.92" for B-50 event Inflow = 5.34 cfs @ 12.09 hrs, Volume= 16,796 cf Outflow = 5.29 cfs @ 12.09 hrs, Volume= 16,692 cf, Atten= 1%, Lag= 0.0 min Primary = 5.14 cfs @ 12.09 hrs, Volume= 8,348 cf Secondary= 0.15 cfs @ 12.09 hrs, Volume= 8,344 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 83.67'@ 12.09 hrs Surf.Area= 1,859 sf Storage= 3,990 cf Plug-Flow detention time=240.0 min calculated for 16,692 cf(99% of inflow) Center-of-Mass det. time=236.1 min ( 1,039.1 - 803.0 ) Volume Invert Avail.Storage Storage Description #1A 80.00' 1,679 cf 25.25'W x 73.64'L x 3.50'H Field A 6,508 cf Overall - 2,311 cf Embedded = 4,197 cf x 40.0% Voids #2A 80.50' 2,311 cf ADS_StormTech SC-740 x 50 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 3,990 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.50' 18.0" Vert. Orifice/Grate X 0.00 C= 0.600 #2 Primary 83.00' 3.00' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 80.00' Special & User-Defined Head (feet) 0.00 10.00 Disch. (cfs) 0.000 0.400 Primary OutFlow Max=5.12 cfs @ 12.09 hrs HW=83.67' (Free Discharge) 11=Orifice/G rate ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir(Weir Controls 5.12 cfs @ 2.67 fps) Secondary OutFlow Max=0.15 cfs @ 12.09 hrs HW=83.67' (Free Discharge) L3=Special & User-Defined(Custom Controls 0.15 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr B-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 30 Pond WQ: WQ BASIN Hydrograph !Inflows utflowrimary5 Inflow Area=40,997 Sf econdary Peak Elev=83.67' 4 Storage=3,990 cf 3 3 0 LL 2 1 0.15 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 31 Summary for Link 4: OFFSITE Inflow Area = 224,113 sf, 0.00% Impervious, Inflow Depth = 2.37" for B-50 event Inflow = 9.54 cfs @ 12.30 hrs, Volume= 44,192 cf Primary = 9.54 cfs @ 12.30 hrs, Volume= 44,192 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link 4: OFFSITE Hydrograph 10 9.54 cfs Inflow Primary 9 Inflow Area=224,113 sf 8- 7- -0 7w 6 0 5 LL 4- 3- 2: 1-32- 1- 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 32 Summary for Link FIN: PROP DP1 Inflow Area = 265,110 sf, 0.00% Impervious, Inflow Depth > 2.75" for B-50 event Inflow = 10.39 cfs @ 12.32 hrs, Volume= 60,674 cf Primary = 10.39 cfs @ 12.32 hrs, Volume= 60,674 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link FIN: PROP DP1 Hydrograph 11 10.39 cfs Inflow Primary 10 Inflow Area=265,110 sf 9- 8- 7- 6 876 3 0 LL 5- 4320 4- 3- 2- 0. 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr 8-50 Rainfall=7.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 33 Summary for Link JCT: JUNCTION Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth > 4.82" for B-50 event Inflow = 2.68 cfs @ 12.09 hrs, Volume= 16,483 cf Primary = 2.68 cfs @ 12.09 hrs, Volume= 16,483 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link JCT: JUNCTION Hydrograph Inflow Primary 5 Inflow Area=40,997 sf 4 w v 3 2.68 cfs 0 LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 34 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1: EXIST DP1 Runoff Area=264,390 sf 0.00% Impervious Runoff Depth=1.77" Tc=21.0 min CN=58.20 Runoff=7.68 cfs 39,066 cf Subcatchment2: TOWNHOMES Runoff Area=40,997 sf 0.00% Impervious Runoff Depth=3.99" Tc=6.0 min CN=82.00 Runoff=4.36 cfs 13,622 cf Subcatchment3: REMAINING Runoff Area=198,806 sf 0.00% Impervious Runoff Depth=1.86" Tc=21.0 min CN=59.30 Runoff=6.14 cfs 30,872 cf Subcatchment5: NEW HOUSE Runoff Area=25,307 sf 0.00% Impervious Runoff Depth=2.83" Tc=6.0 min CN=70.30 Runoff=1.92 cfs 5,975 cf Pond CS: CS Peak EIev=80.80' Inflow=3.73 cfs 5,611 cf Primary=2.69 cfs 5,169 cf Secondary=1.02 cfs 441 cf Outflow=3.73 cfs 5,611 cf Pond DET: DETENTION BASIN Peak EIev=78.48' Storage=2,675 cf Inflow=2.69 cfs 5,169 cf Discarded=0.01 cfs 187 cf Primary=0.47 cfs 4,982 cf Outflow=0.48 cfs 5,169 cf Pond DW: DRYWELL Peak EIev=62.66' Storage=972 cf Inflow=1.92 cfs 5,975 cf Discarded=0.20 cfs 4,735 cf Primary=1.54 cfs 1,240 cf Outflow=1.74 cfs 5,975 cf Pond WQ: WQ BASIN Peak EIev=83.54' Storage=3,990 cf Inflow=4.36 cfs 13,622 cf Primary=3.73 cfs 5,611 cf Secondary=0.14 cfs 7,863 cf Outflow=3.87 cfs 13,473 cf Link 4: OFFSITE Inflow=6.82 cfs 32,111 cf Primary=6.82 cfs 32,111 cf Link FIN: PROP DP1 Inflow=7.41 cfs 45,397 cf Primary=7.41 cfs 45,397 cf Link JCT:JUNCTION Inflow=1.29 cfs 13,286 cf Primary=1.29 cfs 13,286 cf Total Runoff Area = 529,500 sf Runoff Volume = 89,534 cf Average Runoff Depth = 2.03" 100.00% Pervious = 529,500 sf 0.00% Impervious = 0 sf North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 1: EXIST DP1 Runoff = 7.68 cfs @ 12.32 hrs, Volume= 39,066 cf, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr C-25 Rainfall=6.00" Area (sf) CN Description 264,390 58.20 EXISTING 264,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 1: EXIST DP1 Hydrograph 8 7.68 cfs Runoff 7 Type III 24-hr C-25 Rainfall=6.00" 6 Runoff Area=264,390 sf 5 Runoff Volume=39,066 cf 3 Runoff Depth=1 .77" LL 4 Tc=21.0 m i n 3 CN=58.20 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 2: TOWNHOMES Runoff = 4.36 cfs @ 12.09 hrs, Volume= 13,622 cf, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr C-25 Rainfall=6.00" Area (sf) CN Description 40,997 82.00 TOWNHOMES 40,997 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: TOWNHOMES Hydrograph Runoff 5 Type III 24-hr 4.36 cfs C-25 Rainfall=6.00" 4 Runoff Area=40,997 sf Runoff Volume=13,622 cf 3 3 Runoff Depth=3.99" LL Tc=6.0 min 2 CN=82.00 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 3: REMAINING Runoff = 6.14 cfs @ 12.32 hrs, Volume= 30,872 cf, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr C-25 Rainfall=6.00" Area (sf) CN Description 198,806 59.30 REMAINING AREA 198,806 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 3: REMAINING Hydrograph 6.14 cfs Runoff 6 Type III 24-hr 5 C-25 Rainfall=6.00" Runoff Area=198,806 sf 4 Runoff Volume=30,872 cf 3 Runoff Depth=1 .86" U- 3 Tc=21.0 m i n CN=59.30 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 5: NEW HOUSE Runoff = 1.92 cfs @ 12.09 hrs, Volume= 5,975 cf, Depth= 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr C-25 Rainfall=6.00" Area (sf) CN Description 25,307 70.30 NEW HOUSE WS 25,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: NEW HOUSE Hydrograph Runoff 5 Type III 24-hr C-25 Rainfall=6.00" 4 Runoff Area=25,307 sf Runoff Volume=5,975 cf 3 Runoff Depth=2.83" LL Tc=6.0 m i n 1.92 cfs 2 CN=70.30 1 0 9 10 11 12 13 14 15 16 17 13 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 39 Summary for Pond CS: CS Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 1.64" for C-25 event Inflow = 3.73 cfs @ 12.09 hrs, Volume= 5,611 cf Outflow = 3.73 cfs @ 12.09 hrs, Volume= 5,611 cf, Atten= 0%, Lag= 0.0 min Primary = 2.69 cfs @ 12.09 hrs, Volume= 5,169 cf Secondary= 1.02 cfs @ 12.09 hrs, Volume= 441 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 80.80'@ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 79.95' CS1_Primary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.341 0.751 1.175 1.255 1.328 1.359 1.398 1.438 1.458 #2 Secondary 79.95' CS1_Secondary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.140 0.210 0.268 0.668 1.510 1.946 2.848 3.754 4.207 #3 Primary 79.30' 7.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.69 cfs @ 12.09 hrs HW=80.80' (Free Discharge) �--1=CS1_Primary_ratings(Custom Controls 1.28 cfs) 3=Orifice/Grate (Orifice Controls 1.41 cfs @ 5.29 fps) Secondary OutFlow Max=0.94 cfs @ 12.09 hrs HW=80.80' (Free Discharge) L2=CS1_Secondary_ratings(Custom Controls 0.94 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 40 Pond CS: CS Hydrograph !mlnflow utflowrimary------ Inflow Area=40,997 Sf econdary Peak Elev=80.80' 4 --L----f3.73cfs ---L- i I i a i � U 3 3 2.69 cfs _o LL 2 1.02 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 41 Summary for Pond DET: DETENTION BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 1.51" for C-25 event Inflow = 2.69 cfs @ 12.09 hrs, Volume= 5,169 cf Outflow = 0.48 cfs @ 12.67 hrs, Volume= 5,169 cf, Atten= 82%, Lag= 34.9 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 187 cf Primary = 0.47 cfs @ 12.67 hrs, Volume= 4,982 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 78.48'@ 12.67 hrs Surf.Area= 1,656 sf Storage= 2,675 cf Plug-Flow detention time=90.1 min calculated for 5,168 cf(100% of inflow) Center-of-Mass det. time= 90.1 min ( 857.6- 767.5 ) Volume Invert Avail.Storage Storage Description #1A 96.10' 2,172 cf 30.00'W x 80.761 x 3.50'H Field A 8,480 cf Overall - 3,049 cf Embedded = 5,431 cf x 40.0% Voids #2A 96.60' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 6 rows #3 116.10' 9,000 cf Custom Stage Data (Prismatic)Listed below(Recalc) #413 76.10' 1,505 cf 20.50'W x 80.761 x 3.50'H Field B 5,795 cf Overall - 2,033 cf Embedded = 3,762 cf x 40.0% Voids #513 76.60' 2,033 cf ADS_StormTech SC-740 x 44 Inside#4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 4 rows 17,759 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 116.10 900 0 0 126.10 900 9,000 9,000 Device Routing Invert Outlet Devices #1 Primary 76.10' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 76.10' 0.01 cfs Exfiltration at all elevations #3 Primary 78.30' 0.50' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.01 cfs @ 12.10 hrs HW=76.62' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.47 cfs @ 12.67 hrs HW=78.48' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.35 cfs @ 7.23 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 0.11 cfs @ 1.38 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 42 Pond DET: DETENTION BASIN Hydrograph Inflow Outflow =Discard 5 --- Inflow Area=40,997 sf Primary Peak Elev=78.48' 4 -- ------ -- Storage=2,675 cf N 3 3 2.69 cfs _o LL 2 1 0.4 7 7cfs 0.0 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 43 Summary for Pond DW: DRYWELL Inflow Area = 25,307 sf, 0.00% Impervious, Inflow Depth = 2.83" for C-25 event Inflow = 1.92 cfs @ 12.09 hrs, Volume= 5,975 cf Outflow = 1.74 cfs @ 12.13 hrs, Volume= 5,975 cf, Atten= 10%, Lag= 2.6 min Discarded = 0.20 cfs @ 11.66 hrs, Volume= 4,735 cf Primary = 1.54 cfs @ 12.13 hrs, Volume= 1,240 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 62.66'@ 12.13 hrs Surf.Area= 101 sf Storage= 972 cf Plug-Flow detention time=27.3 min calculated for 5,975 cf(100% of inflow) Center-of-Mass det. time=27.3 min ( 864.8- 837.5 ) Volume Invert Avail.Storage Storage Description #1 53.00' 1,005 cf 8.00'D x 10.00'H Vertical Cone/Cylinderx 2 Device Routing Invert Outlet Devices #1 Primary 62.00' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 53.00' 0.20 cfs Exfiltration at all elevations Discarded OutFlow Max=0.20 cfs @ 11.66 hrs HW=53.10' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=1.52 cfs @ 12.13 hrs HW=62.66' (Free Discharge) L1=Orifice/Grate (Orifice Controls 1.52 cfs @ 2.76 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 44 Pond DW: DRYWELL Hydrograph Inflow Outflow =Discard 5 Inflow Area=25,307 sf Primary Peak Elev=62.66' 4 - ----------- - Storage=972 cf N 3 3 _o LL 1.92 rfs 2 JL 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 45 Summary for Pond WQ: WQ BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 3.99" for C-25 event Inflow = 4.36 cfs @ 12.09 hrs, Volume= 13,622 cf Outflow = 3.87 cfs @ 12.09 hrs, Volume= 13,473 cf, Atten= 11%, Lag= 0.5 min Primary = 3.73 cfs @ 12.09 hrs, Volume= 5,611 cf Secondary= 0.14 cfs @ 12.09 hrs, Volume= 7,863 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 83.54'@ 12.09 hrs Surf.Area= 1,859 sf Storage= 3,990 cf Plug-Flow detention time=283.1 min calculated for 13,470 cf(99% of inflow) Center-of-Mass det. time=276.7 min ( 1,085.6- 808.9 ) Volume Invert Avail.Storage Storage Description #1A 80.00' 1,679 cf 25.25'W x 73.641 x 3.50'H Field A 6,508 cf Overall - 2,311 cf Embedded = 4,197 cf x 40.0% Voids #2A 80.50' 2,311 cf ADS_StormTech SC-740 x 50 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 3,990 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.50' 18.0" Vert. Orifice/Grate X 0.00 C= 0.600 #2 Primary 83.00' 3.00' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 80.00' Special & User-Defined Head (feet) 0.00 10.00 Disch. (cfs) 0.000 0.400 Primary OutFlow Max=3.62 cfs @ 12.09 hrs HW=83.53' (Free Discharge) 11=Orifice/G rate ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir(Weir Controls 3.62 cfs @ 2.37 fps) Secondary OutFlow Max=0.14 cfs @ 12.09 hrs HW=83.53' (Free Discharge) L3=Special & User-Defined(Custom Controls 0.14 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 46 Pond WQ: WQ BASIN Hydrograph 4.36 cfs Inflow =Outflow �Primary 4 -- ---- 3.73 cfs Inflow Area=40,997 sf Secondary Peak Elev=83.54' 3 Storage=3,990 cf 3 0 LL 2 1 0.14 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 47 Summary for Link 4: OFFSITE Inflow Area = 224,113 sf, 0.00% Impervious, Inflow Depth = 1.72" for C-25 event Inflow = 6.82 cfs @ 12.30 hrs, Volume= 32,111 cf Primary = 6.82 cfs @ 12.30 hrs, Volume= 32,111 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link 4: OFFSITE Hydrograph 6.82 cfs Inflow 7 m Primary Inflow Area=224,113 sf 6 5 w 4 3 0 LL 3 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 48 Summary for Link FIN: PROP DP1 Inflow Area = 265,110 sf, 0.00% Impervious, Inflow Depth > 2.05" for C-25 event Inflow = 7.41 cfs @ 12.30 hrs, Volume= 45,397 cf Primary = 7.41 cfs @ 12.30 hrs, Volume= 45,397 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link FIN: PROP DP1 Hydrograph 87.41cfs7.41 cfs mPrimary 7 Inflow Area=265,110 sf 6 5 w v 0 4 LL 3 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr C-25 Rainfall=6.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 49 Summary for Link JCT: JUNCTION Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth > 3.89" for C-25 event Inflow = 1.29 cfs @ 12.09 hrs, Volume= 13,286 cf Primary = 1.29 cfs @ 12.09 hrs, Volume= 13,286 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link JCT: JUNCTION Hydrograph Inflow Primary 5 Inflow Area=40,997 sf 4 w v 3 3 0 LL 2 1.29 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 50 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1: EXIST DP1 Runoff Area=264,390 sf 0.00% Impervious Runoff Depth=1.18" Tc=21.0 min CN=58.20 Runoff=4.79 cfs 26,038 cf Subcatchment2: TOWNHOMES Runoff Area=40,997 sf 0.00% Impervious Runoff Depth=3.08" Tc=6.0 min CN=82.00 Runoff=3.39 cfs 10,519 cf Subcatchment3: REMAINING Runoff Area=198,806 sf 0.00% Impervious Runoff Depth=1.25" Tc=21.0 min CN=59.30 Runoff=3.90 cfs 20,778 cf Subcatchment5: NEW HOUSE Runoff Area=25,307 sf 0.00% Impervious Runoff Depth=2.06" Tc=6.0 min CN=70.30 Runoff=1.38 cfs 4,345 cf Pond CS: CS Peak EIev=80.42' Inflow=1.86 cfs 3,147 cf Primary=1.69 cfs 3,036 cf Secondary=0.17 cfs 112d Outflow=1.86 cfs 3,147 cf Pond DET: DETENTION BASIN Peak EIev=77.48' Storage=1,501 cf Inflow=1.69 cfs 3,036 cf Discarded=0.01 cfs 140 cf Primary=0.26 cfs 2,896 cf Outflow=0.27 cfs 3,036 cf Pond DW: DRYWELL Peak EIev=62.35' Storage=940 cf Inflow=1.38 cfs 4,345 cf Discarded=0.20 cfs 3,938 cf Primary=0.51 cfs 407 cf Outflow=0.71 cfs 4,345 cf Pond WQ: WQ BASIN Peak EIev=83.33' Storage=3,866 cf Inflow=3.39 cfs 10,519 cf Primary=1.86 cfs 3,147 cf Secondary=0.13 cfs 7,317 cf Outflow=1.99 cfs 10,464 cf Link 4: OFFSITE Inflow=4.33 cfs 21,185 cf Primary=4.33 cfs 21,185 cf Link FIN: PROP DP1 Inflow=4.76 cfs 31,510 cf Primary=4.76 cfs 31,510 cf Link JCT:JUNCTION Inflow=0.45 cfs 10,325 cf Primary=0.45 cfs 10,325 cf Total Runoff Area = 529,500 sf Runoff Volume = 61,680 cf Average Runoff Depth = 1.40" 100.00% Pervious = 529,500 sf 0.00% Impervious = 0 sf North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 1: EXIST DP1 Runoff = 4.79 cfs @ 12.34 hrs, Volume= 26,038 cf, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr D-10 Rainfall=5.00" Area (sf) CN Description 264,390 58.20 EXISTING 264,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 1: EXIST DP1 Hydrograph Runoff 5 4.79 cfs Type III 24-hr D-10 Rainfall=5.00" 4 Runoff Area=264,390 sf Runoff Volume=26,038 cf 3 3 Runoff Depth=1 .18" LL Tc=21.0 m i n 2 CN=58.20 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 2: TOWNHOMES Runoff = 3.39 cfs @ 12.09 hrs, Volume= 10,519 cf, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr D-10 Rainfall=5.00" Area (sf) CN Description 40,997 82.00 TOWNHOMES 40,997 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: TOWNHOMES Hydrograph Runoff 5 Type III 24-hr D-10 Rainfall=5.00" 4 Runoff Area=40,997 sf 3.39 cfs Runoff Volume=10,519 cf w w 3 3 Runoff Depth=3.08" LL Tc=6.0 min 2 CN=82.00 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 3: REMAINING Runoff = 3.90 cfs @ 12.34 hrs, Volume= 20,778 cf, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr D-10 Rainfall=5.00" Area (sf) CN Description 198,806 59.30 REMAINING AREA 198,806 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 3: REMAINING Hydrograph Runoff 5 Type III 24-hr D-10 Rainfall=5.00" 4 3.90 cfs Runoff Area=198,806 sf Runoff Volume=20,778 cf 3 3 Runoff Depth=1 .25" LL Tc=21.0 m i n 2 CN=59.30 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 5: NEW HOUSE Runoff = 1.38 cfs @ 12.09 hrs, Volume= 4,345 cf, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr D-10 Rainfall=5.00" Area (sf) CN Description 25,307 70.30 NEW HOUSE WS 25,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: NEW HOUSE Hydrograph Runoff 5 Type III 24-hr D-10 Rainfall=5.00" 4 Runoff Area=25,307 sf Runoff Volume=4,345 cf 3 Runoff Depth=2.06" LL Tc=6.0 m i n 2 CN=70.30 1.38 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 55 Summary for Pond CS: CS Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.92" for D-10 event Inflow = 1.86 cfs @ 12.20 hrs, Volume= 3,147 cf Outflow = 1.86 cfs @ 12.20 hrs, Volume= 3,147 cf, Atten= 0%, Lag= 0.0 min Primary = 1.69 cfs @ 12.20 hrs, Volume= 3,036 cf Secondary= 0.17 cfs @ 12.20 hrs, Volume= 112 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 80.42'@ 12.20 hrs Device Routing Invert Outlet Devices #1 Primary 79.95' CS1_Primary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.341 0.751 1.175 1.255 1.328 1.359 1.398 1.438 1.458 #2 Secondary 79.95' CS1_Secondary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.140 0.210 0.268 0.668 1.510 1.946 2.848 3.754 4.207 #3 Primary 79.30' 7.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.69 cfs @ 12.20 hrs HW=80.42' (Free Discharge) �--1=CS1_Primary_ratings(Custom Controls 0.52 cfs) 3=Orifice/Grate (Orifice Controls 1.17 cfs @ 4.38 fps) Secondary OutFlow Max=0.17 cfs @ 12.20 hrs HW=80.42' (Free Discharge) L2=CS1_Secondary_ratings(Custom Controls 0.17 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 56 Pond CS: CS Hydrograph !Inflowutflowrimary5 -- Inflow Area=40,997 sf econdary Peak Elev=80.42' 4 -L--------------- a U 3 3 _o LL 2 1.69 cfs 1 0.17 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 57 Summary for Pond DET: DETENTION BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.89" for D-10 event Inflow = 1.69 cfs @ 12.20 hrs, Volume= 3,036 cf Outflow = 0.27 cfs @ 12.85 hrs, Volume= 3,036 cf, Atten= 84%, Lag= 39.3 min Discarded = 0.01 cfs @ 12.22 hrs, Volume= 140 cf Primary = 0.26 cfs @ 12.85 hrs, Volume= 2,896 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 77.48'@ 12.85 hrs Surf.Area= 1,656 sf Storage= 1,501 cf Plug-Flow detention time=69.5 min calculated for 3,035 cf(100% of inflow) Center-of-Mass det. time= 69.5 min ( 838.1 - 768.5 ) Volume Invert Avail.Storage Storage Description #1A 96.10' 2,172 cf 30.00'W x 80.761 x 3.50'H Field A 8,480 cf Overall - 3,049 cf Embedded = 5,431 cf x 40.0% Voids #2A 96.60' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 6 rows #3 116.10' 9,000 cf Custom Stage Data (Prismatic)Listed below(Recalc) #413 76.10' 1,505 cf 20.50'W x 80.761 x 3.50'H Field B 5,795 cf Overall - 2,033 cf Embedded = 3,762 cf x 40.0% Voids #513 76.60' 2,033 cf ADS_StormTech SC-740 x 44 Inside#4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 4 rows 17,759 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 116.10 900 0 0 126.10 900 9,000 9,000 Device Routing Invert Outlet Devices #1 Primary 76.10' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 76.10' 0.01 cfs Exfiltration at all elevations #3 Primary 78.30' 0.50' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.01 cfs @ 12.22 hrs HW=76.63' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.26 cfs @ 12.85 hrs HW=77.48' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.26 cfs @ 5.39 fps) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 58 Pond DET: DETENTION BASIN Hydrograph Inflow Outflow =Discard 5 Inflow Area=40,997 Sf —Primary Peak Elev=77.48' 4 Storage=1 ,501 cf 3 3 _o LL 2 1.69 cfs 1 0.26 cfs 0.0 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 59 Summary for Pond DW: DRYWELL Inflow Area = 25,307 sf, 0.00% Impervious, Inflow Depth = 2.06" for D-10 event Inflow = 1.38 cfs @ 12.09 hrs, Volume= 4,345 cf Outflow = 0.71 cfs @ 12.26 hrs, Volume= 4,345 cf, Atten= 49%, Lag= 10.3 min Discarded = 0.20 cfs @ 11.75 hrs, Volume= 3,938 cf Primary = 0.51 cfs @ 12.26 hrs, Volume= 407 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 62.35'@ 12.26 hrs Surf.Area= 101 sf Storage= 940 cf Plug-Flow detention time=28.8 min calculated for 4,344 cf(100% of inflow) Center-of-Mass det. time=28.8 min ( 875.7- 846.9 ) Volume Invert Avail.Storage Storage Description #1 53.00' 1,005 cf 8.00'D x 10.00'H Vertical Cone/Cylinderx 2 Device Routing Invert Outlet Devices #1 Primary 62.00' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 53.00' 0.20 cfs Exfiltration at all elevations Discarded OutFlow Max=0.20 cfs @ 11.75 hrs HW=53.11' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.50 cfs @ 12.26 hrs HW=62.35' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.50 cfs @ 2.02 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 60 Pond DW: DRYWELL Hydrograph Inflow Outflow =Discard 5 Inflow Area=25,307 sf —Primary Peak Elev=62.35' 4 -- ------- ---- Storage=940 cf N 3 3 _o LL 2 1.38 cfs 0.71 cfs 1 0.51 cfs 0.20 cfs 0 14 111 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type /// 24-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 61 Summary for Pond WQ: WQ BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 3.08" for D-10 event Inflow = 3.39 cfs @ 12.09 hrs, Volume= 10,519 cf Outflow = 1.99 cfs @ 12.20 hrs, Volume= 10,464 cf, Atten= 41%, Lag= 6.8 min Primary = 1.86 cfs @ 12.20 hrs, Volume= 3,147 cf Secondary= 0.13 cfs @ 12.20 hrs, Volume= 7,317 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 83.33'@ 12.20 hrs Surf.Area= 1,859 sf Storage= 3,866 cf Plug-Flow detention time=335.0 min calculated for 10,464 cf(99% of inflow) Center-of-Mass det. time= 331.7 min ( 1,148.0- 816.3 ) Volume Invert Avail.Storage Storage Description #1A 80.00' 1,679 cf 25.25'W x 73.641 x 3.50'H Field A 6,508 cf Overall - 2,311 cf Embedded = 4,197 cf x 40.0% Voids #2A 80.50' 2,311 cf ADS_StormTech SC-740 x 50 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 3,990 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.50' 18.0" Vert. Orifice/Grate X 0.00 C= 0.600 #2 Primary 83.00' 3.00' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 80.00' Special & User-Defined Head (feet) 0.00 10.00 Disch. (cfs) 0.000 0.400 Primary OutFlow Max=1.85 cfs @ 12.20 hrs HW=83.33' (Free Discharge) 11=Orifice/G rate ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir(Weir Controls 1.85 cfs @ 1.89 fps) Secondary OutFlow Max=0.13 cfs @ 12.20 hrs HW=83.33' (Free Discharge) L3=Special & User-Defined(Custom Controls 0.13 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 62 Pond WQ: WQ BASIN Hydrograph 3.39 cfs Inflow Outflow Primary Inflow Area=40,997 sf Secondary 3 - ------- -- Peak Elev=83.33' Storage=3,866 cf a 1.99 cfs 2 1.86 cfs 3 0 LL 1 0.13 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 63 Summary for Link 4: OFFSITE Inflow Area = 224,113 sf, 0.00% Impervious, Inflow Depth = 1.13" for D-10 event Inflow = 4.33 cfs @ 12.32 hrs, Volume= 21,185 cf Primary = 4.33 cfs @ 12.32 hrs, Volume= 21,185 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link 4: OFFSITE Hydrograph Inflow Primary 5 Inflow Area=224,113 sf 4.33 cfs 4 w v 3 3 0 LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 64 Summary for Link FIN: PROP DP1 Inflow Area = 265,110 sf, 0.00% Impervious, Inflow Depth > 1.43" for D-10 event Inflow = 4.76 cfs @ 12.30 hrs, Volume= 31,510 cf Primary = 4.76 cfs @ 12.30 hrs, Volume= 31,510 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link FIN: PROP DP1 Hydrograph Inflow Primary 5 4.76 cfs Inflow Area=265,110 sf 4 w v 3 3 0 LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr D-10 Rainfall=5.00" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 65 Summary for Link JCT: JUNCTION Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth > 3.02" for D-10 event Inflow = 0.45 cfs @ 12.24 hrs, Volume= 10,325 cf Primary = 0.45 cfs @ 12.24 hrs, Volume= 10,325 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link JCT: JUNCTION Hydrograph Inflow Primary 5 Inflow Area=40,997 sf 4 w v 3 3 0 LL 2 1 0.45 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 66 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1: EXIST DP1 Runoff Area=264,390 sf 0.00% Impervious Runoff Depth=0.92" Tc=21.0 min CN=58.20 Runoff=3.50 cfs 20,183 cf Subcatchment2: TOWNHOMES Runoff Area=40,997 sf 0.00% Impervious Runoff Depth=2.64" Tc=6.0 min CN=82.00 Runoff=2.91 cfs 9,006 cf Subcatchment3: REMAINING Runoff Area=198,806 sf 0.00% Impervious Runoff Depth=0.98" Tc=21.0 min CN=59.30 Runoff=2.89 cfs 16,218 cf Subcatchment5: NEW HOUSE Runoff Area=25,307 sf 0.00% Impervious Runoff Depth=1.70" Tc=6.0 min CN=70.30 Runoff=1.12 cfs 3,575 cf Pond CS: CS Peak EIev=80.08' Inflow=1.07 cfs 1,940 cf Primary=1.02 cfs 1,920 cf Secondary=0.05 cfs 20 cf Outflow=1.07 cfs 1,940 cf Pond DET: DETENTION BASIN Peak EIev=76.98' Storage=853 cf Inflow=1.02 cfs 1,920 cf Discarded=0.01 cfs 105 cf Primary=0.21 cfs 1,815 cf Outflow=0.22 cfs 1,920 cf Pond DW: DRYWELL Peak EIev=62.16' Storage=921 cf Inflow=1.12 cfs 3,575 cf Discarded=0.20 cfs 3,529 cf Primary=0.12 cfs 46 cf Outflow=0.32 cfs 3,575 cf Pond WQ: WQ BASIN Peak EIev=83.23' Storage=3,788 cf Inflow=2.91 cfs 9,006 cf Primary=1.07 cfs 1,940 cf Secondary=0.13 cfs 7,017 cf Outflow=1.19 cfs 8,956 cf Link 4: OFFSITE Inflow=2.89 cfs 16,264 cf Primary=2.89 cfs 16,264 cf Link FIN: PROP DP1 Inflow=3.20 cfs 25,116 cf Primary=3.20 cfs 25,116 cf Link JCT:JUNCTION Inflow=0.33 cfs 8,852 cf Primary=0.33 cfs 8,852 cf Total Runoff Area = 529,500 sf Runoff Volume = 48,982 cf Average Runoff Depth = 1.11" 100.00% Pervious = 529,500 sf 0.00% Impervious = 0 sf North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 1: EXIST DP1 Runoff = 3.50 cfs @ 12.35 hrs, Volume= 20,183 cf, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr E-5 Rainfall=4.50" Area (sf) CN Description 264,390 58.20 EXISTING 264,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 1: EXIST DP1 Hydrograph Runoff 5 Type III 24-hr E-5 Rainfall=4.50" 4 Runoff Area=264,390 sf 3.50 cfs Runoff Volume=20,183 cf w 3 3 Runoff Depth=0.92" LL Tc=21.0 m i n 2 CN=58.20 1 01 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment 2: TOWNHOMES Runoff = 2.91 cfs @ 12.09 hrs, Volume= 9,006 cf, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr E-5 Rainfall=4.50" Area (sf) CN Description 40,997 82.00 TOWNHOMES 40,997 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: TOWNHOMES Hydrograph Runoff 5 Type III 24-hr E-5 Rainfall=4.50" 4 Runoff Area=40,997 sf Runoff Volume=9,006 cf 2.91 cfs 3 Runoff Depth=2.64" LL Tc=6.0 m i n 2 CN=82.00 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment 3: REMAINING Runoff = 2.89 cfs @ 12.34 hrs, Volume= 16,218 cf, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr E-5 Rainfall=4.50" Area (sf) CN Description 198,806 59.30 REMAINING AREA 198,806 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 3: REMAINING Hydrograph Runoff 5 Type III 24-hr E-5 Rainfall=4.50" 4 Runoff Area=198,806 sf w Runoff Volume=16,218 cf 3 3 2.89 cfs Runoff Depth=0.98" LL Tc=21.0 m i n 2 CN=59.30 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment 5: NEW HOUSE Runoff = 1.12 cfs @ 12.09 hrs, Volume= 3,575 cf, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr E-5 Rainfall=4.50" Area (sf) CN Description 25,307 70.30 NEW HOUSE WS 25,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: NEW HOUSE Hydrograph Runoff 5 Type III 24-hr E-5 Rainfall=4.50" 4 Runoff Area=25,307 sf Runoff Volume=3,575 cf 3 Runoff Depth=1 .70" LL Tc=6.0 m i n 2 CN=70.30 1.12 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 71 Summary for Pond CS: CS Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.57" for E-5 event Inflow = 1.07 cfs @ 12.32 hrs, Volume= 1,940 cf Outflow = 1.07 cfs @ 12.32 hrs, Volume= 1,940 cf, Atten= 0%, Lag= 0.0 min Primary = 1.02 cfs @ 12.32 hrs, Volume= 1,920 cf Secondary= 0.05 cfs @ 12.32 hrs, Volume= 20 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 80.08'@ 12.32 hrs Device Routing Invert Outlet Devices #1 Primary 79.95' CS1_Primary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.341 0.751 1.175 1.255 1.328 1.359 1.398 1.438 1.458 #2 Secondary 79.95' CS1_Secondary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.140 0.210 0.268 0.668 1.510 1.946 2.848 3.754 4.207 #3 Primary 79.30' 7.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.02 cfs @ 12.32 hrs HW=80.08' (Free Discharge) �--1=CS1_Primary_ratings(Custom Controls 0.12 cfs) 3=Orifice/Grate (Orifice Controls 0.90 cfs @ 3.37 fps) Secondary OutFlow Max=0.05 cfs @ 12.32 hrs HW=80.08' (Free Discharge) L2=CS1_Secondary_ratings(Custom Controls 0.05 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 72 Pond CS: CS Hydrograph !Inflowutflowrimary5 Inflow Area=40,997 sf econdary Peak Elev=80.08' 4 --'-- U 3 3 _o LL 2 1.02 cfs 1 0.05 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 73 Summary for Pond DET: DETENTION BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.56" for E-5 event Inflow = 1.02 cfs @ 12.32 hrs, Volume= 1,920 cf Outflow = 0.22 cfs @ 12.89 hrs, Volume= 1,920 cf, Atten= 79%, Lag= 34.1 min Discarded = 0.01 cfs @ 12.36 hrs, Volume= 105 cf Primary = 0.21 cfs @ 12.89 hrs, Volume= 1,815 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 76.98'@ 12.89 hrs Surf.Area= 1,656 sf Storage= 853 cf Plug-Flow detention time=51.6 min calculated for 1,920 cf(100% of inflow) Center-of-Mass det. time= 51.6 min ( 823.9- 772.4 ) Volume Invert Avail.Storage Storage Description #1A 96.10' 2,172 cf 30.00'W x 80.761 x 3.50'H Field A 8,480 cf Overall - 3,049 cf Embedded = 5,431 cf x 40.0% Voids #2A 96.60' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 6 rows #3 116.10' 9,000 cf Custom Stage Data (Prismatic)Listed below(Recalc) #413 76.10' 1,505 cf 20.50'W x 80.761 x 3.50'H Field B 5,795 cf Overall - 2,033 cf Embedded = 3,762 cf x 40.0% Voids #513 76.60' 2,033 cf ADS_StormTech SC-740 x 44 Inside#4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 4 rows 17,759 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 116.10 900 0 0 126.10 900 9,000 9,000 Device Routing Invert Outlet Devices #1 Primary 76.10' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 76.10' 0.01 cfs Exfiltration at all elevations #3 Primary 78.30' 0.50' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.01 cfs @ 12.36 hrs HW=76.61' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.21 cfs @ 12.89 hrs HW=76.98' (Free Discharge) �11=Orifice/Grate (Orifice Controls 0.21 cfs @ 4.20 fps) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 74 Pond DET: DETENTION BASIN Hydrograph Inflow Outflow �Discarded 5 Inflow Area=40,997 Sf —Primary Peak Elev=76.98' 4 --',-- Storage=853 cf 3 3 _o LL 2 1.02 cfs 1- 0.21 cfs 0.0 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 75 Summary for Pond DW: DRYWELL Inflow Area = 25,307 sf, 0.00% Impervious, Inflow Depth = 1.70" for E-5 event Inflow = 1.12 cfs @ 12.09 hrs, Volume= 3,575 cf Outflow = 0.32 cfs @ 12.49 hrs, Volume= 3,575 cf, Atten= 72%, Lag= 23.8 min Discarded = 0.20 cfs @ 11.81 hrs, Volume= 3,529 cf Primary = 0.12 cfs @ 12.49 hrs, Volume= 46 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 62.16'@ 12.49 hrs Surf.Area= 101 sf Storage= 921 cf Plug-Flow detention time=29.6 min calculated for 3,575 cf(100% of inflow) Center-of-Mass det. time=29.6 min ( 882.3- 852.7 ) Volume Invert Avail.Storage Storage Description #1 53.00' 1,005 cf 8.00'D x 10.00'H Vertical Cone/Cylinderx 2 Device Routing Invert Outlet Devices #1 Primary 62.00' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 53.00' 0.20 cfs Exfiltration at all elevations Discarded OutFlow Max=0.20 cfs @ 11.81 hrs HW=53.10' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.11 cfs @ 12.49 hrs HW=62.16' (Free Discharge) L1=Orifice/Grate (Orifice Controls 0.11 cfs @ 1.35 fps) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 76 Pond DW: DRYWELL Hydrograph Inflow Outflow �Discarded 5 Inflow Area=25,307 sf —Primary Peak Elev=62.16' 4 -- - ----- ---- Storage=921 cf N 3 3 _o LL 2 J32cfs 1 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 77 Summary for Pond WQ: WQ BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 2.64" for E-5 event Inflow = 2.91 cfs @ 12.09 hrs, Volume= 9,006 cf Outflow = 1.19 cfs @ 12.32 hrs, Volume= 8,956 cf, Atten= 59%, Lag= 14.0 min Primary = 1.07 cfs @ 12.32 hrs, Volume= 1,940 cf Secondary= 0.13 cfs @ 12.32 hrs, Volume= 7,017 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 83.23'@ 12.32 hrs Surf.Area= 1,859 sf Storage= 3,788 cf Plug-Flow detention time=375.4 min calculated for 8,954 cf(99% of inflow) Center-of-Mass det. time= 372.2 min ( 1,192.9- 820.7 ) Volume Invert Avail.Storage Storage Description #1A 80.00' 1,679 cf 25.25'W x 73.641 x 3.50'H Field A 6,508 cf Overall - 2,311 cf Embedded = 4,197 cf x 40.0% Voids #2A 80.50' 2,311 cf ADS_StormTech SC-740 x 50 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 3,990 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.50' 18.0" Vert. Orifice/Grate X 0.00 C= 0.600 #2 Primary 83.00' 3.00' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 80.00' Special & User-Defined Head (feet) 0.00 10.00 Disch. (cfs) 0.000 0.400 Primary OutFlow Max=1.05 cfs @ 12.32 hrs HW=83.23' (Free Discharge) 11=Orifice/G rate ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir(Weir Controls 1.05 cfs @ 1.56 fps) Secondary OutFlow Max=0.13 cfs @ 12.32 hrs HW=83.23' (Free Discharge) L3=Special & User-Defined(Custom Controls 0.13 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 78 Pond WQ: WQ BASIN Hydrograph 3 2.91 cfs Inflow Outflow Primary Inflow Area=40,997 sf Secondary Peak Elev=83.23' 2 Storage=3,788 cf 3 _o LL 1.19 cfs 1.07 cfs 1 0.13 cfs _ 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 79 Summary for Link 4: OFFSITE Inflow Area = 224,113 sf, 0.00% Impervious, Inflow Depth = 0.87" for E-5 event Inflow = 2.89 cfs @ 12.34 hrs, Volume= 16,264 cf Primary = 2.89 cfs @ 12.34 hrs, Volume= 16,264 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link 4: OFFSITE Hydrograph Inflow Primary 5 Inflow Area=224,113 sf 4 w 2.89 cfs 3 3 0 LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 80 Summary for Link FIN: PROP DP1 Inflow Area = 265,110 sf, 0.00% Impervious, Inflow Depth > 1.14" for E-5 event Inflow = 3.20 cfs @ 12.35 hrs, Volume= 25,116 cf Primary = 3.20 cfs @ 12.35 hrs, Volume= 25,116 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link FIN: PROP DP1 Hydrograph Inflow Primary 5 Inflow Area=265,110 sf 4 w 3.20 cfs v 3 3 0 LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr E-5 Rainfall=4.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 81 Summary for Link JCT: JUNCTION Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth > 2.59" for E-5 event Inflow = 0.33 cfs @ 12.85 hrs, Volume= 8,852 cf Primary = 0.33 cfs @ 12.85 hrs, Volume= 8,852 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link JCT: JUNCTION Hydrograph Inflow Primary 5 Inflow Area=40,997 sf 4 w v 3 3 0 LL 2 1 0.33 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 82 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1: EXIST DP1 Runoff Area=264,390 sf 0.00% Impervious Runoff Depth=0.46" Tc=21.0 min CN=58.20 Runoff=1.38 cfs 10,148 cf Subcatchment2: TOWNHOMES Runoff Area=40,997 sf 0.00% Impervious Runoff Depth=1.78" Tc=6.0 min CN=82.00 Runoff=1.97 cfs 6,090 cf Subcatchment3: REMAINING Runoff Area=198,806 sf 0.00% Impervious Runoff Depth=0.50" Tc=21.0 min CN=59.30 Runoff=1.20 cfs 8,339 cf Subcatchment5: NEW HOUSE Runoff Area=25,307 sf 0.00% Impervious Runoff Depth=1.02" Tc=6.0 min CN=70.30 Runoff=0.65 cfs 2,161 cf Pond CS: CS Peak EIev=79.30' Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Pond DET: DETENTION BASIN Peak EIev=76.10' Storage=0 cf Inflow=0.00 cfs 0 cf Discarded=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Pond DW: DRYWELL Peak EIev=56.63' Storage=365 cf Inflow=0.65 cfs 2,161 cf Discarded=0.20 cfs 2,161 cf Primary=0.00 cfs 0 cf Outflow=0.20 cfs 2,161 cf Pond WQ: WQ BASIN Peak EIev=82.80' Storage=3,463 cf Inflow=1.97 cfs 6,090 cf Primary=0.00 cfs 0 cf Secondary=0.11 cfs 6,052 cf Outflow=0.11 cfs 6,052 cf Link 4: OFFSITE Inflow=1.20 cfs 8,339 cf Primary=1.20 cfs 8,339 cf Link FIN: PROP DP1 Inflow=1.29 cfs 14,391 cf Primary=1.29 cfs 14,391 cf Link JCT:JUNCTION Inflow=0.11 cfs 6,052 cf Primary=0.11 cfs 6,052 cf Total Runoff Area = 529,500 sf Runoff Volume = 26,738 cf Average Runoff Depth = 0.61" 100.00% Pervious = 529,500 sf 0.00% Impervious = 0 sf North Ridge Street laz_greto_model_MIN_full Type 111 24-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 83 Summary for Subcatchment 1: EXIST DP1 Runoff = 1.38 cfs @ 12.43 hrs, Volume= 10,148 cf, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr F-2 Rainfall=3.50" Area (sf) CN Description 264,390 58.20 EXISTING 264,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 1: EXIST DP1 Hydrograph Runoff 5 Type III 24-hr F-2 Rainfall=3.50" 4 Runoff Area=264,390 sf w Runoff Volume=10,148 cf 3 3 Runoff Depth=0.46" 0 LL Tc=21.0 m i n 2 CN=58.20 1.38 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 84 Summary for Subcatchment 2: TOWNHOMES Runoff = 1.97 cfs @ 12.09 hrs, Volume= 6,090 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr F-2 Rainfall=3.50" Area (sf) CN Description 40,997 82.00 TOWNHOMES 40,997 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: TOWNHOMES Hydrograph Runoff 5 Type III 24-hr F-2 Rainfall=3.50" 4 Runoff Area=40,997 sf Runoff Volume=6,090 cf 3 Runoff Depth=1 .78" LL 1.97 cfs Tc=6.0 m i n 2 CN=82.00 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 85 Summary for Subcatchment 3: REMAINING Runoff = 1.20 cfs @ 12.40 hrs, Volume= 8,339 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr F-2 Rainfall=3.50" Area (sf) CN Description 198,806 59.30 REMAINING AREA 198,806 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 3: REMAINING Hydrograph Runoff 5 Type III 24-hr F-2 Rainfall=3.50" 4 Runoff Area=198,806 sf Runoff Volume=8,339 cf 3 Runoff Depth=0.50" .2 Tc=21 .0 m i n 2 CN=59.30 1.20 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 86 Summary for Subcatchment 5: NEW HOUSE Runoff = 0.65 cfs @ 12.10 hrs, Volume= 2,161 cf, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr F-2 Rainfall=3.50" Area (sf) CN Description 25,307 70.30 NEW HOUSE WS 25,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: NEW HOUSE Hydrograph Runoff 5 Type III 24-hr F-2 Rainfall=3.50" 4 Runoff Area=25,307 sf Runoff Volume=2,161 cf 3 Runoff Depth=1 .02" LL Tc=6.0 m i n 2 CN=70.30 1 0.65 cfs 01 1 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 87 Summary for Pond CS: CS Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.00" for F-2 event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 79.30'@ 0.00 hrs Device Routing Invert Outlet Devices #1 Primary 79.95' CS1_Primary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.341 0.751 1.175 1.255 1.328 1.359 1.398 1.438 1.458 #2 Secondary 79.95' CS1_Secondary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.140 0.210 0.268 0.668 1.510 1.946 2.848 3.754 4.207 #3 Primary 79.30' 7.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.30' (Free Discharge) �--1=CS1_Primary_ratings( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.30' (Free Discharge) L2=CS1_Secondary_ratings( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 88 Pond CS: CS Hydrograph !Inflowutflowrimary5 Inflow Area=40,997 sf econdary Peak Elev=79.30' 4 a U 3 3 _o LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 89 Summary for Pond DET: DETENTION BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.00" for F-2 event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 76.10'@ 0.00 hrs Surf.Area= 1,656 sf Storage= 0 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1A 96.10' 2,172 cf 30.00'W x 80.761 x 3.50'H Field A 8,480 cf Overall - 3,049 cf Embedded = 5,431 cf x 40.0% Voids #2A 96.60' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 6 rows #3 116.10' 9,000 cf Custom Stage Data (Prismatic)Listed below(Recalc) #413 76.10' 1,505 cf 20.50'W x 80.761 x 3.50'H Field B 5,795 cf Overall - 2,033 cf Embedded = 3,762 cf x 40.0% Voids #513 76.60' 2,033 cf ADS_StormTech SC-740 x 44 Inside#4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 4 rows 17,759 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 116.10 900 0 0 126.10 900 9,000 9,000 Device Routing Invert Outlet Devices #1 Primary 76.10' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 76.10' 0.01 cfs Exfiltration at all elevations #3 Primary 78.30' 0.50' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=76.10' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.01 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=76.10' (Free Discharge) �__1=Orifice/Grate ( Controls 0.00 cfs) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 90 Pond DET: DETENTION BASIN Hydrograph Inflow Outflow =Discard 5 Inflow Area=40,997 Sf —Primary Peak Elev=76.10' 4 Storage=0 cf 3 3 _o LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 91 Summary for Pond DW: DRYWELL Inflow Area = 25,307 sf, 0.00% Impervious, Inflow Depth = 1.02" for F-2 event Inflow = 0.65 cfs @ 12.10 hrs, Volume= 2,161 cf Outflow = 0.20 cfs @ 11.97 hrs, Volume= 2,161 cf, Atten= 69%, Lag= 0.0 min Discarded = 0.20 cfs @ 11.97 hrs, Volume= 2,161 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 56.63'@ 12.49 hrs Surf.Area= 101 sf Storage= 365 cf Plug-Flow detention time=9.4 min calculated for 2,160 cf(100% of inflow) Center-of-Mass det. time= 9.4 min ( 877.7- 868.3 ) Volume Invert Avail.Storage Storage Description #1 53.00' 1,005 cf 8.00'D x 10.00'H Vertical Cone/Cylinderx 2 Device Routing Invert Outlet Devices #1 Primary 62.00' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 53.00' 0.20 cfs Exfiltration at all elevations Discarded OutFlow Max=0.20 cfs @ 11.97 hrs HW=53.11' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=53.00' (Free Discharge) L1=Orifice/Grate ( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 92 Pond DW: DRYWELL Hydrograph Inflow Outflow =Discard 5 Inflow Area=25,307 sf —Primary Peak Elev=56.63' N 4 -- Storage=365 cf 3 3 _o LL 2 1 0.65 cfs 0.20 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 93 Summary for Pond WQ: WQ BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 1.78" for F-2 event Inflow = 1.97 cfs @ 12.09 hrs, Volume= 6,090 cf Outflow = 0.11 cfs @ 14.59 hrs, Volume= 6,052 cf, Atten= 94%, Lag= 149.8 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Secondary= 0.11 cfs @ 14.59 hrs, Volume= 6,052 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 82.80'@ 14.59 hrs Surf.Area= 1,859 sf Storage= 3,463 cf Plug-Flow detention time=483.2 min calculated for 6,052 cf(99% of inflow) Center-of-Mass det. time=479.4 min ( 1,311.3- 832.0 ) Volume Invert Avail.Storage Storage Description #1A 80.00' 1,679 cf 25.25'W x 73.641 x 3.50'H Field A 6,508 cf Overall - 2,311 cf Embedded = 4,197 cf x 40.0% Voids #2A 80.50' 2,311 cf ADS_StormTech SC-740 x 50 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 3,990 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.50' 18.0" Vert. Orifice/Grate X 0.00 C= 0.600 #2 Primary 83.00' 3.00' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 80.00' Special & User-Defined Head (feet) 0.00 10.00 Disch. (cfs) 0.000 0.400 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=80.00' (Free Discharge) 11=Orifice/G rate ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Secondary OutFlow Max=0.11 cfs @ 14.59 hrs HW=82.80' (Free Discharge) L3=Special & User-Defined(Custom Controls 0.11 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 94 Pond WQ: WQ BASIN Hydrograph 1.97 cfs m Inflow 2 -- ---- Outflow =Primary Inflow Area=40,997 Sf Secondary Peak Elev=82.80' Storage=3,463 cf 3 0 1 LL 0.11 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 95 Summary for Link 4: OFFSITE Inflow Area = 224,113 sf, 0.00% Impervious, Inflow Depth = 0.45" for F-2 event Inflow = 1.20 cfs @ 12.40 hrs, Volume= 8,339 cf Primary = 1.20 cfs @ 12.40 hrs, Volume= 8,339 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link 4: OFFSITE Hydrograph Inflow Primary 5 Inflow Area=224,113 sf 4 w v 3 3 0 LL 2 1.20 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 96 Summary for Link FIN: PROP DP1 Inflow Area = 265,110 sf, 0.00% Impervious, Inflow Depth > 0.65" for F-2 event Inflow = 1.29 cfs @ 12.41 hrs, Volume= 14,391 cf Primary = 1.29 cfs @ 12.41 hrs, Volume= 14,391 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link FIN: PROP DP1 Hydrograph Inflow Primary 5 Inflow Area=265,110 sf 4 w v 3 3 0 LL 2 1.29 cfs 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr F-2 Rainfall=3.50" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 97 Summary for Link JCT: JUNCTION Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth > 1.77" for F-2 event Inflow = 0.11 cfs @ 14.59 hrs, Volume= 6,052 cf Primary = 0.11 cfs @ 14.59 hrs, Volume= 6,052 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link JCT: JUNCTION Hydrograph Inflow Primary 5 Inflow Area=40,997 sf 4 w v 3 3 0 LL 2 1 0.11 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 98 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment1: EXIST DP1 Runoff Area=264,390 sf 0.00% Impervious Runoff Depth=0.00" Tc=21.0 min CN=58.20 Runoff=0.00 cfs 0 cf Subcatchment2: TOWNHOMES Runoff Area=40,997 sf 0.00% Impervious Runoff Depth=0.24" Tc=6.0 min CN=82.00 Runoff=0.21 cfs 829 cf Subcatchment3: REMAINING Runoff Area=198,806 sf 0.00% Impervious Runoff Depth=0.00" Tc=21.0 min CN=59.30 Runoff=0.00 cfs 0 cf Subcatchment5: NEW HOUSE Runoff Area=25,307 sf 0.00% Impervious Runoff Depth=0.04" Tc=6.0 min CN=70.30 Runoff=0.00 cfs 93 cf Pond CS: CS Peak EIev=79.30' Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Pond DET: DETENTION BASIN Peak EIev=76.10' Storage=0 cf Inflow=0.00 cfs 0 cf Discarded=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Pond DW: DRYWELL Peak EIev=53.00' Storage=0 cf Inflow=0.00 cfs 93 cf Discarded=0.00 cfs 93 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 93 cf Pond WQ: WQ BASIN Peak EIev=80.48' Storage=357 cf Inflow=0.21 cfs 829 cf Primary=0.00 cfs 0 cf Secondary=0.02 cfs 827 cf Outflow=0.02 cfs 827 cf Link 4: OFFSITE Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link FIN: PROP DP1 Inflow=0.02 cfs 827 cf Primary=0.02 cfs 827 cf Link JCT:JUNCTION Inflow=0.02 cfs 827 cf Primary=0.02 cfs 827 cf Total Runoff Area = 529,500 sf Runoff Volume = 922 cf Average Runoff Depth = 0.02" 100.00% Pervious = 529,500 sf 0.00% Impervious = 0 sf North Ridge Street laz_greto_model_MIN_full Type 111 24-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 99 Summary for Subcatchment 1: EXIST DP1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr G-1 Rainfall=1.30" Area (sf) CN Description 264,390 58.20 EXISTING 264,390 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 1: EXIST DP1 Hydrograph Runoff 5 Type III 24-hr G-1 Rainfall=1 .30" 4 Runoff Area=264,390 sf w Runoff Volume=0 cf 3 Runoff Depth=0.00" LL Tc=21 .0 m i n 2 CN=58.20 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 100 Summary for Subcatchment 2: TOWNHOMES Runoff = 0.21 cfs @ 12.11 hrs, Volume= 829 cf, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr G-1 Rainfall=1.30" Area (sf) CN Description 40,997 82.00 TOWNHOMES 40,997 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2: TOWNHOMES Hydrograph Runoff 5 Type III 24-hr G-1 Rainfall=1 .30" 4 Runoff Area=40,997 sf Runoff Vol u me=829 cf 3 .2 Runoff Depth=0.24" 2 Tc=6.0 m i n CN=82.00 1 0.21 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment 3: REMAINING Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr G-1 Rainfall=1.30" Area (sf) CN Description 198,806 59.30 REMAINING AREA 198,806 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment 3: REMAINING Hydrograph Runoff 5 Type III 24-hr G-1 Rainfall=1 .30" 4 Runoff Area=198,806 sf w Runoff Volume=0 cf 3 Runoff Depth=0.00" LL Tc=21 .0 m i n 2 CN=59.30 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment 5: NEW HOUSE Runoff = 0.00 cfs @ 13.66 hrs, Volume= 93 cf, Depth= 0.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr G-1 Rainfall=1.30" Area (sf) CN Description 25,307 70.30 NEW HOUSE WS 25,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5: NEW HOUSE Hydrograph Runoff 5 Type III 24-hr G-1 Rainfall=1 .30" 4 Runoff Area=25,307 sf Runoff Volume=93 cf 3 LL Runoff Depth=0.04" 2 Tc=6.0 m i n CN=70.30 1 0.00 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 103 Summary for Pond CS: CS Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.00" for G-1 event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 79.30'@ 0.00 hrs Device Routing Invert Outlet Devices #1 Primary 79.95' CS1_Primary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.341 0.751 1.175 1.255 1.328 1.359 1.398 1.438 1.458 #2 Secondary 79.95' CS1_Secondary_ratings Elev. (feet) 79.95 80.34 80.52 80.73 80.78 80.83 80.85 80.88 80.91 80.92 Disch. (cfs) 0.000 0.140 0.210 0.268 0.668 1.510 1.946 2.848 3.754 4.207 #3 Primary 79.30' 7.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.30' (Free Discharge) �--1=CS1_Primary_ratings( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=79.30' (Free Discharge) L2=CS1_Secondary_ratings( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 104 Pond CS: CS Hydrograph !Inflowutflowrimary5 Inflow Area=40,997 sf econdary Peak Elev=79.30' 4 a U 3 3 _o LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type Ill 24-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 105 Summary for Pond DET: DETENTION BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.00" for G-1 event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 76.10'@ 0.00 hrs Surf.Area= 1,656 sf Storage= 0 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1A 96.10' 2,172 cf 30.00'W x 80.761 x 3.50'H Field A 8,480 cf Overall - 3,049 cf Embedded = 5,431 cf x 40.0% Voids #2A 96.60' 3,049 cf ADS_StormTech SC-740 x 66 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 6 rows #3 116.10' 9,000 cf Custom Stage Data (Prismatic)Listed below(Recalc) #413 76.10' 1,505 cf 20.50'W x 80.761 x 3.50'H Field B 5,795 cf Overall - 2,033 cf Embedded = 3,762 cf x 40.0% Voids #513 76.60' 2,033 cf ADS_StormTech SC-740 x 44 Inside#4 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 4 rows 17,759 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 116.10 900 0 0 126.10 900 9,000 9,000 Device Routing Invert Outlet Devices #1 Primary 76.10' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 76.10' 0.01 cfs Exfiltration at all elevations #3 Primary 78.30' 0.50' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=76.10' (Free Discharge) L2=Exfiltration (Passes 0.00 cfs of 0.01 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=76.10' (Free Discharge) �__1=Orifice/Grate ( Controls 0.00 cfs) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 106 Pond DET: DETENTION BASIN Hydrograph Inflow Outflow =Discard 5 Inflow Area=40,997 Sf —Primary Peak Elev=76.10' 4 Storage=0 cf 3 3 _o LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 111 24-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 107 Summary for Pond DW: DRYWELL Inflow Area = 25,307 sf, 0.00% Impervious, Inflow Depth = 0.04" for G-1 event Inflow = 0.00 cfs @ 13.66 hrs, Volume= 93 cf Outflow = 0.00 cfs @ 13.67 hrs, Volume= 93 cf, Atten= 0%, Lag= 0.6 min Discarded = 0.00 cfs @ 13.67 hrs, Volume= 93 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 53.00'@ 13.67 hrs Surf.Area= 101 sf Storage= 0 cf Plug-Flow detention time=0.8 min calculated for 93 cf(100% of inflow) Center-of-Mass det. time= 0.8 min ( 1,025.3 - 1,024.5 ) Volume Invert Avail.Storage Storage Description #1 53.00' 1,005 cf 8.00'D x 10.00'H Vertical Cone/Cylinderx 2 Device Routing Invert Outlet Devices #1 Primary 62.00' 12.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 53.00' 0.20 cfs Exfiltration at all elevations Discarded OutFlow Max=0.20 cfs @ 13.67 hrs HW=53.00' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=53.00' (Free Discharge) L1=Orifice/Grate ( Controls 0.00 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 108 Pond DW: DRYWELL Hydrograph m Inflow �Outflow �Discarded 5 Inflow Ar"=25;307 sf Primary Peak Elev�=53.60' I I14I-Stor-lage--O cf---------- ------- 3 3- .2 LL 2 1 0.00 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 109 Summary for Pond WQ: WQ BASIN Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth = 0.24" for G-1 event Inflow = 0.21 cfs @ 12.11 hrs, Volume= 829 cf Outflow = 0.02 cfs @ 15.08 hrs, Volume= 827 cf, Atten= 91%, Lag= 178.4 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Secondary= 0.02 cfs @ 15.08 hrs, Volume= 827 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs/2 Peak Elev= 80.48'@ 15.08 hrs Surf.Area= 1,859 sf Storage= 357 cf Plug-Flow detention time=306.9 min calculated for 827 cf(100% of inflow) Center-of-Mass det. time= 305.7 min ( 1,201.4- 895.7 ) Volume Invert Avail.Storage Storage Description #1A 80.00' 1,679 cf 25.25'W x 73.641 x 3.50'H Field A 6,508 cf Overall - 2,311 cf Embedded = 4,197 cf x 40.0% Voids #2A 80.50' 2,311 cf ADS_StormTech SC-740 x 50 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 3,990 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 82.50' 18.0" Vert. Orifice/Grate X 0.00 C= 0.600 #2 Primary 83.00' 3.00' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Secondary 80.00' Special & User-Defined Head (feet) 0.00 10.00 Disch. (cfs) 0.000 0.400 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=80.00' (Free Discharge) 11=Orifice/G rate ( Controls 0.00 cfs) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Secondary OutFlow Max=0.02 cfs @ 15.08 hrs HW=80.48' (Free Discharge) L3=Special & User-Defined(Custom Controls 0.02 cfs) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 110 Pond WQ: WQ BASIN Hydrograph 0.23 --------------------- ----------- 0.22 ------ ------------ ------- m nflow 0.21 cfs 0.21 ---------------------- ---------- Outflow 0'2 ------ ------- ------ ------ �Primary --- ec Inflow Area=40,997 sf Sondary 0.19 ------ -------------- ------'---- 0.18 ------y-------------- ---------- 0.17 ------ ------ ---- Peak Elev=80.48' 0.16 --------------------- -----'---- 0.15 ------ ---- Storage=357 cf 0.14 ------y-------------- --------- 0.13 0.12 _0 0.11 LL 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 cfs 0.02 0.01 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 111 Summary for Link 4: OFFSITE Inflow Area = 224,113 sf, 0.00% Impervious, Inflow Depth = 0.00" for G-1 event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 Cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link 4: OFFSITE Hydrograph Inflow Primary 5 Inflow Area=224,113 sf 4 w v 3 3 0 LL 2 1 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 112 Summary for Link FIN: PROP DP1 Inflow Area = 265,110 sf, 0.00% Impervious, Inflow Depth > 0.04" for G-1 event Inflow = 0.02 cfs @ 15.08 hrs, Volume= 827 cf Primary = 0.02 cfs @ 15.08 hrs, Volume= 827 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link FIN: PROP DP1 Hydrograph Inflow Primary 5 Inflow Area=265,110 sf 4 w v 3 3 0 LL 2 1 0.02 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) North Ridge Street laz_greto_model_MIN_full Type 11124-hr G-1 Rainfall=1.30" Prepared by Microsoft Printed 10/18/2015 HydroCAD® 10.00 s/n M16359 @2013 HydroCAD Software Solutions LLC Page 113 Summary for Link JCT: JUNCTION Inflow Area = 40,997 sf, 0.00% Impervious, Inflow Depth > 0.24" for G-1 event Inflow = 0.02 cfs @ 15.08 hrs, Volume= 827 cf Primary = 0.02 cfs @ 15.08 hrs, Volume= 827 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link JCT: JUNCTION Hydrograph Inflow Primary 5 Inflow Area=40,997 sf 4 w v 3 3 0 LL 2 1 0.02 cfs 0 9 10 11 12 13 14 15 16 17 18 Time (hours) WETLAND DELINEATION AND FUNCTIONAL ASSESSMENT Proposed Residential Development North Ridge Street Village of Rye Brook Westchester County New York Prepared for: Lou Larizza Prepared By: Steve Marino, PWS Tim Miller Associates, Inc. 10 North Street Cold Spring, New York 10516 (845) 265-4400 October 26, 2015 Introduction The contract vendee of the property at North Ridge Street in the Village of Rye Brook is proposing a residential subdivision with an affordable housing component. Town-regulated wetlands have been identified on the site; none of the wetlands are within the proposed construction envelope. Size of the overall parcel is 3.96 acres. Steve Marino, PWS of Tim Miller Associates delineated the wetland in April of 2015. This report will also address the functions of the wetland as it currently exists, potential impacts of the proposal and consider some potential mitigation measures. Existing Conditions The site is the location of a single family residence in a suburban area (See Figure 1). The undeveloped portion of the site is downslope of the residence and is currently vegetated (see attached photos 1 through 6). The vegetation in the upland areas and within the delineated wetlands is second growth forest. This is the only remaining large parcel in the neighborhood. The site drains from west to east, within the Blind Brook watershed. There is no direct surface connection to the Blind Brook or its tributaries. Wetlands on site were delineated on April 16, 2015, in conformance with the Village of Rye Brook Code. A total of 56 flags were set on the site. The wetland includes the lower portions of the site, east of the existing dwelling and North Ridge Street. Total area of the wetland is 50,965 square feet (1.17 acres). The subject wetland is predominantly a forested wetland, with open areas where fallen trees have opened the canopy and allowed for denser herbaceous and shrub layers. This wetland does not appear on either the DEC or Federal NWI mapping (Figures 2 and 3). Vegetation in the wetland as delineated is dominated by a number of locally common species. Trees are predominantly red maple (Acer rubrum) green ash (Fraxinus pennsylvanica), and cottonwood (Populus deltoides). Spicebush (Lindera benzoin) is the dominant shrub, and skunk cabbage (Symplocarpus foetidus) is the dominant herbaceous plant, with soft rush (Juncus effusus), purple-leafed willow herb (Epilobium coloratum), tussock sedge (Carex stricta), fringed sedge (Carex crinita), cinnamon fern (Osmunda cinnamomea) and common reed (Phragmites australis) as lesser herbaceous plants. Upland vegetation is dominated by sugar maple (Acer saccharum), with occasional white oak (Quercus alba) and black cherry (Prunus serotina). The shrub layer is almost entirely the invasive and non-native morrow honeysuckle (Lonicera morrowii), multifloral rose (Rosa multiflora), winged euonymus (Euonymus alatus) and barberry (Berberis thunbergii). There is a substantial patch of Japanese holly (Ilex crenata) along the transition between the wetland and upland in the southern part of the site, near flags 8 through 12. These appear to have been planted at some time in the past and are thriving as a dense buffer between the property to the south and the wetland. The NRCS Westchester County Soil Survey shows the site as having Urban Chatfield-Charlton and Charlton soil complexes, which typically are upland soils with a stony substrate (Figure 4). No hydric soils are indicated on the available mapping. A copy of the detailed NRCS soils report is attached. A closer examination of the site revealed hydric soils within the central part Larizza Rye Brook Wetland Assessment Page 2 of the site, with Munsell 2.5Y3/1 soils within the central part of the flagged wetland area, and 10YR4/2 soils with 10YR4/6 mottling along the upper edges of the wetland. These are both hydric soils. The upland soils on the site are 10YR4/4. Hydrology to the site is provided by overland runoff from the surrounding residential neighborhood. A pipe network captures runoff and discharges it to the western end of the site through a 12" diameter pipe. At this topogpraphic low spot the runoff from the adjacent residences to the north and south, including the existing dwelling on the property, drain to this wetland as shallow lateral flow. Overflow leaves the site via an existing headwall structure through a 36" pipe. Wetland Functional Evaluation As seen on the attached aerial photo, the subject wetland is an island of undeveloped land in a suburban setting. As such it represents important open space and aesthetic value for the immediate neighbors. However, from a functional standpoint its relative small size and location in such a developed area limits some of the functions associated with wetlands. The wetland does provide important stormwater benefits, including water quality and quantity control. The depressional area allows for the slowing and filtering of stormwater runoff, and the dense vegetation provides uptake of nutrients from the urban runoff. The input from roads does carry a significant amount of sand with it, and the initial flow into the site has high velocity and is entering off a slope so that erosion is an issue at the western end. In terms of wetlands serving to protect downstream waters from siltation and sedimentation, this wetland functions at a high level Regarding vegetation and wildlife, the wetland is limited by its size and location in a suburban setting. At 1.17 acres, the wetland is too small to provide adequate cover or unique habitat for most wetland dependent species, and doe snot provide habitat for any known threatened or endangered species. Common suburban species were observed, including mourning dove, American robin, downy woodpecker and eastern gray squirrel. It is likely that green frogs and American toads live in and adjacent to the wetland in this landscape context. The observed vegetation in the wetland is a mix of native and non-native species. The wetland hydrology is on the dry side of the wetland scale, and does not provide the annual hydroperiod for the development of unique or unusual wetland plant species. A small number of species (less than 10) dominate the wetland vegetation and adjacent areas. As noted above, however, the density of vegetation is such that the wetland does provide significant filtering of stormwater runoff. Current Proposal as Reviewed The owner of the property proposes to construct eight units of fair affordable housing, one new residential dwelling and renovate the existing single family dwelling. All of the new units will front on North Ridge Street. A driveway access to rear parking for the affordable units will be constructed off of North Ridge Street at the north end of the site. There will be no direct impact to the site wetlands. Activities are proposed within the 100 foot buffer, but these will be minimized with the use of retaining walls. None of the affordable units Larizza Rye Brook Wetland Assessment Page 3 are in the wetland buffer; on the north part of the site only the parking will be in the regulated area. The single family residence will be within the buffer, which extends up to the adjacent property line. This encroachment is necessary to allow for the construction of the market rate dwelling and a small but reasonable rear yard area. Impacts to Site Wetlands From a functional standpoint, this proposal will not affect the most important functions of the wetland system, i.e., the treatment and control of stormwater runoff. The wetland itself will not be touched, and runoff from those areas of the buffer that are disturbed by development will be captured and treated prior to discharge back into the wetland system. The stormwater management plan for the project controls post-development runoff and provides for treatment of new impervious surfaces after construction. Flow patterns and drainage channels will remain undisturbed. A buffer planting plan will be prepared to enhance those areas of the buffer between the new retaining walls and the wetland to ensure a buffer to that wildlife that does use the wetland and a visual barrier between the developed areas and the wetlands. Since the wetland will remain in its entirety, it will continue to be a valuable open space to the neighborhood, and those remaining areas of buffer will provide green space and visual relief from the new development. The new plantings will be installed from the list below, which are all native species adapted to wetland and adjacent areas and common in these locations in southern Westchester. Shrubs Mountain laurel Kalmia latifolia Winterberry flex verticillata Witch hazel Hamamelis virgfnfana Spicebush Lindera benzoin Arrowwood Viburnum dentatum Trees Red maple Acer rubrum Sugar maple Acer saccharum Red oak Quercus rubra White oak Quercus alba Sycamore Platanus occidentalis Black gum N ssa s Ivatica Hickory Carya spp Mitigation Measures It is proposed to implement the following mitigation and enhancement plan for the remaining wetland and adjacent areas. 1. Nuisance and nonnative vegetation will be removed from within the wetland area, including phragmites, multifloral rose, climbing bittersweet, Japanese barberry and Morrow honeysuckle. No native species will be removed. The use of retaining walls rather than graded slopes will allow for the preservation of more than 24 trees that would have otherwise been removed. Larizza Rye Brook Wetland Assessment Page 4 I A minimum of seven large trees and 40 shrubs will be planted to enhance the buffer plant community on site as per the plant list above. These trees and shrubs will be in addition to those planted as part of the Landscape Plan for the affordable housing component. Larizza Rye Brook Wetland Assessment Page 5 IUL Map Aerial Photos Street Label UEADDWkgRK , LL__ • —JI �4:3 15 .,C is II O LCM PF 0' Pi x W I JI I ROSS ft* Fcf- Site w . i J v a gtiRISLEY 6R r WL Ilk" t - �- WINTHROP,dR 1r � •� �- a _ a 7 d , 1 OEVONSHIRECTr Larizza Rye Brook DEC �1 Classified Streams Classified Ponds State-Regulated Freshwater Wetlands D1Vot Und ChoCkzona State-RoguUtod Frashwater %Vol Unds Rare Plants and Rare Animals Interstate Highways Site R OOK n _ ` f K _ �. s. j --- A Disclaimer: This map does not show all natural resources regulated by NYS DEC,or for which permits from NYS DEC maybe required. Please contact your DEC Regional office for more information. Disclaimer:This map was prepared by the New York State Department of Environmental Conservation using the most current data available. It is deemed accurate but is not guaranteed. NYS DEC is not responsible for any inaccuracies in the data and does not necessarily endorse any interpretations or products derived from the data. Figure 2: DEC Mapping Larizza Rye Brook Larizza Rye Brook OINII awlli IJFY. 7�J•aL4'1['6 Fish * Wildlife NWI National Wetlands Inventory "{- Oct 21,2015 Wetlands Freshwater Emergent .-ti. Freshwater ForesledlShrub Estuarine and Marine Deepwater Sit ` 1r} Esluarine and Marine - Freshwater Pond - Lake Riverine - Other Riparian Herbaceous ForestedlShrub Riparian Status Digital Data f -b 00 esn �yv !. This map is for general reference only.The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map.All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. User Remarks: Figure 3: NWI Mapping Larizza Rye Brook Custom Soil Resource Report Soil Map 610620 610650 610680 610710 610740 610770 41°1'29"N � 41°1'29"N 4 M O V M !T N O V N O 4v O N O V N O N O V N O O N O V O n O V O 410 1'22"N 410 1'22"N 610620 610650 610680 610710 610740 610770 En Map Scale:1:1,170 i printed on A portrait(8.5"x 11")sheet. Meters N n 0 15 30 60 90 /V 0 50 100 200 300 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 8 • 11 � k a tty d pat �':��..�•. '�.FJ�! yGvYF�e. .5r4�i'� -S .. Ix 3 ��.t�►a r+l! -- ..� :�4• _� ,. Photo 1: Wetland view looking west S - y Em1 J fie^ rl Ma t.... f�. N� ' ..•k ��1 � �1r Jit i�.i 4�g a I�t,. `s�°^LYY ` R;� `•� .13�d[a+r � ..a�r+.�.�T,.w�:P Ry� i y Photo 2: Wetland view looking east *r ' r � � y, Y L •} y�i tom' - ar r Gk� • -�tik-, 3L /1 WE t IPA i �� fes" '` '�„} • �� ' 01 Ft mill „a' f • • • •• • • � J - Mt- N l ' I Ar k ' Al. * 1 -£ 1 ��A-^ � r IF'�-x��Fv _ �� ,��h�Vty,�•t1 �'\�! F��rt�'�� .'i S __ Mme`` N IT01• • • �••- •� • USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for n RCS States Department of Agriculture and other Westchester Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, I Conservation Stations, and local Service participants York Larizza Rye Brook NRCS P dOt fS �4 k r s" 11111111111,111111111111111111111111111111111111111111111111111111111111111111111111111111111111�.�� + .�� October 21, 2015 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand,protect,or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses.The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning,onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/portal/ nres/main/soils/health/)and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center(http:// offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture(USDA)prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at(202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 Westchester County, New York......................................................................12 UhC—Urban land-Charlton complex, 8 to 15 percent slopes.....................12 UIC—Urban land-Charlton-Chatfield complex, rolling, very rocky...............13 References............................................................................................................15 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area.They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock.They observed and described many soil profiles.A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently,soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform,a soil scientist develops a concept,or model,of how they were formed.Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit.Aerial photographs show trees, buildings,fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report M Soil Map N 610620 610650 610680 610710 610740 610770 41°1'29"N - I I _ 41°V29"N 0ZL 10 UIC N � o 1 N O � N � ifr N— O � N 7 7 N V 7 O N M a � v 8 N � p N O n ! O 7 O 7 � N 7 41°1'22"N 41°V22"N 610620 610650 610680 610710 610740 610770 Map Scale:1:1,170 f punted on A portrait(8.5"x 11")sheet Meters N 0 15 30 60 90 AFeet 0 50 100 200 300 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 8 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:12,000. 0 Area of Interest(AOI) Stony Spot Soils Very Stony Spot Warning: Soil Map may not be valid at this scale. 0 Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause r Soil Map Unit Lines Other misunderstanding of the detail of mapping and accuracy of soil line � Soil Map Unit Points placement.The maps do not show the small areas of contrasting w- Special Line Features soils that could have been shown at a more detailed scale. Special Point Features Vo Blowout Water Features ,— Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot �--I--F Rails Source of Map: Natural Resources Conservation Service Closed Depression Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Gravel Pit US Routes Coordinate System: Web Mercator(EPSG:3857) Gravelly Spot r Major Roads Maps from the Web Soil Survey are based on the Web Mercator Landfill r Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Lava Flow Background Albers equal-area conic projection,should be used if more accurate Marsh or swamp . Aerial Photography calculations of distance or area are required. Mine or Quarry This product is generated from the USDA-NRCS certified data as of Miscellaneous Water the version date(s)listed below. Perennial Water Soil Survey Area: Westchester County, New York Rock Outcrop Survey Area Data: Version 11,Sep 25,2015 Saline Spot Soil map units are labeled(as space allows)for map scales 1:50,000 tr Sandy Spot or larger. 4g� Severely Eroded Spot Date(s)aerial images were photographed: Ju121,2014—Aug 27, Sinkhole 2014 Slide or Slip The orthophoto or other base map on which the soil lines were a Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of 1948P umit boundaries mlay be evidemt. 9 Custom Soil Resource Report Map Unit Legend Westchester County,New York(NY119) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UhC Urban land-Charlton complex,8 0.0 0.1% to 15 percent slopes UIC Urban land-Charlton-Chatfield 4.2 99.9% complex, rolling,very rocky Totals for Area of Interest 4.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into Iandforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Westchester County, New York UhC—Urban land-Charlton complex, 8 to 15 percent slopes Map Unit Setting National map unit symbol: bd7l Mean annual precipitation: 46 to 50 inches Mean annual air temperature: 46 to 52 degrees F Frost-free period: 115 to 215 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 40 percent Charlton and similar soils: 35 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Charlton Setting Landform: Ridges, hills, till plains Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Acid loamy till derived mainly from schist, gneiss, or granite Typical profile H1 -0 to 8 inches: loam H2-8 to 24 inches: sandy loam H3 - 24 to 60 inches: sandy loam Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.5 inches) Minor Components Chatfield Percent of map unit: 5 percent Leicester Percent of map unit: 5 percent Landform: Depressions Sutton Percent of map unit: 5 percent Udorthents Percent of map unit: 5 percent 12 Custom Soil Resource Report Sun Percent of map unit: 3 percent Landform: Depressions Hollis Percent of map unit: 2 percent UIC—Urban land-Charlton-Chatfield complex, rolling, very rocky Map Unit Setting National map unit symbol: bd7n Elevation: 100 to 1,000 feet Mean annual precipitation: 46 to 50 inches Mean annual air temperature: 46 to 52 degrees F Frost-free period: 115 to 215 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 40 percent Charlton and similar soils: 20 percent Chatfield and similar soils: 15 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Charlton Setting Landform: Ridges, hills, till plains Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Acid loamy till derived mainly from schist, gneiss, or granite Typical profile H1 -0 to 8 inches: loam H2-8 to 24 inches: sandy loam H3-24 to 60 inches: sandy loam Properties and qualities Slope: 2 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.5 inches) 13 Custom Soil Resource Report Description of Chatfield Setting Landform: Ridges, hills Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy till derived mainly from granite, gneiss, or schist Typical profile H1 -0 to 7 inches: loam H2- 7 to 24 inches: flaggy silt loam H3-24 to 28 inches: unweathered bedrock Properties and qualities Slope: 2 to 15 percent Depth to restrictive feature: 20 to 40 inches to lithic bedrock Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Low to high(0.01 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Available water storage in profile: Low(about 3.2 inches) Minor Components Leicester Percent of map unit: 5 percent Landform: Depressions Sutton Percent of map unit: 5 percent Udorthents Percent of map unit: 5 percent Rock outcrop Percent of map unit: 5 percent Hollis Percent of map unit: 2 percent Sun Percent of map unit: 2 percent Landform: Depressions Palms Percent of map unit: 1 percent Landform: Marshes, swamps 14 References American Association of State Highway and Transportation Officials(AASHTO).2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt,G.W.,and L.M.Vasilas,editors.Version 6.0,2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/ deta il/national/soils/?cid=n res 142p2_054262 Soil Survey Staff. 1999.Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/ portal/nres/deta il/national/soils/?cid=n res 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/deta il/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 16 Building Permit Check List & Zoning Analysis Address: ,7,S( 7ll1 �.��'f-z i - ( SBL: l 3S•�,�'-- L � L Zone: - l S'Use: 2-Z Const.Type: Other: 20 c—+(z- I,::> S e� Submittal Date: (P l l ! 3C Revisions Submittal Dates: Applicant:_,?ALXi 04 94D Chi 05 S / G,.4ZL -j'5mAj Nature of Work: Z - Z S t y r A •u 3o i`�i raj C EPrG{-F S r w<Lr-;. FAQ Reviews: ZBA: j UN 1 0 nn c PB: BP: Other: NE OK ( ( ) FEES: Filing: BP: C/O: Legalization: ( ( ) APP.: Date Stamped: Properly Signed: SBL Verified: Other: (� ( ) Scenic Roads: Steep Slopes: Wetlands: Storm Water Review: _ Street Opening: (� ( ) ENVIRO.: Long: Short: Fees: N/A: ( ) (v� SITE PLAN: Topo: Site Protection: _S/W Mgmt.: Tree Plan: Other: (✓S ( ) SURVEY: Dated: Current: Archival: Sealed: T PLANS: Date Stamped: Sealed: Copies: (✓j ( ) License: Workers Comp: Liability: Com f Code 7534: 1 l l(2 -DJRLL-4 i`J4 HIGH-VOLTAGE ELECTRICAL: Plans: Permit: (� ( ) LOW-VOLTAGE ELECTRICAL: Plans: Permit: (� ( ) FIRE ALARM/SMOKE DETECTORS: Plans: Permit 1- �'L '-t3h,b n-0 9 --k (� ( ) PLUMBING: Plans: Permit: Nat. Gas: LP (� ( ) FIRE SUPPRESSION: Plans: Permit: N/A: 1 (� ( ) 2010 NY State ECCC: N/A: Other: Z :�, lZ (� ( ) Final Survey. Final Topo: RAPE Sign-off Letter ( ) ( ) BP DENIAL LETTER: C/O DENIAL LETTER: (� ( ) Other: 6 O 1 - GARB mtg. date: approval: notes: ( )ZBA mtg. date: approval: notes: (�PB mtg. date: approval: notes: REQUIRED EXISTING PROPOSED NOTES Area: l 57fc 02 b_L(L loaf k t7 Dh_ Circle: x,00 l0� Q1 Frontage: TS- Front: Front: (.0 O' 2.5�-?-�.!�. + Z sfl 1•f. 5 3 O w Ai vFj- Sides: S o 06 Rear: 0k_ Main Cov: l b t D 3' O�t_ Accs.Cov: Ft. H/Sb: . 60 Sd.H/Sb: (, (0,0 GFA: 0,Li tz� gaa zSy-Zo . E - k3�� d 4pa- WA-iuw^. i-zr,.xa. Tot. ft: '7S Z Ft.11,12: ° o Parking: 7- 0 o4c Height/Stories:t/Stories: ,0 Z `12- oh, notes: 0 %9V— Z.o. A .-&. ` 0_S v AatkjCFL a.. 1,4vL wrL wR.LC_1N z - F 5 .V- Lc - 3 S Y 7?e,1 S SL9N - X' -2o. X4 .3 .C. �>, - Ulk wK A-JcR ni O -Cz t l'VWbAL, 2.4,,— Building Permit Check List & Zoning Analysis Address: 75�'(3 N is S& S<< /0 -Z SBL: 19S,3S- l - l L • t Zone: "L 15- Use: Const.Type: Other: STLfl� Submittal Date: (p 1 L ( S Revisions Submittal Dates: Applicant: :?ALJ Lt 04, PO 0b i r,+ / Nature of Work: cri Sc-� 0 xt rr-rI-J \ R_ L l.5 F- L L,l a "70SS cT3 LFc -'1=r4R.11 www Reviews: ZBA: JUN 1 0 2015 PB: BP: Other: NEED OK ( ) FEES: Filing: BP: C/O: _ _Legalization: (✓f ( ) APP.: Date Stamped: Properly Signed: SBL Verified: Other: Scenic Roads: Steep Slopes: Wetlands: Storm Vl'ater Review: _Street Opening: (� ( ) ENVIRO.: Long:_ Short: Fees: N/A: ( ) (✓� SITE PLAN:Topo: Site Protection: S/W Mgmt.: _ Tree Plan: _Other: SURVEY: Dated: Current: Archival: Sealed: Unacceptable: (� ( ) PLANS: Date Stamped: Sealed: Copies: Incomplete: N/A: Other. License: _Workers Comp: Liability: Comp. Waiver: _ Other: _ (� ( ) Code 7534: Dated: _ N/A: (•� ( ) HIGH-VOLTAGE ELECTRICAL: Plans: Permit: N/A: Other: (� ( ) LOW-VOLTAGE ELECTRICAL:Plans: Permit: N/A: Other: FIRE ALARM/SMOKE DETECTORS: Plans: Permit: N/A: Other: PLUMBING: Plans: Permit: Nat. Gas: LP Gas: N/A/: Other: (� O FIRE SUPPRESSION: Plans:_ Permit: N/A: Other: (� ( ) 2010 NY State ECCC: N/A: Other: (� O Final Survey: __Final Topo: RAPE Sign-off Letter: As-Built Plans: Other: ( ) ( ) BP DENIAL LETTER: C/O DENIAL LETTER: Other: O O Other: - -- --- — - -- (-,�ARB mtg. date: approval: _notes: XZBA mtg. date: approval: notes. mtg, date: approval: notes: REQUIRED EXISTING PROPOSED NOTES Area: tK'tI 11-1 (0Itkq 6.s 0 Circle: C o D 7 o� Frontage: Front: Front: G 2g ok. x131 . lJor-+ F. Sides: Rear: y o 3 ZS OIL Main Cov: t G t(o d.L Accs.Cov: Ft. H/Sb: o Sd.WSb: ( . Ca c GFA: 7. 2xn Z zt o .ok Tot.Imp: t Ft Imp: - Parkin e: 'L Z OL - Hei t/Stories: notes: Building Permit Check List & Zoning Analysis Address: Zit )� , ::g Vb Zr2- S 1-0 1 SBL: 6 3E,-3 t "- t k • Z Zone: lZ- t s Use: Z l 0 Const.Type: S[T�- Other: fizz :i Submittal Date: (o t l l S' Revisions Submittal Dates: Applicant: AXJ L L kZ �6 t,�IN t A3 4 S Nature of Work: S t tJ 4 L Cx_ L �..�(!-LLr,.1 w 4AnA k_ Reviews: ZBA: JUN 10 2015 PB: BP: Other: NEED OK ( O FEES: Filing: _BP: C/O: Legalization: (J� O APP.: Date Stamped: Properly Signed: SBL Verified: Other: (� ( ) Scenic Roads: Steep Slopes: Wetlands: Storm Water Review: Street Opening: ENVIRO.: Long: , Short: Fees: _ _N/A: ( ) ( ) SITE PLAN: Topo: Site Protection: S/W Mgmt.: Tree Plan: Other: (� ( ) SURVEY: Dated: Current: Archival: Sealed: Unacceptable: (� O PLANS:Date Stamped: Sealed: Copies: ___Incomplete: N/A: Other: (� O License: Workers Comp: Liability: Comp. Waiver: Other: Nr' ( ) Code 753#: Dated. N/A: (yam ( ) HIGH-VOLTAGE ELECTRICAL: Plans: Permit: N/A: Other: (� ( ) LOW-VOLTAGE ELECTRICAL:Plans: Permit: N/A: Other: (� O FIRE ALARM /SMOKE DETECTORS:Plans: Permit: N/A: Other: (� ( ) PLUMBING: Plans: Permit: Nat. Gas: LP Gas: N/Ah Other: (� ( ) FIRE SUPPRESSION: Plans: Permit: N/A: Other: 2010 NY State ECCC: N/A: Other: (� ( ) Final Survey: Final Topo: RAPE Sign-off Letter: As-Built Plans: Other: ( ) ( ) BP DENIAL LETTER: C/O DENIAL LETTER: Other: O O Other: _ — --- -- - -- (--�ARB mtg. date: _ _— approval: notes: ( )ZBA mtg. date: approval: notes: (OB mtg. date: approval: notes: REQUIRED EXISTING PROPOSED NOTES Area: [S k- 177 16h . 6z� SL 04L Circle: low } too 406_ Frontage: -t Front: Front: &c. G G Ch- Sides: t SA 0 u C at _ Rear: 410 Z Qa ck-A Main Cov: 16 a Lt Y2 _ t7H1� Accs.Cov: Ft.H/Sb: Cao Sd. WSb: GFA: Yo, (o 9)2 ZS o Tot.IM2: Uv,V tl Ft. Imp: 3S Parking: 7— Height/Stories: plo — Hei t/Stories:ploz- 3 06er notes: BUILDING=DARTMENT n n VILIE LAGE OF RYE$KOOK U - �J 938 KING ET RYE BRO &,NY 10573 AUG 8 2015 L (914)939,0668-FAX Old- X139-5801 ww -.nehruoh.ory VILLAGE OF RYE Bt? Z' BUILDING Dr-rnA .--OK *********************************************************************************************************** FOR OFFICE USE ONLY: BOT Approval Date: PB Approval Date: BOT Disapproval Date: PB Disapproval Date: Attach Resolution Hereto: BOT[ ] PB[ ] ZBA[ ] Chairman: SUBDIVISION FEE: - 2� � -' DATE PAID: ENVIRONMENTAL FEE: DATE PAID: OTHER: FEE SCHEDULE: Preliminary Platt Application: $900.00 +$650.00/Additional Lot(application fees are non-refundable) Final Platt: / Recreation: Residential =$10,000.00/acre+$2,000.00/dwelling unit Commercial = $10,000.00/acre+$2,000.00/2,000 sq.ft. APPLICATION FOR SUBDIVISION OF LAND Application dated, _ NC' is hereby made to the Village of Rye Brook for a Subdivision of Land,Lot Merger,or other land use function in accordance with§21 and d all other applicable sections of the Code of the Village of Rye Brook,as per detailed statement described below. **s**s******s*s****s**s**ss*s*s****s***s*s**s**ss*ssss*sssss*s**sss*sss*****sss**sssss*sss"sss*sss**ss**ssss*sssss**� 1. Property Address: SBL: ! '4 Zone: T 2. Property Owner: f,/ Address: /U email: Tel.: /`� 3. Applicant: ,�Q1L Address: email:o LL LQ 2 V[ C101.CM-ki-el.: / 7 /S 4. Professional Engineer: /��IJ- y)Q k 7(pZ Address: /� J� �r � D U11 ' detail: o5s o.C / -07 -o`ZE1 5. Licensed Land Surveyor: L>e1�V (AS PC Address: emat� Tel.: 6. Subdivision Name/Identifying Title: U rt z G- 7. Abutting Streets: &T1 Pt(JQP- Jif 8. Does property connect directly into channel lines as established by the Westchester County Commissioner of Public Works? 1100 ( )YES:_______ - - 9. Is lot within 500 feet of the Municipal Boundary? 04NO ( )YES: (if yes list all adjacent Municipalities below) 10. Size of Existing Lot: _ 11. Size(s)of Proposed Lot(s): J ' 12. Are proposed road centerlines staked? b-YES ( )NO(if no,indicate anticipated date of staking) REVISED 8/14/15 13. Has the proposed lot(s)been staked? ( )AYES (A NO(if no indicate anticipated date of staking) 14. Number of Proposed Dwelling Units: 8 A H14 51 N S L E FAwl STA �- Q 15. Estimated Cost of Construction:$ Additional Information required to be submitted: a. Proof of ownership of the subject parcel(s). b. Certificate of Title Company covering all interests,liens,judgements,objections to title if any. C. Formal offers of cession to the Village of all streets&park areas not to remain private. d. Written agreement authorizing entry onto the property(s)by Village employees&officials. e. Any list of waivers requested by the applicant. f. Engineers estimated cost of construction of all streets,buildings,and site improvements. g. Final Subdivision plat and final subdivision plans. h. Proof of Approval by NY State DOT and/or Westchester County DOT for any proposed State or County street/intersection. L Proof of Approval by Westchester County DPW for drainage lines if connecting directly into County established channel lines. j. Proof of Approval from the appropriate Utility Company for all proposed utilities&equipment. k. Proof of Approval from Westchester County DPW Division of Stream Control,if applicable. 1. Properly completed Environmental Impact Statement.(available on the NYS DEC website) in. Any additional information as requested by the Village of Rye Brook. ****************************************************************************************** Please note that this application must include the notarized signature(s) of the legal owner(s)of the above-mentioned property, in the space provided below. Any application not bearing the legal property owner's notarized signature(s)shall be deemed null and void, and will be returned to the applicant. *********************************************************************************************************** STATE OF NEW YORK,COUNTY OF WESTCHESTER ) as: 1,o-j L 4 2.t Z z A ,being duly sworn,deposes and states that he/she is the applicant above named, (print name of individual signing as the applicant) and further states that (s)he is the legal owner of the property to which this application pertains, or that (s)he is the t.t C A c`u► for the legal owner and is duly authorized to make and file this application. (indicate chitect,contractor.agent,attorney,etc) That all statements contained herein are true to the best of his/her knowledge and belief, and that any work performed,or use conducted at the above captioned property will be in conformance with the details as set forth and contained in this application and in any accompanying approved plans and specifications,as well as in accordance with theNew York State Uniform Fire Prevention &Building Code,the Code of the Village of Rye Brook and all other applicable laws,ordinances and regulations. Sworn to before me this Sworn to before me this (� day of , 20� day of , 20JJ 7�� STEVEN D.FEIN$TEIN 19 No"Public 48th e o �� . otat blic (It ed in We No Pu li Commission Expires S' tur f Pr rty Owner Srfe o p ' ant IIrSI�RI I ZZC, Print NamX41VFd0W4v§W9 of New Yorlf Print Name of Applicant o.01 ME6160063 Cuailfied In Westchester County REVISED 8/14/15 Commission Expires January 29.20 p EC WEj Short Environmental Assessment Form 0 Part 1 -Project Information s? VILLAGE OF RYE BROOK Instructions for Comuletin BUILDING DEPARTMENT Part 1-Project Information. The applicant or project sponsor is responsible for the completion of Part 1. Responses become part of the application for approval or funding,are subject to public review,and may be subject to further verification Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item,please answer as thoroughly as possible based on current information Complete all items in Part 1 You may also provide any additional information which you believe will be needed by or useful to the lead agency;attach additional pages as necessary to supplement any item. Part 1-Project and Sponsor Information Lou Larizza Name of Action or Project: North Ridge Street Subdivision for Lou Larizza Project Location(describe,and attach a location map): 259 North Ridge Street,Rye Brook,NY 10573 Brief Description of Proposed Action: Project is to subdivide a 3.96 acre property in the R-15 Zoning District and the Scenic Road Overlay District into three lots No construction is proposed at this time. Name of Applicant or Sponsor: Telephone 914879-7905 Lou Larizza,Contract Vendee E-Mail Address: 8 Hilltop Drive City/PO: State: Zip Code: Port Chester NY 10573 1.Does the proposed action only involve the legislative adoption of a plan,local law,ordinance, NO YES administrative rule,or regulation? If Yes,attach a narrative description of the intent of the proposed action and the environmental resources that R1 F1 may be affected in the municipality and proceed to Part 2. If no,continue to question 2. 2 Does the proposed action require a permit,approval or funding from any other governmental Agency? NO YES If Yes,list agency(s)name and permit or approval: Westchester County Department of Health:Plat Approval El ❑✓ 3.a.Total acreage of the site of the proposed action? 3.96 acres b Total acreage to be physically disturbed? 0.75 acres c Total acreage(project site and any contiguous properties)owned or controlled by the applicant or project sponsor? 3.96 acres 4. Check all land uses that occur on,adjoining and near the proposed action. ❑Urban []Rural(non-agriculture) ❑Industrial [:]Commercial 0 Residential(suburban) ❑Forest ❑Agriculture [:1 Aquatic ❑Other(specify): ❑Parkland Page 1 of 3 5. Is the proposed action, NO YES N/A a.A permitted use under the zoning regulations? ❑ ❑✓ ❑ b.Consistent with the adopted comprehensive plan? ❑ ❑✓ ❑ 6. Is the proposed action consistent with the predominant character of the existing built or natural NO YES landscape? ❑ 0 7. Is the site of the proposed action located in,or does it adjoin,a state listed Critical Environmental Area? NO YES If Yes,identify: ❑✓ ❑ 8. a.Will the proposed action result in a substantial increase in traffic above present levels? NO YES 0 ❑ b.Are public transportation service(s)available at or near the site of the proposed action? ❑ F-1- c. c.Are any pedestrian accommodations or bicycle routes available on or near site of the proposed action? ❑ ❑ 9.Does the proposed action meet or exceed the state energy code requirements? NO YES If the proposed action will exceed requirements,describe design features and technologies: ❑ ❑ 10. Will the proposed action connect to an existing public/private water supply? NO YES If No,describe method for providing potable water: ❑ ❑ 11.Will the proposed action connect to existing wastewater utilities? NO YES If No,describe method for providing wastewater treatment: ❑ Fvl 12. a.Does the site contain a structure that is listed on either the State or National Register of Historic NO YES Places? RI ❑ b.Is the proposed action located in an archeological sensitive area? Fv� ❑ 13.a.Does any portion of the site of the proposed action,or lands adjoining the proposed action,contain NO YES wetlands or other waterbodies regulated by a federal,state or local agency? a b.Would the proposed action physically alter,or encroach into,any existing wetland or waterbody? ❑ If Yes,identify the wetland or waterbody and extent of alterations in square feet or acres: 14. Identify the typical habitat types that occur on,or are likely to be found on the project site. Check all that apply ❑Shoreline ❑Forest ❑Agricultural/grasslands ❑Early mid-successional ❑Wetland ❑Urban ©Suburban 15.Does the site of the proposed action contain any species of animal,or associated habitats,listed NO YES by the State or Federal goverment as threatened or endangered? R1 ❑ 16.Is the project site located in the 100 year flood plain? NO YES 17.Will the proposed action create storm water discharge,either from point or non-point sources? NO YES If Yes, ❑ a.Will storm water discharges flow to adjacent properties? ❑✓ NO [–]YES b.Will storm water discharges be directed to established conveyance systems(runoff and storm drains)? If Yes,briefly describe: ❑NO AYES There are exisfing storm drains in North Ridge Street. Stone water will he confined to the site in the event of any construction. Page 2 of 3 18.Does the proposed action include construction or other activities that result in the impoundment of NO YES water or other liquids(e g retention pond,waste lagoon,dam)? If Yes,explain purpose and size: ❑ ❑ 19.Has the site of the proposed action or an adjoining property been the location of an active or closed NO YES solid waste management facility? If Yes,describe: ❑V1 20.Has the site of the proposed action•bt an adjoining property beerithe subject of remediation(ongoing or NO YES completed)for hazardous waste? If Yes,describe: a I AFFIRM T11[AT THE INFORMATION PROVIDED ABOVE IS TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE Applicant/sponsor name: 484 Date: July 28,2015 Signature: PRINT FORM Page 3 of 3 622 STILES AVENUE MAMARONECK, NEW YORK 10543 TEL 914-698-8207 FAX 914-698-8208 chnorch@yohoo.com Clark NeuringerArchitect CONNECTICUT DELAWARE FLORIDA MARYLAND NEW YORK May 15, 2015 The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees Village of Rye Brook Village Hall 938 King Street Rye Brook, NY 10573 RE: Petition of Pawling Holdings, LLC to rezone Town of Rye tax lot Section 135.35; Block 1; Lot 11 from zoning district R-15 to Fair and Affordable Housing District("FAH") Dear Mayor Rosenberg and Members of the Board of Trustees, We represent PAWLING HOLDINGS/LAZZ DEVELOPMENT, LLC,the petitioner in connection with their property located at 259 North ridge Street, Rye Brook, NY(Section 135.35; Block 1; Lot 11). On behalf of the petitioner and in accordance with Section 250-26.1 of the Code of the Village of Rye Brook, we respectfully make this petition regarding the proposed development. The parcel is composed of one lot located within in the R15 zoning district.The lot is 3.96 acres (172,647.17 s.f.)in area and contains one single family residence structure. The lot is proposed to be sub- divided into three lots,with two improved with a proposed single family residence on each conforming to the underlying R15 zoning controls and the third lot, improved with proposed two 2-story structures containing 4 dwelling units each for a total of eight(8) new AFFH residential dwelling units, conforming to FAH zoning requirements. Multi-family housing is a permitted use within the FAH overlay zone as per sec. 250- 26.1 F(1)(c).The uses surrounding the parcel are predominantly low scale, low density residential. Neighborhood shopping is available to the south along South Ridge Street which has several shopping centers of different sizes. The proposed AFFH parcel's topography is steeply sloped and we propose the construction of three terraced retaining walls to mitigate the present land contours. The site will be served by public sanitary sewer located in North Ridge Street and public water also located within the street. Natural gas and electricity is available to the site via existing Con Ed facilities within North Ridge Street. The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 15, 2015 Page 2 The proposed 259 North Ridge Street Residences development is proposed as for-sale, condominium homes comprised of eight(8)fair and affordable dwellings on 1.38 acres. The eight (8)units will be located within two 2-story multi-family residential buildings.The housing units will be made up of eight(8)two-bedroom condominium units and the residential community will have a homeowners association (HOA). Off-street parking will be provided on site and will consist of 24 parking spaces,which allows for two(2) spaces for each two-bedroom residential unit and one(1)space for visitors.The buildings will be 2 stories in height and will be designed in a traditional vernacular consistent with the prevalent architecture of the neighborhood. Rezoning one parcel of the three lot sub-division as proposed,from the R15 District to a Fair and Affordable Housing District will conform to the intent of the Village of Rye Brook Board of Trustees to provide an additional eight(8) units of affordable housing within the village. By permitting flexible use regulations and a streamlined permitting process, rezoning this parcel will further the goals of the Westchester County Fair and Affordable Housing Implementation Plan in order to provide a more balanced demographic within the village of Rye Brook. In order to construct the 259 North Ridge Street Residences affordable housing development and to maintain the economic viability of the development proposal, modifications or waivers are being requested from the R15 Zoning District. The 259 North Ridge Street Residences affordable housing development is consistent with the purpose and intent of the village of Rye Brook zoning code and Official Map in that the development will allow for a more equitable distribution of affordable housing within the village and will compliment the existing zoning established by the current code.The proposed development will be furthering affordable housing in the village by virtue of the fact that the eight(8) multi-unit condominium development will be 100%affordable. The location of the proposed residential buildings is appropriate for the orderly development of the area in that the development will be of low density, low scale, comprising an overall proposed residential development of the parcel of 1 dwelling unit per 7,552 s.f. of lot area. Impact to the orderly development and the quality of life for the neighboring areas should improve by rezoning this property to permit a small, low density multi-family residential development. The addition of eight families at the location of the proposed site should have a positive effect on the advancement of economic development within the immediate neighborhood specifically, and the village as a whole, in general.The impact of the modifications or waivers requested will be lessened by the significant landscaping proposed that will screen the proposed development as well as for the neighboring properties.The proposed architecture of the residential structures will be traditional in style so as to be in harmony with adjacent residential buildings. All the surrounding properties are developed and therefore the proposed development will not discourage future development or substantially impair the value of adjacent lands or buildings.The proposed development will have little or no impact on the environment.The modifications or waivers requested are the minimum necessary to maintain the economic viability of the development in that the entire project is to be an affordable housing development with eight residential units. Prior to the enactment of the Fair and Affordable Housing District,we received comments concerning our original development plan. Based on comments received,the plan has been further fine tuned and modified in order to respond to various comments and recommendations.Attached as part of this communication to you and the Board is a sketch plan prepared by our consulting site engineer, Ralph Mastromonaco, P.E. This preliminary site plan contains a zoning table for each of the three proposed lots; the number of AFFH dwelling units (8)on one of the sub-divided parcels; a location map indicating adjacent streets, rights of way, adjacent properties, etc; easements;topography; wetland boundary delineations; steep slopes;, all as per the requirements of sec.250-26.1.E(1)(b). The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 15, 2015 Page 3 As stated within sec. 260-26.1.E.(1),we respectfully ask that a Pre-submission sketch plan conference be scheduled in anticipation of our formal submission of a Petition to your honorable Board. Thank you very much for your consideration of our petition. Very truly yours, CLARK NEURINGER ARCHITECT Clary Newikiger Clark H. Neuringer, R.A.; NCARB CC: Mr. Louis Larizza CHN/nc RALPH G. MASTROMONACO, P.E., P.C. Civil/Site/ Environmental Consulting Engineers www.rgmpepc.com 13 Dove Court,Croton-on-Hudson, New York 10520 Tel: (914)271-4762 Fax: (914)271-2820 To: Michael Nowak L ' Village of Rye Brook, NY AUG From: Ralph G. Mastromonaco, PE VILLAGE OOOK BUILDINGENI Re: Lou Larizza /North Ridge Street Subdivision Rye Brook, NY Date: August 14, 2015 1 am aware that the Village Code asks for a SWPPP as part of a subdivision application. In this case, we are merely subdividing one (1) lot into three (3) lots with no construction proposed. We do not need roads for this project and all utilities are in the street along the front. A SWPPP is required by your code prior to any construction on any of these lots since the disturbance will be over 400 square feet. Your subdivision code does not require that applications show proposed houses or grading, hence we feel the SWPPP may not be required. Accordingly, we would like you to waive the SWPPP application requirement until construction is actually proposed on any lot. Ralph G. Mastromonaco, PE Cc: Lou Larizza 622 STILES AVENUE MAMARONECK, NEW YORK 10543 TEL 914-698-8207 FAX 914-698-8208 chnorch@yahoo.com Clark NeuringerArchitect CONNECTICUT DELAWARE FLORIDA MARYLAND NEW YORK May 12, 2015 D fE C IEP W The Honorable Paul S. Rosenberg, Mayor; JUN - i 2015 Members of the Board of Trustees VILLAGE OF RYE BROOK Village of Rye Brook BUILDING DEPARTMENT Village Hall 938 King Street Rye Brook. NY 10573 RE Petition of Pawling Holdings, LLC to rezone Town of Rye tax lot Section 135.35; Block 1; Lot 11 from zoning district R-7 to Fair and Affordable Housing District("FAH") Dear Mayor Rosenberg and Members of the Board of Trustees. We represent PAWLING HOLDINGS/ LAZZ DEVELOPMENT, LLC, the petitioner in connection with their property located at 259 North ridge Street, Rye Brook, NY(Section 135 35; Block 1, Lot 11). On behalf of the petitioner and in accordance with Section 250-26.1 of the Code of the Village of Rye Brook, we respectfully make this petition regarding the proposed development The parcel is composed of one lot located within in the R15 zoning district. The lot is 3.96 acres (172,647.17 s f.) in area and contains one single family residence structure. The lot is proposed to be sub- divided into three lots, with two improved with a proposed single family residence on each and the third lot, improved with proposed two 2-story structures containing 4 dwelling units each for a total of eight(8) new AFFH residential dwelling units. The uses surrounding the parcel are predominantly low scale. low density residential. Neighborhood shopping is available to the south along South Ridge Street which has several shopping centers of different sizes. The proposed AFFH parcel's topography is steeply sloped and we propose the construction of three terraced retaining walls to mitigate the present land contours. The site will be served by public sanitary sewer located in North Ridge Street and public water also located within the street. Natural gas and electricity is available to the site via existing Con Ed facilities within North Ridge Street. The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 12, 2015 Page 2 The proposed 259 North Ridge Street Residences development is proposed as for-sale, condominium homes comprised of eight(8)fair and affordable dwellings on 1.38 acres. The eight (8) units will be located within two 2-story multi-family residential buildings. The housing units will be made up of eight(8)two-bedroom condominium units and the residential community will have a homeowners association (HOA). Off-street parking will be provided on site and will consist of 24 parking spaces, which allows for two(2) spaces for each two-bedroom residential unit and one (1) space for visitors. The buildings will be 2 stories in height and will be designed in a traditional vernacular consistent with the prevalent architecture of the neighborhood. Rezoning one parcel of the three lot sub-division as proposed, from the R15 District to a Fair and Affordable Housing District will conform to the intent of the Village of Rye Brook Board of Trustees to provide an additional eight(8) units of affordable housing within the village. By permitting flexible use regulations and a streamlined permitting process, rezoning this parcel will further the goals of the Westchester County Fair and Affordable Housing Implementation Plan in order to provide a more balanced demographic within the village of Rye Brook. In order to construct the 259 North Ridge Street Residences affordable housing development and to maintain the economic viability of the development proposal, modifications or waivers are being requested from the R15 Zoning District. The modification or waiver being requested from the R15 zoning district is as follows: 1 —a use variance is required for a multi-family dwelling within an R15 zoning district. The 259 North Ridge Street Residences affordable housing development is consistent with the purpose and intent of the village of Rye Brook zoning code and Official Map in that the development will allow for a more equitable distribution of affordable housing within the village and will compliment the existing zoning established by the current code. The proposed development will be furthering affordable housing in the village by virtue of the fact that the eight(8) multi-unit condominium development will be 100% affordable. The location of the proposed residential buildings is appropriate for the orderly development of the area in that the development will be of low density, low scale, comprising an overall proposed residential development of the parcel of 1 dwelling unit per 7,552 s.f. of lot area. Impact to the orderly development and the quality of life for the neighboring areas should improve by rezoning this property to permit a small, low density multi-family residential development. The addition of eight families at the location of the proposed site should have a positive effect on the advancement of economic development within the immediate neighborhood specifically. and the village as a whole, in general The impact of the modifications or waivers requested will be lessened by the significant landscaping proposed that will screen the proposed development as well as for the neighboring properties. The proposed architecture of the residential structures will be traditional in style so as to be in harmony with adjacent residential buildings. All the surrounding properties are developed and therefore the proposed development will not discourage future development or substantially impair the value of adjacent lands or buildings. The proposed development will have little or no impact on the environment. The modifications or waivers requested are the minimum necessary to maintain the economic viability of the development in that the entire project is to be an affordable housing development with eight residential units. Prior to the enactment of the Fair and Affordable Housing District, we received comments concerning our original development plan. Based on comments received, the plan has been further fine tuned and modified in order to respond to various comments and recommendations. The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 12, 2015 Page 3 As stated within sec. 260-26.1.E.(1), we respectfully ask that a Pre-submission sketch plan conference be scheduled in anticipation of our formal submission of a Petition to your honorable Board. Thank you very much for your consideration of our petition. Very truly yours, CLARK NEURINGER ARCHITECT 04 Clark H. Neuringer, R.A.; NCARB CC: Mr. Louis Larizza CHN/nc Buildiniz Permit Check List & Zonintz Analysis Address: Zsc; -P,"srz S-t- • LO i - ( SBL: Zone: 5�Use: 2-7— Const.Type: Other: --2_0 p-5 t- -t%� Sem Submittal Date: !p l l I S� Revisions Submittal Dates: Applicant:_,?AL4Lt P4 Cho S / Nature of Work: Z Z S y r A •14 Reviews: ZBA:i I IUN10294j-PB: BP: Other: NE OK ( ( ) FEES: Filing: BP: C/O: Legalization: ( ( ) APP.: Date Stamped: Properly Signed: _ SBL Verified: Other: (� ( ) Scenic Roads: Steep Slopes: Wetlands: Storm Water Review: Street Opening: (� ( ) ENVIRO.: Long: Short: Fees: N/A: ( ) (� SITE PLAN: Topo: Site Protection: S/W Mgmt.: Tree Plan: Other: (✓j ( ) SURVEY: Dated: Current: Archival: Sealed: (� (-) PLANS:Date Stamped: Sealed. Copies: (✓j ( ) License: Workers Comp: Liability: Coml (Jj ( ) Code 753#: 1 (� ( ) HIGH-VOLTAGE ELECTRICAL: Plans: Permit: (� ( ) LOW-VOLTAGE ELECTRICAL: Plans: Permit: (� ( ) FIRE ALARM/SMOKE DETECTORS: Plans: Permit i- �'L -[3Fi,b(us--A (� ( ) PLUMBING: Plans: Permit: Nat. Gas: LP (� ( ) FIRE SUPPRESSION: Plans: Permit: N/A: t (� ( ) 2010 NY State ECCC: N/A: Other: (� ( ) Final Survey: Final Topo: RAPE Sign-off Letter Z ( ) ( ) BP DENIAL LETTER: C/O DENIAL LETTER: Other: 13 o 1 - `' 0 (4ARB mtg. date: approval: notes: �`' ��ti t.l.t o f4-0 ,n, ( )ZBA mtg. date: approval: notes: (4PB mtg. date: approval: notes: REQUIRED EXISTING PROPOSED NOTES Area: I<--k l?Zrb�i f� &4>0 k r7 Oh_ Circle: L•c D (0 0 QZ Frontaee: ZS' Front: OFront: Sides: S Af o t 06 Rear: 440 $:J 012. Main Cov: L b (Oil O� Accs.Cov: Ft. H/Sb: • G Sd. H/Sb: GFA: !i5.Lf-,S IT, 0,0.51 ZSD-Zo . E 49A- Ft. I D: l ,?S7- Ft. Imn:�° o Parking: 7-0 o4c Hei t/Stories: o Z Z Oh, notes: © t&jcfL ti Wvc- "LSI Z F s Z50- .`r S -20. A.t3, .C.11 - UM uA(L A-)cR n, o -C2. S 11*3 - bAL ri�� ►� v,., 1 Gq,— Building Permit Check List & Zoning Analysis Address: N • __0 ib S R., S<< / OT —Z SBL: ( 3S, l — t l . t Zone: Zj= 1 Use: Z( I=> Const.Type: Z3 Other: STLo�> Submittal Date: (p L ( ..5- Revisions Submittal Dates: Applicant: :� AW 1,t 04, POCb (t, �S ZI-A7,1_ __!>F'V . Nature of Work: t>t� t D t1 A 1?0� roct SV t-J 91 1-3 L Fz 900,V-4,L S� L,3 F_ L t.l ,. `.' CESS (5 t�f� -TRAIL Reviews: ZBA: J UN 1 O 2015 PB: BP: Other: NEED OK ( ) FEES: Filing: BP: C/O: Legalization: (✓j ( ) APP.: Date Stamped: Properly Signed: SBL Verified: Other: (� ( ) Scenic Roads: Steep Slopes: Wetlands: Storm Water Review: Street Opening: (� ( ) ENVIRO.: Long: Short: Fees: N/A: ( ) (✓�SITE PLAN: Topo: Site Protection: S/W Mgmt.: Tree Plan: Other: (� ( ) SURVEY: Dated: Current: Archival: Sealed: Unacceptable: (� ( ) PLANS:Date Stamped. Sealed: Copies: Incomplete—. N/A: Other:------ - - H/ ther:----- -H/ ( ) License: Workers Comp: Liability: Comp. Waiver: Other: (� ( ) Code 753#: Dated: N/A: (� O HIGH-VOLTAGE ELECTRICAL: Plans: Permit: _N/A: Other: (� ( ) LOW-VOLTAGE ELECTRICAL: Plans: Permit: N/A: Other: (� ( ) FIRE ALARM /SMOKE DETECTORS: Plans: Permit: N/A: Other: (� ( ) PLUMBING: Plans: Permit: Nat.Gas: LP Gas: N/A/: Other: (� ( ) FIRE SUPPRESSION: Plans: Permit: N/A: Other: (� ( ) 2010 NY State ECCC: N/A: Other: Final Survey: Final Topo: RAPE Sign-off Letter: As-Built Plans: Other: ( ) ( ) BP DENIAL LETTER: C/O DENIAL LETTER: Other: ( ) ( ) Other: ( ARB mtg. date: approval: notes: ( ZBA mtg. date: approval: notes: (✓ 13 mtg. date: approval: notes: REQUIRED EXISTING PROPOSED NOTES Area: [S I,- kS' (O's 3 0(%_ Circle: C o O -ok- Frontage: 7 5 Front: Front: (00 ck iT_ 01 - F. Sides: lS'I'ti� tffi lug Ch- Rear: 'to 3 ZS dk Main Cov: L(c o W• q < Accs.Cov: Ft.H/Sb: & o Sd.WSb: 1 , G o GFA: 'T, ZD-1, ZZt o ,p{, Tom: CS, o Ft.Imp: ° o Parking: 'Z. Z ole Height/Stories: z notes: Building Permit Check List & Zoning Analysis Address: Z l )� , ::�W 6_ S r LO 13 - SBL: 13S.3S t 1 • Z Zone: Z- t Use: -Z I Const.Type: Other: z c, Submittal Date: (D I l 19- Revisions Submittal Dates: Applicant: A ,)t.t PZ {-b t�c&5l S �-d Z Z _MV - Nature of Work: S t jJ4 L fL FA ,-A i L -.�(!-�LL�,J W Reviews: ZBA: JUN 10 2015 PB: BP: Other: NEED OK (✓� O FEES: Filing: BP: C/O: Legalization: (J� ( ) APP.: Date Stamped: Properly Signed: SBL Verified: Other: (� ( ) Scenic Roads: Steep Slopes: Wetlands: Storm Water Review: Street Opening: ENVIRO.: Long: Short: Fees: _ N/A: ( ) ( ) SITE PLAN: Topo: Site Protection: S/W Mgmt.: Tree Plan: Other: (� ( ) SURVEY: Dated: Current: Archival: Sealed: Unacceptable: (� ( ) PLANS:Date Stamped: Sealed: Copies: Iomislete: N/A- (� ( ) License: Workers Comp: Liability: Comp. Waiver: Other: (� ( ) Code 753#: Dated: N/A: (� ( ) HIGH-VOLTAGE ELECTRICAL: Plans: Permit: N/A: Other: (� ( ) LOW-VOLTAGE ELECTRICAL: Plans: Permit: N/A: Other: (� ( ) FIRE ALARM/SMOKE DETECTORS: Plans: Permit: N/A: Other: (� ( ) PLUMBING: Plans: Permit: Nat. Gas: LP Gas: N/A/: Other: (� ( ) FIRE SUPPRESSION: Plans: Permit: N/A: Other: 2010 NY State ECCC: N/A: Other: (� ( ) Final Survey: Final Topo: RAPE Sign-off Letter: As-Built Plans: Other: ( ) ( ) BP DENIAL LETTER: C/O DENIAL LETTER: Other: O O Other: (BARB mtg. date: approval: notes: ( )ZBA mtg. date: approval: notes: (4,P13 mtg. date: approval: notes: REQUIRED EXISTING PROPOSED NOTES Area: ISh Circle: 10--> } too �h_ Frontage: Z�- Front: Front: Sides: (r yo ti+ tri c4r. Rear: '40 2pp p Main Cov: 16 a �'(� _ Oki Accs.Cov: Ft.H/Sb: Sd.H/Sb: GFA: i!o, (pt 2 ZS o 5� oh., Tot. l=: Qo�ZZ.`i Ft.Imn: 3.5 Parkin g: 7- Heigh Hei t/Stories:3o z 3o qi notes: BUILDING - TMENT ED VI CEOF RYE OOK � LD 938 KING- ET R.YE BRQj NY 10573(914)939 6$FAx(9114)939-580115NN V% 11 ehrook.oro BROOKTMENT *******************************************************************»****************************»********** FOR OFFICE USE ONLY: BOT Approval Date: PB Approval Date: BOT Disapproval Date: PB Disapproval Date: Attach Resolution Hereto: BOT[ ] PB[ ] ZBA[ ] Chairman: SUBDIVISION FEE: DATE PAID: IT- ENVIRONMENTAL FEE: DATE PAID: OTHER: FEE SCHEDULE: Preliminary Platt Application: $900.00 +$650.00/Additional Lot(application fees are non-refundable) Final Platt: / Recreation: Residential =$10,000.00/acre+$2,000.00/dwelling unit Commercial = $10,000.00/acre+$2,000.00/2,000 sq.ft. APPLICATION FOR SUBDIVISION OF LAND Application dated, I 19,1 1 S is hereby made to the Village of Rye Brook for a Subdivision of Land,Lot Merger,or other land use function in accordance with§21 and all other applicable sections of the Code of the Village of Rye Brook,as per detailed statement described below. s»sssss*sssssssssssssssssssssssss*ssss*ssssssssssss»sssssssssssssssssssss»»*s»*s»»s»*»»»s»�»»*»*»»*»»*»*ssss»»s»ss*s/ 1. Property Address: _ `? �L2Y f� �IC�Qle h__00 t SBL: 35-1--liZone: 2. Property Owner:) C_-,G Address: email: Tel.: f -7 7�/�`7 -7 L/ 3. Applicant: .I11L t1 Address: 4. Professional Engineer: omen Q 1� �j'k rI - 7&2 Address: / Cl2d1l� L-+ �U�1 te�tr Y O:% o. 0 NW � -o/91-oq 86 5. Licensed Land Surveyor: --- Address: ��[,� y 11 email: Tel.: 6. Subdivision Name/Identifying Title:A/CeM 4J ,"nt> 7. Abutting Streets:Ao 4h S("0,4- iks e(JQZ D(A 8. Does property connect directly into channel lines as established by the Westchester County Commissioner of Public Works? 15�NO ( )YES: 9. Is lot within 500 feet of the Municipal Boundary? �4 NO O YES: (if yes list all adjacent Municipalities below) 10. Size of Existing Lot: 11. Size(s)of Proposed Lot(s): 12. Are proposed road centerlines staked? YES O NO(if no,indicate anticipated date of staking) REVISED 8/14/15 13. Has the proposed lot(s)been staked? ( )AYES (,4 NO(if no indicate anticipated date of staking) 14. Number of Proposed Dwelling Units: 8 A t:14 Z S t N S L r— F✓a AZA L- (rte 15. Estimated Cost of Construction:$ Additional Information required to be submitted: a. Proof of ownership of the subject parcel(s). b. Certificate of Title Company covering all interests,liens,judgements,objections to title if any. C. Formal offers of cession to the Village of all streets&park areas not to remain private. d. Written agreement authorizing entry onto the property(s)by Village employees&officials. e. Any list of waivers requested by the applicant. f. Engineers estimated cost of construction of all streets,buildings,and site improvements. g. Final Subdivision plat and final subdivision plans. h. Proof of Approval by NY State DOT and/or Westchester County DOT for any proposed State or County street/intersection. L Proof of Approval by Westchester County DPW for drainage lines if connecting directly into County established channel lines. j. Proof of Approval from the appropriate Utility Company for all proposed utilities&equipment. k. Proof of Approval from Westchester County DPW Division of Stream Control,if applicable. 1. Properly completed Environmental Impact Statement.(available on the NYS DEC website) M. Any additional information as requested by the Village of Rye Brook. ****************************************************************************************** Please note that this application must include the notarized signature(s) of the legal owner(s)of the above-mentioned property, in the space provided below. Any application not bearing the legal property owner's notarized signature(s)shall be deemed null and void, and will be returned to the applicant. *********************************************************************************************************** STATE OF NEW YORK,COUNTY OF WESTCHESTER ) as-. I.0.j 1.4-2.t-z-2-A ,being duly sworn,deposes and states that he she is the applicant above named, (print name of individual signing as the applicant) and further states that (s)he is the legal owner of the property to which this application pertains, or that (s)he is the km t,I C A'-- t for the legal owner and is duly authorized to make and file this application. (indicate drchitect,contractor,agent,attorney,etc.) That all statements contained herein are true to the best of his/her knowledge and belief, and that any work performed, or use conducted at the above captioned property will be in conformance with the details as set forth and contained in this application and in any accompanying approved plans and specifications,as well as in accordance with the New York State Uniform Fire Prevention &Building Code,the Code of the Village of Rye Brook and all other applicable laws,ordinances and regulations. Sworn to before me this ops Sworn to before me this day of , 20�� day of , 20�� STEVEN 0.FEINSTEIN Nomy Public St6 e o New York . ota �blLcfQualified in esishdIMA911161v NotapPu i X Commission Expires S' tore f Pr rty Owner Sign e o p ' ant Print Nam S6 a of New Yodt Print Name of Applicant M 1 ME6160063 Ouallfled In Westchester County REVISED 8/14/15 Commission Expires January 29.20, p Short Environmental Assessment Form f� ENE D " 10 � Part I -Project Information VILLAGE OF RYE BROOK Instructions for Completing BUILDING DEPARTMENT Part 1-Project Information. The applicant or project sponsor is responsible for the completion of Part 1. Responses become part of the application for approval or funding,are subject to public review,and may be subject to further verification Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item,please answer as thoroughly as possible based on current information. Complete all items in Part 1. You may also provide any additional information which you believe will be needed by or useful to the lead agency;attach additional pages as necessary to supplement any item. Part I-Project and Sponsor Information Lou Larizza Name of Action or Project: North Ridge Street Subdivision for Lou Larizza Project Location(describe,and attach a location map): 259 North Ridge Street,Rye Brook,NY 10573 Brief Description of Proposed Action: Project is to subdivide a 3.96 acre property in the R-15 Zoning District and the Scenic Road Overlay District into three lots. No construction is proposed at this time. Name of Applicant or Sponsor: Telephone: 914-879-7905 Lou Larizza,Contract Vendee E-Mail Address: 8 Hilltop Drive City/PO: State: Zip Code: Port Chester NY 10573 1.Does the proposed action only involve the legislative adoption of a plan,local law,ordinance, NO YES administrative rule,or regulation? If Yes,attach a narrative description of the intent of the proposed action and the environmental resources that R1 ❑ may be affected in the municipality and proceed to Part 2 If no,continue to question 2 2. Does the proposed action require a permit,approval or fundmg from any other governmental Agency? NO YES If Yes,list agency(s)name and permit or approval: ❑ Westchester County Department of Health:Plat Approval 3.a.Total acreage of the site of the proposed action? 3.96 acres b.Total acreage to be physically disturbed? 0.75 acres c.Total acreage(project site and any contiguous properties)owned or controlled by the applicant or project sponsor? 3.96 acres 4. Check all land uses that occur on,adjoining and near the proposed action. ❑Urban ❑Rural(non-agriculture) [:]Industrial ❑Commercial ®Residential(suburban) ❑Forest ❑Agriculture ❑Aquatic ❑Other(specify): ❑Parkland Page 1 of 3 5. Is the proposed action, NO YES N/A a.A permitted use under the zoning regulations? ❑ 21 ❑ b.Consistent with the adopted comprehensive plan? ❑ ❑✓ ❑ 6. Is the proposed action consistent with the predominant character of the existing built or natural NO YES landscape? ❑ a 7. Is the site of the proposed action located in,or does it adjoin,a state listed Critical Environmental Area? NO YES If Yes,identify: ❑✓ ❑ 8. a.Will the proposed action result in a substantial increase in traffic above present levels? NO YES 21 ❑ b.Are public transportation service(s)available at or near the site of the proposed action? ❑ ❑ c.Are any pedestrian accommodations or bicycle routes available on or near site of the proposed action? ❑ ❑ 9.Does the proposed action meet or exceed the state energy code requirements? NO YES If the proposed action will exceed requirements,describe design features and technologies: ❑ ❑ 10. Will the proposed action connect to an existing public/private water supply? NO YES If No,describe method for providing potable water: ❑ Rl 11.Will the proposed action connect to existing wastewater utilities? NO YES If No,describe method for providing wastewater treatment: ❑ 12. a.Does the site contain a structure that is listed on either the State or National Register of Historic NO YES Places? Z ❑ b.Is the proposed action located in an archeological sensitive area? Fv�' ❑ 13.a.Does any portion of the site of the proposed action,or lands adjoining the proposed action,contain NO YES wetlands or other waterbodies regulated by a federal,state or local agency? b.Would the proposed action physically alter,or encroach into,any existing wetland or waterbody? ❑ If Yes,identify the wetland or waterbody and extent of alterations in square feet or acres: 14. Identify the typical habitat types that occur on,or are likely to be found on the project site. Check all that apply ❑Shoreline ❑Forest ❑Agricultural/grasslands [:]Early mid-successional ❑ Wetland ❑Urban ®Suburban 15.Does the site of the proposed action contain any species of animal,or associated habitats,listed NO YES by the State or Federal government as threatened or endangered? Z ❑ 16.Is the project site located in the 100 year flood plain? NO YES 17.Will the proposed action create storm water discharge,either from point or non-point sources? NO YES If Yes, ❑ a.Will storm water discharges flow to adjacent properties? ❑✓ NO ❑YES b.Will storm water discharges be directed to established conveyance systems(runoff and storm drains)? If Yes,briefly describe: ❑NO AYES Tharp are agms ing stnrm drains in Nnrth Ridge Street Stnrm water will he rnnfined to the site in the event of any construction. Page 2 of 3 18.Does the proposed action include construction or other activities that result in the impoundment of NO YES water or other liquids(e.g.retention pond,waste lagoon,dam)? If Yes,explain purpose and size: ❑ ❑ 19.Has the site of the proposed action or an adjoining property been the location of an active or closed NO YES solid waste management facility? If Yes,describe: a ❑ 20.Has the site of the proposed actiorrbran adjoining property beemhe subject of remediation(ongoing or NO YES completed)for hazardous waste? If Yes,describe: v], F I AFFIRM THAT THE INFORMATION PROVIDED ABOVE IS TRUE AND ACCURATE TO THE BEST OF MY KNOWLEDGE Applicant/sponsor name: L ari Date: July 28,2015 Signature: PRINT FORM Page 3 of 3 622 STILES AVENUE MAMARONECK, NEW YORK 10543 TEL 914-698-8207 FAX 914-698-8208 chnarch@yahoo.com Clark NeuringerArchWo CONNECTICUT DELAWARE FLORIDA MARYLAND NEW YORK May 15, 2015 The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees Village of Rye Brook Village Hall 938 King Street Rye Brook, NY 10573 RE: Petition of Pawling Holdings, LLC to rezone Town of Rye tax lot Section 135.35; Block 1; Lot 11 from zoning district R-15 to Fair and Affordable Housing District("FAH") Dear Mayor Rosenberg and Members of the Board of Trustees, We represent PAWLING HOLDINGS/LAZZ DEVELOPMENT, LLC, the petitioner in connection with their property located at 259 North ridge Street, Rye Brook, NY(Section 135.35; Block 1; Lot 11). On behalf of the petitioner and in accordance with Section 250-26.1 of the Code of the Village of Rye Brook, we respectfully make this petition regarding the proposed development. The parcel is composed of one lot located within in the R15 zoning district.The lot is 3.96 acres (172,647.17 s.f.) in area and contains one single family residence structure. The lot is proposed to be sub- divided into three lots, with two improved with a proposed single family residence on each conforming to the underlying R15 zoning controls and the third lot, improved with proposed two 2-story structures containing 4 dwelling units each for a total of eight(8) new AFFH residential dwelling units, conforming to FAH zoning requirements. Multi-family housing is a permitted use within the FAH overlay zone as per sec. 250- 26AF(1)(c).The uses surrounding the parcel are predominantly low scale, low density residential. Neighborhood shopping is available to the south along South Ridge Street which has several shopping centers of different sizes. The proposed AFFH parcel's topography is steeply sloped and we propose the construction of three terraced retaining walls to mitigate the present land contours.The site will be served by public sanitary sewer located in North Ridge Street and public water also located within the street. Natural gas and electricity is available to the site via existing Con Ed facilities within North Ridge Street. The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 15, 2015 Page 2 The proposed 259 North Ridge Street Residences development is proposed as for-sale, condominium homes comprised of eight(8)fair and affordable dwellings on 1.38 acres. The eight (8) units will be located within two 2-story multi-family residential buildings.The housing units will be made up of eight(8)two-bedroom condominium units and the residential community will have a homeowners association (HOA). Off-street parking will be provided on site and will consist of 24 parking spaces, which allows for two (2) spaces for each two-bedroom residential unit and one (1)space for visitors. The buildings will be 2 stories in height and will be designed in a traditional vernacular consistent with the prevalent architecture of the neighborhood. Rezoning one parcel of the three lot sub-division as proposed,from the R15 District to a Fair and Affordable Housing District will conform to the intent of the Village of Rye Brook Board of Trustees to provide an additional eight(8) units of affordable housing within the village. By permitting flexible use regulations and a streamlined permitting process, rezoning this parcel will further the goals of the Westchester County Fair and Affordable Housing Implementation Plan in order to provide a more balanced demographic within the village of Rye Brook. In order to construct the 259 North Ridge Street Residences affordable housing development and to maintain the economic viability of the development proposal, modifications or waivers are being requested from the R15 Zoning District. The 259 North Ridge Street Residences affordable housing development is consistent with the purpose and intent of the village of Rye Brook zoning code and Official Map in that the development will allow for a more equitable distribution of affordable housing within the village and will compliment the existing zoning established by the current code.The proposed development will be furthering affordable housing in the village by virtue of the fact that the eight(8) multi-unit condominium development will be 100%affordable. The location of the proposed residential buildings is appropriate for the orderly development of the area in that the development will be of low density, low scale, comprising an overall proposed residential development of the parcel of 1 dwelling unit per 7,552 s.f. of lot area. Impact to the orderly development and the quality of life for the neighboring areas should improve by rezoning this property to permit a small, low density multi-family residential development.The addition of eight families at the location of the proposed site should have a positive effect on the advancement of economic development within the immediate neighborhood specifically, and the village as a whole, in general.The impact of the modifications or waivers requested will be lessened by the significant landscaping proposed that will screen the proposed development as well as for the neighboring properties.The proposed architecture of the residential structures will be traditional in style so as to be in harmony with adjacent residential buildings.All the surrounding properties are developed and therefore the proposed development will not discourage future development or substantially impair the value of adjacent lands or buildings.The proposed development will have little or no impact on the environment.The modifications or waivers requested are the minimum necessary to maintain the economic viability of the development in that the entire project is to be an affordable housing development with eight residential units. Prior to the enactment of the Fair and Affordable Housing District,we received comments concerning our original development plan. Based on comments received,the plan has been further fine tuned and modified in order to respond to various comments and recommendations.Attached as part of this communication to you and the Board is a sketch plan prepared by our consulting site engineer, Ralph Mastromonaco, P.E. This preliminary site plan contains a zoning table for each of the three proposed lots; the number of AFFH dwelling units(8)on one of the sub-divided parcels; a location map indicating adjacent streets, rights of way, adjacent properties, etc; easements;topography; wetland boundary delineations; steep slopes;, all as per the requirements of sec. 250-26.1.E(1)(b). The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 15, 2015 Page 3 As stated within sec. 260-26.1.E.(1),we respectfully ask that a Pre-submission sketch plan conference be scheduled in anticipation of our formal submission of a Petition to your honorable Board. Thank you very much for your consideration of our petition. Very truly yours, CLARK NEURINGER ARCHITECT Glade Neurb"ktger Clark H. Neuringer, R.A.; NCARB CC: Mr. Louis Larizza CHNInc RALPH G. MASTROMONACO, P.E., P.C. Civil/Site/ Environmental Consulting Engineers www.rgmpepc.com 13 Dove Court,Croton-on-Hudson,New York 10520 Tel: (914) 271-4762 Fax: (914) 271-2820 MBUIL�DING To: Michael Nowak ' $Village of Rye Brook, NY 2015FFrom: Ralph G. Mastromonaco, PE DEFrE BRGO ARTMENT Re: Lou Larizza / North Ridge Street Subdivision Rye Brook, NY Date: August 14, 2015 1 am aware that the Village Code asks for a SWPPP as part of a subdivision application. In this case, we are merely subdividing one (1) lot into three (3) lots with no construction proposed. We do not need roads for this project and all utilities are in the street along the front. A SWPPP is required by your code prior to any construction on any of these lots since the disturbance will be over 400 square feet. Your subdivision code does not require that applications show proposed houses or grading, hence we feel the SWPPP may not be required. Accordingly, we would like you to waive the SWPPP application requirement until construction is actually proposed on any lot. 1 it W° Ralph G. Mastromonaco, PE Cc: Lou Larizza 622 STILES AVENUE MAMARONECK, NEW YORK 10543 TEL 914-698-8207 FAX 914-698-8208 chnorch@yahoo.com Clark NeuringerArchitect CONNECTICUT DELAWARE FLORIDA MARYLAND NEW YORK May 12, 2015 D (c � IE �W The Honorable Paul S. Rosenberg, Mayor; JUN - 1 2015 ] ID Members of the Board of Trustees VILLAGE OF RYE BROOK Village of Rye Brook BUILDING DEPARTMENT Village Hall 938 King Street Rye Brook, NY 10573 RE: Petition of Pawling Holdings, LLC to rezone Town of Rye tax lot Section 135.35; Block 1; Lot 11 from zoning district R-7 to Fair and Affordable Housing District("FAH") Dear Mayor Rosenberg and Members of the Board of Trustees, We represent PAWLING HOLDINGS/ LAZZ DEVELOPMENT, LLC, the petitioner in connection with their property located at 259 North ridge Street, Rye Brook, NY (Section 135.35; Block 1; Lot 11). On behalf of the petitioner and in accordance with Section 250-26 1 of the Code of the Village of Rye Brook we respectfully make this petition regarding the proposed development. The parcel is composed of one lot located within in the R15 zoning district. The lot is 3.96 acres (172,647.17 s.f.) in area and contains one single family residence structure. The lot is proposed to be sub- divided into three lots, with two improved with a proposed single family residence on each and the third lot, improved with proposed two 2-story structures containing 4 dwelling units each for a total of eight(8) new AFFH residential dwelling units. The uses surrounding the parcel are predominantly low scale, low density residential. Neighborhood shopping is available to the south along South Ridge Street which has several shopping centers of different sizes. The proposed AFFH parcel's topography is steeply sloped and we propose the construction of three terraced retaining walls to mitigate the present land contours. The site will be served by public sanitary sewer located in North Ridge Street and public water also located within the street. Natural gas and electricity is available to the site via existing Con Ed facilities within North Ridge Street. The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 12, 2015 Page 2 The proposed 259 North Ridge Street Residences development is proposed as for-sale, condominium homes comprised of eight(8)fair and affordable dwellings on 1.38 acres. The eight (8) units will be located within two 2-story multi-family residential buildings. The housing units will be made up of eight(8)two-bedroom condominium units and the residential community will have a homeowners association (HOA). Off-street parking will be provided on site and will consist of 24 parking spaces, which allows for two(2) spaces for each two-bedroom residential unit and one (1) space for visitors. The buildings will be 2 stories in height and will be designed in a traditional vernacular consistent with the prevalent architecture of the neighborhood. Rezoning one parcel of the three lot sub-division as proposed, from the R15 District to a Fair and Affordable Housing District will conform to the intent of the Village of Rye Brook Board of Trustees to provide an additional eight(8) units of affordable housing within the village. By permitting flexible use regulations and a streamlined permitting process, rezoning this parcel will further the goals of the Westchester County Fair and Affordable Housing Implementation Plan in order to provide a more balanced demographic within the village of Rye Brook. In order to construct the 259 North Ridge Street Residences affordable housing development and to maintain the economic viability of the development proposal, modifications or waivers are being requested from the R15 Zoning District. The modification or waiver being requested from the R15 zoning district is as follows: 1 —a use variance is required for a multi-family dwelling within an R15 zoning district. The 259 North Ridge Street Residences affordable housing development is consistent with the purpose and intent of the village of Rye Brook zoning code and Official Map in that the development will allow for a more equitable distribution of affordable housing within the village and will compliment the existing zoning established by the current code. The proposed development will be furthering affordable housing in the village by virtue of the fact that the eight(8) multi-unit condominium development will be 100% affordable. The location of the proposed residential buildings is appropriate for the orderly development of the area in that the development will be of low density, low scale, comprising an overall proposed residential development of the parcel of 1 dwelling unit per 7,552 s.f. of lot area. Impact to the orderly development and the quality of life for the neighboring areas should improve by rezoning this property to permit a small, low density multi-family residential development. The addition of eight families at the location of the proposed site should have a positive effect on the advancement of economic development within the immediate neighborhood specifically, and the village as a whole in general. The impact of the modifications or waivers requested will be lessened by the significant landscaping proposed that will screen the proposed development as well as for the neighboring properties. The proposed architecture of the residential structures will be traditional in style so as to be in harmony with adjacent residential buildings. All the surrounding properties are developed and therefore the proposed development will not discourage future development or substantially impair the value of adjacent lands or buildings. The proposed development will have little or no impact on the environment. The modifications or waivers requested are the minimum necessary to maintain the economic viability of the development in that the entire project is to be an affordable housing development with eight residential units. Prior to the enactment of the Fair and Affordable Housing District, we received comments concerning our original development plan. Based on comments received, the plan has been further fine tuned and modified in order to respond to various comments and recommendations. The Honorable Paul S. Rosenberg, Mayor; Members of the Board of Trustees May 12, 2015 Page 3 As stated within sec. 260-26.1.E.(1), we respectfully ask that a Pre-submission sketch plan conference be scheduled in anticipation of our formal submission of a Petition to your honorable Board. Thank you very much for your consideration of our petition. Very truly yours, CLARK NEURINGER ARCHITECT • Clark H. Neuringer, R.A.; NCARB CC: Mr. Louis Larizza CHN/nc BUILDS "" TMENT ® �� D VILA E OF RYE I OOK 938 KING 9 RYE BR ,NY 10573 SEP (914)93 gET 66 FAs-(9IS939-5801 P 20f� ,yy w ryebrookxr>: UQ�a9c ORk,� , FOR OFFICE USE ONLY: BOT Approval Date: PB Approval Date: BOT Disapproval Date: PB Disapproval Date: Attach Resolution Hereto. BOT[ ] PB[ ] ZBA[ ] Chairman: SITE PLAN FEE: DATE PAID: ENVIRONMENTAL FEE: DATE PAID: OTHER: PRELIMINARY FOR LOT 2 OF NORTH RIDGE STREET SUBDIVISION APPLICATION FOR SITE PLAN APPROVAL Submission of this application does not assure placement on any Planning Board Agenda.The Applicant will be notified of such placement. +++++++++++*+++++++++*+++++************+***+++++++++*++*++++++++++++*****************++++++*+*+++*+**++*+++ This application references but is not limited to the following sections of the Code of the Village of Rye Brook; §250 ZONING,§209 SITE PLAN REVIEW, §235 TREES,§107 DEMOLITION OF BUILDINGS, §224 SWIMMING POOLS, §121 EXCAVATION&TOPSOIL REMOVAL,§118 EROSION&SEDIMENT CONTROL, §213 STEEP SLOPES PROTECTION,§219 SUBDIVISION OF LAND, §250-40 NOTIFICATION REQUIREMENTS.Applicants and their Design Professionals are strongly advised to review the above mentioned code sections online at,www.ryebrook.org prior to completing and/or submitting this application. APPLICATION FEE SCHEDULE: Residential Dwellings- $325,plus$200 per additional dwelling unit. Non-Residential Buildings - $475 plus $30 per parking space. Planned Unit Development-$575 per acre PUD Amendment- $300 Site Plan Amendment- $575 Wetlands&Watercourse- $1,150 Consultant Review(Escrow)Fee: Minimum fee$250-maximum fee$2,500,to be determined by the Village Engineer. Application fees are non-refundable The applicant's Escrow Account must have a positive balance at all times prior to any Consultant,Attorney,or I'illage revie». Escrox Fees and Site Plan Fees must be paid on separate checks made parable to the Village of Rye Brook. Subdivision Lot#2 1. Site Address: 259 North Ridge Street Parcel ID#: 135.35-1-11 Zone: R 15 2. Property Owner: Dan Greto Address: 209 Central Avenue Rye, NY 10580 E-Mail: Tel.#: 914-447-4444 Other: 3. Applicant: Lou Larizza Address: 8 Hilltop Avenue Port Chester, NY 10573 E-Mail: Tel.#: 914-879-7905 Other: 4. Design Professional: _ Ralph G. Mastromonaco, P.E., P.C. Address: 13 Dove Court Croton-on-Hudson, NY 10520 E-Mail: Tel.#: 914-271-4762 Other: 5. Designate to whom correspondence is to be sent: Applicant, Lou Larizza Note:If applicant is a"Contract Vendee',please attach a copy of the contract summary with financial and confidential terms deleted REVISED 8 1015 6. Street which property abuts: North Ridge Street at West Ridge Drive 7. Does property connect directly into State or County highway? (X)NO ( )YES: 8. Is site within 500 feet of Village Boundary?(X)NO ( )YES If yes note all bordering municipalities: 9. Total area of site: 49,663 SF(1.14 Acres) Area of site activity: 4,000 SF 10. Site coverage: 10% (Impervious coverage) 0o; Building coverage: 4% % 11. Existing building size: 2,200 SF New additional building size: Renovate existing dwelling 12. Existing parking spaces: 2 New parking spaces: 2 13. Nature of proposed activity: _ To renovate an existing single family dwelling ****************************************************************************************** Please note that this application must include the notarized signature(s) of the legal owner(s) of the above-mentioned property, in the space provided below. Any application not bearing the legal property owner's notarized signature(s)shall be deemed null and void, and will be returned to the applicant. STATE OF NEW YORK,COUNTY OF WESTCHESTER ) as: ,being duly sworn,deposes and states that he/she is the applicant above named, (print name of individual signing as the applicant) and further states that (s)he is the legal owner of the property to which this application pertains, or that (s)he is the for the legal owner and is duly authorized to make and file this application. (indicate architect,contractor,agent,attorney,etc) That all statements contained herein are true to the best of his her knowledge and belief, and that any work performed, or use conducted at the above captioned property will be in conformance with the details as set forth and contained in this application and in any accompanying approved plans and specifications,as well as in accordance with the New York State Uniform Fire Prevention & Building Code,the Code of the Village of Rye Brook and all other applicable laws,ordinances and regulations. Sworn to before me this Sworn to before me this day of_ 120 day of 20 Notary Public Notary Public Signature of Property Owner Signature of Applicant Print Name of Property Owner Print Name of Applicant REVISED 8 1015 BUILDI $TMENT VIL W E OF RYE OOK SEP 938 KING - ET RYE BRr�� NY 10573 , ?0, t (914)939- '68 Fax�(9.1 �39-5801 �vicw.ryebrook.orls FOR OFFICE USE ONLY: BOT Approval Date: PB Approval Date: BOT Disapproval Date: PB Disapproval Date: Attach Resolution Hereto. BOT[ ] PB[ ] ZBA[ ] Chairman: SITE PLAN FEE: DATE PAID: ENVIRONMENTAL FEE: DATE PAID: OTHER: *********************************************************************************************************** PRELIMINARY FOR LOT 3 OF NORTH RIDGE STREET SUBDIVISION APPLICATION FOR SITE PLAN APPROVAL Submission of this application does not assure placement on any Planning Board Agenda.The Applicant will be notified of such placement. This application references but is not limited to the following sections of the Code of the Village of Rye Brook; §250 ZONING,§209 SITE PLAN REVIEW, §235 TREES, §107 DEMOLITION OF BUILDINGS, §224 SWIMMING POOLS, §121 EXCAVATION&TOPSOIL REMOVAL,§118 EROSION&SEDIMENT CONTROL,§213 STEEP SLOPES PROTECTION,§219 SUBDIVISION OF LAND, §250-40 NOTIFICATION REQUIREMENTS.Applicants and their Design Professionals are strongly advised to review the above mentioned code sections online at,www.t-vebrook.org prior to completing and/or submitting this application. APPLICATION FEE SCHEDULE: Residential Dwellings- $325,plus$200 per additional dwelling unit. Non-Residential Buildings - $475 plus $30 per parking space. Planned Unit Development-$575 per acre PUD Amendment- $300 Site Plan Amendment- $575 Wetlands&Watercourse- $1,150 Consultant Review(Escrow)Fee: Minimum fee$250-maximum fee$2,500,to be determined by the Village Engineer. Application fees are non-refundable The applicant's Escrow Account must have a positive balance at all tunes prior to am Consultant,Attoi71ev.or Pillage review Escrotit Fees and Site Plan Fees nruust be paid on separate checks made parable to the Pillage of Rve Brook. *********************************************************************************************************** Subdivision Lot#3 1. Site Address: 259 North Ridge Street Parcel[D#: 135.35-1-11 Zone: R-15 2. Property Owner: Dan Greto Address: 209 Central Avenue Rye, NY 10580 E-Mail: Tel.#: 914-447-4444 Other: 3. Applicant: Lou Larizza Address: 8 Hilltop Avenue Port Chester, NY 10573 E-Mail: Tel.#: 914-879-7905 Other: 4. Design Professional: Ralph G. Mastromonaco, P.E., P.C. Address: 13 Dove Court Croton-on-Hudson, NY 10520 E-Mail: Tel.#: 914-271-4762 Other: 5. Designate to whom correspondence is to be sent: Applicant, Lou Larizza Note:if applicant is a"Contract Vendee',please attach a copy of the contract summary with financial and confidential terns deleted REVISED 8 1015 6. Street which property abuts: North Ridge Street at West Ridge Drive 7. Does property connect directly into State or County highway? (X)NO ( )YES: 8. Is site within 500 feet of Village Boundary?(X)NO ( )YES If yes note all bordering municipalities: 9. Total area of site: 62,566 SF(1.43 Acres) Area of site activity: 4,000 SF 10. Site coverage: 7% (Impervious coverage) %; Building coverage: 4% °a 11. Existing building size: N/A New/additional building size: 3,500 SF 12. Existing parking spaces: 0 New parking spaces: 2 13. Nature of proposed activity: To construct a new single family dwelling ****************************************************************************************** Please note that this application must include the notarized signature(s) of the legal owner(s) of the above-mentioned property, in the space provided below. Any application not bearing the legal property owner's notarized signature(s)shall be deemed null and void, and will be returned to the applicant. STATE OF NEW YORK,COUNTY OF WESTCHESTER ) as: ,being duly sworn,deposes and states that he/she is the applicant above named, (print name of individual signing as the applicant) and further states that (s)he is the legal owner of the property to which this application pertains, or that (s)he is the for the legal owner and is duly authorized to make and file this application (indicate architect,contractor,agent,attorney,etc) That all statements contained herein are true to the best of his her knowledge and belief, and that any work performed,or use conducted at the above captioned property will be in conformance with the details as set forth and contained in this application and in any accompanying approved plans and specifications,as well as in accordance with the New York State Uniform Fire Prevention & Building Code,the Code of the Village of Rye Brook and all other applicable laws,ordinances and regulations. Sworn to before me this Sworn to before me this day of 20 day of -, 20 Notary Public Notary Public Signature of Property Owner Signature of Applicant Print Name of Property Owner Print Name of Applicant REVISED 810/15 row BUILDCI,�r_& RTMENT t- 4 /J IL�LWA E OF RYE, �OOK DV NG ST , ET RYE BROO I NY 10573 S75 ( )9396`68 FAx(91939-5801 Nsirtw.ryebrookIorp- FOR OFFICE USE ONLY: BOT Approval Date: PB Approval Date: BOT Disapproval Date: PB Disapproval Date: Attach Resolution Hereto: BOT[ ] PB[ ] ZBA[ ] Chairman: SITE PLAN FEE: DATE PAID: ENVIRONMENTAL FEE: n DATE PAID: OTHER: *********************************************************************************************************** PRELIMINARY FOR LOT 1 OF NORTH RIDGE STREET SUBDIVISION APPLICATION FOR SITE PLAN APPROVAL Submission of this application does not assure placement on any Planning Board Agenda.The Applicant will be notified of such placement. *********************************************************************************************************** This application references but is not limited to the following sections of the Code of the Village of Rye Brook;§250 ZONING,§209 SITE PLAN REVIEW, §235 TREES, §107 DEMOLITION OF BUILDINGS, §224 SWIMMING POOLS, §121 EXCAVATION&TOPSOIL REMOVAL,§118 EROSION&SEDIMENT CONTROL,§213 STEEP SLOPES PROTECTION,§219 SUBDIVISION OF LAND, §250-40 NOTIFICATION REQUIREMENTS.Applicants and their Design Professionals are strongly advised to review the above mentioned code sections online at,www.[yebrook.org prior to completing and/or submitting this application. APPLICATION FEE SCHEDULE: / Residential Dwellings- $325,plus$200 per additional dwelling unit. Non-Residential Buildings - $475 plus $30 per parking space. Planned Unit Development-$575 per acre PUD Amendment- $300 Site Plan Amendment- $575 Wetlands&Watercourse- $1,150 J Consultant Review(Escrow)Fee: Minimum fee$250-maximum fee$2,500,to be determined by the Village Engineer. Application fees ar e mutt-refundable. The applicant's Escrow Account must have a positive balance at all times prior to arty Consultant,Attomey,or Village review. Escrow Fees and Site Plan Fees nnust be paid on separate checks made payable to the Village of Rye Brook. *********************************************************************************************************** 1. Site Address: 259 North Ridge Street ParcellD#: 135.35-1-11 Zone: R-15 2. Property Owner: Dan Greto Address: 209 Central Avenue Rye, NY 10580 E-Mail: Tel.#: 914-447-4444 Other: 3. Applicant: Lou Larizza Address: 8 Hilltop Avenue Port Chester, NY 10573 E-Mail: Tel.#: 914-879-7905 Other: 4. Design Professional: Ralph G. Mastromonaco, P.E., P.C. Address: 13 Dove Court Croton-on-Hudson, NY 10520 E-Mail: Tel.#: 914-271-4762 Other- 5. th -5. Designate to whom correspondence is to be sent: Applicant, Lou Larizza Note:If applicant is a"Contract Vendee",please attach a copy of the contract summary with financial and confidential terms deleted. REVISED 8110115 6. Street which property abuts: North Ridge Street at West Ridge Drive 7. Does property connect directly into State or County highway? (X)NO ( ) YES: 8. Is site within 500 feet of Village Boundary?(X)NO ( )YES if yes note all bordering municipalities: 9. Total area of site: 60,417 SF , 1.3 Acres Area of site activity: 36,000 SF 10. Site coverage: 23% (Impervious coverage) %; Building coverage: 10% % 11. Existing building size: N/A New/additional building size: 2 Buildings of 3,200 SF Each 12. Existing parking spaces: 0 New parking spaces: 24 13. Nature of proposed activity. To construct eight units of affordable housing in two buildings with parking area. ****************************************************************************************** Please note that this application must include the notarized signature(s) of the legal owner(s) of the above-mentioned property, in the space provided below. Any application not bearing the legal property owner's notarized signature(s)shall be deemed null and void, and will be returned to the applicant. *********************************************************************************************************** STATE OF NEW YORK,COUNTY OF WESTCHESTER ) as: ,being duly sworn,deposes and states that he/she is the applicant above named, (print name of individual signing as the applicant) and further states that (s)he is the legal owner of the property to which this application pertains, or that (s)he is the for the legal owner and is duly authorized to make and file this application. (indicate architect,contractor,agent,attorney,etc.) That all statements contained herein are true to the best of his/her knowledge and belief, and that any work performed,or use conducted at the above captioned property will be in conformance with the details as set forth and contained in this application and in any accompanying approved plans and specifications,as well as in accordance with the New York State Uniform Fire Prevention &Building Code,the Code of the Village of Rye Brook and all other applicable laws,ordinances and regulations. Sworn to before me this Sworn to before me this day of 520 day of , 20 Notary Public Notar.VPuplic Signature of Property Ownerr of p licant Print Name of Pro erty Owner Print Name o Applicant REVISED 8110115 On a motion made by Trustee Heiser and seconded by Trustee Rednick,the following resolution was adopted. RESOLUTION REFERRING A PETITION FOR ZONING MAP AMENDMENT,APPLICATION FOR SUBDIVISION APPROVAL AND APPLICATION FOR SITE PLAN APPROVAL FOR PROPERTY AT 259 NORTH RIDGE STREET TO THE VILLAGE OF RYE BROOK PLANNING BOARD FOR REPORT AND RECOMMENDATION VILLAGE OF RYE BROOK BOARD OF TRUSTEES WHEREAS, the Board of Trustees is in receipt of an application by Louis Larizza, contract vendee,for approval of a petition for a zoning map amendment to rezone property from the R-15 zoning district to the Fair and Affordable Housing(FAH)zoning district,3-lot subdivision application and site plan application for eight (8) units of affordable housing located at 259 North Ridge Street, at the intersection of West Ridge Street and North Ridge Street, designated as Parcel ID 135.35-1-11 on the Town of Rye Tax Map and located in the R-15 Zoning District and the Scenic Roads Overlay District; and WHEREAS, the Board of Trustees is the Approval Authority for the application pursuant to Village Code§250-6.1.E(2);and WHEREAS, the Board of Trustees determines the proposed action to be an Unlisted Action pursuant to the State Environmental Quality Review Act(SEQRA). NOW, THEREFORE, BE IT RESOLVED, that the Board of Trustees hereby refers the petition for a zoning map amendment to rezone property from the R-15 zoning district to the Fair and Affordable Housing (FAH) zoning district, 3-lot subdivision application and site plan application for eight(8)units of affordable housing to the Village of Rye Brook Planning Board for review and a report and recommendation on the condition that the following materials and information are submitted in complete form for review by the Planning Board no later than October 1,2015 for the October 8, 2015 Planning Board meeting, or if the Applicant is unable to submit prior to that date then no later than October 29,2015 for the November 12,2015 Planning Board meeting: 1. Current Topographical Survey, 2. Preliminary Grading Plan; 3. Draft Stormwater Management Plan; 4. Wetland Delineation and Report with Functional Analysis; 5. Individual Site Plans for each Proposed Lot;and 6. Proposed Elevations. BE IT FURTHER RESOLVED, that the Board of Trustees directs that, pursuant to General Municipal Law §239-m and Westchester County Administrative Code§277.61,the application shall be referred to Westchester County Department of Planning for comment no less than 30 days prior to the public hearing concerning the application. BE IT FURTHER RESOLVED, that the Board of Trustees directs that,pursuant to SEQRA, Notice of Intent to Declare Lead Agency shall be circulated to all Involved Agencies. TRUSTEE EPSTEIN AYE TRUSTEE HEISER AYE TRUSTEE KLEIN AYE TRUSTEE REDNICK AYE MAYOR ROSENBERG AYE State of New York County of Westchester ss: Village of Rye Brook I hereby certify that this is the Resolution adopted by the Board of Trustees of the Village of Rye Brook which was duly passed by said Board on September 24,2015. IN WITNESS WHEREOF,I have hereunto set my hand and affixed the Seat of the Village of Rye Brook,this 25th Day of September,2015 0j ?r� Village Merk Christopher Bradbury From: Christopher Bradbury Sent: Tuesday, September 01, 2015 2:48 PM To: 'chnarch@yahoo.com' Cc: Mike Izzo; 'Nowak, Michal (mnowak@ryebrook.org)';Jennifer Gray Ogray@kblaw.com); Butler, Philip A. (pbutler@kblaw.com); Sarah Bledsoe; loulazz@aol.com Subject: Message re Larizza Project Dear Clark- As per our discussion, it is recommended that you submit the following to make the September 8 Village Board meeting to refer to Planning Board: • Subdivision Application-Village Board is final approval authority(submitted already). • Any supporting environmental review documents necessary to make a SEQRA determination on the subdivision, including information regarding the wetland delineation,grading plans, stormwater management plan,traffic generation, number of school children to be generated by the project,etc. (submit what you have before this Friday to get on 9/8 Village Board agenda- any additional docs can be sent prior to the October PB meeting). • Petition to Rezone to AFFH-Village Board is final approval authority(submitted already). • One Site Plan Application for the AFFH lot-Village Board is final approval authority. (submit before Friday to get on 9/8 Village Board agenda). • Two Site Plan Applications-one for each of the market rates homes (Planning Board is final approval authority. Can be sent now as informational for the Village Board OR just submit to the Planning Board before October). • Wetlands application (and possibly a Steep Slopes application)—Can be submitted prior to October Planning Board meeting—PB is final approval authority. If your goal is to have this item on the September 8 Village Board agenda for referral to the Planning Board,we will need these documents before Friday(or when we arrive to work on Friday). It is very important that all documents be sent to us electronically as well as in print. Chris Bradbury Philip A Butler Associate KEANEfABEANEPC. ATTORNEYS AT LAW Multi-FaccW lAw Sm.Singular Clieut Rxim 445 Hamilton Avenue, Suite 1500 White Plains, NY 10601 1 (914)946-4777 Ext: 344 (914) 946-6868 (Fax) pbutler(ftblaw.com www.kbiaw.com Follow us on Twitter PERSONAL&CONFIDENTIAL The information transmitted herein may contain privileged and/or confidential material.Any disclosure,copying, distribution or other use of,or taking of any action in reliance upon, information contained herein or attached hereto by persons or entities other than the intended recipient(s) is prohibited.Any misdirection or other error in the transmission of this information is not and shall not be considered a waiver of any applicable privileges. If you have received this transmission in error, please immediately notify the sender and destroy the original transmission and its attachments without saving,distributing or copying in any manner. Please consider the environment before printing this email message. 2 JOB NUMBER:182-78 Possession NOT indicated Copies of the survey map not bearing the land surveyors embossed seal shall not Surface elevations and underground appurtenances,if any,whether or not shown be considered to be a true and valid copy.Copyright Gabriel E.Senor,P.C., are not guaranteed. This is to certify that this map and the survey on which it is based were made in 2011. ALL RIGHTS RESERVED. Unauthorized alteration or additions to the survey map is a violation of Section accordance with the"Minimum Standard"Detail Requirements for New York State Association of Land Surveyors.This Survey is a representation of the A Title report lists easements and restrictions if the report was not provided these 7209 sub-section 2 of the New York State Education Law property as surveyed on January 4,2011,the date that the field work was easements and or restrictions may not be shown.A copy of the title report was/was NOT FOR TITLE TRANSFER performed. Subsequent revision dates do not constitute an updated survey. not provided A copy of the decd was/was not provided.Survey may be subject to easements not shown. 360 Eliot Senor,L.S.New York Stale Lic.No.049822 S41*2536W tRR�GLOT 30 N/FMOSCATO� - gTON 159.18' P� Ct O� m o U r� �P�e� N°j '�• F a O m m Q�pQ PPh� o U J �qHq / 5pb a ¢ 0 WALK �� O W Z Z — z a — / WATER Z BLOCK WALL ONE STORY ALL 010 47 \ MACADAM DR/UE \J \ BLOCK \ � (NOTE.,SNOW ON GROUND AT77MEOFSURVEY) Appnx!rwtc/ccaticn of 3'w/de Ora/nage Easement ———-- ———— —————————————— -1--------------------- S39°56'41'W \ LOT 25 T 26 wl w RETAINING STONE STOCKADE 263.27' FENCE WALL �o N/FNUCKELI�C��/ � /FMATTHEWS � LOT 28 L� N/F CICCONE 14 203 7,al.a4, VILLAGE OF RYE BROOK SURVEY OF BUILDING DEPARTMENTI LOT No.29 - BLOCK "Aa WOODLAND DRIVE AS SHOWN ON AMENDED RE-SUBDIVISION MAP OF P.C. BYRAM RIDGE scALE:1 =20' DATE:JANUARY 04,2011 update Aug.26,2015 GABRIEL E. SENOR LOCATED IN THE TOWN OF RYE Said'Map"Is filed In the Westchester County Clerks CONSULTING ENGINEER • LAND SURVEYORS Office,Dlvlsion of Land Records,on November 21,1925 90 NORTH CENTRAL AVE.. HARTSDALE. 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