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8654_SITE PLAN - 260 GARDEN ST. FILE 2.pdfg(iSY - l)l +-e Pion _ Cl~(J ~(dJf) ~t< "" .... .., __ ---Cvv;O,N"T. RIDGE 'IEHT orr. UG~ ~~'-------------~~~;5~~~------____________ ~ ('TYP.) . r-l L.....J ALUM. GUTTER ('TYP.) 3" SCHED. 40,,~ PVC DOWNSPOUT , ('TYP.) : , , , , , , , , , , , , I~ ~BERGLASS SPLASH BLOCK ('TYP.) : c-----c'- . .- 40'·0' . - --- . - , , , , -= , -=: -:: : , , ' , ' r -~---------------------------------------------------------------------------------------------------------~-, , ' L ______ ______________ __ _ _ _ -------_J .1 .IINnm CONC. TOP T ......--8. _ MIN. CONCRETE ~ FILLED PIPE POST 0,_1 ".....--F!!J., PIPE WITH CONC. PV ANU PAINT YELLOW __ --, ! LSLOPE CONCRETE ,;1 1 1 I ';, 1<' " ' f '.··.· , :1 I I, " . J)..' '. . ;~ "VI"'~> - .' .. I I . .' , .. . . . .,. ,J , I··.···. ;'-'---~ ., ( "\ BOLLARD DETAIL 'll. UJY SCALE : NTS -!lff. PRE-MFR (' ..... SIDE ELEVATION 'lI. ltV SCALE 1/4" = 1 '.0" • ROOF LOAD 20 ?SF 1/0000 o 000 WOOD ROOF TRUSS 0 24" O.C. • SNOW LOAD 55 PSF • WIND LOAD 100 MPH II o 000 12 ~--5/,(.8u" CDX E~. G~ PL'lWOOD WI "H" CLIPS ~--(,1!) LAYER *'5 BUILDING FELT LAPPED 6" OVER ICE AND WATER SHIELD 36" 240# ASPHAlT SHINGLES ~r ~, ~NT;:X\Px·rT. NAJX~I\;~I'~ ~r' "<: ~~-..¥ I 1 " (), r'\: ~ CO NT. AWM. DRIP EDGE r,~t:.° ~ \~, ~ ~ ~ ~ ~ ~~-' t\¥~ /o J\ / II II . I )( ~"o '0":'0 ° ~PVC FASCIA ~ '-j \ ) \ j \ '\ ., / ,,, T/ FOUNDATION WALIL ~ ---'ELEV~"".: ~1";';J'r;;;8·rA:.;B""0VE~S'"LAB'"----.,V.",.t-~ ,2"X6 " DBL TOP PLATE ~ X \ 2".6" TOP PLATE ~ \ ·w",. ALUM. GUillR ('TYP. siS) R30 INSULATION '--. CONT". ALUM. TRIM 1/2" 'TYPE 'X' GWB / 30" VENTED SOFm (3)-1-3/4"x, 4" ~,, MICROLAM LVL'S COH DOOR OPN'GS 2x6, 16" D.C. ...............~ 1/2" 'TYPE 'X' GWB -......... >2::' W/ BOD. J-CHANNEL ~ R19 INSULATION ~ .... 8; , (' , , , , , , , , , , , , , , , , , , , .. i '----/---PVC TRIM BD, ~_-----~SCHED. 40 PVC DOWNSPOUT --('TYP.) 1/2" COX PL'lWOOo 4'-0" --............ ~-:;~,li'i ', ____________ _ ............. ~ , HARDIE PLANK SIDING OR APPROVED EQUAL 1/2"xI2" ANCHOR BOLTS W/ (MIN. 4" EXPOSURE) WASHERS AND NUTS@48" O,C. IR>3§~rr' -.:,1-------------(MIN. 2 PER Bo.) I ~~ , J.. : TYVEX HOUSE WRAP OR APPROVED EQUAL 2"x6" BOT. PLATE ~ t;~ : : ;:;.. , , 1/2" COX PL'lWOOD SHEATHING 2"x 6' P.T. ~'" ~ ><~SI~! J~:::::::::--=-=~-=-=-=-=-=-=-=-~~~GTRIM BD. SILL SEAL Ii- / "' T / FOUNDATION WALL 1 2 E.J. ~ " .' , ELEV.: +0' 14' ABOVE SLAB 4000# MIX I I:' '!I · : , ,5" CONC, SLAB W! 1 ::'". II ' PRSGt\§]' gONg, I CONC. X W4,0 WWM, 'TYP. .' -~---~N . GRADE b:::::' ,.-;:.':. :. :::': ... :-;.=:.== .. ::..... .;,~ . .I.;;;;;;+-~"~1<~4·:::·=':;:-.f"';::;::··::' '-;~::;'-:"s:'~:t: ';::;::1· F ~ ~VLAtl II'.;·.· .. \ ~:SION 8" COMPACT FI LL ~ 1/ r·'.:" ~~§O IJ I1 =1 .. R ' .... ~ ~.-.-,-,-,-I""I I,·.· .... : ... ~\(.... ~/~~ULK . "v-v", BARRIER 64 REBAR L.e·· 3'( )< 10'( 7( 7 I I~III ': 0' '-_ ~5 BAR 2" RIGID PERI~ETER \'\:--... -I '~.)ty, ~ K:Y ret 8" CONC. FOUND. 3000 PSI , • • INSULATION \ " " _.' .'!'Fe." ,"bAO(-0" --"'Tt""'.· .~.,-!; .. ":"(;.~:.::'~ ~[ \!. ,.7.~ ,.!':'.f:··:·, ;~ fJYj' I;:~<;:y ;;'.~;-L··:L:~:')':""--"":.· .~><'.:::c.'~" ·:·BfLR12.:i....l ___ B~!/IO~~~_.mi:;w_;;;~'"' - -.-1 2'.0' 1 ELEV.: -'l--u MIN. BELOW GRADE " SECT. @ O.H. DR. (TYP,) r:---" EXTR. WALL SECT. DETAIL ( Yr'.) 'lIlll SCALE : 3/4"=1'·0" , U SCALE : 3/4" = 1 '-0" 00. LIGHT ~~. 00. EMERGENCY UG~ FI~. ('TYP.) N.I.C . MTL. DOOR AND FRAME 3'-0"x7' O"xl 3/4" . J U ! II II , L I I I I / .-L._---L~PVC TRIM----____ J BOARD '-CONT. RIDGE VENTJ E3 ..L 1...y,J-1 ,f-Lf;Y,J-rrLfrLrIY-;-i-'-;'i 1~.,+L,J-r,.~Ic..,y..,y...,1 cH I I \ ,.y,e--.+"'-;'o'-;-' l,l-;,~;YI'-I I , I I E3 l.._---L-PVC TIRIM -~ __ -..J BOARD 12'x14' _. 12'x14' ~~-----------H~SE~ONAL O.H, DOOR PVC TRIM --......... BOARD ...... ('TYP.) i ' ~ 8"~ CONCRETE PIPE POST ~ iii i ~ 8"~ CONCRETE PIPE POST ~ ! ! , FILLED W/ CONCRETE AND , , , , FILLED WI CONCRETE AND ' , : ROUNDED CONC. TOP : : : : ROUNDED CONC. TOP : : I I I I I I I I r -------------------1 r-------------------------------, r----------------------------------------------------, r-------------------------------, r--------------, I I I I I I I I I r ~ L +. ____ ------______ --..J_~ _______ ----____ --_______________ L _L_ ---------------------i(io~ -----------________ --------LL _______________ ... ______________ ~ _L --_ ----------.. ~ ( "\ FRONT ELEVATION 'lI.l W SCALE: 1/4" = 1 '·0" '" r------------------------------------------------------------------------------\ ~~--------------------------------------------------------------------------------, +------i -~I' : r---------------------------------------------------------------------------_\_-----------------------------------------------------------------------, -~ : , , , , , , , , I , , , , , , , , , , , , , 29'-0' ~~'--------------------------~~------------------------: PROVIDE AND INSTALL 22-1/2",48" ATTIC ACCESS OPENING, VERIFY I COORDINATE LOCATION WI ROOF FRAMING TRUSS LOCATIONS AND DIV. 16 UG~ FIXTURES II 11 II II II II II II II 11 " , II It' 'I :1 1 i IL ____ ..;I I ====i' '\ /1 \ I ' \ I' \ I ' \ I ' \ I , \ I , \ I , ~~~= 1 " " II II I: II II II II II II II II II II 2'-fr II It: ~( '" o.c. • USE GROUP: • ALlLOWABLIE HEIGHT AREA: • BUILDING 'TYPE: VB • FIRE -RESISTANCE RATING: • FIRE SEPARATION DISTANCE: S-2 LOW HAZARD STORAGE 2 -STORY, 13,500 S.F. 1 -STORY, 2,400 S.F. (PROVIDED) PRIMARY STRUCTURE = 0 HR. BEARING WALLS ~. = 0 HR. ROOF CONSTRUCTION = 0 HR. 10 50 x 5030 = 0 HR . A~NISHED FLOOR ELEVATION TO MATCH VEXISTING FINISHED FLOOR ELEVATION OF ADJACENT BUILDtNG FLOOR PITCH FLOOR PITCH TO DOOR TO DOOR , , , , , , , , , I , , , I , , , , , I , , , , , , I , I , , , , , , , I , , , , , , I , , , , , , , , , , , , , , I i I I, , STORAGE ' , , I : GARAGE : ' : ' 11001 ' : , ' , , ' , , ' , , ' I i I I , I , , MULTI-PURPOSE DRY-CHEMICAL : ' : r FIRE 00. 0 48" MAX. A.F.F. ~: : : CLASS A. B &C 6 in. CYLNDER W/ ' : i : STANDARD BRACKET ~ ! : I ' , ' : L-------------1)-------------------------------------------------------------------------------------------------r-------------------------------------..J : .>;J..-_______ i n I ! " ~--------~i----o---t --------CD ------~;: ::-"O~'-I -----··----------------------------------------~ =-O----~~-----CD --------f: ~-O----------------J \f}' '@ ~ \f}' 3'·4' 2' 12'·0' 22'.0' 12'·0' 6'.0' +---r-------,~~,JL_-------------------_,l<---.----------------=·~-----~ .. --------c,JL_-----------·------_,l'------=--'----+ M.O. J:IQIE; SITEWORK, ELECTRICAL AND PAINTING ARE N.I.C. COORDINATE WITH OWNER Mo. MO 60'·0' FOUNDATION PLAN SCALE: 1/4" = 1 '-0" · ARCHIIRIS • EN61NEERS • PLANI'IERS • PRO..IECT MANASEMENT 430 MAIN STREET A.EiAWAM. MA 01001 TEL • 41 3. 786. 9600 FA)(,413.7B6.G 519 STA"-' SCALE: NOTED PROJ. NO: 10-21-'3 DRAWN: .IS CHECKED: loll DATE: 02/02/11 FILE NAIotE: \OWOS\ARCH\ REV: REV: PRO.ECT TITLE: JEW BlJI..DN) UAI II_'IAI STORAGE FACUTY 1347 MAIN STREET AGAWAM, MA. FOUN:>ATION, PLAN, ELEVATIONS, SECTION AND DETAILS St£ET: A.1 • I r STANDARD TOWN MANHOLE FRAME AND COVER. DRAINAGE FROM FLOOR OR mouG»-----. DRAINS FINISH CRADEft 'ffi==:::i~I-n~4" VENT(S) I TO ROOF -1/8 CAST IRON LONG BEND CAST IRON lEE I = '---,rrr -~""-- INLET 0 A .' 3' -6 .... 3' -0' 3' -6"-S' -0' 3'-6"x 3'-S-4' -o· 5' 4' • QQB 3' -6" 4'-O"x4'-0· 3' • 0' 4' -6"" 3' -0" 4' -0". S··O" 4'-O"x4'-0" 4'-0" 4' -6~" 6" 4' -o~ 4'-6"x 4'-6" 3' ~tr = A OISCHAR GE OUTLET / TO SANITARY SEII£R - OR HOLDING TANK .I'----(SEE NOTES A. B. AND C) FOR PIPE MATERIAL REQUI REMENTS /j-o--t---o MIN. -----..,1" B MIN. B 2' -6- 4' -0" 3'-0' 3' -o· 2' . 6' 2' -6- 4'-6" 3' -6" 3' -6' 3' ·0' ~ON-CORROSiVE STEPS 8" POURED IN PLACE CONCRETE OR 8" SOLID CONCRETE BLOCKS VI.'lTI-t FUU MORTARED JOINTS HORIZONTAL AND VERTICAl PLASTER INSIDE AND OUTSIDE OR RED BRJCK MASONRY PlASTERED ON THE INSIDE . SOUD CONffiE:"TE PRECAST IN1TH WATER TIGHT CONNt;CT/ONS ALL CONCRETE SHALL CONSIST OF 1 HOLLOW cmlCRETE OR CINDER BLOCK MASONRY PRODUCTS SHAll NOT DE USED. PIPINGMATERJALNOTES: ~: A. NO-HUB CAST lRON 'MTH PROUDCT-APPROVED STAINLESS 1. IN OPEN PARKJNG GARAGES OR OPEN PARKING STEEL ClAMPs. AREA(S) ONLY THE INLET PIPE MAY EXTEND BELOW B. SERVICE WElOHT CAST IRON WJTH PRODuCT-APPROVED THE WATER LINE A MAXIMUM DISTANCE OF 6 INCHES, RESIUENT GASKETS OR LEAD AND OAKUM JOINTS. 2. CIRCULAR BASIN ARE RECOMMENDED c. EXTRA HEAVY CAST IRON WITH PRODUCT"APPROVED 3. IF IS INSTALLED IN AREA SUBJECT TO VEHICUlAR RESILIENT GASKET OR LEAD AND OAKUM JOINTS TRAFFIC SHOULD BE DESIGNED FOR H · 20 LOADING. GENERAL CONSTRUCTION NOTES: / / / / / c ~ '" 0 0 I!' .. C! :i! '" ~ .. N O 3, LO lO m .... ui Ol '-'" \ , \' .. ;. \ , , , , \ , , \ , \ on • 0> ~. ~::l "' II , , \ , , \ , , \ , , \ . \ , EXIST. ce TO 8E ABANDONED RIM-l00.17 INV. OUT-97.B2 EXIST. RIM-98.0B ./ INY. IN=96.04 SMH \ , , \ , , I \ , , \ . , , \ I " , \ , , I . , \ , " ~--------.. -··-----------------~--------r--------~ INY. OUT~95 .• 1 . , I , , I , , \ \ . , \ EXIST. LlEACHINL DMH RIIA-99.26 I!.------ / EXIST.CB RIM~98.07 s: ~ ~- , , I , , ~ ------.. ..... ~;-1<'<.. .//----. -~'-~-~_: I " CV· ____...-----1---... ' .~6 ! -____ ' ~ __ .. ________ . __ ._ .. _. _______ ..l .. _ .. _ S"INV. IN-95.56 6"INV. IN=95.0S INV. OUT=95.01 PROP. SMH . FOREST ROAD .... / INV. OUT=95.6.~8l.M!lL------.-...:f.~_:_----~-----!'---"'-~~::::::7"'""":;.>'"e::....---jl--.""::=r=~="d;~~~--~"'--------.-'-.-.---.. -.. -.l ............... ~: .• ~/-'\_----...-__ .-10' -.. --.----.. -...Y--'" \......EXIST. CB ..... R1Mo:::99.37 ~../' INY. OUT=95.38 \.....EXlST. CB RIM=99.33 INV. OUT=96.34 EXIST. DMH RIM=99.31 6" INY (FULL)=94.98 8" INV. IN=95.11 10" 'NV. IN=93.71 IS" INY. OUT=93.65 PLAN VIEW SCALE: I" =40' PROPOSED SEWER CONNEC TION r:: w..t '0> <Ii • ",'" '" '" .,., ~C"! ,,., ~.! ;, ~O> ---'c..i"Txi·s·;: -.. --. -.---. . I DMH RIM ... 100.18 INV. IN-90.7 INY. OUT=90.32 --------------_.-.---- 1'--£)(lST. SMH RIM=99.66 NEW INV. IN-93.33 INV. OUT=93.23 THE SEPARATOR IS TO BE LOCATED OUTSIDE OF A BUilDING WI1EAE POSSiBlE AND THE COVER IS TO INCORPORATE A CENTER-HOLE. A SEAlED TIGIlT COVER IS TO BE USED Ir THE SEPARATOR IS LOCATED INSIDE OF A BUILDING. THE COVER SHAt..L BE NO LESS fHAN A 24" 01Al\'ETER. THE SEPARATOR SHAlL BE LOCATED AND CONSTRUCTED TO PREVENT SURFACE OR SUs..sURFACE WATER FROM ENTERING. It--lE INLET PIPE SHAll BE NO l ESS THAA 4" ABOVE THE WATER UNE LEVEL. WHEN THE SEFARATOR IS SUBJECT TO FREEZING IS SHAll BE SET A MINIMUM OF 3 FEET BELOW GRADE. THE SEPARATOR SHALL BE FILLED IMTH WATER AlII) lEAK TESTED BEFORE BEING INTRODUCED INTO SERVICE. THE NON·CORROSJVE STEPS SHAll. BE SPACED AT 18" APAR1. THE CHAMBER VENT AND OUTLET VENT SHALL RETURN TO THE INSIDE. OF THE BUILDING AND EXTEND THROUGH THE ROOF. ",!~ 0 .. 0) .! -of" ~ If! oa J!, .~<d 0 11 ::1 .~ 10 -:~a ~ ~~ c: ~ ~~~;~ ~ "'z" ai_O ~~~~5 ~~~;:;~ S" PROP. 4~ Pvc LAf£RAL TO EXISTING GARAGE S' -0'" 3' -6" 3'·0- 5'-0")(5'-0"' 3' -0-2' .6" 5'-0" 6' -0" s· .0' 5'-6"x5'-6~ •. ·6" 4' -0* 6' ~ 0"" 4'. (j 3' -6' 6'-0")(6'-0" 3· -o~ 2'-6" 6' -6"" 3' • 6" 3' .(y' 6'-fI'x6'-6" 3' .0' 2'-6" TYPICAL GASOLINE, OIL AND SAND SEPARATOR NT-S. 4" VENT TO BE ANCHORED TO £)(ISTlNG OR PROPOSED GARAGE 248 CMR .. 10.22 w z 0 0" 0 0 M 30" D!AMETER I J \ --:::---- STANL>ARO MANtiUl: . [,AM: SEE 202.7.1 AND 2(,..;' 8.1 TO INCLUDE "SEWER" .", 0.< °'It "'w a.U) EXISTING AND PROPOSED GARAGE F.F. EL.=101.56 100 ./ PROP. 4~ pvc LATERAL 5=0.5"- (2) PROPOSE D GARAGE SEWER INV.-96.27 95 , 90 -- 85 AND COVER ~~ u:ss 12" RY. 1 ~5 z~ ~j ~:."'" ADJUS r TO ,A(Alk ", i! $ ,.IJ THAN 6" AND NO r.l vr<t: tHAN OF CONCRETE BR!t.:K I.lA:..UN f'HAME TO ~l sr r it~ r.. FULL BED OF MOR T AR 0+00 .. 4" VENT TO BE ANCHORED TO EXISTING OR PROPOSED GARAGE f---PROP. B" PYC SEWER PIPE TO FOREST ROAD PROP, 4" pvc LATERAL TO PROPOSED GARAGE i!i In Ii' w 0 0 w II> ~'q- ~f2 . ~~-.~.--~ is ... I Z .,. w I ~ b " ~ b '"' ./ \ 48-±'" DIA. --~.-.-~ ~~-~ .... FLAT SLAB TOP rOk SHAll OW MANHOLES SEAL ALL JOI~~lS 't,. II, "r"j.Jr<OVEO PREfORMED I:3IT. JDII>! i t-iLLER MINIMUM 0.1:1 SQ. ih .)r .') H:.t::.L PERVERTlCAI FOu 1 'i :$;t,D ACCORDINC TO ASTM SPECll-leA iivN C ·tlS SEE JOINT OLI AII..':> o.l.vi', .. '" in -() '3 :!' ~~, MtX INVER rEO A~Cl1 ','.. I" ; 1..},'($ CLAY BIlICK LAID Uf. "OC[ AA/ _J.# MiN. - 3" !oJIN • 0. :::; .0 ,.; o w 0. ii: 15 " ~II 5~ MIN. 1" CLEAR 1" CLEAR ... -. JQIlU DETAILS ~ ~ ~ LA 0.80 OF PIPE DIA. " 5' r - SHELf OF SH<UC HJlu-10 dI:: HEAOI:.H S LAID FLAT BRICK CHIPS 0K Cl h,."i ii,;.1J STeNE AND MORTAR !r KOR-"N"-SEAL ~ OR EQUAL ~cm~ 1/ < SECTlON A-A FlU. IN VOID BETWEEN SEAL AND BRiCKS (UP [0 SPRING LINE) Mil.JL:..!i . ..1. . ..s...u£ uROP ~kON'1 DESIGN CA:) r IN WAll OIL/WATER /SA NO SEPARATOR PL AN VIEW STANDARD SANI TARY SEWER MAN HOLE , .. '~·tT-t .,--.. 1~.~,-N.T.S. N.T.S. 202.6.1 • / I I Ci 1"11hU:.i .• U[PTH uu,l. ~ II~U U ~ muu »;:t II» ,» u» ~P-::::l ~P-.fl... ,,0.0. "a. a. -.. _ .. 10 UHf) 0: to 10 "''''., "''''''' CRAIDE ~ , , , , .. . -_ .•.. i I I ! ~ ....... - 8" I\IC~IPE -.. • , .n .. ,. 1li SHEET :>R ,~ uu 1-'" U"'~" .... _ ............. .......... _.-.. -..... 'r .. I _.. .-T , ~ !~ N Ol ~ ~ ~ .... ~ : tl) ~ .... tl) ('oj I~ ~ ~ '" <D ~ <Xl -.... <Xl <Xl W 0 <Xl -..., ",. <Xl g tl) <Xl ..., d d ~ 0> ~ g 0> Ol c~; Ol 0 Ol 0> <Xl Ol 0> Ol Ol 0 1;:C -0> 0> 0) -- 0+50 1+00 1+50 2+00 2+50 3+00 FULL PROFILE VIEW H SCALE: 1"-40' V SCALE:1"=4' 4" VEN T - EXISTING AND PROPOSED GARAGE F.F. EL.=101.56 ,...----flI-.--+--------+ff--- ./ ./ .. . .. """.- ... _ ... PROP. S"PYC PI PE So I I ... '-I ! I I '" i~ ; ~ ~ I~ ..., d -0 0 --1;:C 3+50 --... ............... I N I~ 0> d § 0 - 4+00 ;': @ I~ I@ o 0": ..., <Xltl) '0) ~ ~ II I .... onll f-:::. ..., 0 => (I)+""':~o 00 'II-UU 0... • II > > ~~:ifLfL Q..(f)Cc:cow :;;.>", " 0.. 'fll-I N '" ., - ~ ~ R :;; Ol .g: Ol 4+50 5+00 --.. _-._ ...... _ .... -. __ .-._-----_.-_._------------ 100 ~r-::-:=~~~~=~~\~========~~~~4~"~V~E~NT~===f==~~~~~~~~/~/~~==3±============ r-------~----.-.. -(2) PROPOSED GARAGE rO'-a" S£Wffi~ITRA~IN~=96.2~-~~J~~~~~~li~~~J~J~~j~~5~~/~~//jj/J~J_~~~~.~-~.~~R~:~~~:~~~"~.~P~W~p~ .. ~~:~_~S~~~~_~~~·~~~~_~~~_~.l;_~_~~~_~~~~~~~~~~~~~~~~~ .. ~ .. ~~ b ./ / (2) PROP. 4" pvc -I=I--'-'--++-;~M-' ---H-/--~,L..//'------.---- LATERAL S=0.5% J--'---~-.... VCr-------·----I--~-.... r--~F-.. '~-lL-r/,-----------. .---.-'----.'-.-.--------.-.. --.------~-.----... ----.---- ..... '--'--'--"'-"-_.---_._--..• _---_. ------_._. .. _.--.. ---.-.-.--...... --.-.... ---.------.--~ .. --.- 90~------rr--i__;rr------------------------~--------------------------------------~ 0+00 0+25 SEPARATOR CONNECTION PROFILE H SCALE: 1"=5' V SCALE: 1"=5' 0+50 LEGEND EXISTING 'd,"'''{, DR AIN EXISTING E R PIPE PROPOSED SEWER PIPE ROAD EDGE ----EXISTING PROPERTY LINE - ---EXISTING MINOR CONTOUR ----EXISTING MAJOR CONTOUR NOTES; 1. APPROXIMATE LOC ATIONS OF PROPERTY LINES AND EXISTIN G BUILDINGS HAVE BEEN TA KEN FROM GIS INFORMATION FROM THE TOWN OF AGAWAM . 2. THE LOCATIONS AND ELEVATIONS OF PROPOSED BUILDINGS, DRAIANGE STRUCruRE AND SEWER STRUCruRES WERE SURVEYED BY THE TOWN OF ACAWAM ON APRIL 29. 2011. 3. PROPOSED SEWER PIPE FOR THE NEW DPW GARAGE SHALL HAVEA A MINIMUM COVER OF 3 FEET. SEE PROFI LE ON SHEET 2. TOWN OF AGAWAM DEPARTMENT OF PUBLIC WORKS FORMER DPW GARAGE JOB NAME: PROPOSED GARAGE lOCATION: MAIN STREET AGAWAM, MA 01001 ROPOSED SEWER CONN ECTION P W 394 1 OF 1 ...... -------.--.-.----------------------------------------~.--____ ...l.-_~~~:.....:::::..:.::::.:..~~~L_ ___ ...l_ ___ ....J "!., , AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVI EW REVIEWER: D. Dachas DATE: April 19. 2011 DATE RECEIVED: 4/13/ll DISTRIBUTION DATE: 4/13/11 PLANNING BOARD MEETING DATE: 4/21/ll APPLICANT INFORMATION 1. Name of Business: T. Russo Jr. Construction Co., Inc Address: Street Address must be placed on the plan. 2. Owner: Thomas Russo Jr. Address: 204 Suffield Street, Agawam, MA Telephone: 478-3470 Fax: 3. Engineer: R. Levesque Assoc., Inc. Address: 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 01086 Telephone: 568-0985 Fax: 568-0986 PLAN REVIEW Scale: 1":= 20' Date: Dec. 28, 2010, revised April 5, 2011 Title Block (Street Address, Applicant's Name. Address. Scale. Name of Preparer of Plan): Address of building must be placed on the plan. Description of Project: Proposed construction of 2,040 sq. ft. office building. " Site Plan Review Page 2 Description of Site: Parcel consists of 2.2 acres of a parcel which originally consisted of 8.8 acres. The remainder of the parcel was zoned Residence A-3 in 2010. The front 1/3 of the property has been tilled and the remaining 2/3 is forested and wetlands. A filing is currently pending before the Conservation Commission. Provision for Traffic Flow: A two-way curb-cut on to Garden Street is shown on the eastern side of the property. The width of the curb-cut must be shown on the plan. Parking: The Parking Guidelines suggest one (1) parking space for every 300 sq.ft. of gross floor area. Due to handicapped issues, only the first floor of the building will be used for offices. The basement floor will be use for storage. Using the above computation, there should be at least 7 parking spaces. Nineteen (19) parking spaces are shown including two (2) handicapped spaces. Drainage: The proposed storm drainage system consisting of catch basins and subsurface infiltration system has been reviewed and approved by the Engineering Department. See Engineering's memo. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Location: O.K. Exterior Lighting: All lighting must be recessed (wall packs) and shielded so as not to shine on to the adjacent residential properties. The same shall apply to the decorative lighting. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: O.K. Other Comments or Concerns: The proposed driveway to the back of the building is only 2.7' from the property line. There is no space for snow. Given the Planning Board's experience with snow being plowed on abutting property some provision (Le., easement) should be provided to address this issue. Print Parcel 10 : G8 1 3 Owner: DORE Parcel Address: GARDEN ST o Interactive Map Date: 4/19/11 1321 Page 1 of 1 I 2642 Meters I http ;llho sting. ti ghebond.comlagawamlprint.aspx?maptype=5&image=http%3a%2f1>102fprojects. tighebond .co... 4/19/201 1 Print .. .... -.. ~ ~ I ~ ~.,. &~~ '" <i' ~.,. 1/ ~f(; ~ '" ~/ Parcel ID: G8 1 3 Owner: DORE Parcel Address: GARDEN ST • , .-. • • G8 1 3 ~~~~ ... "~' .. ~-:' ...... :<t; ~ ~ ,. :r .,~:-.. ~" • • Interactive Map Page I of I • • -• GARDEN ST ~ .... • Date: 4/19/11 o 1321 2642 Meters I Scale: 1"=1321' (1:15853) http://hosting.tighebond.comlagawamlprint.aspx?maptype=5&image=http%3a%2f%2fprojects.tighebond.co.,, 4/19/20 11 April 25, 2011 Thomas Russo, Jr. 204 Suffield Street Agawam, MA 01001 Dear Mr. Russo: • •• Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 At its duly called meeting held on April 21, 2011, the Agawam Planning Board voted to approve the Site Plan entitled "Proposed Professional Office Building, G8 1 3-Parcel B, Garden Street, Agawam, MA ", prepared by R. Levesque Associates and dated 12-28-10, Revised 4-05-11, with the following conditions: the handicapped parking space at the rear of the building is to be removed; cut sheets for the correct lighting fixture are to be submitted; details on the proposed sign including lighting are to be submitted. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, Travis P. Ward, Chairman AGAWAM PLANNING BOARD TPWIDSD:prk cc: Building Insp. Engineering Town Clerk R. Levesque File ~ :Do -0 '" N C1' :sa ::a: -.. 0 Qy- » c.-:r> ~ ~:x ~p :P'ITI ::t::o • :x ::t' »<1> 0 ~ ~ c:; ~ ( Memorandum To: Planning Board CC: Chief Robert Campbell From: Sergeant Richard Niles Subject: Site Plan -Garden Street -Russo Date: April 19,2011 Based on the plan as submitted, there would appear to be little negative impact to pedestrian, bicycle, and or motor vehicle traffic safety. Respectfully Submitted ~,rl.~ Sergeant Richard Niles Safety Officer Agawanl Police Department ORIGINAL 04 /19 /2011 15 :33 FAX 4138210631 To: CC; FroID: Date: Subject: • • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 8210600 • FBI (413) 8210631 Christopher J. Golba • Superintendent MEMORANDUM Planning Boru:d / T_ Russo Construction File Engineering Department April19,2011 Site Plan -260 Gru:den Street -T. Russo, Jr. -SP 553 III 00 1 /003 Per your request, we have reviewed the Site Plan entitle "Proposed Professional Office Building -G8·1·3 Parcel "B" 260 Garden Street, Agawam, MA; Prepared for: T Russo Jr. Construction Company, Inc. 204 Suffield Street, Agawam., MA; Prepared by: R Levesque Associate, Inc., 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 01086; Scale: I" = 20'; Rev.: 4·05·'11." Engineering recommends approval of the site plan. Sincerely, X/~aa:~/ Vladimir Caceres Civil Engineer I fItU OL,,---- Michelle C. Chase, P.E. Town Engineer ~ D 0 00 ~ ~ t'I G , 0 00 ~ \:) ~ ~ ~ o eoolZoo ~ • April 20, 2011 Ms. Deborah Dachos, Director Planning & Community Development Town of Agawam 100 Suffield Street Agawam, MA 01001 RE: Site Plan Review Response Garden Street, Agawam, MA RLA Job # 100403 Dear Ms. Dachos: (" On or about April 19, 2011, R Levesque Associates, Inc (RLA) received comments from your office. RLA is herein responding to the comments by the Agawam Planning & Community Development. For ease of review, RLA has listed the comments in their order and responded in bold below each comment. I. Title Block (Street address, Applicant's Name, Address, Scale, Name of Pre parer of Plan): Address of building must be places on the plan. Completed. 2. Description of Project: Proposed construction of2,040 sq.ft. office building. No action required. 3. Description of Site: Parcel consists of 2.2 acres of a parcel which originally consisted of 8.8 acres. The remainder of the parcel was zoned Residence A-3 in 2010. The front 1/3 of the property has been tilled and remaining 2/3 is forested and wetlands. A filing is currently pending before the Conservation Commission. No action required. 4. Provision for Traffic Flow: A two-way curb cut on to Garden Street is shown on the eastern side of the property. The width of the curb-cut must be shown on the plan. The width ofthe curb-cut is 64.9 ft. as shown on Sheet C-l. 5. Parking: The Parking Guidelines suggest one (1) parking space for every 300 sq.ft. of gross floor area. Due to handicapped issues, only the first floor of the building will be used for offices. The basement floor will be use for storage. Using the above computation, there should be at least 7 parking spaces. Nineteen (19) parking spaces are shown including two (2) handicapped spaces. No action required. 75 Broad Street, Suite C. POB 640, Westfield, MA 01085 Phone: 413-568-0985 Fax: 413-568-0986 robl@rlaland.com • • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVI EW REVIEWER: D. Dachos DATE: April 19, 2011 DATE RECEIVED: 4/13/11 DISTRIBUTION DATE: 4/13/11 PLANNING BOARD MEETING DATE: 4/21/11 APPLICANT INFORMATION 1. Name of Business: T. Russo Jr. Construction Co., Inc Address: Street Address must be placed on the plan. 2. Owner: Thomas Russo Jr. Address: 204 Suffield Street, Agawam, MA Telephone: 478·3470 Fax: 3. Engineer: R. Levesque Assoc .• Inc. Address: 75 Broad Street. Suite C. P.O. Box 640. Westfield. MA 01086 Telephone: 568·0985 Fax: 568-0986 PLAN REVIEW Scale: 1" = 20' Date: Dec. 28, 2010. revised April 5, 2011 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): Address of building must be placed on the plan. Description of Project: Proposed construction of 2.040 sq.ft. office building. Site Plan Review Page 2 • • Description of Site: Parcel consists of 2.2 acres of a parcel which originally consisted of 8.8 acres. The remainder of the parcel was zoned Residence A-3 in 2010. The front 1/3 of the property has been tilled and the remaining 2/3 is forested and wetlands. A filing is currently pending before the Conservation Commission. Provision for Traffic Flow: A two-way curb-cut on to Garden Street is shown on the eastern side of the property. The width of the curb-cut must be shown on the plan. Parking: The Parking Guidelines suggest one (1) parking space for every 300 sq.ft. of gross floor area. Due to handicapped issues, only the first floor of the building will be used for offices. The basement floor will be use for storage. Using the above computation, there should be at least 7 parking spaces. Nineteen (19) parking spaces are shown including two (2) handicapped spaces. Drainage: The proposed storm drainage system consisting of catch basins and subsurface infiltration system has been reviewed and approved by the Engineering Department. See Engineering's memo. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Location: O.K. Exterior Lighting: All lighting must be recessed (wall packs) and shielded so as not to shine on to the adjacent residential properties. The same shall apply to the decorative lighting. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: O.K. Other Comments or Concerns: The proposed driveway to the back of the building is only 2.7' from the property line. There is no space for snow. Given the Planning Board's experience with snow being plowed on abutting property some provision (Le., easement) should be provided to address this issue. Print Parcel 10: G8 1 3 Owner: DORE Parcel Address: GARDEN ST Interactive Map • o Date: 4/19/11 1321 Scale: 1"=1321' Page I of I 2642 Meters I hnp:llhosting.tighebond.comlagawamlprint.aspx?maptype=5&image=hnp%3a%2f%2fprojects.tighebond.co... 4/19/20 II Print • .. .. -.. ~ ~ I Parcel I O: G8 1 3 Owner: DORE Parcel Address: GARDEN ST • FY ~ it ~ /l ,'" it Iff 1-. ~ • • • • G8 1 3 Interactive Map • Page 1 of 1 • • -• GARDEN ST ~ .. ' • Date: 4/19/11 o 1321 2642 Meters I Scale: 1"=1321' (1:15853) hnp://hosting.ti ghebond .com/agawarn/print.aspx?mapty pe=5&image~http%3a%2fOIo2fprojects .tighebond.co... 4/19/20 11 • • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Police Dept., Fire Dept., ADA Committee FROM: Planning Board y~)/ SUBJECT: Site Plan -Garden Street -Russo DATE: April 13, 2011 Please review and comment on the attached Site Plan for Russo on Garden Street prior to the Board's April 21" meeting. Thank you. DSD:prk • • INSPECTION SERVICES R Levesque Associates, Inc a land planning scnicr:s COTl1p(lny April 5, 2011 " r: ! \'" H U, j'-...:"'(r\I!~ I if\ Mr. Dominic Urbinati Agawam Building Department 1000 Suffield Street Agawam, MA 01001 RE: Site Plan Approval-Plan Changes Proposed Professional Office Building Garden Street, Agawam, MA RLA Job # 100403 Dear Mr. Urbinati, On behalf of the Applicant, T Russo Jr. Construction Co., Inc., please find ten (10) copies of the revised Narrative Addendum and nine (9) full size copies of the accompanying revised plan set that have been submitted as part ofthis revision. The following are the proposed revisions: • Updated the erosion control barrier limits and changed from single to double barrier along rear (south) of development per Town of Agawam Engineering Department comment. This change did increase the BVW buffer disturbance within the 50 to 100 from: 3,652 s.f. to 4,111 s.f .. • Revised limit of work in rear (south) of development, per erosion control limit revision. • Revised the proposed office building footprint and area from 2,640 s.f. to 2,040 s.f. • Revised the Stormwater Management Report model from 20 hours to 30 hours per Town of Agawam Engineering Department comment. • Repositioned entry driveway to eastern property line, per MassDOT comment. • Added recent test pit information to plan, per Engineering request. • Relocated front subsurface infiltration chambers to western part of property. • No changes where made to the Form D Application or the DPW Stormwater Permit. • Added site illumination plan with photometric design, per Planning Board request. • Relocated sewer force main service location to proposed building from front (north side) to west side of building. Updated proposed sewer basement accordingly. • Updated landscape plan for revised building footprint. • Added note to plan indicating the architect to show and specify a floor drawn with oil and water separator for the proposed office building basement/storage area. This was requested by the building inspector. • Repositioned proposed sewer manhole more to west, per Engineering comment. • Updated accessible parking signs to conform to Agawam DPW requirements. RECElVED APR 13 2011 75 Broad Stree~ Suite C, POB 640, Westfield, MA 01085 Phone: 413·568-0985 Fax: 413-568-0986D~ A j\' i',' robl@rlaland.com { i>A'''~~ 't, " 0 '0 "oltOn "'Uf'V~ ,,;. '<\0<" 'tw' . ' • . , • Mr. Dominic Urbinati April 5, 2011 Page 2 of2 Should you have any questions or concerns regarding the aforementioned comment responses, please feel free to contact our office at your earliest convenience. Enclosures Sincerely, R LEVESQUE ASSOCIATES, INC. Robert M. Levesque, RLA, ASLA President cc: T Russo Jr. Construction Co., Inc. Michelle Chase, P .E. -Town of Agawam Engineering Dept. 75 Broad Street, Suite C, rOB 640, Westfield, MA 01086 Phone: 413-568-0985 Fax: 413-568-0986 robl@rlaland.com :D> C:> ;::. §; ~ :r ;::. ...... , S! "'"' '"U ::0 , -J 1] .C' Cl -" -en 'U ", n ---i 0 Z en ", ;u -< n rTJ (j) , • • NARRATIVE ADDENDUM TO SITE PLAN APPR~CTION SERVICES Introduction Parcel "8" (Parcel G8 1 3) Garden Street Agawam, MA Rvsd.:4-05-11 20: I I.PR -l P lr I 0 On behalf of Mr. Thomas Russo Jr. and T Russo Jr. Construction Co. Inc., R. Levesque Associates, Inc. is submitting an application for the construction of a professional office building to be located on the south side of Garden Street in the Town of Agawam, MA. Property Description The subject property is approximately 2.2 acres with approximately 118 feet of frontage located on the south side of Garden Street, just east of the Garden Street exit off Route 57 in the town of Agawam, MA. The subject property consists of vacant land of which the southern two thirds is forested land including a large wetland. The northern third of the property is cleared upland meadow that will be utilized for the proposed development. Surrounding Land Uses The property abuts both commercial and residential uses. To the east of the parcel lies an R-C zoned property under the same ownership. This property will be developed as a multifamily condominium community. To the north across Garden Street, Vermette's Auto Body and O'Connell Construction are direct abutter's. To the west there is a single family residential home, and to the south is Kittredge Equipment Company. Detailed Project Description The proposed project consists of the construction of a 4,080 square foot commercial office building, associated parking and related site improvements. The proposed office building will be two stories and the upper main entry will have an at-grade entrance to provide for universal accessibility to and from the building. The lower level in the back of building will have an overhead door and will be used for storage pwposes only. The site wiII be serviced by one curb-cut located along the eastern property boundary. The vehicular circulation within the site will allow for two-way traffic which will accommodate each level of the building. The proposed parking lot will accommodate 19 parking spaces including 2 handicapped van accessible spaces (one at each level). The vehicular circulation within the site will allow for two-way traffic into and out of the site with the proposed curb-cut along the eastern property boundary. Pf~CE1VEO , • • Stormwater All stonnwater from the site will be conveyed into deep catch basins through the subsurface conveyance system and into a water quality unit prior to being released into a subsurface infiltration system at the southern end ofthe proposed development site. The undeveloped portion of the site will remain as forested woodland. There are no plans for work beyond the limit-of-work shown on the plans submitted herewith. The site plans and stonnwater plan and report have been submitted to the Town of Agawam Engineering Department for their review. Utilities The site is serviced by sewer and water which are both located in Garden Street. The sanitary sewer from the site will be pumped to a manhole within the neighboring property (same owner) from which the effluent will flow by gravity to the municipal sanitary system in Garden Street. There is a fire hydrant directly adjacent to the curb-cut at the front of the property which will provide for adequate flows for fire suppression needs. Landscape and Lighting The proposed landscaping will be consistent with the requirements set forth in the Agawam Zoning Regulations for the Business "B" zone. The proposed landscape plan includes foundation plantings around the proposed building and accent plantings throughout the site. All trees and vegetation outside the limit-of-work will remain. The lighting within the proposed project will provide for safe pedestrian and vehicular circulation to, from and within the site. Said lighting will be shielded to prevent glare into neighboring properties END OF NARRATIVE ADDENDUM From: LETTER OF TRANSMITTAL R LEVESOUE ASSOCIATES, INC Date: 4-7-11 A Land Planning Services Company P~o: 100403 offi ("efa)r leve"o II e:l ""o(".h, te".("o m P~ame: ~. I Bide. 75 Broad Street. Suite C, Westfield, MA 01085 ** 413-568-0985 (0) 0986 (F) RE: Site Plan To: Town of Agawam Building Dep~l,a '1 f(;; 1000 Suffield Street Agawam, MA 0 I 001 I DELIVERED Attention: Mr. Dominic Urbinati We Are Transmitting to You: o Under Separate Cover VIA IZI Attached IZI Plans 0 Approval of Subcontractor 0 Copy of Letter o Specifications 0 Order on Contract 0 Photographs o Report 0 Original Drawings 0 Proposal o Form 0 Other D-"1~ -.. Description 01 10 copies 4-S-11 I to Site Plan 10 9 D .• ~. :':-'1 Full Set Site Plan I Plan Set These are Transmitted as Noted Below: [8J For Approval 0 Approved as Snbmitted o Resnbmit __ Copies for Approval o For Information 0 Approved as Noted o Resubmit __ Copies for Distribution [8J For Action 0 For Corrections o Return __ Corrected Prints o As Reqnested 0 For Review and Comments 0 Remarks: Should ~ou have an~ guestions rC1!arding this submittal!!lease feel free to contact our office at Iour convenience. ., "" . Mr. 1 : Russo Jr. ;'; r i-) 0 J 3 2011 ... ; ., f °So !\. ¥;""'" . fU " 0 -. .. " .. -U File # 1004m RobertM. T. ASLA By: Note: If Enclosures are not as noted, please notify us at once. White: Addressee Yellow: Project Notebook Pink: Main File From: Llnn:& TRANSMITTAL R LEVESOUE ASSOCIATES, INC Date: 4-7-11 A Land Planning Services Company Project No: 100403 offic~rlf!ve~llea~Cri:oc.iatH.('nm Project Na....,: r.ndo. IBld2. 75 Broad S'-. Suite C. Westfield, MA 01085 .. 413·568-{)985 (0) 0986 (f) RE: Site Pia. To: TaWIl of Agawam Building DeQartment 1000 Suffield Street Agawam, MA 01001 HAND DEL 'JI,;KJ!.U Attention: Mr. Dominic Urbinati We Are Transmitting to You: o Under Separate Cover VIA 181 Attacbed 181 Plans 0 Approval of Subeontractor 0 Copy of Letter o Specifications 0 Order on Contract 0 Pbotographs o Report 0 Original Drawings 0 Proposal o Form 0 Other '? ,-~ U> ~~~~r DW( -.. Description -::::? Date 1=:>. _ ~ ri 10 copies 4-5-11 Norrolivo A, I to Site Plan A ~ -v ~ 10. ;to> ~ ~ 9 -,;" Full Set Site Plan I Plan Set ---, U _~ 5> = ;::. ;::; These are Transmitted as Noted Below: Cl ", (f) t8:I For Approval 0 Approved a8 Submitted o Resubmit __ Copies for Approval o For Information 0 Approved as Noted o Resubmit __ Copies for Distribution [81 For Action 0 For Corrections 0 Return Corrected Prints -- o As Requested 0 For Review and Comments 0 Remarks: Should :!'ou have an:!, guestions r~ardfug Ws submittal ~Iease reel rree to contact our office at :!'our convenience. Mr. : Russo Jr. R~": r<C!VED 0 !-o APR l:i 7011 .. .. . ~ ,' •. iAhD "" ,iJi..7d.'",', HT, A , 0 U File # 1111ldn~ .. -., By: Note: If Enclosures are not as noted, please notify us at once. White: Addressee YeDow: Project Notebook Pink: Main File r • • From: LETTER OF TRANSMITTAL R LEVESQUE ASSOCIATES, INC Date: 4·8·11 A Land Planning Services Company Project No: 100403 o ffi('pfii)rl pvp.~n IIp,.~nt''i ~ f H:.l'om Pro.iect Nlme: Carden Streft·Pr~ ... d Professional Blf!&. 75 Broad Street. Suite C, Westfield, MA 01085··413·568-0985 (0) 0986 (F) RE: Site Plan Approval Revisions To: Town of Agawam Building Department 1000 Suffield Street Agawam, MA 01001 HAND DELIVERED Attention: Mr. Dominic Urblnati We Are Transmitting to You: D Under Separate Cover VIA ~ Attached ~ Plans 0 Approval of Subcontractor 0 Copy of Letter 0 Specifications 0 Order on Contract 0 Photograpbs 0 Report 0 Original Drawings D Proposal :i. D Form D Other ~ % ~ t:n ("'l Number DWG.lRevision Drawing Description C> ~ --of Copies Date Number 7-\ s;. -~ cP <1"_ 12-28-10, :;. 1) ~ 1 Rvsd:4-S-11 FuJI Set Site Plan Approval Revised Plan Set .... k. 'V' ';' ("'l ~ ': These are Transmitted as Noted Below: !8l For Approval 0 Approved as Submitted o Resubmit __ Copies ror Approval 0 For Information 0 Approved as Noted o Resubmit __ Copies ror Distribution ~ For Action 0 For Corrections o Return _ Corrected Prints ~ As Requested 0 For Review and Comments 0 Remarks: Additional set of I!lans I!er ~our reguest Mr. Thomas Russo Jr. 0 !-< ., .£ Q, 0 U File # 100403 Robert M. Levesque, ASLA By: Note: If Enclosures are not as noted, please notify us at once. , White: Addressee Yellow: Project Notebook Pink: Main File Promenade™ Series -PRMN Updated: 01/2010 Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626369.2695 I www.aal.net Design patents. Copyright © 2010 Rev 01/2010 page 1 of 4 DATE lYPE • IES cutoff reflector systems • Memory retentive silicone gaskets keep the optical chamber free of dirt and contaminants • Tool-less removal of the reflector and ballast modules • Optical grade acrylic lense will not yellow from UV radiation from the sun and metal halide lamps • Cast aluminum construction and stainless steel hardware for cor- rosion resistance • EISA compliant • IP54 rated • Powder coat finish in 13 standard colors with a polymer primer sealer .,.hII_ areaHghtlng Promenade™ Series -PRMN page 2 of 4 DATE TYPE Fixture 1 1. FIXTURE 0 PRMNV3 0 PRMNV5 0 PRMN H2 II PRMN H3 0 PRMN H4 0 PRMN H5 0 PRMN GR3 0 PRMN GR5 0 PRMN IL55 0 PRMN 1L85 Lamp/Ballast Color Options 2 3 4 Vertical lamp, IES cutoff, Type 3 reflector, includes glass cylinder Vertical lamp, IES cutoff, Type 5 reflector, includes glass cylinder Horizontal lamp, IES full cutoff, Type 2 reflector Horizontal lamp, IES full cutoff, Type 3 reflector Horizontal lamp, IES full cutoff, Type 4 reflector Horizontal lamp, IES full cutoff, Type 5 reflector Type 3 glass refractor Type 5 glass refractor 55 watt induction lamp system, LOL lens. Specify 120, 208, 240 or 277 voll. -25'C min start temp. 85 watt induction lamp system, LOL lens. Specify 120, 208, 240 or 277 voll. -25'C min start temp. Mounting 5 36"/915mm x 19'/480mm DIA Wf:381bs IP: 54 EPA: 2.75 2. LAMP/BALLAST 0 50MH 0 70MH 0 70MHT6 0 100MH 0 150PSMH 0 150PSMHT6 0 250PSMH 0 50HPS 0 70HPS 0 100HPS 0 150HPS 0 200HPS 0 250HPS 50 watt metal halide multitap 120/277 volt ballast. Use medium base, EO-17 lamp. 70 watt metal halide 120/208/240/277 volt ballast. Use medium base, EO-17 lamp. 70 watt metal halide 120/277 volt ballast. Use G12 base, T-6 ceramic lamp. Not available with GR3/GR5. 100 watt metal halide 120/2081240/277 volt ballast. Use medium base, EO-17 lamp. Pulse start 150 watt metal halide 120/208/240/277 volt ballast. Use medium base, EO-17 lamp. Pulse start 150 watt metal halide 120/208/240/277 volt ballast. Use G12 base, T-6 ceramic lamp. Not available with GR3/GR5. Pulse start 250 watt metal halide multitap 120/208 1240/277 volt ballast. Use mogul base, ED-28 lamp. 50 watt high pressure sodium 120/277 volt ballast. Use medium base, EO-17 lamp. 70 watt high pressure sodium 120/208/2401277 volt ballast. Use medium base, EO-17 lamp. 100 watt high pressure sodium 120/20812401277 volt ballast. Use medium base, EO-17 lamp. 150 watt high pressure sodium 120/2081240/277 volt ballast. Use medium base, EO-17 lamp. 200 watt high pressure sodium 120/2081240/277 volt ballast. Use mogul base, ED-18 lamp. 250 watt high pressure sodium 120/2081240/277 volt ballast. Use mogul base, ED-18 lamp. All ballasts are factory wired for 277 volts, unless specified. Lamps not included. For horizontal reflector models with PSMH mogul base ballasts, use a lamp approved for horizontal burning. All applicable ballasts are EISA compliant. SOLD TO I PO# 1 JOB NAME Approvals Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626.369.2695 I www.aal.net Design patents, Copyright © 2010 Rev 01/2010 Promenade™ Series -PRMN Fixture 1 3. COLOR o AWT o BlK o MTB o DGN o DBZ -------_ .. o WRZ LamplBaliast 2 Color . Arctic Whl~ Black 3 ._---- Dark Bronze Weathered Bronze o BRM Metallic Bronze o VBl Verde Blue page 3 of 4 DATE TYPE Options Mounting 4 5 Ef-CRT --.. -.-. Corten .----------.---... -.-.--. o --M~lo __-~~-_=_ Matte _Aluminum ·------. ~:_~:=--=-:-:~=_..:..:=~:-=_-_ o MDG ____ .. _.__ MediumGrey ..... . . ___ ._ . ________ ._ ._. ____ _ '0-ATG At G __ . ___ " _... ________ n_lg~reen .. ____ ..... _ ....... _____ ... ____ ._._ .~ ·~~&PREM·IUM COLOR ----~~~~:d~r:~Al 4 digit color Il\lmb-;;r ---_-~.-==--.. =~~=- O' c;USTO~COlOFL. _____ ...£'Iease Qf<lvide a colorQ..~ for_fT1(jt9Il,i!JJ.L __ .... . . ______ . ____ . 4. OPTIONS CI CHC copper hOOd cover CI BHC CI BPS CI CHM o CYl o HSS CI LOL o QL CI QRS o 347 SOLD TO Brass hood cover Brass color painted struts Glass chimney with brass holder. Horizontal reflectors only. Glass cylinder with brass holder. Standard with vertical reflectors. HOrizontal reflectors only. House side shield for horizontal or vertical reflectors. Factory installed. Not avaitable for Type 5. Lightly diffused lens to conceal the fixture interior and reduce lamp brightness. Socket for T·4 mini-can lamp. field wired to a separate circuit. (lamp wattage not to exceed ballast wattage). Horizontal reflectors only. Restrike controller and T·4 mini·can socket. Not required with electronic ballast. (Lamp wattage not to exceed ballast wattage). Horizontal reflectors only. 120/277/347 volt ballast I PO# 1 JOB NAME Approvals Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968 .5686 I F 626.369.2695 I www.aal.net Design patents, Copyright © 2010 Rev 01/2010 Promenade™ Series -PRMN Specifications HOUSING Slip over a 4"/100mm 0.0. pole 36"/915mm x 19"/480mm DIA WT: 381bs IP: 54 EPA: 2.75 The entire fixture shall be A356 cast aluminum, free of any porosity, foreign materials or cosmetic fillers. Castings shall be of uniform wall thickness, minimum . 188with no warping or mold shifting. The top shall hinge open by flipping up two integral latches. The concealed latch mechanism shall be all stainless steel. The top shall seal the lamp compartment with a full surround, molded silicone gasket. The lens shall be one piece clear, injection molded optical grade, DR acrylic, gasketed top and bottom with silicone gaskets, and held in place with six clips for easy lens replacement. The ballast assembly shall be accessible by turning two knobs, and then lifting out the ballast module. The ballast module shall be sealed from the lamp chamber with a silicone gasket. Quick disconnects shall be used for all electrical connections. All internal and external hardware shall be stainless steel. REFLECTOR MODULE The optical assembly shall be completely sealed with a silicone gasket to prevent dust, insect or moisture contamination. The reflector module shall consist of segmented, specular and semi specular Alzak" panels precisely formed and positioned within a die cast aluminum housing. The reflector module rotatable on ninety degree increments for proper field positioning. Reflectors shall meet the ANSI-IES standard for cutoff classification. GLASS REFRACTOR A borosilicate glass refractor lens with a Type 3 or Type 5 distribution shall be attached to an aluminum frame. Three captive fasteners shall be loosened to turn and remove the lens for relamping. Architectural Area Lighting 16555 East Gale Ave. I City of Industry I CA 91745 P 626.968.5666 I F 626.369.2695 I www.aal.net Design patents. Copyright © 2010 Rev 01/2010 page 4 of 4 DATE TYPE ELECTRICAL Ballasts shall be high power factor rated for -30°C starting. The ballast shall be mounted to a cast holder for maximum heat dissipation. Medium base, (mogul base for 200 and 250 watt lamps) porcelain sockets shall be pulse rated. The electrical assembly shall be installed and prewired in the fixture. Sockets for T-6 lamps are G12 type. High output fluorescent lamps shall be powered by electronic ballast and shall be rated for a minimum starting temperature of -18" C. MOUNTING Post top mounting: the fixture shall slip over a 4"/100 mm 0.0. pole and be secured to the pole with three stainless steel set screws. Arm or wall mounting: The fixture shall attach to a transition casting that is welded to the arm. The transition piece shall attach to the fixture with three stainless steel 1/4-20 bolts and sealed with a silicone gasket. TOOL-LESS RELAMPING The top of the fixture shall hinge open for relamping. Two integral latches shall be flipped up to open the fixture for relamping. FINISH Fixture finish shall consist of a fIVe stage pretreatment regimen with a polymer primer sealer, oven dry oft and top coated with a thermoset super TGIC polyester powder coat finish. The finish shall meet the MMA 2604-02 performance specification which includes passing a 3000 hour salt spray test for corrosion resistance. EISA COMPLIANCE ML is committed to complying with U.S. EISA requirements. All applicable products manufactured for sale in the United States after January 1 , 2009, meet EISA requirements. CERTIFICATION Fixtures shall be listed with UL Testing Laboratories for outdoor, wet location use, 1598 and Canadian CSA std. C22.2 no.250. IP = 54 WARRANTY Fixture is warranted for three years. Ballast components carry the ballast manufacturer's limited warranty. Any unauthorized return, repair, replacement or modification of the Product(s) shall void this warranty. This warranty applies only to the use of the Product(s) as intended by ML and does not cover any misapplication or misuse of said Product(s), or installation in hazardous or corrosive environments. Contact ML for complete warranty language, exceptions, and limitations. Poles -PR4 4" ROUND (RO) POLE DAM ANCHOROOlT PRO.re.CTlON J GROVT UNOER CONCRETE FOOTING eM1'~8A$E B'fOTHERS r eou CIRCLE: "LOCATIONS 10" APART , I ___ _ IWI ~ BOTTOMV\EW (INDICATES POlE IS LAYING DOWN WITH HANO HOlE FACING UfO) SlN<'"f; 1'1XTUfi;( 1oIC)I..IHl'W(l00000NUTlON eoTTOiA !/fEW liNDICATES POlE IS LAVVCl ~ WITH H,l.,WDHCt,E FACING UPI I:JOI..ionI.F f UTtlRf UOUNTN:) OAtt;NfATIQN 00""" """ 1'r.(l,oCATE:!).I'Ol.F. IS LA'y,~ lXl'o'iN ""(~HAt.I.!)H()i..E F~ V"I SOLD TO PO# I lOAn II~ PR4 BASE I POLElWALL I OPTIONS CATALOG NO. MAXIMUM AlLOWABLE EPA (MPH) BASE POLE OAH SHAFT Wi 85 90 100 110 120 130 140 150 OPR4 4RIO-125 10' (3.lml 4" RO x .125" 25 19.4 17.1 13.5 10.8 8.9 7.4 6.3 5.5 OPR4 4R12-125 12'J3.-7~) 4" RD)( .125" 28 15.3 \3.4 10.5 8.3 6.7 5.6 4.7 4.0 "---,-,---- OPR4 4R14-125 14' (4.3m1 ~.",£t.!? x .125" ----E ___ "0 . 12.3 10.7 8.2 6.3 5.0 4.1 3.4 2.9 OPR4 4R1IH25 16' ~4.9m1 4" AD x .125" 35 10.0 8.6 6.4 4.8 3.6 2.9 2.4 2.0 OPR4 4Rlo-226 10'@.lm) 4" AD x .226" 38 23.8 21 .0 16.7 13.5 11.1 9.3 8.0 6.9 OPR4 4R12-226 12'@.7ml 4" RD x .226" 44 19.2 16.9 13.3 10.6 8.6 7.2 6.1 5.3 OPR4 4R14-226 14' (4.3m1 4" AO x .226" 51 15.9 13.9 10.8 8.4 6.8 5.6 4.7 4.0 OPR4 4R16-226 16' 14.9m) 4" AO x .226" 57 12.4 12.3 9.4 7.3 5.7 4.7 4.0 3.3 OPR4 4RI6-226 18' (5.5m) 4" AD x .226" 63 11.7 10.0 7.5 5.6 4.3 3.5 2.9 2.4 OPR4 4R20-226 20' (S.2m) 4" RD , .226" 70 9.5 8.1 5.9 4.2 3.1 2.4 1.9 1.6 Note: Overall height is measured to top 01 pole. SPECIFICATIONS Base shall be cast aluminum #356 allOY, free of any porosity. foreign materials, or oosmetic fillers. Base casting shall be heat treated to a T -6 condition, and of uniform walt thickness. with no warping or meld sNfting. WARNINGS Caution must be exercised In the selection of a design wind speed wher1 the pole is to be installed in a special wind region (as indicated by the wind map) or in an area where wind speed is unpredictable. AAL recommends consulting a local engineer when the pole is to be installed in an area that may be subject to extreme weather and exposure. Poles instaUed on structures such as buildings and bridges may be subjected to vibration, oscillations. and other fatigue effects whk;h are not covered by the AAL warranty. The use of banners or other appendages can severely affect Ihe loading of a pole. No banner or olher appendage shoukl be attached to an AAL pole Lnless approved by AAL tt the products are to be used on an existing foundation or on other structt.A'8S, tna customer assumes all responsibility for the structural integrity of the existing foundation, anchorage or structures and all the c;onsequences arising therefrom. CAUTION Poles should never be erected without the luminairs installed. Warranty is voided if the pole is erected without the hxnioaire. The warranty is voided if the pole Is not grouted lIlder the 8Iltire base after installation. ANCHOR BOLTS shall be hot dip galvanized steel. Eight galvanized hex nuts and flat washers. and a batt circle template shall be provided. Anchor bolt for potes are 314" x 24" x 3", See options/accessories details on page 2. JOB NAME App'ovals I Architectural Area Lighting 16555 East Gale Ave I City of Industry, CA 91745 626.968.5666 I fax 626.369.2695 / www.aal.ne\ ReI: PR4.pdf copyric;t'l( 2005. design pat~ted Poles -PR4 4" ROUND (Ro) POLE OPTIONS I ACCESSORIES o FH Flag holder. (Specify location on pole) o FS1 Single weatherproof fuse holder. Fuse by others. o FS2 Double weatherproof fuse holder. Fuse by others. D LR Ladder rest. Slips over a 4n 0.0. pole o PCA-G Aotatabfe photocell housing. The photocell can be aimed away from stray light sources for an accurate setting. The phot~1 is also shielded 'rom light emissions from the fixtll'e. The housing slips over a 4"/100mm c.d. pole. a fixture or arm slips O't'er the 4-1100rnm a.d. tenon. Includes an internal twist lock receptacle, and an access cover with integral lens and stainless steel tether. Adds 4.5"/114mm to the overall height of the pole/fixture assembly. Prewired on the load side and line side for easy installation. Photocell by othors. o PCA·T Rotatable photocell hoosing. The housing slips over a 4'"f100mm c.d. pate. a fixture slips over the 4"/100mm c.d. tenoo.lnctudes an internal twist kx:k receptacle, and an access cover with integral lens and stain- less steel tether. Adds S"1125mm to the overall height of the poteJfixture assembly. Prewired on the load side and line side for easy installation. Photocell by others. o PCR Low profile twist lock photocell receptacle with cast pole cap top. Secures to the top of the pole with three stainless steel set screws. PIloIoceIl by o"""s. o PLT PIa"1I Hanger. For 4" o.d. poles. (,pecify location on pole) D RBC Cast aluminum receptacle housing, integrally welded to the pole. Includes a NEC approved clear weatherproof cover. Does not include a receptacle or internal wiring. O TEN 2 318" 0.0. X 4" Long. ARCHITECTURAL AREA LIGHTING www.aal.net 16555 East Gale Avenue· City of Industry, CA 91745 tel (626) 968·5666 • fax (626) 369·2695 Copyright ©200S Architectural Area Ughting. LAREDO ~~s~~~S. LED SYSTEM SPECIFICATIONS Intended Use: Cat.# Approvals Job Type ,~ perimeter or entry lighting for 1 0-15ft mounting heights that require high light output and maximum enerlJj efficiency. IJIAC lID prtMdes klw install_ OOSIs ';Ih little or 00 man"""" afId great enefgy saWl!I<. Ideal lor -. factories, hooI:ita~, warehouses afId rel,;1 awlcatOOs. Cons1ructlOll: DOCOOlINo die cast 011J1'in00l i'oosing onll_. P.Jgged design prolecls ioIemalC<ll11\lOOOl1lS afId IlfcMdes _ .... 1henml fTIIIl3!l'I1lOIlor long life. 70'11.1tJnen mainleronce 0150,000 hoLrs mmun. 600 series powder paim finishes provide_g awearonce n oot_ environments. f .. standard linOhes indude: Bronze, BI~ Gray, l\I1iIe afId Platinum. MtitiJIe q>t .... customize including a tool-free latch, which allows re-tamplng of HIO units from the ground, ptdocontrol for energy saYings, intregral ballast back'up baIteIy for floorescent uMs, fusing, quartz standly afId EM sockets lor remote power, lamps and lNo sIafIdard Iirishes. Optics: \.Ell: 18 ~ I'Ilwer lEDs del ... 2O:l'.l ~mens afId oomI>inatioo of q>licallenses OM rellectll!s del ... ligIlt in 0 rectangular patrem wih _11m 3 \0 1 max IlJ min unifomjty. SOOOKl70 rnllIDs provide exreI .... <XlIor rendililrl at 46 Uneros per watt. HIlICR: VerticallafT\l position (lamp is q>tiooal CH1 HIll and CFL lIlils) \If<Mdes maximum H10 pertormaoce and life. Standard, removable front shield on single lamp units, redoces fOlW3rd beam projecton while maintainirg lateral throw, if desired. 0IstriIIuI0n: Full cutoff distribulioo . flat glass anll q>Iica pr<Nide wkIe sprea:l with .., enWonrnenIa~ Irie<di Hght cootroI.1lA COfrIJ\ia'TI. --Wide _ of waItlge aOO sruces iOOI.dng lID, pUse SIM eIec1rolc metal hafide aOO fUlr""""" systems (see beIowj. lBI __ O.4AMPSmax A 8 c 16.0" 12.115· Optional battery lor emergency egress -12OV 0' V7V -provides 90 mlnul!lSl615 lumens (406 mm) (308 mm) 9.0" (229mm) Ii 7 'd. Three 112·1XlIlOOt IlIJs (Iq> afId sIdes), a1klw feed.lhru Sllface v.mg capabilly CH1 HD and CFL rJi\S. forn gaS<ellor sealing to SI!Mh sur1aces with two or ltv .. key slot cordigunw\. Moun1in9 \err!lIa!t "'kited. LED unils, ~gned with quick mount system to priMde ngid mollllng <Ml' recassed junctiorl boxes -fixture does not reqtJ.e opering for f11OlI1ting. UIIiIgo: listed and labeled 10 UL 1598 10' wet locations, 25" C arrllienlen';ronmef11s. U.S. Patent No. D563,587 ~w.nnty: One year HD & Cfl. 5 years lID ORDERING INFORMATION ORDERING EXAMPlE: LM(}I50P 8-1-11 I LNC I -LI _...,----1 I I Series WattagelSourceNoltage o I Finish o I Options ",SERIfS==:;:---;-;:-c,-==-WAJTASE/SOUIICEIVOLTASE WArT.4IlEISIJIIIITAGE RIIISH O/'TIOIIS IJIC laredo _urn Cutoff ===-=,c\.Ell:;:=,._-=..".... __ -==-:E::;LK==t:T=.=.=.,"'."'n=",:;=:;Ifj:7UJ1]"'IIIE"'''--1 Brooze PC(X)=~"--::Bu\1""""OII-=PI-IOtotor""--'ntroI-;-r--.pIace"-""x'--- 11lU-5K 44.5wUniversatVultage 70PS 7OwQuad-Tap" 2 Black __ ge,specifyl-1~ 120-277V 120,208. 240, 277V 3 Gray 2-208V, 3·24OV, 4-277V =",PUI.SE;=,:,:,Sl'-'''",RT~M=ET",''';:::..:H70A",UIIE",,,-_ IIJOE' S 100w Quad-Tap" 4 White ~TL::·,...-_.....".TO",uch"'7L",aIch:",!-, ]~boI=-fr8e=::Entry= __ 501' 9 SOW 1201277V 0uaI1'oIt 120,208. 240. 277V 5 Plati .. m LP=='~_,cla"""m"p",lnd"""uded==== __ lOP I 7rN1 Quad-Tap" ElECTIIOIIIC fLUORESCENT F(X)' Fusing reptaoe X _ voltage. =:-::--:;120""", 2508:;,:=:24O~, 2;;;77V:i-':o=c= ___ 42P 8 _ Quad-Tap" H2OV, 2-2C8V, 3-24OV,4-277V 70P 6 70w TrHap® 120, 277, 347V 120, 208, 240. 277V QSf" lime Delay Quartz stand by lOOPS l00wOuacHap' I4P'I84wQuad-Tap" sysIe!ntesslamp 120,208,24O,277V 277V EM'" DC Bayonet Socket 100P 6 100w TrHap'l20, 277, 347V =oiii'~i;;iii.i~~==--lfo, remote power by others) l00l'5100w48OV 11 70w EM1l''' MR11IMR16TwoPinSock8t :;;-UO~;;:-==:::-=::--1SOP 8 1_ Quad-Tap' 120,208,240, 277V 18 LEOs, 44_swalls, 2039 ==,-7.12",0,-" 208'2';;,24",0;-,' 2",7",7V,=:-::c= 70s 8 7rN1 Tri· T..,.120, m , 347V hJmensoutofflxture,5OOOf< l5OP6 1_Tri-Tap'120,277,347V 15058 15OwQuad-Tap' "'coIor.=70=CRf"'-____ 1501' 5 1_ 480V 120,208,240, 277V J 1)'1II ...... RIercIIm~faIld15t. I ffIItMp.....,. .. iIII~ __ dnired II'IItiIft! ltF -LPu,tn2.iJ'il:W ·lJIIf~lJIM~lJIS1~ J r...,., kItdi!It 4 1taII"~"'.nwtflIIICtlldl)'liIKtllPnopetl/$S_ ~_at 5 ~.,l!fJ....., .... ,....(/fSO...,.~I5 __ ~_4"FllWltI31·F. oVaiIIrIII""'.11Id1iMt/"""""'_~irT7'F.EJiIrQ~tMlIffldltrremt1le i """'fJrrdtIIIkJNI~/)IfIIo_r.-~2J3lIt:a01lMft1powenlJ'lll! 7 ....,.011....... , HUBBEU OUTDOOR LIGHTING 15058 l5OwTri-Tap"120,m,347V 15055 480V '*' lalrplblresr:lllt_lIIoe""' ....... RtMMiilJlaIptrItif!~ /or smIi Itdrn IIII,IIrIt /ftlrshl/l. 5OItlI«lHl ..... iII'I~III,~.lBl NotnablMIID."..,..,GR .... _ ..... '£0 .. ~'" 12V power by others) 2EMI2'" Two MR11 or MRl6Two Pin Sockets (for 12V power by others) aalJ.xxx'" __ 8atteryBacl<...." rated -4"1', 120or277V aoe-xxx' Emergency Battery Sack-u!), rated -D.c, 120 or 277V IQC.t.EO(X) LED Emergency 8attery proriding 615 lumens for egress on LMC18LU spoci1Y 1-12OV or 4-277V WWW-HUBBELLOUTOOOR.COM 3/1 1 REI'IACEMENr PART 7737101 PoIycarbonate lens Un~ Descriptioo IES File. 18 LED -Cle.r Lens LMG-laW~II.IES 150w Pulse Start wilh Shield LMG-150P-Q.IES l50W Pulse Start -Shield remo,ed LMG-l50P.IES l00w Pulse Start wM Shield" LMG-l00P-tSJ(S l00w Pulse Start -Shield re_ LMG-l00PJES TOw Pulse Start _ Shield" TOw Pulse Start-Shield removed" LMC-7OP.IES l50W HPS ~h Shield LMG-l5OS-CS.IES l50W HPS -Shield remo,ed LMG-l50S.1ES 42w Fluorescent wi1ll Shield 42w Auol ..... t -Shield removed 1MG-42fJES 2x42w Fluorescent -no Shield LMG-84fJES 'Output flM' magnetic pulse start or electronic ballast HUBBEU OUTDOOR UGHnNG WWW,HUBBElJJJUTDOOI_COM 3/77 To: CC: From: Date: Subject: TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • Superintendent MEMORANDUM Planning Board IT. Russo Construction File Engineering Department March 8, 2011 Team Meeting -Garden Street -T. Russo, Jr. Per your request, we have reviewed the Site Plan entitle "Proposed Professional Office Building -G8 I 3- Paecel "B" Garden Street, Agawam, MA; Prepared for: T Russo Jr. Construction Company, Inc. 204 Suffield Street, Agawam, MA; Prepared by: R Levesque Associate, Inc., 75 Broad Street, Suite C, P. O. Box 640, Westfield, MA 01086; Scale: I" = 20'; Date: 01·04-'11 and we have the following comments: 1. The proposed tree plantings to the east of the driveway shall be planted in a location so as to not impede sight distance for vehicles leaving the site. 2. Existing pin near stop line in driveway should be preserved. -tI\.~1 3. Test pits will need to be performed this spring to calculate the infiltration rates. 4. Proposed 8" diameter PVC schedule 40 sewer pipe should be SDR 35. 5. The proposed sewer manhole should be move west so that the pipe will enter the existing SMH pointing in the direction of the flow in the main (not 90°). 6. Proposed sewer service force main should be installed 18" below the water service. 7. It is recommended that the proposed roof drain have cleanouts at each bend. 8. The maximum slope of the curb cuts should be labeled as 7.5 ± 0.5% on the detail. Please fix the proposed slope of 1:12 or 8.33%. 9. The accessible parking signs are to conform to the design and verbiage specified in M.G.L. C.40 S.22A and AAB 521 CMR 23.00. See attached. 10. The lower entrance needs a ramp and an accessible parking space. 'i-C \...a.<.k-V> / t-J ~ <..Ie. U. 11. Please clarify pitch of drain pipes leaving DMH-l DMH-2 in relation to stand pipe design and DMH detail (D-3-5). -J)~\ =..b 'be. 1/'v\t:Jd..';f.,<-& 12. Rear parking tum around is too small. :. c.... re --.J~ S" A-...., -c.<.)..-I ;;>. 01/07/2011 10:11 C21HOloETOWNASSO • PAGE 01/02 To: Fr: Re : Do: Onlu" ~ .... ~21. (\. I The Gold Standard -~~%r~ Fox No. No. of Pages r2-(including cover sheet) For a free real estate business analysis and real estate business plan, vh;1t www_wmasscareerinrealestate.com Hometown Assoclate~/A-l Nolan Realty 0 957 Front Street. Chicopee MA 01013 Tel: 413.594.4663 Fax: 413.592.4760 Tel: 413.426.9529 Fax: 413.426.9721 Tel: 413.789.1117 Fax: 413.789.0151 Tel: 413.569 .2491 Fax: 413.568.6716 Tel: 413.737.7356 Fmc 413.737.6866 n 67.4 N Main Street. East Longmeadow MA 01028 035"7 N Westfield Street. Feeding Hills MA 01030 0 54 Court Street, Westfield MA 01085 n 77,S Westfield Street. West Springfield MA 01089 Confid.mtiality Slatement: This message is covered by the Electronic Communications Privacy Act, Title 18, United States Code, A,A§ 2510-2521. Thh EO-lJlail and lIny documents accompanying this trans- mis"i"!n may contain confidential information that is legally privileged. This information t, intended only for th,~ use of the individuals or entities listed above. If you are not til<: intended recipient, you are hereby notifi,:d that any disclosure, copying, distribution, or action taken in reliance on the contents of these docul11ents is strictly prohibited. l{ you have received this information in error, please notify the sender immediately to arrange for the return or destruction of these documents. Tban.k you. .. ' ~1/07/2~11 1~:11 4137898151 • January 7, 2011 Debbie, Thomas Russo has requested Ibat we put on hold the office building thaI is going on Garden Street in Agawam, until further notice. Thank you , Thomas Russo Jr. , PAGE ~2 /~2 Proposed Professional Office Building DialBefoce You Dig ~...,......----.... -.--~,..,-.,-,-_'#I __ t .sa"'lr"'..-___ .. ,.,.. __ .-v ..-.,..t. __ ", __ _ .,..-----...-.,-....... tt ... '.,.,., .... "_,_,.. .. ,..,..... _____ If -,. .... ....--.,-,- ,.....,.~-----.,-I*-' ___ t,..w. .. _ "..----,..,-,...,. n-.) .. ..-;,---........ --.,.,.-.,._-........ 0.._,. ___ ._ -...-.. --~.,------,. --..,. ... _ .. ,--~-,... ,.-..-.....-..~-.... -., .... _ ... '~n». .... --..-......... ,.., _ .. .-., -.r '" -.-. ..... -*'"~ ............ -~.,-...----.,...,. ..... s. ....... ____ .... --,..,.. DIGSAFE '"'" "'" ~u)rMI!'A MNMM /lOAD I1fC1NTMC IMIaIIJII FRONT I'MilO SC1I/IICK II#aIUtI SID£ YAW:! .sI'1IWQf JIIMIIlJIIIICAR "'-"O.snB4Qt' ~ IIIJIUJNtt HDSHT ....-...---- G8 1 3-Parcel "B" Garden Street, Agawam, MA SITE PLANS SITE INFORMATION ....... ,.. ----,Q,Q:IIQ$.I: M.CU SF. ,,,,,' IU':J- .B' U. .. ' ,n .... ,u .. ~~~' .u,. ... ". " ,. All PRePARED FOR T Russo Jr. Construction Company, Inc. 204 Suffield Street Agawam, MA 01030 ORA fHNG INDEX M'¥r~Mr.,Mj'f\¥Jr.$fP.lWd :i'I~ 7_' 1111.£ HrT I 12-..... '411 I-N-" u-, C-> c-z M ... "., "., "... TJ6STN; C1JND11KJN5 AAN I 12-..... 11) s,71C LA)QIT k MA1ll'ilIo4£S Pt.AN I 12-...... ,01 3-N~" $I/r ~ MAlllAQt 1I11:.ma., DfOSON lXJNma. 1~/1J ,..a-" SIte ~., ut:H1INC ,,,,,'-'IJ ~n-" ct'I4r.tIC1KJN lLf/DtO., ~IJQ¥S I 11-II-HI ~~~D ~~HI «T1Id 1'.1--11-1(11 IJ£TAtS I.I--.-HI '~U-f1 IIC1MS 1 1.1--__ 11J , ~AItKINI: SP..a,. CtDIr.lllO SF. "., .... ""'" ~I(JII-__ " OF QlI2SS FlDOII ...... --~ • IIDJMDIT nI .cDIP!WMiIl m I DECEMBER 2010 BY RLA R LEVESQUJ: ASSOCIATES, INC LaJHI s.rv.,tq, SIlo Dalp, LaadlU~ An:1dt:ect1ue, PIa.ml, EaviroalDaltal PerahtlD& ph: 413.5681915 ru: 413.5611986 7S Bread S ..... ~ 811 ... C P.O. Box "0 W .. tfield, MA 01086 rlala.dcDm "" DC'" ,,.. .... 1(11 ,..~" ...,.,,«- "" """"'DEOO _ I .... ~"'I I-"~" , \ / :BOWLES ROAD, UC / " ____ , .----_._---/ , \ \ , IIOff OIl .rnRAIIft(,)' ffEllAL, UC BOO« If1«!?, ,.~ :M3 PUll am, I'ItGI :KI , , -1. \ ...I....-..... I~ I, If I' \ I f' , , t , , , , \ I ,. \ -\'" ~\ , , , I I \ , \ \ '. 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NC!N-M)W:N Fit TER FABRIC AROUND STONE 11-20 RATEO CAST IRON INSPECrlON PORT IHTH RISER 101'10 CONCRac COlLAR {TrPlCAl} 12.0' [203 mm} ftIfN. mmJMlN_ IJ •• ~ •• ~'._ '-~l~,~mmJ- ......,..-..~-.:f:~~ N,>, m~ Mil T£RlAL SEC1TONA..A CONTECH PRECAST CONCRETE WATER QUALITY UNIT CDS2015-4 NOSCME F()(MDATICN" rooTWG ~ STORM MANHOLE DETAIL LJNOSCME NOY-WO'KN G£Q1CJ(1/I.E FNJRIC (n1'AR IJO af £QlIAJ.) .1/..,--1 1/.1" 1IA.9S STrNE . '1 r-~ : ,"-""""""""" ("" ""_""£WA<J ":!Ii ~&o ~_ (TO tIC PlACED lElfl. NI(JUNtI ~~'fi1JIN6 FOtINOATTaY) ,. ," D TYPICAL BUILDING FOUNDATION DRAIN DETAIL _ NO SCAJ.E -------!:- ~ CAS'_ OWF ""-CO'.,""" "''''''' 1"llllltCR Tl(;Hr """"" .lOA IEJl£NT 5tI!lIIAst o ~!uNYLOPLAST YARD DRAIN BASIN rot. TEe NO. 2Ot. POl l£THrLENf: lINER [E ~C TYPICAL ROW AND PORT DETAIL 12/NCH INlET, CULTEC RECHARGER® V8HD STORMWATER BED CJ CUL TEC BED DETAIL _ NO SCME (TO 8£ APPROI£[) BY £NQN£€RJ ~ a.t.1!l:' NO. ..,,0 1Z7£R FAIIRIC 7.5' It :JOD' Ea HKI"STARlEfr D IIC(:HAR(:£R 1N1ONIClJtA fC m HK.I' £NO Cl HIl V FfI(JJt-/ ItElJ COItWfCTCRS _ C/Jl1CC NO. _ I'« 1f"m'lllllf' UNE11f CULTEC RECHARGER® LEGEND PERMITTING La"d s..rwylll~ Silt o...llIB., La.dsUpf Archlinluil', PI.n.I"I!l, EDVlrollmenlal PnmlUlntt p': .Ul.56lO9l! till: 413.561109116 'IS Bto..t SlJfl\, SuIl~C P.O. IIoI 640 West1kld, MA OIOll~ rlal .. d.c:"m bfl C :§ ·s t) ~~ 8'" 00 E 5 <t! ~ 012::>; ... «I ~ ~ < c ~ S ~ o • '" .-'" ~ f;ol ~ -~ ~ ~ 00 co o~<t! ~Q) "" ~ " '" rg~ e ~ :~ ~ T Russo Jr. Construction Co .. Inc. 204 Suffi~ld Stn:d Apwam, MA. 01030 UNAIJTfIOIUZEI) AL T£kATtON Ofnl1S DOCl.IMIiNT IS A VIOLA noN OJ' MASSACHlISETTS STATE LAW • ~ • • . ~~ J' ~ ">~ !~' ~~~ " ~' 0 .' " ~ ~ ~I ~ ~ ~ STANDARD MANHOiE F1?AAi£ AND COI'f"R SEE 202. 7. I AND 202.8.1 I TO /Nal/O£ ':5"cIJer~ srr OCTAII. P , , ---------------/lD.AJST ro Gli'AOC .IN NO LESS THIW 6" ANO NO MORE THAN 12" OF CCINCR£~ BRICK IIA$ONI'I'Y. F1IAIII£ TO BE SFT IN '" flJLL lIED OF MORTAR. ~ t==~'~_F~ ~=======~ ~~~ MINMIIJAI 0.12 So. IN. OF S7rrl. Par IOI"RCAl rooT. PU.CBJ ACCORDING TO ASTU SPCCll7CA 110N C 1118 ~SCCJOlNrDCTAlt.SIJ£l.OW ~ "OR""""" ."'HARD _ ," ::, G:t.A Y 8RfCI( LA//) GY £DG£ SH£lF OF SlR/JClURC TO 8£ 6" HeADERS LAIO FlA T ~ I ~ID' '=l ~ L...", ~ -1JIIrCI( CHfI"'$ (;¥/' Q\v.i1Q $~ AND MOHTAR ," CLEM ....l a",,,, "'" "". IrKO'i'-"N"-SOO OR £CUN. ~1/J.6' 1:13 •• " i --;; ~ , /'....l ~'( . ,) IZ!l V "l --I P 'J,n.-_. ~ 3~ 1iWKlIU=6 ]E-"" ~-- -_ I "'_':':" J~ " ---""""'-"=A """" ~~' "'" tI ""'" 5'" AND --ar-1 I"IUINmr>K UNC ) J-_r]jt~ (IP m..... INA KllNrQfTAflS men DEPTH o STANDARD SANITARY MANHOLE DETAIL (S-I) _ NO $CALC -A~ __ OCTM S-1 STAPlE til PIN /LNIiI(£7 IN ActXJIlOANCE WIN MANIIAC1IJIfEIIS ~7JQYS ANCHtR IIt.AJII(CT N A 1If£NQI AlONf) THE TOP OF' $1.l'r SAQU1I/..l. ... COMPACT PRtPARC st()llC' IJDTJIfC Affl.1fIIIG $l.()IIC' PR07CC1ION AlA 1ERfAl.' ~"lGW IIaiROW ., H"""""" EJ SLOPE PROTECTION MATERIAL INSTALLATION NO 5C.<U WORK AREA "'-' -~-';;T1' "',c;'t'., IN SWAl£S OR AREAS 01' CONCENTRATED RUNOfF ADO COMPOST/'IoI'lOO-CHP Ull( OR PEASTOtiE ON UPSLOPE ." Ir 0111. I'II.ltII: SOCK BY 1'II.fR£Xll(OR EOOAL) .. STALL PER MANUFAClVIIItR'S $PECIFlCAD~S """'""-. COMPOST MIX PROTtCTED ARfA SOCKS WAY BE STACk£L) TO FORM 5EllIMDIT BASINS OR CHEQ( DAMS lYplCAI Ell IEB SOCK INSTAll AlION EEl SEDIMENT BARRIER ALTERNATIVE -NO SCA/.E (CONTltAc1rJII$ OPTION) RAISED DI.0J.4OND SURf" .... CE DESIGN PIC!( flOt.£S REOOIRED CO't'ER TO BE EOOAL TO 'LEBARON L32C19" AS APPROVtD BY 11;[ TOIIII'I ENGINEER I 1 -" .. '''''----------.j COMPACT 1REIIQI \ I fl'! < 'we:> H""'''''''' 51141(£ ~: ~ '" " 2 COI.H'ACT """'" llli· JI 3/4" :t ~ I ::LJ~; u:::::-=:= I 0 I -, " .... ? ... UIOS1I.IIIIEIl-------: " ..... ""'" ... Wl1: 30" MANHOLE COVER n ... 1. -" FlWIE TO BE [QUAL. (AS AfII'RO'vtD BY THE TOM<! ENGlMm) 10 -u&AItON lC3;28" 1OTN.. WEIGHT 01' f"ItAME It CO't'ER _ Ml lBS i P" ~i ",;d Q ... I ~"'TU' SfCDQN A_A 30-MANHOLE FRAME TYPE 'C' :..~, SECTION A-A IiIIl& T, saT FENCE IS ro BC INSTAl1£/) I1£F()f£ ANY LAN!) OIS1/JRBINC AC"VAlES START AT INC (;(INS1R/ICTKJN SI1C -0Il-AS OIR£C1CD IN THe SlTrS EROSION AND smtII£NTA TION PUN. 2. fNSI"£CT saT FCNCC ON IIa7Il.Y BASIS AND AFlCR eACH flAIN ANY D£1ERIORA1ED,/DAlIACED SILT FCNt:C 11115T BE R8"L4CED ~my. ,1 MIllOIE' saT f1IOM FENCE AS Ir£ED£D -OR-/MEN THE SIlT HAS AcaAIft.IlA1CD 1tJ HAlF »E 0IWiI'IW. NJ£JGNT OF 1H£ FENCE. ~, MIEN JOININ(; 1JKI secTIONS OF FeNCE. ItOI..L THE £NO STAI(£S 7OC£1HER SIJCH ooT 1HE1IC IS NO (;AI" IN THE FENCE O'.£1f/.APP/NG 1TNCC SEC110NS IS NOT AN ACCD'fASLE Al.7l'RNA»IC [7] SILT FENCE IES-21 l--=.J NO $C.4J..C -A~"" D£TAII. £5-2 !L II , L~:-.m.r,5=~""--) CJ SANITARY SEWER FRAME & COVER (S-3) _ NO SCAI.E A~1tIW DCTM.. S-J ,--"1----~'~5·~MMOM~..-----" SCC1ION A!.,.4 U,,'" DUMP S1RAPS ~DfIW/S1t}I( fIItS1IWNT 'It;;, '!,;j~~==l ..... .': 1 ," ,~ ",,'- MANT~ 5a'WAtK 1HROtJGH EN"'''''' (F '"""'" ruH'Qf SlIE £N1ItANCC IS TrJ HAlE A TCMPORMY CrNS1RtJClKlY £NlRANC£. 2. noNC IS TrJ BC ,-.,vol" ro ". ANGUAR C1fU5HtlJ S1rJN£. .I ANY sa.ENT TRAatED N1tJ THE RtI4D*4 Y NEEDS ro BC aENED MEAb£Jn Yo ." AlJ()lTI(}NAJ. S1rJN£ 1$ ro 11£ N1D£D TrJ 1HC PAD AS N£E1J£lJ ro IIAINTAIN 7IE -"".'" " ANY ~ lMMACED DtIIlINt: CONS1R/IC1ItJN IIIJSf IE RO'tACED Af 1H£ 6. ~~~t=r', 7HF $IDEWMJ( B£C()M($1JNSAIr OIl ..... .s:s:.uu: A 1n/IIIQfMY ~ SID€WAlK DCTrIfJR II(/$T 11£ PfIOIfOEI). OJ INLET PROTECTION SEDIMENT FILTER SACK -NO ""'" [] TEMPORARY CONSTRUCTION ENTRANCE (ES-I) OIA FlLTP SOCI( IY flL lREXX.(OR EQUAL) frGTAU. PElt MANU'AClUI'IER'S ... ,,"""- EIJ EROSION CONTROL-DOJJ!lLE BARRIER -NO SCM.£ AtooIlJ'AM DCTAIl. £$-2. nt.r£R SOCK _ NO S&A1E _ A~_ «TAL cs-, !UR<D "" • IIIP-RAP S1'OI£ !J() us MIN. ,~ illS MAX. WJ(;HT AS PDt MASS D.P.t« S"'El;:s: II 2.02." """"'" DOC' 5IWNGBASN .d~:'---~----r IItP-RAP ~TaJ.Nt: &t!;/N I ~ 12" OOIiIPACTElJ tiWAtn 4' I -~; ~ I 4Mi..JIa EEl RIP RAP ENERGY STILLING BASIN _ NO """ iJ":I ~sf ~ PERMITTING U..d S_rYeJIaI, SIte Dalp, Lua.e.pe An:loItechlre, .... DDIq, EnInnImlDUl hnnltdD. ,.,; 4tUAlH5 fu.: 4U.5A0M6 '75 &nail Strttt. Sulll C • .o.Bod40 W..t&eld, MA 01'" v.l ~ .......- .S' -0 ~ = ~ ,,~ -lfl,d O~~ .. '" bO c::lM< .~;;;; if ~oE £-'" ';2~,g ~ '" !a ! 0 T Jlusao Jr. Construction Co., Inc. "' ...... -Apwam,NAOI03O VNAlJ1llOlUZEI) ALTBJA'l'DoI Ofnn& DOaIMIIMTII A VJOl,o\1IOtI'Of IIIAIIACHUD1'TS STAn LAW • i • • • Cor.IPAClEO GRANUlAR <.., BACKFill AS APPRO'om BY THE ENGI'IEER IHIllA!. BACKFlU. ", (> Y;O::' , !!' 8 " 0 F ~ <l<l:-:<3.(\<11 ~<ll\ ,. -t-; ii l' '" < > SPAINC UNE or PIPE e HAUNOiINC ---1=~_\~~",L ~ __ (s(E ItOlt 3) ~ £ BEDDING ~ (sa: NOTE J) c <> v ,<,:{y ffi ," > 0 w ~ ,. w CRUSHED STONE FOUNO'" 110M AS ORDEREO BY THE ENGINEER ~ I. THE INSTAl..LATlQN or PIPE SHMl. COtIF"ORtoI TO THE REQlIIREIroIENTS OF" ASTIoI STANDARD 0-2321. 2. THE EIllBEOt.IENT lllATEftIAL SHAl.l B£ 3/4" CRUSHED STONE. J. USE HNOD OR UEOiANICAl TAWI'ING TO CClMP1.CT THE IIEllONC lIND HAU~INC. 4. OEOlEXlll£ TO IE USED WiER[ NIl) AS OIREC1EO SY ENGlNE£R ~ ," .~ ~o ~z <w i5~ f-~ SANITARY & STORM SEWER TRENCH SECTION (M-2) NO SCAlI Ac;411foU{ O£TAIt. 11-2 """"'~ "IIoII"£.IfH1W5 MArEIiI'MS SHAU. HAlf' A COEFFICIENT OF' FCIittICMIIUTY NOT 10 t:xcn:D 1xU, -$ atA£c """'" r<lIMl'ERVIOUS TRENCH DAM DETAIL lD-6) r-:-] NO $CME -AGoIWAM' D£TAL D-~ 0I$T1N(; IJ11UTY NEW"'" """" =_u"'~". ,r ~ .cw_ ~~ SFC_ "A_A· _""<DC I I ~ " ~"""'" '''''' CR<SS AND flT7lNCS TO 8£ A$TJI lJ-JO.J.J OF D-.J0.J4 ""'-J> Cl.£ANOUT If£lJURf1) £lOI'Y '00' OF LATERAl. a TYPICAL SANITARY CLEANOUT IS-51 _ NO ""-"E ~"" COIfP. 5101' SEROKC UNC ""'" ~'-o· -""'" i ~ -I, "'" ~' .... o ~A1IDN 5101' 11M TOr MAlI Kn!fl!t. NWS'''''' """" """ "'"''''''' HOUSE "'" CONNeCT ro DIS1NG SERHIC£ SUPPLY fl17lNCS AS H£t)tJIR£O I7l TYPICAL WATER SERVICE CONNECTION U-"""-"E ,. COM''''' CWAR ,,-...."" Nf(AS Q'tly =TfI{ CiAIl" IIN.I£ (M,J .w) NO'" 1. AU. lIN. 1£ IIOJtE5lOQl/'W IN NON PA 101 AR€AS $HALl /1£ ENCAseD IN MN. 6· THICK CONe. •• AJ.J. MOI.Nt ~. SFT VAllE" IIQI( I"l.IISH IN PA If"D ..... "" ~NOSCAU I6lUTILITY CROSSING DETAIL aTYPICAL BURIED VALVE _ NO "'" "'''''''''''''' CAIi1H -- """"'''''' '""'TERIAl AS OEFINED IN ASTlo4 02321, ·ST,I,NOARD PfiAC11CE FOR INSTALlATlON OF THERMOPlASTIC PIPE FOR SE'fI£RS ANO OTHER GRAVITY-nOW APPUCAllONS: LATEST EDITION; ... 5 lIN AlTERNAllYE AND AT THE OISCRET1ON OF THE ENGINEER. THE TR£NOi BonOlol WAY BE STABlUZED USING A WOVEN GEOTEl!TlL[ rABRIC. 2. ~ SUITABU: WATERIAl. SHAll lIE CLASS I, N OR HI AND INSTAlLED ... 5 REOUIRED IN ,o,sl\l 02321. u. TEST EOITION. UNLESS DTKRYllSE SPECIF"IED BY THE ENGINEER, WINIWUW BE1lOINC THICKNESS SHALL BE .... (l00mm) rOR ... ·-2 ... • (IDO-&DDmrn) AND 42"-4I!l'(I00D-1200rnm} CORRUGATED POLYE"TH'I'lENE PIPE (CPEP); 6-(l5Omm) FOR 30'-36' (750-lIODmm) CP£P. 3. Ht.!INQjING ANp I!!!!]AI RmEIII· SUITABLE WATERIAL SHALL BE a...ASS I, ~ OR III AND INSTALLED AS REQVlRED IN ~ 02321, LATEST EDITION. 4. UNLESS O"THER'IIIISE SPEGlFlED BY lHE ENCiNlEER, WINIMUN TRENCii 'MDlHS SHAll. BE: AS FOllOWS: FINAl. 6ACKrLL INIllAL BACKfIll.., S"-12' (ISD-JOOmm) ABOVE TOP IF PIPE. ~~cr~: PIPE BEOOINC WA lERlAl. """"'-' m.Jmml ... (100! 8 (150 '~(!~-12 300' Hi 375' 18 450' .. !8oo: JO 750, 36 lIOO, " (".') 48 (1200) 80 (1500) NIH Bf£JlHW"NDfP 1JI!£:NCH 'MOtH. loI (mml 2'(~) 23 (580 2:1 (830' 28 (710: 31 (no, !jlS 66 11180' 76 IlIl!IO' 83 2110: I!IO 2:2$0, 102 (251Xl) 1R£NCH IIfI?1H1 5. ='Mnfftrn:!~~~ ~~~==~r 7l!O!p1l HIW lIIfM:b' O!!?SS wurw ~~--:~Nb~~ ~=J.~ ~LE~ I'ROW THE TOP IF PIPE TO TI1E GROUND SURFACE. SIREAfjE 11\of Nl'''''i cM",n "<t:I l.lLXI8L.£ PAI/ENENT) H2lI (RIGID P"''¥EWENl) [I!IO RAlLWA'r H[AVY CONSlI'IUCTlON IoIIN1NI" RfCfHHENPED COVER. loI tMft'l\ 12 (JOD) 12 (JOD) 2 ... 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",",a I' r 1 l , 1 ... .. ~ m ~ ~ i:: ~ III ut ~ .... ~ :t ~ ~ ~ ;t " ~ ~ ~ i:: ~ III ut ~ . ~ ~ ~ ~ ~ From: LETTER OF TRANSMITTAL R LEVESOUE ASSOCIATES, INC Date: 4-12-11 A Land Planning Services Company Project No: 100403 nmeeli>rl .. vp.sn'I~Rs!roCiat~_f'nm Project Name: Garden SI...,.t 75 Broad Street, Suite C, Westfield, MA 01085*' 413-~85 (0) 0986 (F) RE: Sile Plan Approval AuDilealion To: Town of AEawam Building DCEartment 1000 Suffield Street Al1;awam, MA 01001 HAND DELIVERED Attention: Mr. Dominic Urbinati We Are Transmitting to You: 0 Under Separate Cover VIA IZI Attacbed o Plans 0 Approval of Subcontractor 0 Copy of Letter o Specillcations 0 Order on Contract 0 Pbotograpbs o Report 0 Original Drawings 0 Proposal o Form IZI Other Site Plan AI'l"rovai AI'I"lication Number DWG.!Revision Drawing Description :z ...., ~ of Copies Date Number 53 10 copies 1-4-11 Site Plan Approval Application l> rn !;.' ::g -i ~ -0 ~ '" .L. ~ ." ~ These are Transmitted as Noted Below: ,.... :\t~ S? ~ r:-,> ~ 181 0 {~"~,\ !"'~ ~ For Approval Approved a~ .,sd'",~". 0 Resubmit __ Copies for~p .'. J . ~,-. 1\)\\ ~ '" 0 For Information 0 Approved as Noted I\?R \. ~'. ,!fh,,/ . __ Copies for Distribution , :.-"". \~~.-"{.~ i rEI For Action 0 For Corrections :, ',\., , " ,~' c~\ "15 Return Corrected Prints . ' ;:;", '''\t ;.,,\r{) '1 ~ ., --£% "",,',\ •. 0 As Requested 0 For Revie ,"< ~ir'J'C:mments 0 I Remarks: Should :you bave an:y guestions regarding this submittallliease feel free to contact our office at :your convenience. Combine this al'l'lication with updated set of IIlans issued I!reviousl:y. -',r.t ;~,,y~ bl • I""'l~ ~i '_'~"'" Mr. Thomas Russo Jr. .. ~._'01\ < < ~ .. . ,','--',' ~,'" (~ \ • il! 1','",,, . '.'" \jf~'if'O =-(;.,-,:.~. ..;\t'i~ \ : ~ l' ~ •• ~ h.J ' .. U File # 100403 Ro M: Levesque ASLA By: Note: If Enclosures are not as noted, please notify us at once. White: Addressee Yellow: Project Notebook Pink: Main File I I I I I I I I I I I I I I I I I I I SITE PLAN APPROVAL Under Section 180-13 through 180-16 Of The TOWN OF AGAWAM ZONING ORDINANCE Submitted To: Agawam Building Department 1000 Suffield Street Agawam, MA 01001 Project Site: Proposed Professional Office Buildina Parcel "B" Parcel G81 3 Garden Street Agawam, MA 01001 Prepared for: T Russo Jr. Construction Co. Inc. 204 Suffield Street Agawam, MA 01030 Prepared By: R Levesque Associates, Inc. 75 Broad Street, Suite C Westfield, MA 01085 Project #100403 ,-, . l> C) » :::E » ~ ~ » ~, :t-, :z: I en -v ::.: N .. - CII· l!!!!! ,...., 52 :» -0 = N 1) r:-,> 0 Z Ul -0 I"T1 (") -l 0 z Ul ", ;0 < n rrI • O!) ~ 1\')\\ , ,. '/ ?I' \. "', '; "'''' -~. ",,,,},";!' R Levesque ASSOCIates, Inc January 2011 ;::;;.1 a land planning. ser."ices company -~"" I I I I I I I I I I I I I I I I I I I ITEM TrrLEPAGE TABLE OF CONTENTS TABLE OF CONTENTS PROPOSED PROFESSIONAL OFFICE BUILDING SITE PLAN APPROVAL PARCEL "B" (PARCELG813) GARDEN STREET AGAWAM,MA 01001 SECI'ION COVER LETTER ........•.....•...............•....................•....•...........••..................................•.. I FORM D APPLICATION FOR SITE PLAN APPROVAL ..••....••.....•...................•....•.....•....•.. 2 NARRATIVE ADDENDUM TO SITE PLAN APPROVAL .................................................. .. 3 TOWN OF AGAWAMDPW STORMWATERPERMIT ...................................................... 4 STORMW A TER MANAGEMENT REPORT ...................................................................... . 5 APPENDIX I SITE PLAN APPROVAL PLAN SET BY R LEVESQUE ASSOCIATES, INC. DATED DECEMBER 28, 20 I 0 I I I SECTION 1 COVER LETTER I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I January 4,2011 Mr. Dominic Urbinati Agawam Building Department 1000 Suffield Street Agawam, MA 01001 RE: Site Plan Approval Proposed Professional Office Bnilding Parcel "B" (parcel G8 1 3) Garden Street, Agawam, MA RLA Project # 100403 Dear Mr Urbinati: On behalf ofT Russo Ir. Construction Co. Inc., the applicant in the abovo-referenced filing, enclosed, please find an original Site Plan and nine (9) additional copies for your review. Also enclosed, please find ten (10) copies of the Form D Application and Narrative Addendum. This Site Plan Approval has been filed under the following applicable Town of Agawam Zoning Ordinance; Section 180-13 through Section 180-16. We herein request that we be placed on the agenda for the next Planning Board Meeting so that we may present our request for Site Plan Approval at that time. Copies of the completed submittal have been sent to the individuals noted below. Should you have any questions or comments regarding this Application, please do not hesitate to contact our office at your convenience. Enclosures Sincerely, R LEVESQUE ASSOCIATES, INC Robert M. Levesque, RLA, ASLA President Cc: Mr. Thomas Russo Jr. 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 0\086 Phone: 413-568-0985; Fax: 413-568-0986 robJ@rJaJand.com I I I I I I I I I I I I I I I I I I I SECTION 2 FORM D APPLICATION FOR SITE PLAN ApPROVAL I I I I I I I I I I I I I I I I I I I AGAWAM PLANNING BOARD FORMD APPLICATION FOR SITE PLAN APPROVAL Please complete the following form and return it and (10) copies of the Site Plan to: 1. 2. 3. 4. Agawam Building Department 1000 Suffield Street Agawam, MA 01001 Name of Business: T Russo Jr. Construction Co. Inc. Address: Parcel "B" (Parcel 081 3) Oarden Street, Agawam, MA 01001 Telephone: (413) 478-3470 Fax: N/A Name of Applicant/Owner: Mr. Thomas Russo Jr. Address: 204 Suffield Street, Agawam, MA 01030 Telephone: (413) 562-9601 Fax: (413) 562-8243 N arne of Engineer/Architect: R. Levesque Associates. Inc. Robert M. Levesque, RLA, ASLA, Terrence Reynolds, PE Address: 75 Broad Street, Suite C, P.O. Box 640, Westfield, MA 01086 Telephone: (413) 568-0985 Fax: (413) 568-0986 Please give a brief description of the proposed project: Please see Narrative Addendum to Site Plan Approval. I I I I I I I I I I I I I I I I I I I SECTION 3 NARRATIVE ADDENDUM TO SITE PLAN ApPROVAL I I I I I I I I I I I I I I I I I I I NARRATIVE ADDENDUM TO SITE PLAN APPROVAL Introduction Parcel "B" (Parcel G8 1 3) Garden Street Agawam,MA On behalf ofMr. Thomas Russo Jr. and T Russo Jr. Construction Co. Inc., R. Levesque Associates, Inc. is submitting an application for the construction of a professional office building to be located on the south side of Garden Street in the Town of Agawam, MA. Property Description The subject property is approximately 2.2 acres with approximately 118 feet of frontage located on the south side of Garden Street, just east of the Garden Street exit off Route 57 in the town of Agawam, MA. The subject property consists of vacant land of which the southern two thirds is forested land including a large wetland. The northern third of the property is cleared upland meadow that will be utilized for the proposed development. Surrounding Land Uses The property abuts both commercial and residential uses. To the east of the parcel lies an R-C zoned property under the same ownership. This property will be developed as a multifamily condominium community. To the north across Garden Street, Vermette's Auto Body and O'Connell Construction are direct abutter's. To the west there is a single family residential home, and to the south is Kittredge Equipment Company. Detailed Project Description The proposed project consists of the construction ofa 5,280 square foot commercial office building, associated parking and related site improvements. The proposed office building will be two stories, each of which will have an at-grade entrance to provide for universal accessibility to and from the building. The site will be serviced by one curb-cut located along the western property boundary. The vehicular circulation within the site will allow for two-way traffic which will accommodate each level of the building. The proposed parking lot will accommodate 21 parking spaces, including 2 handicapped van accessible spaces, one at each level. The vehicular circulation within the site will allow for two-way traffic into and out of the site with the proposed curb-cut along the western property boundary. I I I I I I I I I I I I I I I I I I I Storm wafer All stormwater from the site will be conveyed into deep catch basins, through the subsurface conveyance system into a water quality unit prior to being released into a subsurface infiltration system at the southern end ofthe proposed development site. The undeveloped portion of the site will remain as forested woodland. There are no plans for work beyond the limit-of-work shown on the plans submitted herewith. The site plans and stormwater plan and report have been submitted to the Town of Agawam Engineering Department for their review. Utilities The site is serviced by sewer and water which are both located in Garden Street. The sanitary sewer from the site will be pumped to a manhole within the neighboring property (same owner) from which the effluent will flow by gravity to the municipal sanitary system in Garden Street. There is a fire hydrant directly adjacent to the curb-cut at the front of the property which will provide for adequate flows for fire suppression needs. LAndscape and Lighting The proposed landscaping will be consistent with the requirements set forth in the Agawam Zoning Regulations for the Business "B" zone. The proposed landscape plan includes foundation plantings around the proposed building and accent plantings throughout the site. All trees and vegetation outside the limit-of-work will remain. The lighting within the proposed project will provide for safe pedestrian and vehicular circulation to, from and within the site. Said lighting will be shielded to prevent glare into neighboring properties END OF NARRATIVE ADDENDUM I I I I I I I I I I I I I I I I I I I SECTION 4 TOWN OF AGAWAMDPWSTORMWATERPERMIT I I I I I I I I I I I I I I I I I I I Application Date: Application Fee Paid: ____ _ Date Paid: Inspection Fee Paid: Date Paid: Town of Agawam Department of Public Works Stormwater Permit Application Area of Disturbance" 1 to 5 Acres Over 5 Acres to 20 Acres Over 20 Acres to 50 Acres Over 50 Acres Rev. November 2006 Retum this application to: Town of Agawam Department of Public Works 1000 Suffield Street Agawam, MA 01001 Storm Drain Permit Application I Inspection Fees Application Fees Inspection Fees $200 $100 $700 $350 $1500 $750 $1,500 plus $25 per Acre over 50 $750 plus $10 per Acre over 50 "Ifthe area oflbe parcel(s) and area of proJect disturbance dIffer such that the area of dIsturbance wIll be m a lower fee category, the applicant may submit a certified statement by the project designer, a P.E., of lb. project's area of disturbance. 1, Project I Site Information Garden Street Site Address Agawam City G8 1 3 "Parcel B" ParcellD MA State 2.2 Acres Parcel Size Is there an existing larger project this site is now a part of? 01001 Zip Code 0.68+/- Number of Acres to be Disturbed ~No DYes If yes, name of larger project: ..:n:.:/.::a'-_____________________ _ EXISTING SITE DESCRIPTION: (Example: 5 Acres of forest land, 2 Acre single family residence, 50 Acre Farm Land or Attach Project Narrative.) Please see the attached project narrative. Page 10f4 Storm Drain Permit #: SD _____ _ I I I I I I I I I I I I I I I I I I I 2. Builder / Contractor Information T. Russo Jr. Construction Co., Inc. Builder / Contractor Name 204 Suffield Street Address Agawam City Russo Contact / Last Name 3. Owner Information Same Property Owner Name Address City Contact / Last Name MA State Thomas First Name State First Name 4. Project Description / Features o Single Family/Multi Family Home 18 New Commercial /Industrial Site Plan o Re-grading or Land Disturbance o Other 01001 Zip Code 413.786.1443 Telephone (including area code) Zip Code Telephone (including area code) o Sub-division # of Lots: ______ _ o Redevelopment Site Plan Proposed Project Site includes the following features: I!!I Proposed Impervious Area o Detention Pond N Sub-surface Detention I Infiltration Existing (ft2) None 18 Wetland Protection Act / Conservation Commission Jurisdiction o River Act I Conservation Commission Jurisdiction FINAL APPROVED PLAN I CONDITIONS OF PERMIT: Proposed(ft2) 20,255+/- Storm Drain Permit #: SD _____ _ Page 2 of4 I I I I I I I I I I I I I I I I I I I 5. Stormwater Management Plan The Stormwater Permit Application must include submission of a Stormwater Management Plan, The purpose of the Stormwater Management Plan is to ensure that the runoff from a site has been treated for water qual~y and quantity impacts during the construction of the project and during the long term, This treatment includes, but is not limited to, erosion and sediment control to the extent practicable via structural and non-structural BMPs during construction and the establishment of structural BMPs for the long term controls, See Agawam Stormwater Management Ordinance (Ch , 175-35) and the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas prepared by the Massachusetts DEP http://www,mass,gov/dep/water/esfulI,pdffor additional information and guidance, The following minimum information must be Included within the Stormwater Management Plan, Project Plan o A plan identifying the project site area o Plan must highlight the portion of the area to be disturbed Short Term -Erosion and Sediment Control Measures o Written description of proposed temporary BMPs o A plan at an appropriate scale of those BMPs o A description and schedule of maintenance of proposed BMPs o Construction details o Reporting requirements of erosion and sediment controls o On-site hazardous materials handling and storage o Dust control BMPs o Off-site sedimentation measures o Plan and procedures Long Term -Stormwater Quality and Quantity Controls o Written description of proposed permanent BMP's o A plan at a scale of not less than 1"= 40' of those BMPs o Construction details o Computations in an acceptable format o A description and schedule of long term maintenance of proposed BMPs o Reporting requirements for maintenance and inspections as specified by the DPW o A description of long term maintenance and Inspection schedules shall be submitted for site development projects, o Construction Certification Statement - A statement to be signed by the contractor and all relevant subcontractors shall be included, certifying that they have read and understand the construction phase requirements and agree to comply, All components of the Stormwat6l" Management Plan shall be prepared and stamped by a licensed Professional Engineer for all site plans, subdivisions and residential projects greater than 2 building lots. Stonn Drain Pennit #: SD _____ _ Page 3 of4 I I I I I I I I I I I I I I I I I I I 6. Certification Statement The owner or authorized representative and all contractors and subcontractors shall sign certification statements as part of the permit application and Stormwater Management Plan. In signing the plan, the authorized representative certifies that the information Is true and assumes liability for the plan. In addition, the undersigned agrees: 1. To furnish any additional information relating to the installation of use of the storm drain for which this permit is sought as may be requested by the Superintendent. 2. To accept and abide by all the provisions of Section 175 inclusive of the Ordinances of the Town of Agawam and of all other pertinent ordinance or regulations that may be adopted in the future. 3. To operate and maintain any storm drain and detention facilities, as may be required as a condition of the storm drainage permit in efficient manner at all items, and at no expense to the Town. 4. To cooperate at all items with the Superintendent of Public Works and his representatives in their inspection of storm drains, and any maintenance thereof. 5. To notify the Superintendent of Public Works immediately in the event of any accident, negligence, or other occurrence that occasions discharge to the storm drain of any wastes or process waters not covered by this permit or allowed by Section 175 the Ordinance of the Town of Agawam. 6. To indemnify the Town from loss or damage that may directly or indirectly be occasioned by the installation of the storm drain and related facility or connection. Owner Certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the Information submitted. Based on my Inquiry of the person(s) who manage the system, or those persons directly responsible for gathering the Information, the inform:~.I~!1 .~u· s, to the'~ y knowledge)lm1 belief, true, accurate, and complete. X ~ .~ A /cy,1I Date Contractors and Subcontractors Certification: I certify under penalty of law that I understand the terms and conditions of the Storm Drain Permit that authorizes storm water discharges associated with industrial activity from the construction site Identified as part 0 this certification. ontractor's Signature Date x Subcontractor's Signature Date APPLICATION APPROVED AND PERMIT GRANTED PERMIT #: 50 ____ _ Signed Superintendent Date Page 4 of4 I I I I I I I I I I I I I I I I I I I ..... ----.~......... ,/- ~-~ RLA " 1..:;''''''1'''(" A'''''';'IC''~ I,,,· ~ "'oJ 1\-"""1 ;., .... ,., """,'",. January 4, 20 II Town of Agawam Department of Public Works Attn: Stomlwater Pennitting Program Manager 1000 Su meld Street Agawam, MA 01001 RE: Stormwater Permit Application Garden Street (Parcel G8 13, Parcel "8") Agawam, MA 0 I 00 I RLA Project # 100403 To Whom It May Concern: This letter is being submitted to the Town of Agawam Department of Public Works in order to satisfY the requirement for a certified statement from the project designer when the project disturbance area is less than one (I) acre. I do hereby certifY that the proposed project at the aforementioned parcel will disturb 0.68+1-acres. Should you have any questions, please reel free to contact our office at your earliest convenience. Ce: Mr. Thomas Russo Sincerely, R LEVESQUE ASSOCIATES, INC Terrence Reynolds, P.E. Project Engineer 75 Broad Street. Suite C. P.O. !lox 640. Westfield. MA 01086 rIM)"e: 413-568-0985: Fax: 413-568-0986 rohl.'~I'rlaland.com I I I I I I I I I I I I I I I I I I I SECTIONS STORMWATER MANAGEMENT REpORT I I I I I I I I I I I I I I I I I I I STORMW ATER DRAINAGE REPORT AND MANAGEMENT PLAN for Professional Building Garden Street, Agawam, MA Prepared for R Levesque Associates, Inc 75 Broad Street, Suite C Westfield, MA 01085 And Thomas Russo Agawam,MA Prepared by T Reynolds Engineering 120 North Street Whately, MA 01093 (413) 387-8078 Fax (413) 665-0113 e-mail: reylaw@comcast.net December, 2010 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services TABLE OF CONTENTS Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 Project Summary ........................................................................................................................ 3 Site Description .......................................................................................................................... 3 Soil and Flood Plain Review ....................................................................................................... 3 Method of Drainage Analysis ...................................................................................................... 6 Model Results ............................................................................................................................. 7 Construction Period Pollution Prevention and Erosion and Sediment Control Measures .............. 8 Short-Term Erosion Control Maintenance ................................................................................. 1 0 Long-Term Stormwater Maintenance Program .......................................................................... 11 FlGURES Figure 1: Locus of Project Area .................................................................................................. 5 TABLES Table 1: Rainfall Runoff Results ................................................................................................. 7 APPENDlCES Appendix A: Pre-Construction and Post-Construction Drainage Area Plans Appendix B: TSS Removal Worksheet Appendix C: Massachusetts forms 11 Appendix D: Hydrologic Analyses 120 North Street, Whately, MA 01373 Phone: 413·665-0113, Fax: 413·665-0113 Email: reylaw@comcast.net Pg 2 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Project Summary Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 Thomas Russo is proposing to construct a 5,280± SF professional building on a 2.2±-acre parcel located off of Garden Street in Agawam, MA (see Figure I). T Reynolds Engineering has been retained by R Levesque Associates, Inc. (RLA) to perform and analyze the pre-development and post-development stormwater flow calculations for the for proposed project. The purpose of this analysis is to determine the 2, 10, 25 and 100-year peak flow rates and quantities for pre- development conditions and post-development conditions with stormwater management improvements and show that the stormwater management system has been designed to be in general accordance with applicable Town of Agawam regulations. Site Description The site has a high point along Garden Street on the north side of the site. From Garden Street, the site slopes down to wooded and wetland areas in the south. The front of the site is currently grassed hay field with the woodland and wetlands located in the southerly areas of the site. All drainage from the side runs down to the woodland/wetlands in the rear. No wetland resource areas are located within the project area. The proposed development of the site includes; grading and construction of a 21 space parking lot and the 5,280± SF professional building. Additional construction includes a stormwater management systems, landscaping and associated utilities. The proposed development is designed to conform to existing terrain features with the intent of preserving overall natural drainage patterns within the site. Under the developed conditions, stormwater runoff generated from the driveways, buildings and adjacent areas will be collected in "CDS" stormwater treatment units and conveyed in underground storm drain systems to two subsurface infiltration systems located in the front and rear parking lots on site. All stormwater will be treated using "CDS" water quality units to remove suspended solids and oils prior to being discharged into the subsurface systems (see TSS Removal Worksheet, Appendix B). The drainage system is designed to accommodate statistical storm events up to and including the 100-year storm without surcharging basins above rim elevations. Overall stormwater runoff quantities from 100-year storm events are shown to not increase and as a result no increased flooding is anticipated. Water quality and quantity control measures have been designed to protect the surrounding natural resources from potential stormwater runoff impacts. Soil and Flood Plain Review Review of the Soil Conservation Service (SCS), now Natural Resource Conservation Service (NRCS), Soil Survey of Hampden County, Central Part, Panel 19, indicates soils located within the project area are identified as AmB -Amostown fine sandy loam WnB,E-Windsor loamy sand. Amostown soils are typically deep and moderately well drained. Permeability is moderately rapid in the subsoil and moderate to slow in the substratum. Windsor soils are typically deep and excessively drained. Permeability is rapid or very rapid (see Drainage Area maps, Appendix A). 120 North Street, Whately, MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net Pg 3 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Garden Street Prof. Bldg. Stonnwater Drainage Report 12/15/2010 Soil investigations were perfonned to determine actual soil conditions in the general areas proposed for development and stonnwater management. Actual soil conditions in the specific stormwater system locations will need to be verified by the Engineering prior to actual construction. Massachusetts form 11 results are included in the Appendix C of this report. The proposed project is not located within the toO-year flood plain as can be seen on the FIRM community-panel number 2501330001 A dated February 1,1978. 120 Nonh Street, Whately, MA 01373 Phone: 413·665·0113, Fax: 413·665·0113 Email: reylaw@comcast.net Pg40fll I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Garden Street Prof. Bldg. Civil Engineering Design and Land Planning Services Stonnwater Drainage Report 12/15/20 I 0 .11 •• -@ 1/2 • o. • • .... ' Q <?-~ /"~ -.' f<l=-f/.'" " ':' =;;,[1/.. ,")' ~ i .,., .... ... .. . . . -. ~ -. . , ,1 I i 1 C===C====' OO::'.E0=:=:~2~o,COO===3=OOJ!e!::O ====:sci+WjOOO FEET FIGURE I: Locus OF PROJECT AREA (Partial reproduction of USGS West Springfield, Quadrangle) 120 North Street, Whately, MA 01373 Phone: 413·665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net T Pg 5 of II I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Method of Drainage Analysis Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 The program HydroCAD was utilized to perform stormwater modeling for this project. HydroCAD uses the NRCS method of analysis TR-20. The TR-20 method is a widely accepted, standard engineering practice within the civil engineering profession. The NRCS method of hydrology analysis utilizes the drainage area, hydraulic length, terrain slope, and soil conditions of a watershed or catchment as input to calculate peak flows and total volume of runoff for specific synthetic rain events. The model analyzes an area approximately 1.34 acres contributing stormwater runoff flows to low points of the project area. TRE modeled the 2-year, lO-year, 25-year and 100-year statistical rain events for the existing and proposed condition. The total rainfall per a 24-hour period for the 2, 10, 25 and loo-year statistical rain events are 3.0-inches, 4.5-inches, 5.2S-inches and 6.50- inches respectively (see Pre and Post Construction Drainage Area Plans, Appendix A). Limitations The stormwater analysis was performed in accordance with standard civil engineering practice and relies on information provided by other parties as well as published information. Potential runoff analysis was limited to areas within the bonnds of property owned and areas immediately adjacent and interpreted to drain toward the site of concern. No flow monitoring or inspection of the Town of Agawam's existing storm sewer system was performed. It shall also be understood that the NRCS Method of drainage analyses was originally formulated to assist with the development offarmland and crop production. Although the NRCS method has become one of the standard methods of hydrologic analysis within civil engineering community, it may be conservative for use on very small areas of modem development and provide runoff results that are greater than actual conditions. 120 North Street, Whately, MA 01373 Phone: 413.{i65·0113, Fax: 413-665~113 Email: reylaw@comcast.net Pg 6 ofll I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Model Results Garden Street Prof. Bldg. Stormwater Drainage Report 1211512010 The following tables summarize the results of the drainage analysis using HydroCad (see Appendix D). The following design points were used to show the pre and post construction stormwater flows expected for the 2, 10, 25 and 100-year storm events. Because there is no drainage outlet for the site other than infiltration, low areas are used as design points. Table 1: Existing and Proposed Peak Discharge at Design Points DESIGN POINT 2-year 10-year 25-year 100-year (cfs) (cfs) (cfs) (cfs) Pre-Construction Southern Design Point (3S) 0.00 0.03 0.13 0.45 Post-Construction Southern Design Point (3S) 0.00 0.04 0.13 0.38 As can be seen from the above results, stormwater runoff to the resource area and other non- resource areas for the 2, 10, 25 and 100-year storm events will not increase from the pre- construction conditions to the post construction condition. Run-off to all design locations is generally decreased. As stated above, the project as designed will not increase peak discharges to the resource areas during the 100-year storm event and as a result is expected not to increase off- site flooding impacts from the 100-year, 24 hour storm. 120 North Stree~ Whately, MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net Pg 7 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 Construction Period Pollution Prevention and Erosion and Sediment Control Measures The following erosion and sedimentation control measures will be employed as appropriate during the earthwork and construction phases of the project. See Construction BMPs Checklist, Appendix I: Preconstruction notifications and meetings: No work shall be performed within 100 feet of any wetland area until any notification and pre-construction meeting requirements of any Order of Conditions under the Mass. Wetlands Protection Act have been completed. These requirements shall be the responsibility of the Operator to arrange, attend, and document. Sediment Barrier and Work Limit: Before installation of the sediment barriers, the location shall be staked in the field for review and approval by the engineer or their representative. To facilitate sediment barrier installation, woody vegetation may then be removed and any required trench may he cut by machine, provided all other ground cover is left intact. No excavation, grading, filling, or removal of vegetative ground cover shall be performed within 100 feet of any wetland or stream until sediment barriers have been installed as shown on plans and have been inspected by the engineer or their representative. Sediment barriers located adjacent to wetland areas shall serve as the limit of work for this project. No construction, equipment traffic, stockpiles, removal of vegetation, or other alteration shall be permitted on the wetland side of the sediment barrier/work limit without the approval of the engineer or their representative and the municipal Conservation Commission, Silt fence: The bottom of the fence shall be trenched into the ground a minimum of 4" and back-filled with compacted soil. Where trenching is not feasible, silt fence skirt shall be covered with compacted soil or crushed stone. The top of the fabric shall be stretched as tightly as is practical, with intermediate stakes added to correct excessive sags. Stakes shall be driven at least 12" into the ground. Splices between sections shall be made by rolling end stakes together one complete turn and driving into the ground together. Straw bales: Straw bales may be used as temporary and moveable control measures, temporary check dams, or as reinforcement for silt fence in areas of concentrated runoff or high fills. Bales shall be tightly butted and staked 12" into the ground. Where used without silt fence in front, the bales shall be trenched 4" into the ground, back-filled with compacted soil, and the spaces between bales shall be chinked with loose hay. Filter Sock (Filtrexx or equivalent): In areas of expected sheet flow, filter sock may be placed directly on the ground without trenching or stakes. In areas of expected concentrated flow, mulch or crushed stone shall be placed along the up-slope face to control and filter underflow. Additional layers of Filter Sock may be required for adequate freeboard. Temporary Sediment Basins: Temporary sediment basins may be excavations or bermed stormwater detention structures (depending on grading) that will retain runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge. These temporary 120 North Street, Whately, MA 01373 Phone: 413-665'()1 13, Fax: 4\3-665-01 \3 Email: reylaW@comcast.net Pg 8 of II I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 basins will be located based on construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment basins will be stabilized to minimize erosion. Stocking additional materials: A stock of additional erosion control materials shall be available on the site for emergency repairs and temporary measures. Stock shall be replenished when decreased to 50% of the numbers below. Stock shall include: Straw -bales -10 (Covered to be kept dry) with 20 Oak stakes Or Silt fence -30 linear feet. Or Filter Sock -4, 8 ft. sections (covered to be kept dry) Washed stone -1 cubic yards, 3/4" to 1 2" diameter Trench protection: Open trenches shall be protected from accumulation of surface water or groundwater that could result in erosion of the trench and discharge of sediment. Where feasible, spoil shall be stockpiled on the up-slope side of the trench to prevent entrance of surface rnnoff. Backfill shall be crowned to allow for settlement and to avoid concentration of rnnoff on top of the trench. Storm drain protection: The storm drain and swale system shall be put into operation as soon as possible in order to control rnnoff within a non-erodable system. The storm drain system shall be protected against inflow of sediment. Open storm drain structures shall be protected by sediment barriers, "filtrexx" filter socks, stone filter berms, or filter fabric inserts (Atea-bags, Asilt-sacks or equivalents). These measures shall be maintained until the tributary area is stabilized by paving and vegetative cover. Site Stabilization -Temporary: Where a portion of the site will not be subject to construction activity for over 14 days, measures shall be taken to provide temporary stabilization of that inactive portion of the site, within 14 days of the cessation of construction activity. Stabilization measures may include seeding for temporary cover, mulching, or other measures to protect exposed soil from erosion and prevent sediment movement. Site Stabilization -Permanent: Within 14 days of completion of loaming and fmish grading on any portion of the site, that area shall be seeded or planted for permanent cover (season permitting) in accordance with USDA NRCS guidelines or equivalent. Roadway Sweeping: The entrance to the site and affected portions of the public roadway or paved project roadway shall be swept as needed to control sediment rnnoff into storm drains or waterways and to control blowing dust. 120 North Street, Whately, MA 01373 Phone: 413.{j65'()113, Fax: 413.Q65·0113 Email: reylaw@comcast.net Pg 9 of 11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Short-Term Erosion Control Maintenance Garden Street Prof. Bldg. Stormwater Drainage Report 12/15/2010 • The contractor or subcontractor will be responsible for implementing each control shown on the Sedimentation and Erosion Control Plan. • The on-site contractor will inspect all sediment and erosion control structures periodically and after each significant rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor. • Silt shall be removed from behind barriers if greater than 6-inches deep or as needed. • Damaged or deteriorated items will be repaired immediately after identification. • The underside of hay bales should be kept in close contact with the earth and reset as necessary. • Sediment that is collected in structures shall be disposed of properly and covered if stored on-site. • Erosion control structures shall remain in place until all disturbed earth has been securely stabilized. After removal of structures, disturbed areas shall be regraded and stabilized as necessary. The sedimentation and erosion control plan is included in project plan set. 120 North Stree~ Whately, MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaW@comcast.net Pg 100f11 I I I I I I I I I I I I I I I I I I I T Reynolds Engineering Civil Engineering Design and Land Planning Services Long-Term Stormwater Maintenance Program Garden Street Prof. Bldg. Stonnwater Drainage Report 12/15/2010 The following maintenance program is proposed to ensure the continued effectiveness of the structural water quality controls previously described. • Operation and maintenance of stonnwater management system will be the responsibility of the Owner. • Inspect subsurface stonnwater systems annually to ensure proper stabilization and function. If significant sediment deposits are noted with in the system, follow Cuhec maintenance guidelines for removing sediment accumulation. • Paved areas will be swept, at a minimum, two times per year in the months of May and October. • All sediments and hydrocarbons should be properly handled and disposed, in accordance with local, state and federal guidelines and regulations outside any drainage facilities or resource areas, including buffer zone to the resource area • CDS Manufacturer recommends, at a minimum, inspections should be perfonned twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated, or immediately in the event of a spill. 120 North Street, Whately, MA 01373 Phone: 413-665-0113,Fax: 413-665-0113 Email: reylaw@comcast.net Pg 11 of 11 I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Storm water Drainage Report 12/15/2010 Appendix A: Pre-Construction and Post-Construction Drainage Area Plans 120 North Street, Whately, MA 01373 Phone: 4\3-665-0113, Fax: 4\3-665-01 \3 Email: reyl.w@comcasLnet 1 ----.'~ -----~ .. 1 1 1/ 'j'! -~, -' I 1 ~, ' :\-~-:---rl 1!IIIl-.-----------------..,.---' ...... ____ 1~1,-~ ,t -- )I " ,,~ .. o I, " ----~ .--.-- ----" 3': -- -,'~.j ; ~" -·-n -- i ~"T" _ ,-:6 ---r!-- ---~-::-0\ _ ..... _ _~_ _ ___ ::::.-j")c ----------;. "'-_ ~~:::.~----1 ~---~- ,'-p,~ .... ,.-... '''' .... -.. _1;;1 ---- v \ -.. ------------- -.. -------_I 1 1 I-- ...\ 1 1 , " I I .... ---... -----........ ~. --\--,,-, 1 1 ---- ---~- 1 I , CD, c -, 3< - . ':"er'c.",,·l!J'/'I---------- --------- --.... --.-------1"-------- I ~ \ --------- c '" 0 CDSfO E [jJ 10 «0'-' EUl «I I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Stonnwater Drainage Report 12/15/2010 Appendix B: TSS Removal Worksheet 120 North Street, Whately. MA 01373 Phone: 413-665-0113, Fax: 413-665-0113 Email: reylaw@comcast.net ------------------- T Reynolds Engineering Whately, MA 01093 Subsurface Infiltration 1 & 2 A BMP Street sweeping TSS ({l'nll" al Calculatinn \\ nrl"hl'l't Name: Garden Street Professional Building Location: Agawam, MA Proj. No.: 10-1201 Date: 12114110 Computed by: TR Checked by: RL BCD E TSS Removal Starting TSS Amount Remaining Rate Load· Removed (BxC) Load (C-D) 10 II 1.00 0.1 0.90 Subsurface Infiltration with CDS Pretreatment I 80 II 0.90 I [0.72 II 0.18 -] '----'11 II II II I ,----,II II II II I Total TSS Removal= Notes; ·Starting TSS Load for first BMP-1.00. TSS load for subsequent BMP's is equal to the Remaining Load (El from the previous BMP. I .2% I I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Stormwater Drainage Report 12115/2010 Appendix C: Massachusetts forms 11 120 North Street, Whately, MA 01373 Phone: 413·665·0113, Fax: 413·665-0113 Email: reyI8w@comcast.net -------------------Commonwealth of Massachusetts CitylTown of •~. -. .. , -~ Form 11 -Soil Suitability Assessment for On-5ite Sewage Disposal RUSSO, GARDEN STREET, AGAWAM, MA 4114/10 Deep Observation Hole Number:4-TR 5011 5011 Matrix: Redoxlmorphlc Features Soil Coarse Fragments 5011 Structure 5011 Depth Horlzonl Color-Moist (mottles) Texture % by Volume Consistence Layer (Munsell) (USDA) (Moist) (In.) Depth Color Percent Gravel Cobbles & Stones 0-12 Ap 10YR3/1 LS GR FR 12-17 B 10YR3/3 LS SBK FR 17-102 C 10YR3/6 52 10YR5/8 C S M FR Additional Notes Standing @ 100· Other DEP Form 11 Soil Su~ability Assessment· Page 5 of 5 I I I I I I I I I I I I I I I I I I I Terrence R. Reynolds, P.E. Civil Engineering Design and Land Planning Services Appendix D: Hydrologic Analyses 120 North Street, Whately, MA 01373 Phone: 413·665-0113, Fax: 413-665-0113 Email: reylaW@comcast.net Stonnwater Drainage Report 12115/2010 I I I I I I I I I I I I I I I I I I I 38 Drainage Diagram for Pre Development Prepared by T Reynolds Engineering. Printed 1211412010 HydroCAD®9.10 sin 04155 <ll 2010 HydroCAO Software ~utions LLC I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Area Listing (aU nodes) Area CN Description (acres) (subcatchment-numbers) 1.192 39 >75% Grnss cover, Good, HSG A (3S) 0.152 61 >75% Grass cover, Good, HSG B (3S) 1.344 41 TOTAL AREA Printed 1211412010 Page 2 I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type 1I124-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 3 HydroCAD® 9.10 sln04155 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Runoff Area=58,553 sf 0.00010 Impervious RunoffDepth=O.OO" Flow Length=395' Tc=19.l min CN=41 Runoff'=O.OO cfs 0.000 af Total RunofT Area = 1.344 ac RunofTVolume = 0.000 af Average RunofTDeptb = 0.00" 100.00% Pervious = 1.344 ac 0.00% Impervious = 0.000 ac I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 4 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 5.00 hrs, Volwne= 0.000 a~ Depth= 0.00" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hIs, dt= 0.05 hrs Type ill 24-br 2-Year Event RainfaIl=3.00" Area(st) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 58,553 41 Weighted Average 58,553 100.00% Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (elS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense 0= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fj>s 19.1 395 Total I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr IO-Year Event Rainfall=4.50" Printed 1211412010 Page 5 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatchment 38: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Iod method Runoff Area=58,553 sf 0.00% Impervious RunoffDepth>O.13" Row Length=395' Tc=19.1 min CN=41 Runoff-=O.03 eli; 0.014af Total Runoff Area = 1.344 ae Runoff Volume = 0.014 af Average Runoff Deptb = 0.13" 100.00~. Pervious = 1.344 ae 0.00% Impervious = 0.000 Be I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type Il124-hr JO-Year Event Rainfall=4.50" Printed 12114120 \0 Page 6 HydroCAD® 9. \0 sin 04155 © 20 I 0 HydroCAD Software Solutions LLC Summary for Subcatcbment 3S: Runoff = 0.03 cfs@ 13.79 hIs, Volume= 0.014 af, Depth> 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hIs, dt= 0.05 hIs Type III 24-hr 10-Year Event Rainfal1=4.50" Area(s!) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good. HSG B 58,553 41 Weighted Average 58,553 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Glass Pasture Kv= 7.0 JPs 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12114/2010 Page 7 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatehment 38: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-8tor-lnd method Runoff Area=58,553 sf 0.00"10 Impervious Runoff Depth>O.27" Flow Length=395' Tc=19.l min CN=41 Runoff-O.13 efs 0.031 af Total Runoff Area = 1.344 ae RunolTVolume = 0.031 Bf Average Runoff Depth = 0.27" 100.00% Pervious = 1.344 Be 0.00% Impervious = 0.000 Be I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event RainJall=5.25" Printed 1211412010 Page 8 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: RlUlOff = O. I3 cfs@ 12.57 Ius, Volwne= 0.031 at; Depth> 0.27" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 Ius, dt= 0.05 hrs Type ill 24-hr 25-Year Event Rainfal\=5.2S" Area(s!) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, am HSG B 58,553 41 Weighted Average 58,553 100.00"10 Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 IPs 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type III 24-hr 100-Year Event Rainfall=6.50" Printed 1211412010 Page 9 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatchment 3S: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS lR-20 method, UH=SCS Reach routing by Dyn-Stor-lnd method -Pond routing by Dyn-Stor-Ind method Runoff Area=58,553 sf 0.00'10 Impervious RunoffDepth>O.62" Flow Length=395' Tc=19.1 min CN=41 Runoff=O.45 cfs 0.070 af Total Runoff Area = 1.344 ac Runoff Volume = 0_070 af Average Runoff Depth = 0.62" 100.00% Pervious = 1.344 ac 0.00% Impervious = 0.000 ac I I I I I I I I I I I I I I I I I I I Pre Development Prepared by T Reynolds Engineering Type lfl24-hr lOa-Year Event Rainjal/=6.50" Printed 1211412010 Page 10 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff 0.45 cfs @ 12.45 hrs, Volwne= 0.070 at; Depth> 0.62" Runoffby SCS TR·20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100· Year Event Rainfiill=6.50" Area (sf) CN Description 51,933 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 58,553 41 Weighted Average 58,553 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlftl (ftlsec) (cfsl 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0240 P2= 3.00" 1.2 200 0.1550 2.76 ShaDow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I I Subca [Reachl ~ ~ PC8-1 PC8-2 Drainage Diagram for Post Development Prepared by T Reynolds Engineering, Printed 1211412010 HydroCAD® 9.10 sin 04155 C> 2010 HydroCAD Soltware Solutions llC I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD®9.1O sin 04155 © 2010 HydroCAD Software Solutions LLC Area Listing (aU nodes) Area eN Description (acres) (subcatchment-numbers) 0.728 39 >75% Grass cover, Good, HSG A (2S,3S) 0.152 61 >75% Grass cover, Good, HSG B (3S) 0.401 98 Paved parlcing, HSG A (I S, 2S) 0.064 98 RoofS, HSG A (2S) 1.344 62 TOTAL AREA Printed 1211412010 Page 2 I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 3 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS lR-20 method, UH=SCS Reach routing by Dyn·Stor-Ind method -Pond routing by Dyn-Stor-Ind melb.od Subcatchment IS: 8ubcatchment 28: 8ubcatchment 38: Pond 4P: PCB-2 Pond 5P: Subsurface D Pond 6P: PCB-I Pond 7P: Subsurface I Runoff Area=7,258 sf l(JO.OO"1o Impervious RunoffDepth>2.59" T<rIi.O min CN=98 Runoff.=().47 cfs 0.036 af Runoff Area=13,727 sf 94.56% Impervious RunoffDepth>2.31" T<rIi.O min CN=95 Runoff.=().84 cIS 0.061 af Runoff Area=37,572 sf 0.00"10 Impervious RunoffDepth>O.OO" Flow Length-395' Tc=19.1 min CN=43 RWloff.=().OO cIS 0.000 af Peak Elev-174.61' Inflow=O.84 cIS 0.061 af 12.0" Round Culvert ri=O.OI3 L=20.0' S-O.Oloo 'f Outflow=O.84 cIS 0.061 af Peak Elev=O.94' Stomge-(l.014 af Inflow=O.84 cIS 0.061 af Outflow=O.20 cIS 0.061 af Peak Elev= I 85.86' Inftow=O.4 7 cIS 0.036 af 12.0" Round Culvert ri=O.013 L=34.0' 8=0.0100 'f Outflow=O.47 cIS 0.036 af PeakElev=J84.2J' Storage-O.OO6af Inflow=O.47 cIS 0.036af Outflow=O.14 cIS 0.036 af Total Runoff Area = 1.344 Be Runoff Volume = 0.097 Bf Average Runoff Deptb = 0.87" 65.44% Pervious = 0.880 Be: 34,56% Impervious = 0.465 ae I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAO® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 4 Summary for Subcatchment IS: RWlOff 0.47 cfs@ 12.09 hrs, Volume= 0.036 at; Depth> 2.59" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Event Rainfa]\=3.00" Area (st) Tc (min) 6.0 7.258 7,258 Length (feet) CN Description 98 Paved parlcing. HSG A 100.00'10 Impervious Area Slope Velocity Capacity Description (fVft) (fVsec) (cfs) Dired Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Enginccring HydroCAD® 9.10 sin 04155 02010 HydroCAD Software Solutions LLC Type III 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 PageS Summary for Subcatchment 2S: Runoff 0.84 efs @ 12.09 brs, Vo1UIne"= 0.061 at; Depth> 2.31" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 brs, dt= 0.05 brs Type III 24-br 2-Year Event Rainfall=3.00" Area (sf) CN Description 2,773 98 Roofs, HSGA 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A 13,727 95 Weighted Average 747 5.44% Pervious Area 12,980 94.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 2-Year Event Rainfall=3.00" Printed ]211412010 Page 6 HydroCAD®9.10 sin 04155 ©2010 HydroCAD Sof\ware Solutions LLC Summary for Subcatchment 3S: Runoff 0.00 efs @ 20.00 hrs, Volwne= 0.000 at; Depth> 0.00" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type m 24-hr 2-Year Event RainfalJ=3.00" Area(s!) CN Description 30,952 39 >75% Grass cover, Good, HSO A 6,620 61 >75% Grass cover, Good, HSO B 37,572 43 Weighted Average 37,572 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (ciS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 tps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type 111 24-hr 2-Year Event Rainfall=3.00" Printed 1211412010 Page 7 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PCB-2 0.315ac, 94.56% Impervious, Inflow Depth > 2.31" for 2-YearEventevent 0.84 cfs @ 12M hrs, Volwne= 0.061 af O.84cfs@ 12.09hrs, Volwne= 0.061af, Atten=O%, Lag=O.Omin 0.84 cfs @ 12.09 hrs, Volwne= 0.061 af Routing by Dyn-Stor-lnd method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs PeakElev= 174.61'@ 12.09 hrs Flood Elev= 178.I 0' Device Routing #1 Primary Invert Outlet Devices 174.10' 12_0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet! Outlet Invert= 174.10' /173.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ~OutFIow Max=O.82cfs@12.09hrs HW=174.6O' TW=O.57' (DynamicTailwater) l=Culvert (Barrel Controls 0.82 cfs@ 3.01 iPs) I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 2-Year Event Rninjall=3.OO" Printed 1211412010 Page 8 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Summary (or Pond 5P: Subsurface II 0.315ac, 94.56%lmpervious, InflowDepth :> 2.31" for 2-YearEventevent 0.84 cfs@ 12.09 Ms, Volwne= 0.061 af 0.20 cfs@ 11.85 Ms, Volwne= 0.061 at; Atten= 76%, Lag= 0.0 min 0.20 cfs@ 11.85 Ms, Volwne= 0.061 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.94' @ 12.48 hrs Surf.Area= 0.024 ac Storage= 0.014 af Plug-Flow detention time= (not calcuIated: outflow precedes inflow) Center-of-Mass del. time= 15.3 min (770.2 -754.8) Volwne Invert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' A vail.Storage 0.018 af 0.027 af 0.005 af 0.005 af Storage Description 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afEmbedded = 0.044 af x 40.0"10 Voids Cultec R-V8HD x 18 Inside # 1 Effective Size= 55.2"W x 32.0"H =:> 8.68 sfx 7.5O'L = 65.1 cf Overall Size= 6O.0"W x 32.0"H x 8.00'L with 0.50' Overlap 18.00'W x 1l.17'L x 3.67'H Field B 0.017 afOverall-0.005 afEmbedded = 0.011 af x 40.0"/. Voids Cultec R-V8HD-SE x 6 Inside #3 Effective Size= 55.2"W x 32.0"H =:> 8.68 sfx 4.58'1.. = 39.8 cf Overall Size= 60.0"W x 32.0''H x 5.08'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 0.00' 8.270 inlhr Exfdtration over Surface area t..iscarded Outflow Max=O.20 cfs @ 11.85 hrs HW=O.05' (Free Discharge) l=Exfiltration (Exfiltration Controls 0.20 cfs) I !I I I I II :1 I 'I II I I I I I I I I 'I I II I I Post Development Prepared by T Reynolds Engineering l-lydroCAD® 9.10 sin 04155 © 2010 l-lydroCAD Software Solutions LLC Type III 24-hr 2-Year Event RainJall=3.00" Printed 12114/20 I 0 Page 9 Pond SP: Subsurface II -Chamber Wizard Field A Chamber Model = Cultec R-VSHD Effective Size= 55 .2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf OveraU Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 6 ChambersIRow x 7.50' Long = 45.00' + 12.0" End Stone x 2 = 47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambers x 65.1 cf= 1,171.3 cfChamberStorage 3,102.0 cfField -1,171.3 cfChambers = 1,930.7 cfStone x 40.0% Voids = 772.3 cfStone Storage Stone + Chamber Storage = 1,943 .6 cf= 0.045 af 18 Chambers 114.9 cy Field 71.5 cy Stone I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type !II 24-hr 2-Year Event Rainfall=3.00" Printed 12114/2010 Page 10 Pond SP: Subsurface II -Chamber Wizard Field B Chamber Model = CuUec R-VSHD-SE Effective Size= 55.2"W x 32.0"H => 8.68 sf x 4.58'L = 39.8 cf Overall Size= 60.0"W x 32.0"H x 5.08'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 2 Chambers/Row x 4.58' Long = 9.11' + 12.0" End Stone x 2 = 11 .11' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.61' Field Height 6 Chambers x 39.8 cf= 238.6 cfChamber Storage 737.0 cfField -238.6 cfChambers =498.4 cfStone x 40.0% Voids = 199.4 cfStone Storage Stone + Chamber Storage = 438 .0 cf= 0.010 af 6 Chambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type 1I124-hr 2-Year Event RainjaJi=3.00" Printed 1211412010 Page 11 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 6P: PCB-l 0.167 ac,100.00% Impervious, Inflow Depth > 2.59" for 2-Year Event event 0.47 cfs @ 12.09 hrs, Volume= 0.036 af 0.47 cfs @ 12.09 hrs, Volume= 0.036 at; Atten= 0010, Lag= 0.0 min 0.47 cfs @ 12.09 hrs, Volurne= 0.036 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.86' @ 12.09 hrs Flood Elev= 189.50' Device Routing #1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 luIet 1 Outlet Invert= 185.50' 1185.16' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ~imary OutFlow Max=O.46 cli; @ 12.09 hrs HW= 185.85' TW= 183.95' (Dynamic Tailwater) l=Culvert (Barrel Controls 0.46 cfs @2.79 IPs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAOO 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 2-Year Event Rainfall= 3.00" Printed 12114/2010 Page 12 Summary for Pond 7P: Subsurface I 0.167 ac, 100.00% impervious, Inflow Depth > 2.59" for 2-Y ear Eveot event Inflow Area = Inflow Outflow = Discarded = 0.47 cfs @ 12.09 hrs, Volume= 0.036 af O.l4cfs@ 11.90hrs, Volume: 0.036af, Atteo=7lO/o, Lag=O.Omin 0.14 cfs @ 11.90 hrs, Volume: 0.036 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 184.21'@ 12.41 hrs Surf.Area= 0.017 ac Storage= 0.006 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det time: 8.9 min (748.1 -739.2 ) Volume Invert #lA 183.50' IflA 184.00' A vail.Storage Storage Description 0.DI5 af 18.00'W x 40.00'L x 3.84'H Field A 0.063 afOverall-0.026 afEmbedded = 0.038 af x 40.0% Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size: 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 183.50' 8.270 inlhr ExfIltration over Surface area Liscarded OutFlow Max=O.l4 cIS @ 11.90 hrs HW= 183.54' (Free Discharge) l=Exfiltration (Exfillration Controls 0.14 cfs) I I I I I I I I I I I I II I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type IIJ 24-hr 2-Year Event RainJa/l=3.00" Printed 12114/2010 Page 13 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic StormChamber Effective Size= 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 Chambers/Row x 7.60' Long = 38.00' + 12.0" End Stone x 2 = 40.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.84' Field Height 15 Chambers x 74.6 cf= 1,1 18.5 cfChamber Storage 2,762.4 cfField -1,118.5 cfChambers = 1,643.9 cfStone x 40.0% Voids = 657.6 cfStone Storage Stone + Chamber Storage = 1,776.1 cf=0.041 af 15 Chambers 102.3 cy Field 60.9 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr lO-Year Event Rainfall=4.50" Printed 12'1412010 Page 14 HydroCAD® 9.\0 sin 04155 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points RWlOffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment IS: Runoff Area=7,258 sf 100.00% Impervious RunoffDepth>3.96" Tc=6.0 min CN=98 Runoff=Q.72 cfs 0.055 af Subcatchment 2S: Runoff Area=13,727 sf 94.56% Impervious RunoffDepth>3.70" Tc=6.0min CN=95 Runoft'=1.31 cfs 0.097 af Subcatchment 3S: Runoff Area=37,572 sf 0.00"10 Impervious RunoffDepth>O.l8" Flow Length=395' Tc=19.! min CN=43 Runoff=Q.04 eli; 0.013 af Pond 4P: PCB-2 Peak Elev=174.77' lnflow=1.31 cIS 0.097 af Pond SP: Subsurface n Pond 6P: PCB-l Pond 7P: Subsurface I 12.0· RoundCulvert 0=0.013 L=20.0' S=O.OIOO 'f Outflow=1.31 cli; 0.097 af Peak Elev=1.76' Stomge=O.029 af lnflow=1.31 cfs 0.097 af Outflow=O.20 cfs 0.097 af Peak Elev=185.95' Inflow=O.72 cfs 0.055 af 12.0" Round Culvert n=O.013 L=34.0' S=O.OIOO 'f Outflow=O.72 cfs 0.055 af Peak Elev=!84.76' Storage=O.014 af lnflow=O.72 cIS 0.055 af Outflow=O.l4 cfs 0.055 af Total Runoff Area = 1.344 ae Runoff Volume = 0.165 af Average Runoff Deptb = 1-47" 65.44% Pervious = 0.880 ae 34.56% impervious = 0.465 ac I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr IO-Year Event Rainfall=4.50" Printed 12114/2010 Page 15 Summary for Subcatchment IS: RWlOff 0.72 efs @ 12.09 hrs, Volume= 0.055 af, Depth> 3.96" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event RainfulI=4.50" Area (sf) Te (min) 6.0 7,258 7,258 Length (feet) CN Description 98 Paved parlcing, HSG A 100.00"10 lmpetvious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (efs) Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III24-hr 10-Year Event Rainfall=4.50" Printed 12114/2010 Page 16 Summary for Subcatchment 2S: Runoff 1.31 cfs@ 12.09 hrs, Volume'" 0.097 af, Depth> 3.70" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 10-Year Event RainfalI=4.50" Area (sf) CN Description 2,773 98 Roofs, HSG A 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A 13,727 95 Weighted Average 747 5.44% Pervious Area 12,980 94.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry. I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 10-Year Event Rainfall=4.50" Printed 12/14/2010 Page 17 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff 0.04 cfs @ 12.63 hrs, Volwne= 0.013 af, Depth> 0.18" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Event RainfulI=4.50" Area (sf) CN Description 30,952 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 37,572 43 Weighted Average 37,572 100.00"10 Pervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftlfl) (ftlsec) (efs) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture K v= 7.0 IPs 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr lO-Year Event RainJall=4.50" Printed 12114/2010 Page 18 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PCB-2 0.3 15 ae, 94.56% Impervious, Inflow Depth > 3.70" for 10-Year Event event 1.31 cfs@ 12.09 hrs, Volmne= 0.097 af 1.31 efs @ 12.09 hrs, Volume= 0.097 af, Atten= 00/., Lag= 0.0 min 1.31 efs @ 12.09 hrs, Volume= 0.097 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 brs PeakElev= 174.77'@ 12.09 hrs Flood Elev= 178.10' Device Routing #1 Primary Invert Outlet Devices 174.10' 12_0" Round Culvert L=20.0' CPP, square edge headwall, Ke=0.5oo Inlet! Outlet Invert= 174.10' 1173.90' S= 0.0100 'r Cc= 0.900 0=0.013 CorrugatedPE, smooth interior ~ary OutFlow Max=I.27 efs @ 12.09 hrs HW=174.76' TW=O.96' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.27 cfs@3.31 fps) I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr lO-Year Event Rainfall=4.50" Printed 1211412010 Page 19 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Summary for Pond 5P: Subsurface II 0.315 ac, 94.56%Impervious, Inflow Depth > 3.70" for IO-YearEventevent 1.31 cfs@ 12.09 hrs, Volume= 0.097 af 0.20 cfs @ 11.75 hrs, Volwne= 0.097 af, Atten= 85%, Lag= 0.0 min 0.20 efs @ 11.75 hrs, Volume= 0.097 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.76' @ 12.58 hrs Surf.Area= 0.024 ac Storage= 0.029 af Plug-Flow detention time= (not ca1culated: outflow precedes inflow) Center-of-Mass del time= 38.9 min (785.5 -746.7) Volume Invert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' A vail.Storage 0.018 af 0.027 af 0.005 af 0.005 af Storage Description 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afEmbedded= 0.044 af x 40.0"10 Voids Cultec R-VSIID x 18 Inside # 1 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf Overall Size= 6O.0"W x 32.0"H x 8.00'L with 0.50' Overlap 18.00'W x 1l.17'L x 3.67'H Field B om 7 afOverall-0.005 afEmbedded = om 1 af x 40.0"10 Voids Cultec R-VSIID-SE x 6 Inside #3 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 4.58'L = 39.8 cf Overall Size= 60.0"W x 32.0"H x 5.08'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 0.00' S.270 inlhr Exflltration over Surface area ~carded OutFlow Max=O.20 cfs @ 11.75 hrs HW=O.08' (Free Discharge) l=Exflltration (Exfiltration Controls 0.20 cfs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr IO-Year Event Rainfall=4.50" Printed 12114/2010 Page 20 Pond SP: Subsurface II -Chamber Wizard Field A Chamber ModeJ = Cultec R-VSHD Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 6 ChamberslRow x 7.50' Long = 45.00' + 12.0" End Stone x 2 =47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = \8.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambers x 65.1 cf= 1,171.3 cfChamber Storage 3,\02.0 cfField -\,171.3 cfChambers = 1,930.7 cfStone x 40.0"10 Voids = 772.3 cfStone Stomge Stone + Chamber Storage = 1,943.6 cf=0.045 af 18 Chambers 114.9 cy Field 71.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 ~ 2010 HydroCAO Software Solutions LLC Type III 24-hr IO-Year Event Rairifall=4.50" Printed 12114/2010 Page 21 Pond SP: Subsurface II -Chamber Wizard Field B Chamber Model = Cultee R-VSHD-SE Effective Size= 55.2"W x 32.0"H => 8.68 sfx4.58'L = 39.8 cf Overall Size= 60.0"W x 32.0"H x 5.08'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 2 CbamberslRow x 4.58' Long =9.17' + 12.0" End Stone x 2 = 11.17' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 6 Chambers x 39.8 cf= 238.6 cfChamber Storage 737.0 cfField -238.6 cfCbambers =498.4 cfStone x 40.0% Voids = 199.4 cfStone Storage Stone + Chamber Storage =438.0 cf= 0.010 af 6 Chambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type III24-hr 10-Year Event Rainja//=4.50" Printed 12/1412010 Page 22 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 6P: PCB-l 0.167 ae,IOO.OO% Impervious, Inflow Depth > 3.96" for 10-Year Event event 0.72 efs @ 12.09 hrs, Volwne= 0.055 af 0.72 efs @ 12.09 hrs, Volwne= 0.055 af, Atten= 0%, Lag= 0.0 min 0.72 efs @ 12.09 hrs, Volwne= 0.055 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 brs, dt= 0.05 hrs Peak Elev= 185.95' @ 12.09 hrs Flood Elev= 189.50' Device Routing #1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet I Outletlnvert= 185.50' 1185.16' S= 0.0100 'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior t..imary OutFlow Max=O.70 efs@ 12.09 hrs HW=185.94' TW=I84.24' (Dynamic Tailwater) 1 =Culvert (Barrel Controls 0.70 cfs @ 3.06 ljJs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD®9.1O sin 04155 © 2010 HydroCAD Software Solutions LLC Type IJI24-hr JO-Year Event Rainfall=4.50" Printed 12114/2010 Page 23 Summary for Pond 7P: Subsurface I 0.167 ac, I 00.00% hnpervious, Inflow Depth > 3.96" for 100YearEventevent Inflow Area = Inflow Outflow = Discarded = 0.72 cfs@ 12.09 hrs, Volume= 0.055 af 0.14 cfs @ 11.80 hrs, Volume= 0.055 at; Atten= 81%, Lag= 0.0 min 0.14 cfs @ 11.80 hrs, Volume= 0.055 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 184.76'@ 12.52 hrs SurfArea= 0.017 ac Storage= 0.014 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Centero{)f-Mass deL time= 23.8 min ( 759.5 -735.8) Volume Invert #IA 183.50' #2A 184.00' A vail.Storage Storage Description O.oJS af 18.00'W x 40.00'L x 3.B4'H Field A 0.063 afOverall-0.026 afEmbedded = 0.038 af x 40.0"10 Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size= 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf Overall Size= 6O.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 183.50' 8.270 inlhr Exfiltration over Surface area ~carded OutFlow Max=O.14 cfs @ 11.80 hrs HW= 183 .57' (Free Discharge) l=ExfUtration (Exfiltration Controls 0.14 cfs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 10-Year Event Rainfall=4.50" Printed 1211412010 Page 24 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic Storm Chamber Effective Size= 58.4"W x 34.0"H => 9.81 six 7.60'L = 74.6 cf Overall Size= 6O.0"W x 34.0"H x 8.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 ChamberslRow x 7.60' Long = 38.00' + 12.0" End Stone x 2 = 40.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = IS.OO' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.84' Field Height 15 Chambers x 74.6 cf= 1,IIS.5 cfChamber Storage 2,762.4 cfField -1,118.5 cfCbambers = 1,643.9 cfStone x 40.0% Voids = 657.6 cfStone Storage Stone + Chamber Storage = 1,776.1 cf= 0.041 af 15 Chambers 102.3 cy Field 60.9 cy Stone ".~:iIr<'\?t~{: ;'; ~1~~::\ .... <.,. I I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12114/2010 Page 25 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment IS: Subcatchment 28: Subcatchment 3S: Pond 4P: PCB-2 Pond SP: Subsurface IT Pond 6P: PCB-1 Pond 7P: Subsurface I Runoff Area=7,258 sf 100.00'10 Impervious Runoff Depth>4.65" Tc=6.0 min CN=98 Runoff=().84 efs 0.065 af Runoff Area=13,727 sf 94.56% Impervious RunoffDepth>4.39" Tc=6.0 min CN=95 Runoff=J.54 efs 0.115 af Runoff Area=37,572 sf 0.00'10 Impervious RunoffDepth>O.36" Flow Length=395' Tc=19.1 min CN=43 Runoff=(). 13 efs 0.026 af Peak Elev=174.84' JnfIow=1.54 efs 0.115 af 12.0" Round Culvert n=O.013 L=20.0' S=O.Oloo 'f Outtlow=J.54 efs 0.115 af Peak Elev=2.22' Storage=O.037 af JnfIow=J.54 efs 0.115 af Outtlow=O.20 efs 0.115 af Peak Elev=185.99' Inflow=O.84 efs 0.065 af 12.0" Round Culvert n=O.013 L=34.0' S=O.Oloo 'f Outtlow=O.84 efs 0.065 af Peak EIev=185.06' Storage=O.018 af JnfIow=O.84 efs 0.065 af Outtl~.I4 efs 0.065 af Total Runoff Area = 1.344 ac Runoff Volume = 0.205 af Average RunolJDepth = 1.83" 65.44% Pervious = 0.880 ae 34.56% Impervious = 0.465 ae I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reyoolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 25-Year Event Rainfall=5.25" Printed 121 14/201 0 Page 26 Summary for Subcatcbment IS: Runoff = 0.84 cfs @ 12.09 hrs, Volume= 0.065 af, Depth> 4.65" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 25-Year Event RainfalJ=5.25" Area (sf) CN Description 7,258 98 Paved parking, HSG A 7,258 lOO'()O% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cIS) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reyoolds Engineering HydroCAO® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type 1II 24-hr 25-Year Event Rainfall=5.25" Printed 12/1412010 Page 27 Summary for Subcatchmcnt 2S: Runoff 1.54 cfs @ 12.09 hrs, Volwne= 0.115 at; Depth> 4.39" Runoffby SCS TR-20 method, Illi=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 25-Year Event Rainfull=5.25" Area (sf) CN Description 2,773 98 Roofs, HSGA 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A 13,727 95 Weighted Average 747 5.44% Pervious Area 12,980 94.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12/14/2010 Page 28 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff 0.13 cfs @ 12.52 hrs, Volwne= 0.026 at; Depth> 0.36" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Event RainfalI=5.25" Area(s±) CN Description 30,952 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 37,572 43 Weighted Average 37,572 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cIS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 200 0.1550 2.76 Shallow Concentrated Flow, Short Grass Pasture K v= 7.0 fps 0.6 45 0.0667 1.29 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 25-Year Event Rainfall=5.25" Printed 12114/2010 Page 29 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PCB-2 0.315 ae, 94.56% Impervious, Inflow Depth> 4.39" for 25-Year Event event 1.54 cfs @ 12.09 hrs, Volume= 0.115 af 1.54 efs @ 12.09 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min 1.54 efs @ 12.09 hrs, Volume= 0.115 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 174.84' @ 12.09 hrs Flood Elev= 178.10' Device Routing #1 Primary Invert Outlet Devices 174.10' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet 1 Outlet Invert= 174.10' 1 173.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Conugated PE, smooth interior ~ary OutF1ow Max= 1.50 efs @ 12.09 hrs HW= 174.83' TW= 1.17' (Dyoarnie Tailwater) l=Culvert (Barrel Controls 1.50 efs@3.43 iPs) I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 25-Year Event Rai'ffall=5.25" Printed 12114/2010 Page 30 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Discarded = Summary for Pond SP: Subsurface II 0.315 ac, 94.56% Impervious, Inflow Depth> 4.39" for 25-Year Event event 1.54 cfs @ 12.09 hrs, Volwne= 0.115 af 0.20 cfs @ 11.70 hrs, Volwne= 0.115 af, Atten= 87%, Lag= 0.0 min 0.20 cfs@ 11.70 hrs, Volwne= 0.115 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.22' @ 12.63 hrs Surf.Area= 0.024 ac Storage= 0.037 af Plug-Flow detention tirne= (not calculated: outflow precedes inflow) Center-of-Mass det tirne= 53.0 min (797.2 -744.2) Volwne lnvert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' Avail.Storage Storage Description 0.Ql8 af 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afErnbedded = 0.044 af x 40.0"10 Voids 0.027 af Cultec R-VSHD x 18 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.oo'L with 0.50' Overlap 0.005 af 18.00'W x 1l.17'L x 3.67'H Field B 0.017 afOverall-0.005 afErnbedded= 0.011 af x 40.0% Voids 0.005 af Cultec R-V8HD-SE x 6 Inside #3 Effective Size= 55.2"W x 32.0"H => 8.68 sfx 4.58'L = 39.8 cf Overall Size= 60.0'W x 32.0"H x 5.08'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 0.00' 8.270 in!br Exf'Jltration over Snrface area ~scarded OutFlow Max=O.20 cfs @ 11.70 hrs HW=O.06' (Free Discharge) l=Exf'Jltration (Exfiltration Controls 0.20 cfs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 25-Year Event Rainfall=5.25" Printed 1211412010 Page 31 Pond SP: Subsurface II -Chamber Wizard Field A Chamber Model = Cultee R-V8HD Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" c-c 6 ChamberslRow x 7.50' Long = 45.00' + 12.0" End Stone x 2 = 47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambers x 65.1 cf = 1,171.3 cf Chamber Storage 3,102.0 cfField -1,171.3 cfChambers = 1,930.7 cfStone x 40.0010 Voids = 772.3 cfStone Storage Stone + Chamber Storage = 1,943.6 cf=0.045 af 18 Chambers 114.9 cy Field 71.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 25-Year Event Rainfall=5.25" Printed 1211412010 Page 32 Pond 5P: Subsurface II -Chamber Wizard Field B Chamber Model = Cultec R-V8HD-SE Effective Si== 55.2"W x 32.0"H => 8.68 sfx 4.58'L = 39.8 cf Overall Si== 6O.0"W x 32.0"H x 5.08'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C.c 2 CbamberslRow x 4.58' Long = 9.17' + 12.0" End Stone x 2 = 11.17' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 6 Cbambers x 39.8 cf= 238.6 cfCbamber Storage 737.0 cfField -238.6 cfCbambers =498.4 cfStone x 40.0% Voids = 199.4 cfStone Storage Stone + Cbamber Storage = 438.0 cf= 0.010 af 6Cbambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr 25-Year Event Rainfall=5.25" Printed 1211412010 Page 33 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Pri.truuy = Summary for Pond 6P: PCB-l 0.167 ac,IOO.OO% Impervious, Inflow Depth> 4.65" for 25-YearEventevent 0.84 cfs @ 12.09 hrs, Volume= 0.065 af 0.84 cfs @ 12.09 hrs, Volume= 0.065 at; Atten= (101o, Lag= 0.0 min 0.84 cfs @ 12.09 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 brs, dt= 0.05 brs Peak Elev= 185.99'@ 12.09 brs Flood Elev= 189.50' Device Routing #1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwat~ Ke= 0.500 Inlet I Outlet Invert= 185.50'/185.16' 8=0.0100'/, Cc=0.900 n= 0.013 Corrugated PE, smooth interior ~ary OutFlow Max=O.81 cfs @ 12.09 brs HW=185.98' TW=184.38' (Dynamic Tailwater) l=Culvert (Barrel Controls 0.81 cfs @ 3.17 fjJs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr 25-Year Event Rainfall=5.25" Printed 1211412010 Page 34 HydroCAD® 9.10 sin 04155 (;) 2010 HydroCAD Software Solutions LLC Summary for Pond 7P: Subsurface I O.l67ae,100.00%Impervious, Inflow Depth > 4.65" for 25-YearEventevent Inflow Area = Inflow = Outflow = Discarded = 0.84 efs @ 12.09 hrs, Volume: 0.065 af 0.14 efs @ 11.75 hrs, Volume: 0.065 af, Atten= 84%, Lag: 0.0 min 0.14 efs@ 11.75 hrs, Volume: 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.06' @ 12.56 hrs Surf.Area= 0.017 ac Storage: 0.018 af Plug-Flow detention time: (not calculated: outflow precedes inflow) Center-of-Mass det time: 32.3 min ( 767.1 -734.8) Volume Invert #IA 183.50' #2A 184.00' A vail.Storage Storage Description 0.015 af 18.00'W x 40.00'L x 3.84'H Field A 0.063 afOverall-0.026 afEmbedded = 0.038 af x 40.0"10 Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size: 58.4"W x 34.0''8 => 9.81 sfx 7.60'L = 74.6 ef Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Cbamber Wizard Device Routing Invert Outlet Devices # I Discarded 183.50' 8.270 inlhr ExfJltration over Surface area t..iscarded OutFlow Max=O.l4 cfs@ 11.75 hrs HW=183.57' (Free Discharge) l=ExfJltration (Exfiltration Controls 0.14 efs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD®9.10 sin 04155 ©2010 HydroCAD Software Solutions LLC Type III 24-hr 25-Year Event RainJall=5.25" Printed 1211412010 Page 35 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic StormChambcr Effective Size= 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf Overall Size= 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 ChambersIRow x 7.60' Long = 38.00' + 12.0" End Stone x 2 = 40.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.84' Field Height 15 Chambers x 74.6 cf= 1,118.5 cfChamber Storage 2,762.4 cfField -1,118.5 cfChambers = 1,643.9 cfStone x 40.0% Voids = 657.6 cfStone Storage Stone + Chamber Storage = 1,776.1 cf= 0.041 af 15 Chambers 102.3 cy Field 60.9 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III 24-hr lOO-Year Event Rainfall=6.50" Printed 12114/2010 Page 36 HydroCAD®9.1O sin 04155 © 2010 HydroCAD Software Solutions LLC Subcatchment IS: Subcatchment 2S: Subcatchment 3S: Time span=5.00-20.00 hrs, dt=O.05 hrs, 301 points Runoffby SCS TR-20 method, UH=SCS Reach TOuting by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Runoff Area=7,258 sf 100.00"10 Impervious RunoffDepth>5.78" Tc=6.0 min CN:098 Runoff= 1.04 efs 0.080 af RWlOff Area=13,727 sf 94.56% Impervious RunoffDepth>5.54" Tc=6.0 min CN:095 RunofF1.93 efs 0.146 af Runoff Area=37,572 sf 0.00"10 Impervious RunoffDepth>O.75" Flow Length=395' Tc=19.1 min CN=43 Runoff=O.38 efs 0.054 af Pond 4P: PCB-2 Peak Elev=174.95' Inflow=1.93 efs 0.146 af 12.0" ROWld Culvert n=O.013 L=20.0' S=O.OI00 'f Outflow=1.93 cfs 0.146 af Pond SP: Subsurface II Peak Elev=3.33' Stornge=O.051 af Inflow=1.93 efs 0.146 af Outflow=O.20 efs 0.146 af Pond 6P: PCB-l Peak EIev=186.06' Inflow=l.04 efs 0.080 af 12.0" Round Culvert n=O.013 L=34.0' S=O.OIOO 'f Outflow=l.04 efs 0.080 af Pond 7P: Subsurface I Peak Elev=185.61' Stornge=O.025 af Inflow=l.04 efs 0.080 af Outflow=O.14 em 0.080 af Total RunolJ Area = 1.344 ac Runoff Volume = 0.280 af Average RunolJDepth = 2.50" 65.44% Pervious = 0.880 ac 34.56% Impervious = 0.465 ac I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.1 0 sin 04155 © 20 to HydroCAD Software Solutions LLC Type III 24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 37 Summary for SUbcatchment IS: Runoff = 1.04 efs @ 12.09 hrs, Volume= 0.080 af, Depth> 5.78" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr toO-Year Event Rainfall=6.50" Area (sf) Tc (min) 6.0 7,258 7,258 Length (feet) CN Description 98 Paved parking, HSG A 100.00"10 Impervious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (efs) Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9,\0 sin 04155 ©2010 HydroCAD Software Solutions LLC Type III 24-hr lOO-Year Event Rainjall=6,50" Printed 1211412010 Page 38 Summary for Subcatchment 2S: Runoff = 1.93 cfs @ 12.09 hrs, Volume= 0.146 af, Depth> 5,54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type I1124-hr lOO-Year Event Rainfall=6.50" Area(st) CN Description 2,773 98 Roofs,HSGA 10,207 98 Paved parking, HSG A 747 39 >75% Grass cover, Good, HSG A \3,727 95 Weighted Average 747 5.44% PelVious Area 12,980 94.56% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ftlftl (ftlsecl (efs) 6.0 Direct Entry, I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering Type III24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 39 HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Runoff = 0.38 cfs @ 12.40 hn;, Volume= 0.054 at; Depth> 0.75" Runoffby SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type ill 24-hr 100-Year Event Rainfall=6.50" Area(sQ CN Description 30,952 39 >75% Grass cover, Good, HSG A 6,620 61 >75% Grass cover, Good, HSG B 37,572 43 Weighted Average 37,572 100.00"10 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfS) 17.3 150 0.0300 0.14 Sheet Flow, Grass: Dense IF 0.240 P2= 3.00" 1.2 200 0.1550 2.76 ShaDow Concentrated Flow, Short Grnss Pasture Kv= 7.0 iPs 0.6 45 0.0667 1.29 ShaDow Concentrated Flow, Woodland Kv= 5.0 fps 19.1 395 Total I I I I I I I I I I I I I I I I I I I Post Development Type III 24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 40 Prepared by T Reynolds Engineering HydroCA0®9.1O sin 04155 ©2010HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Primary = Summary for Pond 4P: PC8-2 0.315 ac, 94.56% Impervious, Inflow Depth> 5.54" for 1000Year Event event 1.93 efs @ 12.09 00, Volwne= 0.146 af 1.93 efs @ 12.09 00, Volume= 0.146 at; Atten= 0%, Lag= 0.0 min 1.93 efs @ 12.0900, Volume= 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 174.95' @ 12.09 hrs Flood Elev= 178.10' Device Routing #1 Primary Invert Outlet Devices 174.10' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 lnIetl Outlet Invert= 174.10' 1173.90' S=O.OIOO'!, Cc=0.900 n= 0.013 Conugated PE, smooth interior e,ary OutFlow Max=1.88 efs@ 12.09 hrs HW=\74.94' TW=1.53' (Dynamic Tailwater) l=Culvert (Barrel Controls 1.88 efs @ 3.61 fps) I I I I I I I I I I I I Post Development Type III 24-hr JOO-Year Event Rainjali=6.50" Printed 12/1412010 Page 41 Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Inflow Area = Inflow Outflow = Discarded = Summary for Pond SP: Subsurface II 0.315ac, 94.56%hnpervious, Inflow Depth > 5.54" for lOO-YearEventevent 1.93 cfs @ 12.09 hrs, Volume= 0,\46 af 0.20 cfs @ 11.60 hrs, Volume= 0.146 af, Atten= 90%, Lag= 0.0 min 0.20 cfs @ 11.60 hrs, Volume= 0.146 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 3.33'@ 12.82 hrs Surf.Area= 0.024 ac Storage= 0.051 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det time= 79.4 min (820.6 -741.2) Volume Invert #IA 0.00' #2A 0.50' #3B 0.00' #4B 0.50' Avail.Storage Storage Description O.oI8 af 18.00'W x 47.00'L x 3.67'H Field A 0.071 afOverall-0.027 afEmbedded = 0.044 af x 40.0% Voids 0.027 af Cultec R-V8HD x 18 Inside #1 Effective Size= 55.2''W x 32.0"H => 8.68 sfx 7.SOL = 65.\ cf Overall Size= 6O.0"W x 32.0"H x 8.00'L with 0.50' Overlap 0.005 af 18.00'W x 1l.17'L x 3.67'H Field B 0.017 afOverall-0.005 afEmbedded = 0.01l af x 40.0"10 Voids 0.005 af Cultec R-V8H1hSE x 6 Inside #3 Effective Size= 55.2''W x 32.0"H => 8.68 six 4.58'L = 39.8 cf Overall Size= 6O.0"W x 32.0"H x 5.0S'L with 0.50' Overlap 0.055 af Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 0.00' 8.270 inlhr ExflltratioD over Surface area I ~rded OutFlow Max=020 cIS @ 11.60 hrs HW=O.04' (Free Dischaxge) l=ExfdtratioD (Ex filtration Controls 0.20 cIS) I I I I I I I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr lO~-Year Event Rainfall=6.50" Printed 12/1412010 Page 42 Pond 5P: Subsurface II -Chamber Wizard Field A Chamber Model = eultec R-VSUD Effective Size= 55.2"W x 32.0"H => 8.68 sfx 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap 60.0" Wide + 6.0" Spaciug = 66.0" C-C 6 Chambers/Row x 7.50' Long = 45.00' + 12.0" End Stone x 2 = 47.00' Base Length 3 Rows x 60.0" Wide + 6.0" Spaciug x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 18 Chambers x 65.1 cf= 1,171.3 cfChamber Stomge 3,102.0 cfField -1,171.3 cfChambers = 1,930.7 cfStone x 40.0"10 Voids = 772.3 cfStone Stomge Stone + Chamber Stomge = 1,943.6 cf= 0.045 af 18 Chambers 114.9 cyField 71.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr IOO-Year Event Rairifall=6.50" Printed 12114/2010 Page 43 Pond 5P: Subsurface II -Chamber Wizard Field B Chamber Model = Cultec R-V8HD-SE Effective Size= 55.2"W x 32.0"H => 8.68 sfx 4.58'L = 39.8 cf Overall Size= 60.0"W x 32.0"H x 5.08'L with 0.50' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 2 CbamberslRow x 4.58' Long = 9.17' + 12.0" End Stone x 2 = 11.17' Base Length 3 Rows x 60.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 18.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 6 Chambers x 39.8 cf= 238.6 cfChamber Storage 737.0 cfField -238.6 cfChambers = 498.4 cfStone x 40.0% Voids = 199.4 cfStone Storage Stone + Chamber Storage = 438.0 cf= 0.010 af 6 Chambers 27.3 cy Field 18.5 cy Stone I I I I I I I I I I I I I I I I I I I Post Development Type IIl24-hr lOO-Year Event Rainfall=6.50" Printed 1211412010 Page 44 Prepared by T Reynolds Engineering HydroCAD® 9.1 0 sin 04155 © 20 10 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Summary for Pond 6P: PCB-l 0.167 ac, I 00.00% Irnpervious, InfIowDepth > 5.78" for lOO-YearEventevent 1.04 cfs @ 12.09 hrs, Vo1wne= 0.080 af 1.04 cfs @ 12.09 hrs, Volwne= 0.080 at; Atten= 0"10, Lag= 0.0 min 1.04 cfs @ 12.09 hrs, Volwne= 0.080 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak. Elev= 186.06' @ 12.09 hrs Flood Elev= 189.50' Device Routing It 1 Primary Invert Outlet Devices 185.50' 12.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet! Outlet Invert= 185.50' /185.16' S=0.0100 'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior ~ary OutFlow Max= l.0! cfs @ 12.09 hrs HW= 186.05' TW= 184.63' (Dynamic Tailwater) l=Culvert (Barrel Controls l.01 cfs@3.32 fps) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr JOO-Year Event Rainfall=6.50" Printed 12114/2010 Page 45 Summary for Pond 7P: Subsurface I 0.167ac,100.00%lrnpervious,1nflowDepth> 5.78" for 100-YearEventevent 1nflow Area = 1nflow Outflow = Discarded = 1.04 cfs@ 12.09 hrs, Volume= 0.080 af 0.14 cfs@ 11.70 hrs, Volume= 0.080 af, Atten= 87%, Lag= 0.0 min 0.14cfs@ 11.70hrs, Volume= 0.080af Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 185.61' @ 12.62 hrs Surf.Area= 0.017 ac Storage= 0.025 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det time= 48.8 min ( 782.6 -733.8 ) Volume Invert #IA 183.50' #2A 184.00' Avail.Storage Storage Description 0.015 af 18.00'W x 40.00'L x 3.84'H Field A 0.063 afOverall-0.026 afEmbedded = 0.Q38 af x 40.0% Voids 0.026 af HydroLogic StormChamber x 15 Inside #1 Effective Size= 58.4"W x 34.0"H => 9.81 sfx 7.60'1. = 74.6 cf Overall Size= 6O.0"W x 34.0"H x 8.54'L with 0.94' Overlap 0.041 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices # I Discarded 183.50' 8.270 inlhr Exf'Iltration over Surface area ~cardedOutFlow Max=O.l4c1i;@11.70hrs HW=183.57' (FreeDischarge) l=ExfIltration (Exfiltration Controls 0.14 cfs) I I I I I I I I I I I I I I I I I I I Post Development Prepared by T Reynolds Engineering HydroCAD® 9.10 sin 04155 © 2010 HydroCAD Software Solutions LLC Type III 24-hr 100-Year Event Rainfall=6.50" Printed 1211412010 Page 46 Pond 7P: Subsurface I -Chamber Wizard Field A Chamber Model = HydroLogic StormChamber Effective Size: 58.4"W x 34.0"H => 9.81 sfx 7.60'L = 74.6 cf OveraU Size: 60.0"W x 34.0"H x 8.54'L with 0.94' Overlap 60.0" Wide + 6.0" Spacing = 66.0" C-C 5 ChamberslRow" 7.60' Long = 38.00' + 12.0" End Stone" 2 = 40.00' Base Length 3 Rows" 60.0" Wide + 6.0" Spacing" 2 + I 2.0" Side Stone " 2 = 18.00' Base Width 6.0" Base + 34.0" Chamber Height + 6.0" Cover = 3.84' Field Height 15 Chambers" 74.6 cf= 1,118.5 cfCbamber Storage 2,762.4 cfField -1,118.5 cfChambers = 1,643.9 cfStone" 40.0% Voids = 657.6 cfStone Storage Stone + Charnber Stornge= 1,776.\ cf=0.041 af 15 Chambers 102.3 cy Field 60.9 cy Stone I I I I I I I I I I I I I I I I I I I ApPENDIX I SITE PLAN ApPROVAL PLAN SET BY R LEVESQUE ASSOCIATES, INC. DATED DECEMBER 28, 2010