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8397_SITE PLAN - OLYMPIC MFG - BAILES RD. g3a7 S "Ac dlJ�m �,� MI9 k; Town 01 AgaWaM �. 36 Main Street Agawam, Massachusetts 1001- 83 u Tel. 413-786-0400 Fax 411-786-9927 November 7, 2014 r Matthew Fuller MC,'Inc. 153 Bowles Road' Agawam', MA 01001 Dear Mr. Fuller: 'At its duly called meeting held on November 6. 2014, the Agawam Planning Board voted to allow the,placement of a temporary rests to trailer in the OMG, Inc. parking lot at 1.53 Bowles. Road as shown;on the plan entitled"QMG Facility, 153 Bowles load, Agawam, MA" and dated 10-28-14 with the condition that no handicapped parking spaces are affected. If you have any questions, please contact this office,at 786-0400, extension 8738. Sincerely, Mark R. Palcologopoulos, Chairman AGAWAM PLANNING BCAP D M /DSD:prk C . B. Wight, Building Inspector Town Clerk File N i 4 RU0FIN0 PRODUCTS I S3 BOWLES ROAD October 31, 2014 AGAWAM,MA 01001 413.789.022 Deborah S. Dachos 800.633,3800 Agawam Planning Board FAX:413-789.1069 36 Main Street WWW.OLYFAST.COM Agawam, MA 01001 RE Installation of Temporary Restroom Trailer Dear Deborah- As described via phone call last week OMG Inc. is in the planning stages for some internal`renovations, which will affect the restrooms near our front reception and office area at 153 Bowles Rd. We anticipate the start date to be on or about November 14, 2014 and to conclude by the end of January 2015. During this time the restrooms in this location will not be functional. Our desire is to rent a temporary restroom trailer and place it in our employee parking lot during this renovation period. The trailer would occupy 4 parking spaces and would be placed near one of our employee entrance doors. Attached to this letter is a drawing showing the location of the trailer, as well as literature from a restroom trailer rental company showing the details of the type of trailer we are evaluating. The loss of parking spaces will not affect our employee parking because the parking lot capacity exceeds our employee population by approximately 20%. We are requesting approval from the Planning Board to utilize a temporary restroom trailer and place it in our parking lot as described above. Please contact me with;any questions or if you need additional information. We appreciate your guidance and assistance in this matter. Sincerely, Matthew D. Fuller Environmental Health +&Safety Manager OMG, Inc. cc Bob Murphy NOV d 20 Dewey Kolvek 3 14 AGAWAM PLANNINGBOARD 44 a r w N k 5 � I � eo STONE INDUSTRIES PROUDLY PRESENTS OUR NE BLACK & WHITE ' EVEREST SERIES RESTROOM TRAILER t � 3 r t � t t� \ k. s Y. t s ' t 3 s �4 t 1 Fq,zo-eispi t t Everest,Series Foatures t 5tits d � t � s in�aahmust for your next VIP event! Get the � ��"�� €� ��? ,,white,��` �`�' � 5;seat"f "','in"is k ft �Pah"".1 xa t„Ahranaq AAures area a+t� best service va nnYt"It'!"i" k j" Mttt m,.%rs trailers. This unit is perfedt for any.- ceiiiing s, rs # Wedding a fig¢( Interior Features * Retail Bathroom Remodel * ElathneK)m staffls wItIrt double tcz,00 pm5gx's, a sY r f Ala� � � � u fai t � i"tse�.a`�$ E � � 'ri�it� � et Y��ga��3 ,£ §act`ila Special Event * Pcxcx,,Aau h urinals ) ttteti s s431 k� * Corporate Function * Full chmatet t„ontrcA wi ni .b ctmditJorung &*`a at Getthegreat eat service se es. Heas qa duty, sewfflesis skid nee-itta at.lficwcors Rent the Stone 24' Everest Series * Ittsuflatedi floors, walls and r(xu(',s, estroom Trailer! 't call us day pricingfor e i s r � Fire nt a,'tAry'exft do;..ats'. IF", t" ixe clo oaPUn h"tt wactt hest"iia" Yea"az ueff 4305 BMonraintz", pre, Y"ti $ 3avta", a i NEW , i" ROUTE �"nilshe a lunniniut t 0t ,r@id�t�,�s drirls i EMAIL t toilets@stoneindustries.com „i E s 4 1 i a i t i 1 wt+xta ..�xcuw WAMEWUA uauuu.+w STONE INDUSTRIES 24” EVEREST SERIES BATHROOM TRAILER SPECIFICATIONS & REQUIREMENTS � E SPECIFICATIONS ons side featums four pre toilet is} and a double vanity with two sips & m,Irtws "s se(""eyes two ° ` te,towlet i °inaf.% double zany with sinks r 4t' Hat Hath sides fe.%ature paper towel and soap dispensers and and8 Ca 200-gallonpressurtzed fresh watersystem k -gallon intern—al holdingintern- tan 6 gaRon hod water tank ' 1 Cold weather capable to zero degrees Fahrenheit } Interior space approximate) 2 aE Approxhuately'2000use capacity between i pumpings I s �� Fit i. l1 ti REQUIREMENTS* .. eecca inputs E titer hcxvkup (optionalunit r ,r haswater system) 4 i Unit can be powered by a generator t for completely autonomous ear " r Y EMAIL i toilets@stoneindustries.com '' µ Town of Agawam r 36 Main Street Agawam,Massachusetts 01{�01-1837 .A Tel. 413-786-0400 Fax 413-786-9927 > C= August 7, 2009° %a [ O.M.G. -. 153 Bowles Road a Agawam, MA 0 100 1 To Whom it May Concern: At its meeting held on August 6, 2009, the Agawam, Planning Board discussed your Special Permit application for the existing exhaust stacks at 153 Bowles Road. Ordinarily, Site Plan Review is necessary for'all Special Permit Applications. However, due-to the nature of this application and its limited effect on the site, the Planning Board voted that a'Site [flan review is not necessary.. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, Z/i Travis P. Ward, Chairman AGAWAM PLANNING BOARD TPW/DSD:prk cc: ZBA, Building Inspector, Town Clerk, File r A Town of Agawam Board of Appeals 36 Main Street Agawam,MA 01001 AEQ . MEMO DATE: July 21,2009 TO Planning Board FROM: Board of Appeals RE:: Site Plans for: O.M.G., Inc. 153 Bowles Road REASON: OMG,Inc! is seeking a Special Permit in accordance with Section 180-56 of the Zoning Ordinances, which would allow for exhaust stacks which exceed the height requirement at the premises identified as 153 Bowles Road. Attached please find 10 copies of the site plan for the above referenced property. These plans are for your review and comments, and any recommendations you may have so we can consider these recommendations and comments in our final decision. If you do not respond to this Board within thirty-five (35) days of the above referenced date,we will assume that you have no objections. Rr-(%,F1\MDV 4*1 JUL 2 12009 f t1:1y c w 153 BOXES ROAD 413-789-0252 FAX 411.713q.IW' Town of Agawam—Board of Appeals 36 Main St. Agawam, MA. 01001 Aurae 1, 200 Reason(s)for request of Special Permit* OMG, Inc. has several manufacturing processes that require rooftop exhaust stacks. When added to the height of the building, the overall heights of these stacks exceed the limit allowed by the Agawam Zoning`By-laws. This request for a Special Permit is to receive formal approval for the overall stack heights. OMG, Inc. operates a208,000 ftt manufacturing and warehousing facility at 163 Bowies Road. This facility includes a 128,000 fe expansion built in 2005, with a building height of 40 feet, This expansion was built to house a new Blectrocoat(E-Coat) paint line-installed in the summer of 2005—which has three separate exhaust stacks, ranging in height from 6 to 13 feet above the roof. In 2007, OMG also relocated an existing dip-spin paint process to the expansion. The curing oven for this system also has an exhaust stack that extends 10 feet above the roof. Recently, the Massachusetts Department of Environmental Protection(Masst3EP)mandated the installation of an emissions control technology for OMG's E-Coat curing oven. In February 2009, (CMG installed a wet electrostatic precipitator(WESP), which has its own rooftop stack, extending over 23`feet above the roof. 'Upon installation of this newest stack„ OMG learned of the height limitations of the Agawam Zoning By-laws,which prompted this request for a Special Permit. Prior to completion of this application we researched alternatives through the various equipment manufacturers,and learned that due to design specifications of each of the three systems (required air flows and velocities, duct diameters,etc.)it is not feasible to decrease the height of the stacks. M Y Jul. 17009 7 D 1 . E--coot Oven (20" Dio. x 12' 1 1 " High) 2. E—coat Water Heater (2 " Dice, x 12'5" High) . E—coat Cooling Tunnel (47" [ Ica. x `1 " ,High) 4 Grip—spin Oven (14" Dina. x 10,2" High) 5, E—coat WE P (48" Dior. x '23'9" High) Li To Garden Street BOWLES ROAD is A OMG,Inc. Fiat a so 100 160 zoo 250 e , SCALE aP �! 1:25 .. .^ �." ..w.� .�� ! VEQ JUL 2 12009 "�i �,, • 4 3 2 1 D D —� 4 .. 1 . E—coat Oven f (20,) Dia . x 12' 1 1 High) a 2. E—coat Water Heater (20" Dia . x 12'5" High) El 3. E—coat Cooling Tunnel C (47 Dia . x 6' 1 High) d ® 4. Dip—spin Oven ( 14 Dia . x 1 0'2'" High)' 3. E`—coat WESP (48 Dia. x 23'9 " High) B B To Garden Street T B WL ES ROAD �rRV,'� �` Q Jul- Awo r ' r �- OMG,Inc. Feet 0 50 100 150 200 250 B ,� aovv�s Rona sr,�ac aHsaa,�,c P SCALE Meters 0 25 50 75 �� - �. 3 . 3 2 1 D D —� 1 . E--coat Oven (20" Dia . x 12,' 11 High) o 2. E—coat Water Heater 3 (201' Dia. x 12'5 High) L 1 3 E--coat Cooling Tunnel C 1 - (47'' Dia . x 6' 1 " High) o ® 4. Dip—spin Oven _ ( 14'' Dia. x 10' 2," High) 5. E-coat WESP (48 Dia . x 23 '9" High) 10 B B' To Carden Street �o iVED BOWDES ROAD arks �. r 'i = act ®n,11! OMG, Inc. Feet 0 50 100 150 200 250 &Sol! 1 B ' I 53 aowEs Roux srACc ARRMGEMENn CAE Meters 0 25 50 75 x Is- mm .e M 10 � ' As Show AfM rrr 0r— t au mn oa,t, asmv.M.. AWAUzf G 4 3 2 4' 3 2 .., D D 4 1 . E—coat Oven (20" Dia x 12' 11 High) . o 2. E--coat Water Heater 3' (20" D'ia. x 12 '5" High) C 0 3. E—coat Coaling Tunnel C (47" D a. x 5' 1 " High) o a 4. Dip—spin Oven . ( 14" D'ia x 10'2" High) 5. E--coat WEEP' (48'' D`ia x 23'9 " High) to B B To Garden Street 10 b A " ' A OMG, Inc. Feet 0 50 100 150 200 250 all ' ;i yi $53 BOWLES ROAD STACK ARRAN SCALE Meters o 25 50 3 , �dd As St"n �f� wm 6. a 6.6 QR�..iI1! GL1[ 01111m,:Ma MiAYIAMMZ 4 3 2' 1 ,4 3 2 1 D D 1 $ � 1 . E—coat Oven (20" Dia . x 12 ' 1 1 High) o 2. E—coat Water Heater 3 (20" Dia. x 12 '5" High) 3. E'—coat Cooling Tunnel C 1 ° (47" Dia . x 6' 1 " High) o ® 4. Dip—spin— in Gwen ( 14 Dia . x 10'2" High') 5. E-coat WESP (48 Dia . x 23'9 " High) 10 To Garden Street o I BOWLES ROAD t ,. A t � '';11.� OMG, Inc, A Feet 0 50 100 150 200 250 ,;1; B ° SSCALE/� " e 153 BOWL.ES,RW SUCK AFMANGEM CAL.E � �:}: eem« m TSK r.n Mw Meters 0 25 50 75 9 ' 3 As Snow" .rra en c.M 1 ormil 9 4 3 2 0 me 153 BOW€ES BRAD A AWAK MA 01 001.3824 413-789-02 2 FAX 411=799:1149 Town of Agawam—Board of Appeals 36 Main St, Agawam, MA. 01001 June 1, 2009 Reason(s)for request of Special Permit O►M+G, Inc. has several manufacturing processes that require rooftop exhaust stacks. When aided to the height of the building, the overall heights of these stacks exceed the limit allowed by ttie Agawam Zoning By-laws. This request for a Special Permit is to receive formal approval for overall stack heights, OM , Inc. operates a 208,000 ft=manufacturing and warehousing facility at 153 Bowles Road. This facility includes a 128,000 ft2 expansion built in 2005 with a building height of 40 feet. This expansion was built to house a new Electr at(E-Coat) paint line-installed in the summer of 2006-which has three:separate exhaust stacks, ranging in height from 6 to 13 feet above the roof. In 2007, OMG also relocated an existing dip-spin paint process to the expansion. The curing even for this system also has an exhaust stack that extends 10 feet above the roof. Recently, the Massachusetts Department of Environmental Protection (Massa P)mandated the installation of an emissions control technology for OMG's E-Chat curing overt.: In February 2009, G installed a wet electrostatic precipitator(WEEP),which has its own rooftop stack,, extending over 23 feet above the roof. Upon installation of this newest stack, OMC learned of the height EirnUions of the Agawam Zoning By-laws, which prompted this request for a Special Permit, Prior to completion of this application we researched alternatives'through the various equipment manufacturers, and learned that due to design specifications of each of the three systems (required air flows and velocities, duct diameters, etc.) it is not feasible to decrease the height of the stacks. Sift U if r r.ivED ,„. 1 00 � , MG, 1 0� � I N m' l 153_BOWLESS ROAD AGAS+0,MA 01001.3824 413-789VS2; FAX-411499.1(iA wynv-0 Cro,r01 Town of Agawam—Board of Appeals 36 Main St'. Agawam, MA. 01001 June 1, 2009 Reasons)for request of Special Permit: OMG, Inc. has several manufacturing presses that require rooftop exhaust stacks. When added to the height of the building, the overall heights of these stacks exceed the limit allowed by the Agawam Zoning By-laws. This request for a especial Permit is to receive formal approval for the overall stack heights. OMG, Inc. operates a 208,000 W manufacturing and warehousing facility at 153 Bowles Road, This facility includes a 128,000 ftz expansion built in 2005, with a building height of 40 feet. This expansion was built to house a new Electrocoat(E-Goat) paint line- installed in the summer of 2005—which has three separate exhaust stacks,ranging in height from 6 to 13 feet above the roof. In 2007,1GMG also relocated an existing dip-spin paint process to the expansion. The curing oven for this system also has an exhaust stack that extends 10 feet above the roof. Recently, the Massachusetts Department of Environmental Protection (MassDEP) mandated the installation of an emissions control technology for OMG E-Goat curing oven. In (February 2009, OMG installed a wet electrostatic precipitator(WESP),which has its own rooftop stack,extending over 23 feet above the roof: Upon installation of this newest stack, OMG learned of the height limitations of the Agawam Zoning By-laws, which prompted this request for a Special Permit. Prior to completion of this application we researched alternatives through the various equipment manufacturers, and learned that due to design specifications of each of the three systems (required air flows and velocities, duct diameters,etc.) it is not feasible to decrease the height of the stacks. r Town f Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-7 -0400 Fax 413-786-9927 October 11, 2005' Martin Riccitelli Olympic Manufacturing Group 153 Bowles Road �. Agawam MA 0`1001 -� e k c Dear Mr. Riccitelli: c Cn At its duly called meeting held on October 6, 2005, the;Agawam Planning Board voted to approve the Site Plan entitled; "`Olympic Manufacturing Croup,Proposed Addition-Dumpster Canopy, 153 Bowles Road, Agawam, MA 01001-0508" prepared by Associated Builders, Inc. and dated September 28,2005 with the condition that all Engineering,Fire Department and Police Department comments be addressed. If you have any questions, please contact the Planning Department at 7 6-0400, extension 283, Sincerely, 2 t..t Travis Ward, Acting Chairman Agawam Planning Board cc Clerk Kimberly Masiuk, Associated Builders, Inc. Engineering; Fire Police Building File 9 0 FA TOWN OF AMEMORANDUM 0 � . s y To Planning Board CC: Kimberley Masiuk—Associated Builders, John Stone--DPW Supt., File From: Engineering Date: October 20, 2005 Subject: SP 472—Olympic Manufacturing;Group—Dumpster Canopy The site plan submittal entitled "Application for Site Plan Review; Olympic Manufacturing Group, Proposed Dumpster Canopy, 153 Bowles Road, Agawam Massachusetts; Prepared for: Olympic; Manufacturing' Group, P.O. Box 505, 153 Bowles Road, Agawam, Massachusetts 01001; Prepared by; Associated Builders, Inc, 4 Industrial Drive, South Hadley, MA 01075, September 29, 2005."' has been reviewed and we have the following comments; 1. Engineering recommends that the fire hydrant shown on the plan be relocated such that it is not in the pavement, while retaining bollard protection; this will limit the possibility of a truck striking the hydrant` while maneuvering. Associated Builders has proposed bringing the bituminous berm around the hydrant, Engineering is awaiting the revised sheets. 2. Please retain and maintai he existing silt fencing along the drainage easement. Please, do not he to to tact t is division with any questions or comments. tvi G. Decker, I.T Michael C. Chase, E.I.T. l Engineer I Assistant Town Engineer 5:1.SPW72 OMC`+BilMP53'ER CANOPY1MEMd 1 DEtAF7.DOC R- ECEIVED r MEMO To; UBla n-1 $o ) From: Sgt.Richard NELES, Safety Officer Subject: Site Plan - Olympic Mfg. - Bowles Road Date 10/12/2005 This site plan survey request was not received with suffici nt advanced notice to provide appropriate review and comments. Respectfully Submitted chard NILES Safety Officer, Agawam Police Department oft go" Awk mt;*mJV**"D OCT 13 200 - Town of Agawam 36 Main Street Agawam, Massachusetts 010 1-183 ' Tel. 413-786-04 0 Fax 41 -786.992'7 0 MEMO TO Eng. Dept., P ' e Dept., Firs: Dept. FROM; Planning Board SUBJECT: Site Plan -Olympic Mfg. -Bowles Road DATE: October 5, 2005 Please review and comment on the attached Site Plan for Olympic Mfg. on Bowles Road prior to the Board's October "meeting, if possible, Thank you, OSD:pre TOWN OF AGAWAM F ' $A MEMORANDUM To: Building, DPW, Planning CC: File From: Engineering Date: August 25, 2005 Subject: Site and Detention Pond Approval Engineering has completed its inspection of the Olympic Manufacturing site. This includes the survey and analysis of the two detention ponds. As of August 24,2005, both detention ponds have sufficient storage volume. Engineering approves the site work for the Certificate of Occupancy. If you have any questions,please do not hesitate to contact our division. Sincerely, oz W- Ll� Geor e J. Ho an,-P Michael C. Chase t� Town`Engineer Asst. To Engineer H;T"tS 47 OLY MYGOETEN-nON POND MCKDOC w �IRD TOWN OF AGAWAM INTEROFFICE MEMORANDUM To : Planning Board C File From Engineering Date: October 6, 2005 Subject. 01ympic Manufacturing—Bodes Road—Dempster Canopy Due to the current work load, Engineering has been unable to complete the review of the site plan for the dumpstcr canopy at Olympic Manufacturing in time for tonight's meeting. Comments for the site plan and stormater calculations will be submitted as soon as possible. If you Have any questions or comments, Tease do not hesitate to contact our Division. Sinerely, Sincerer, r J '_ ` 1 I /;Ne-orl ne J. o an;P.E. Michael C. Chase, E.I.T. r To 'Engin er assistant Town Engineer h knginec pt r7 oly mfgdumpsttr c opy Ldoc rm aft Kta;EIVEEOD OCT 0 MEMO TO: Eng. Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT: Site Plan - Olympic Mfg. - Bowles Road DATE: October 5, 2005 Please review and comment on the attached Site Plan for Olympic Mfg. on Bowles Road prior to the Board's October 6" meeting, if possible. Thank you. DSD:pre Application n for -13-ite Plan R yie Olympic Manufacturing Group Proposed Dumpser Canopy 153 Bowles Road` Agawam, Massachusetts Prepared for. Olympic Manufacturing Group P.O. Box 50$, 153 Bowles Road Agawam, Massachusetts 01001 _U ' rrj Crl rn ro M Prepared by: > w , ASSOCIATED BUILDERS, INC. 4:INDUSTRIAL DRIVE'SOUTH HADLEY,MA 01073 WNW Wft RFM IVEL) ' September 29 2005 PLANNIriu t AB AsSOCIATED uILD S INC. 4 INDUSTRIAL DRIVE.SOUTH HADLEY,MA 01075.(413)536-WZI FAX'(415)536 September 29, 200 Dominic Urbinati Building Inspector _ Town of Agawam 36 Main Street Agawam, MA 01 001 RE: Application for Site Plan Approval Olympic ManufacturingGroup - Proposed Dumpster Canopy 153 Bowles Road,Agawam, MA Dear Mr. Urbinati Can behalf of Olympic Manufacturing Group,,Associated Builders respectfully submits this Application for Site Plan Approval for construction of a 980 square foot Dumpster Canopy on the recently completed building addition located on 153 Bowles Road in Agawam Massachusetts. We are enclosing the original and (9) copies of the application package, which includes the following:- • Agawam Planning Board Form D Application for Site Plan Approval * Storm Drainage Permit Application • Stormwater Management Report supplemental information, dated September 28, 2005,prepared by Associated Builders, Inc. • Plans including: o Existing Conditions Survey plan Dw . #2408OLY2, prepared by Heritage Surveys, Inc.,dated September 14,2004. o ANR, Site Consolidation flan,Dwg. #2408OLY ,prepared by Heritage Surveys Inc., dated September 14,2004 c1 Site Plan 5898®L1,prepared by Associated Builders,dated September 28, 2005. o Architectural Plan 589 -A1,prepared by Associated Builders, dated September 28, 2005. Please do not hesitate to call me if you need additional information or further assistance.. Sincerely, Iiinberly M. Masiu , P.E. Project Engineer cc: Mire Chase, Agawam Engineering Dept. (1) Martin R ecitelli, OMG (1) AB Project File(1) AGAWA1M PLANNING BOARD Forms l Application for Site Plan Approval Please complete the following;.form and return it and 10 copies of the Site Flan to Agawam Building Department 36 Main Street Agawam,MA 41001 Manufacturing Group 1 Name of Business Olympic p A ss 153 Fowles Fond, Agawam, MA 01 ti1-3824 Telephone Fax 413-789-0252 413-789-1069 ® 2. Name of A Iicant/C►wner Olympic Manufacturing Group pp_. _ . - Address 153 Bowles Road,Agawam,MA 01001-3824 Telephone 413-7 - 2 2 Fax 413=78 -1 69 3. Name of ngineer/Architect Associated Builders, Inc., limberly M. Masiuk', P.E. Address 4 Industrial Drive South adle ►1 75 Telephone_413-53 -0021 Fax 413-536-0908 4. Please give a brief description of the proposed project e project consists of a 30'-8" wide 28' long 18' high du pster canopy, proposed located as an addition to the existing building. It's function is to contain and protect the dumpsters along with the contents from inclement weather. The sides of the canopy are to be enclosed,the front will remain open for access. The canopy will be equipped with a sprinkler/fire suppression system. (grading, a concrete pad/slab and paving from the canopy to the existing paving will be included in the scope of work. Revised R114103' 1'UIWIT AP I ,`A' 'INNS. ro the`town of A"awain, Departiiment of Pubtic Works: OWNER'S REPRESENTATIVE `i`ht� undersigned being the � of(lie properly located (fig, Owner, lessee, Tenant, Intended Purchaser,etc.) ;t 13 BQWLES ROAD ACAINAM, MA ` Joes hereby request a permit to INCREASE IMPERVIOUS SURFACES AND,RUNOFF ASSOCIATED WITH (eg: Connect to, Alter,Increase Runoff to,or increase Impervious Cover o an CONSTRUCTION OF A PROPOSED CANOPY area draining toy a storm drain, watercourse, channel or,dcicoljglaa facility at 153 BOLE D D . I DI 1. A plan tat'(lie property showing,accurately all s(ortta drains, water courses,channels or detention rocilifies now existiia,g is altac:lied hereunto as I'Alubit "A". (Submit in Duplicate) Z. Plans and specifications covering city work proposed, inclucl ti soil erosion and sedimentation control, to; be perrortned a.iiider this permit is attached hereunto as Exhibit '13". Submit in Duplicate) 3. Calculations de(erminin existirag.arid proposed storm water runorf, ea macity ofexis(ha facilities impacted by the planned work aatar the design of detention facilities are attached ltereputo as Exhibit "C". (submit ill Duplicate) 4. The naraae and address of(lie engineer or firm who prepared the calculation, design plans and specifications covered b this iermit is: KIMB,ERL M. SIUK,P.E. ASSOCIATED BUILDERS, INC., 4 INDUSTRIAL DRIVE, SOUTH HADLEY, MA (413)536-0021 5 The name and address of(lie person or rinn wiata will perform lice work covered by this permit is ASSOCIATED BUILDERS, INC., 4 INDUSTRIAL DRIVE, SOUTH HADLEY MA 01075 1-4 3- 3 ' 021 . FAX 1-413 3ta-tt908 IN l JQN R 1 1 1 Y. ` . r I. 'fo,furnish tiny additional 'information relating to the installation of use o the storm drain for which this permil is sought as may be recluested by (lie Superintendent. 2 To Accept and abide by all (lie irovi tans of Section.17 .1 throu to 175- 9 inclusive of(lie Ordinances or the'l'own ofAga�wam naiad of all other pertinent ordinance or regYu a(ions that nuty be adopted in lite future. ;3 To o acraile and aarirititain any siorni drain and detention facilities, as itaa b rcc aired its a ccaaadi(icaii or the store drainage permit ill all ef"ficlent milliner at ail threes, iind at oo expo ase�to the `Vodwn. 4 To cooperate atoll times with the 'Superiu(endent of iiublic Works and his representatives in their inspection cif star at drains, and oily maintenance thereof, 5 To notify the Superintendent of public Works immediately in (lie ievent ofany accident negligence. catlaer occurrence flint occiisions discliarge to the Morin diPairt of titay wastes or.orocess waiters not covered by this permit or allowed by Section 175 of the Ordivatice of(he'rtaws or Agawam 6. °1`0 indefulaify the"I own fron bass or dninale that troy directly or indirectlybe occasioned by the insiallation of (he storm drain land related facility or connection. APPLICANT: � . DKrF, . " ADDRESS ASSOCIATED BUILD RS, INC. 4 INDUSTRI DR VE . SQUj H LEX bdA QjQ COND1TiONS OF PERM11`:�. APPLICATION APPROVED AND PERMIT GRANTED PERMIT NO. D,ATE. SIGNED; SUPERINTENDENT PA5898-OLYMPIC DUM> 'TER C NOPYtpaea^ br tormwat 88-s dref epemaia.doe Stormwa°ter Management Report Supplemental Information) Olympic Manufacturing Group Proposed Dumpster Canopy t153 Bowles Road Agawam, Massachusetts Prepared for:: Olympic Manufacturing Group P.O. Box 508, 153 Bowles Road Agawam, Massachusetts 01001 Prepared by. ASSOCIATED BUIN_DERS, I N ., 4INDUS I I E,SOUTH HADLEY,MA 01016 �Yt KrASMY �u September 28, 2005 Olympic Manufacturing Group Stormwater Management ement Report �■, 153 Bowles Road,Agawam, MA Supplemental Information,Sept. 28, 2005 ■ Overview d Olympic Manufacturing Group(OMG)has recently completed construction;of a 128,40 square foot Manufacturing and Warehouse expansion to their existing facility located in the Agawam Industrial Park on 153 Bowles Road in Agawam, Massachusetts. As construction was nearing completion, OMG was notified'by the Commonwealth of Massachusetts Department of environmental Protection that they would be required to - provide a canopy over the scrap metal dumpsters located outside the new expansion. Therefore, OMG is filing for site plan approval for construction of a proposed 859 square foot canopy and associated pawed areas. A Stormwater Management Report,dated September 27, 2004, was filed in conjunction with the previous Site Plan approval application. The information provided in this report is supplemental to the previous report,and provides updated calculations for the 2, 10 and l00-year storm frequencies. Proposed Conditions The proposed project will include construction of an 859 square foot Dus pster Canopy off the southern corner of the new building addition, as well as an associated paved area.. As shown on the attached, revised, Proposed Conditions Drainage Map, the area where the canopy is located is currently grass. Runoff from this area flaws directly into the r eastern swale that parallels the hack side of the existing building. Under Proposed Conditions, runoff from the canopy and paved are will be routed through the existing southern detention basin serving the new addition. Runoff will flow over the paged access and the adjacent loading area,through an existing,curb cut,sediment forebay and detention basin. The basin is equipped with a staged outlet, piped to the existing eastern drainage Swale serving the Industrial Park. n As noted in the original Stormwater Management Deport, undeveloped areas, proposed to be developed, within the Agawam Industrial Park are allowed to have'25%of the lot to be impervious without providing detention due to the fact that there is an existing shared detention basin for the Industrial Park located downstream. Under current conditions, the star rater management system takes advantage of 7%of the 25% credit for the undeveloped lot purchased by OMG prior to the recent expansion. Although runoff from the proposed canopy will be routed through the existing storm water system toprovide water quality treatment,no additional;peak flow rate mitigation is proposed; Therefore, OMG will take advantage of the allowable credit, utilizing 1 %of the allowable 2 °r' . This calculation is based on the previously undeveloped, 4.826 acre, lot as shown on the attached Plan of Land. in Agawam, Massachusetts, prepared for WestMass Area ■ Development Corporation by Heritage Surveys, Inc., dated May 1, 2002, and 33,819 ■ square feet of impervious surfaces for the proposed canopy and paved area as well,as the eastern portion of the recent addition. Page 1 of ABASSOMATED BUILDERS,IN P:tS�v�fit[�2FFS�tat n4 ��rAI SIP ns ��nnw�soipr c�r�rs.dac 3 Legend `rr , XI 15T6Nt DRAINAGE AREA i RR IaPaSr DRAINAGE AREA f . PROP05ED i' F-TENTION BASIN DRAINAGE AREA BOUNDARY f / $ a d° v r rsc �I R,. MAXIMUM LENGTH OF 'TRAVEL., e p r ` R 1 ' v.. z Total Area 183,5(2 f I T ✓" �, Lawn Area 1 82 of T W y 1 Basin Area lswcf) `g,00t1 Sf Paved Areal: 29.730 of 0 Buildin o f 99,000 sf � a r 1 ` - aw, ,,y " 5 T I. J 19418 1 F W TO Ta I rea 25,183 sf _ /' La ri rea: 3076 of Q � uj j Ba in r a 46000 of .� � M Pa d Area 6,107 of 1to Buis in Roof f ,:. . lot ; " ,98- tc w,. 0 @ Total Area 96,524 sf **� {, _ x of wn Area 66.370T(51 Total iAreo-(INst)--- --0-4f t ,":: 57 ' , 8 roc qa Z am w. - s .. �^a"""°'"'— —� Fa,s°aMcr : .w' " ✓ --S.SG's5'a7 F Z 06 -9 d '7 r°crc... �av ,s"wm �a CLjx At syse ras+axx w �. ' NEW CANOPY 0 0 (Add to PRZ Saaatroct from PR3) 0. Total Area 5.624 of 0. Lawn Area 2,155 of DRAWN BY.KM _y°T Basin Area (Wet) 0 of Paved Area 2.810 of DAT`E:00.2444 Building Roof 859 of REVISED: 09I, 8As SCALE.NTs rIGURE 3 LOCUS 1' fOOO' r NrON W. l � � 8 ' 8966 PACE 22 PLM "I PAGE I CK � tL1fi �Tx PARCEL -4 AREA 2.880 ACRES mm OF Aaim" 40000 -�. ,wap:aarura�cs CAR REALTY NOMINEE TRUST WNW OF'AMWAV 800K 1 PAGE 365 rAsadaff PLAN BOOK 311 PACE 97 � � � rLm Dow 2"POW 1 is Ck to PARCEL E-5 OIVVP$0 MANUFACTU 42 R s INC. AREA 4.826 ACRES i -zs BOOK°? r114D PAS 356 PLAN BOOK 286 PAGE 83 NPLAN BOOK 311 PAGE 97' RENZ AMEROCA PANY WC ie 14 BOOK 9101 PAGE 378 a, r }� PLAN BOOK 272 PACE 32 >, ,tBOOK 12251 PAS 403 IP Q: PLAN 324 PAGE 95 f 30.19" , S4tY00'56"1Y NOT TOCALE SCALE 24,4.87' l ibw hl#� 154. ,53846'S516 � — s da31► 24it�' M ^ ~—� +2 wolc ram' _S38'47'07"W 321.18; _ — ^-� _ — S40VQ'M W --° SEE EASEL4ENT DETAIL TOW Or A JT 1 "or Aowm 244.87 30.19` S38'46`5511 540'00'56.W BND, LtC 10419 PAGE 34 ap WILL1AM R. FERRY ROBERT A. FAGM PLAN WOK 308 PAGE 43 — PETER S_ CORCCOLOS, OF BOOK 11855 PAGE 591 CAC REALTY TRUST PLAN SOOK 232 PAGE 47 BOOK 8854 PAGE 18 EKM 9272 PACE 27 BOOK 105W PACE 494 PLAN BOOK 295 PACE 123 PLAN BOOK 277 PAGE 49 RE PLAN OF LAND IN PLAN BOOK 31O PACE 126 D °� ,AGAWAM, MASSA HUSETTS ACAMAR. MASS. PRIMARED FOR APPROVAL UNDER $VaWVWM W'ESTMASS ,AREA DEVELOPMENT CORPORATION CONTROL LAW NOT REQUIRED DATE wLALL 1" , 80' NOTES: rA1'E. MAY 1, 2cx12 L FOR REFERENCE TO ENCLOSED PERINL'E'TERS: TnS SURVEY AND PLAN WERE PREPARED IN ACCORDANCE WITH THE r HERITAGE SURYEYS, INC..EGEND SEE 5368. PAGE 345 & PLAN BOOK 311, AND REGULATIONS OF P IC REGISTERS OF DEEDS, AND THE PAGE 97 AND TECHNICAL STANDARDS FOR THE PRACTICE OF LAND REGISTERED PROFESSIONAL LAND SURVEYORS IRON PIPE FOUND 0. SURVEI?NG IN THE CONNONWEALTH OF AfASSACHOSETTS. COLLEGE HIGHWAY& CIARK STREET IRON PIPE SET 0 POST OFFICE 60X I COW. BOUND FOUND as PTON. uASSACHUSETTS EASEMENT LINE -- --- (413) 527-3600 DATE REGISTERED LAND SURVmp 2408-9 owc 240MOSC` w . 2' —O 1 1 EX1 �'R2 ` PR1 PR3 Sheetflow to Eastem i_oadin Docks Building Roof Eastern F toof Area Swale C�- A ®P3 Southe n Basin West Basin Flow Summation DP1 aP2 Existing Flow proposed Flow Summation Summation 1 Subcat Reach on Lj�k; Drainage Diagram for Canopy brain Calcs Prepared by Associated Builders, Inc. 9/29/2005 HydroCAM 7.00 61n 002310 01986-2003 Applied Microcomputer Systems Canopy Drain Gales Type I// 24-hr 2 yr Rainfaff--3.00" Prepared by Associated Builders, Inc. Page 2 HyAroCADO 7 00 s1n 002310 @ 1986-2003 Apelied Microcomputer Systems 9/29/20 Time span=2.00-25.00 hrs, dt=0.03 hrs, 768 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment EX1: $heetnow to Eastern Swale Runoff Area=405,215 sf Runoff Depth=0.06* Flow Length=1,000' Tc--64.6 min CN=47 Runoff=0,05 cis 0,035 af Subcatchment PRII: Building Roof Runoff Area=183,512 sf Runoff bepth=1.45- Tc--5.0 min CN=83 Runoff=7,34 cfs 0.508 of Subcatchment PR2: Loading Docks Runoff Area=131,007 sf Runoff Depth=1.74" Tc=5.0 min CN=87 Runoff=6.31 cfs 0.436 of Subcatchment PRI Eastern Roof Area Runoff Area=90,696 sf Runoff Depth=0.30* Tc=5.0 min CN=59 Runoff=0.32 cfs 0.053 of Reach DPI: Existing Flow Summation Inflow--0.05 efs 0.035 af Outflow--0.05 cfs 0.035 of Reach DP2: Proposed Flow Summation Inflow--0.25 efs 0.232 at outflow--0.25 cfs 0.232 of Reach DP3: Flow Summation Inflow--0.32 cfs 0.053 of Outftow=0.32 cfs 0.053 of Pond 6P: Southern Basin Peak Elev--192.93' Storage=30,541 cf Inflow--11.05 cis 0.899 of Outflow=0.25 cfs 0.232 of Pond 7P: West Basin Peak Elev=l 92,97' Storage=2,167 cf Inflow--7.34 cfs 0.508 of 18.0"x 285,0'Culvert Outflow=5.22 cfs 0.464 of Total Runoff Area 18.605 ac Runoff Volume = 1.032 of Average Runoff Depth = 0.67" Canopy Deain Calcs Type /H 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 3 HydroCAM 7,00 s/n 002310 @ 1986-2003 Applied Mjcroqom pu!PL stems S 129/200 - — --R Subcatchment EXII: Sheetflow to Eastern Swale Runoff 0.05 cfs @ 16.16 hrs, Volume= 0.035 af, Depth= 0.05' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt=0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" Area (§R_ CN Description 306,782 39 >75% Grass cover, Good, HSG A 13,219 30 Woods, Good, HSG A 12,211 98 Paved parking & roofs 73,003 76 Gravel roads, HSG A 405,216 47 Weighted Average Tc; Length Slope Velocity Capacity Description min feetjftlft) (ft/sec) (cfs) 64.6 1,000 0.0140 0.3 Lag/CN Method,overland flow Subcatchment EXI: Sheetflow to Eastern Swale M RUZ-L 005ds Type III 24-hr 2'yr 0.05 Rainfall-3.00" O.W 0.04 Runoff Area=405,215 sf 0.035 Runoff Volume=0.035 af ,03 Runoff Depth-0.05" 0 U. 0.025 Flow Length-1 000' 0.02 Tc=64.6 min 0.015 CN-47 0,01 0 2 4 6 8 10 12 14 16 is 20 22 24 Tiff* (houfs) Canopy Drain Calcs Type /// 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 4 HydroCADO 7.00 sin 002310 0 1986-2003,bgplLied WJcrocompu_tqr S stems 9/29/2005_ I _ Subcatchment PR I: Building Roof Runoff 7.34 ds @ 12.08 hrs, Volume= 0.508 of Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" Area (sf) CN Des viption 45,782 39 >75% Grass cover, Good, HSG A 9,000 98 Basin area filled with water 29,730 98 Paved area 9S000 98 Roof 183,512 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (Rift)_ (ft��c .- (cfs)____ 5.0 Direct Entry, Minimum Allowable Subcatchment PR I.* Building Roof T. 7 Type III 24-hr 2 yr Rainfall=3.00" 6 Runoff Area-183,512 sf 5 Runoff Volume-0.508 of Runoff Depth=1.45"' 4 Tc-5.0 min 3 CN=83 2 ,mot 0 2 4 6 a 10 12 14 16 1s 20 22 24 Time (hours) Canopy Drain Calcs Type /11 24-hr 2 yr Rainfb,11=3.00" Prepared by Associated Builders, Inc. Page 5 HydroCAD@)7.00 s/n 002310 @ 1986-2003 Applied Micr muter Systems 9/29/2005 Subcatchmont PR2: Loading Docks Runoff 6.31 cfs @ 12.08 hrs, Volume= 0.436 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS,Time Span=2.00-25.01 hrs, dt=0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" Area (sty CN Description,, 23,076 39 >75% Grass cover, Good, HSG A 46,000 98 Basin Area Filled with Water 56,107 98 Roof 2,155 39 Canopy Grass 2,810 98 Canopy Paving 859 98 Canopy Roof 131,007 87 Weighted Average Te Length Slope Velocity Capacity Description (mi9) , (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Allowable Subcatchment PR2: Loading Docks 7 C 6 Type III 24-hr 2 yr Rainfall=3.00" 5 Runoff Area-131 ,007 sf Runoff Vol ume=0.436 cif 4 Runoff Depth-1.74" 3 Tc=5.0 min CN=87 2 In 22%e'ii! 17:1 2 4 68 10 12 14 16 is 20 22 24, Time (hours) Canopy Drain CaIcs, Type U/24-fir 2 yr Rainfaff=3.00" Prepared by Associated Builders, Inc. Page 6 HydroCAIX&7.00 s1n 002310 0 1986-2003 6pplied Microcomputer Systems 2122L20Q Subcatchment PR3: Eastern Roof Area Runoff 0.32 cfs @ 12.14 hrs, Volume= 0.053 af, Depth= 0. 0"` Runoff by SCS TR-20 method, UH=SCS, Time Span=2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" Areas CN Description 60,546 39 >75% Grass cover,Good, HSG A 0 39 66370-5824sf Canopy Flow to PR2 750 98 Paved Area 29,400 98 Roof 90,696 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) _(tft). (ft/sec) (cfs 5.0 Direct Entry, Minimum Allowable Subcatchment PR3: Eastern Roof Area 636 1,34 0 zas OM Type III 24-hr 2 yr 0.3 ,28 Rainfail=3.00 0 "' 0.26 Runoff Area=90,696 Sf 0.24 0,22 Runoff Volume=0.053 of 0.2 0,18 Runoff Depth=0.30" 0.16 Tc-5.0 min 0.14 CN=59 0.12 0.1 0,08 U4 U2 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs Type M 24-hr 2,fir Rainfafl=3.00" Prepared by Associated Builders, Inc. Page 7 HLdroCADO 7.00 s/n 002310 C 1986-2003 App1jed MicrocoMputer Systems 9129/2005 Reach DPI: Existing Flow Summation [401 Hint: Not Described (Outflow=lnflow) Inflow Area 9.302 ac, Inflow Depth = 0.05" for 2 yr event Inflow 0.05 cfs @ 16.16 hrs, Volume= 0M5 af Outflow 0.05 efs @ 16.16 hrs, Volurne= 0.035 af, Men=0%, Lag=0.0 min Routing by Glyn- ter-Ind m ethod, Time Span=2.00-25.01 hrs, dt= 0.03 hrs Reach Mi.- Existing Flow Summation it 005d& a OUMOW OM Inflow Area=9.302 ac 0.05ri U46 0.04 OM5 0.03 0.025 0.02 0.015 0.01 4.045 X "M 0 2 4 6 1 11 11 14 16 15 24 12 24 Tinto (hours) Canopy Drain CaIcs, Type //I 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 8 HydroCAM 7.00 s1n 002310 0 1986-2003 Aplied Microcomputer Systems 9/29/2005 Reach DP,2: Proposed Flow Summation [401 Hint: Not Described (Outflow=Inflow) Inflow Area 7.220 ac, Inflow Depth = 0.38" for 2 yr event Inflow 0.25 cfr>@ 19.28 hrs, Volume= 0.232 af Outflow 0.25 cls @ 19.28 hrs, Volume= 0.232af, Atten= 00/6, Lag=,O.O min Routing by Dyn-Stor-Ind method,Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP2,: Proposed Flow Summation 9 Inflow 0,28 0,25cft M Outflow 0.26 Inflow Area=7.220 ac 0.24 0.22 01 0.16 0.14 u- 0.12 QA 0.08 0A 0.04 OM 0 2 6 a 10 12 14 16 18 20 22 24 Thor (hours) Canopy Drain Gales Type Ill 24-hr 2 yr Rainfall=3.00 Prepared by Associated Builders, Inc. Page 9 HydroCADO 7.00 s1n 002310 0 1986-2003,62plied Micrecom uter Systems 9122/200 Reach DP3; Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire lndustdal Park. P [40)Hint: Not Described (Outflow--inflow) Inflow Area 2,082 ac, Inflow Dept 0.30" for 2 yr event Inflow 0.32 cfs @ '1 2.14 hrs, Volume 0.053 of Outflow 0.32 dfs @ '12.14 hrs, Volume= 0.053 af, Atten=0%, tag=0.0 min Routing by yn-Star-Ind method, Time Span'= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP3:-Flow Summation 0.36 0.26 . 26 0,24 Q.22 0.2 .1 ; 0,14, 0.12 0.1 jf , d.p6 /�!{ 0.06 �fr 0,04 4Y.t12 fl 2 d 6 8 10 92 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs Type /H 24-hr 2 yr Rainfall=3.00" Prepared by Associated Buildets, Inc. Page 10 Hydm CADO 7.00 s/n 002310 0 11986-200 lied Microcomputer Systems 9122/2005 Pond 6P: Southern Basin Inflow Area = 7.220 ac, Inflow Depth = 1.49" for 2 yr event Inflow 11.05 cfs @ 12.09 hrs, Volume= 0.899 of Outflow = 0.25 cfs @ 19.28 hrs, Volume= 0.232 af, Atten= 98%, Lag= 431.2 min Primary 0.25 cfs @ 19.28 hrs, Volume= 0.232 of Routing by Dyn-Stor-Ind method,Time Span= 2.00-25.01 hrs, dt= 0.03 hrs, Peak Elev= 192.93'@ 19.28 hrs Surf.Area= 22,508 sf Storage=,30,541 cf Plug-Flow detention time=464-3 min calculated for 0.232 of(26%of inflow) Center-of-Mass det. time=322.9 min ( 1,157.5-834.5 ) # Invert Avail.Storage Storage Description 1 190-09 140,009 cf Custom Stage Data(Prlsmatic�isted below Elevation Surf.Area Inc.Store Cum-Store (feet) Asq-ft) {cubic-feet) (cubic-feet) 190.00 0 0 0 191.00 2,652 1,326 1,326 192.00 17,931 10,292 11,618 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 195.00 99,524 73,162 140,009 # Routing Invert Outlet Devices I Primary 192.40' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 192.90' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 193.40' 2.0' long x ON breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.25 cfs @ 19.28 hrs HW=192.93' TW=0.00' (Dynamic Tailwater) + 1=Orifice/Grate (Orifice Controls 0.25 cf s @ 2.9 fps) P2=Orifice/G rate (Orifice Controls 0.00 cf s @ 0.6 fps) -3=Broad-Crested Rectangular Welr( Controls 0.00 cfs) Canopy Drain Cales Type /it 24-hr 2 yyr Rainfal1=100" Prepared by Associated Builders, Inc. Page 11 H droCAl 7.00 sln 002310 C 1986-2003 A lied Mi roco Ater Systems 2/2 �200 Pond 6P: Southern Basin r �InClaw 12 1106d1 y 0 N"r8mry Inflow Area=7.220 a 14 ' Peak Elev 1 2. ' Storage=30,541 Cf a I� 5 4 2 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours)` Canopy Drain CaIcs, Type I// 24-hr 2 yr Rainfafi=3.00" Prepared by Associated Builders, Inc. Page 12 Hydro CAM 7.00 s/n 002310 Q 1986-2003 Applied Microcomputer Systems 9/22/2005 Pond 7P: West Basin Inflow Area= 4.213 ac, Inflow Depth = 1.45 for 2 yr event Inflow 7.34 cfs @ 12.08 hrs, Volume= 0.508 of Outflow 5.22 cfs @ 12.13 hrs, Volume= O.464 af, Atten= 29%, Lag= 3.3 min Primary 5.22 cfs @ 12.13 hrs, Volume= 0.464 of Routing by Dyn-Star-Ind method, Time Span= 2,00-25.01 hrs, dt= 0.03 hrs Peak Elev= 192.97'@ 12.16 hrs Surf.Area= 3,374 sf Storage= 2,167 of Plug-Flow detention time=56.1 min calculated for 0,464 of(91% of inflow) Center-of-Mass det. time=12.5 min (847.6-8351 ) # Invert Avail.Storage Storage Description 1 191.50 41,452 d Custom Stage Data(Prlsmatic�isted below Elevation Surf.Area Inc.Store Cum.Store et — sq-ft) -feet) -feet) L (cubic {cubic -feet) 0 0 0 192.00 663 166 166 193.00 3,445 2,054 2,220 194.00 6,089 4,767 6,987 1195.00 8,650 7,370 14,356 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 # Routing_ Invert Outlet Deices I Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 190.00' S=0.0053? n=0.011 Cc= 0.900 Primary OutFlow Max=4.99 cfs @ 12.13 hrs HW=1 92.96' TW=1 92.02' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 4.99 ofs @ 3.6 fps) Canopy Drain Callics Type/// 24-hr 2 yr Rainfaff= .00" Prepared by Associated Builders, Inc. Page 1 HydroCA 7.00 s'ni 002310 1986- Q B Applied MiLp p or�puter Systems 9/2912005 Pond 7P West Basin t�POma ry 7( Inflow Area=4.21 a Peak Ele -1 97' 6 racge=2,1 cf 18.091 2 . ' Culvert w 4 2 0 a 6 a 10 12 14 16 ,a 20 22 24 Time (hours) Canopy Drain 1Calcs; Type 11124-hr 10 yr Rainfaff 4.50" Prepared by Associated Builders, Inc. Page 14 H droCA 7.00 sln 002310 @ 1986-20 3&21ied Microcorn uter Systems 9/29/200 Time span=2.00-25.00 hrs, dt=0.03 hrs, 768 points Runoff by S S TR-20 method, UH=S s Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Star--Ind method Subcatchment EXI: Sheetflow to Eastern Swale Runoff Area=4 6,215 st Runoff Depth=0.37" Flow Length=1,000' Tc=64.6 min CN=47 Runoff=0.76 cfs 0.287 af' Subcatchment PRI: Building Roof Runoff Area=1 3,612 sf Runoff Depth=2.73" T+c=5.0 min CN=83 Runoff=13 83 cfs 0.957 of Subcatchment PR2. Loading Clocks Runoff Area=131,007' f Runoff Depth=3.1 Tc=8.0 rain CN=87 Runoff=1109 cfs'0.777 of Subcatchment PR34 Eastern Roof Area Runoff Area=90,696 sf Runoff Depth=0.96" Tc=5.0 min CN=59 Runoff=202 cfs 0.167 of Reach DP1 Existing Flow Summation Inflow--0.76 cfs 0.287 of Outflow=0.76 cfs 0.287 of Reach DP2 Proposed Float Summation Inflow-0.85 cfs 0.710 of Outnow--0.85 CfS 0.710 of Reach DPI Flow Summation Inflow= .02 cfs 0.167 of Oufflow--2.02 cfs 0.167 of Pend 6P; Southern Basin Peak Elev=198.50' Stora e=49,273 of Inflow--17.48 cfs 1.654 of Outflow=0.85 cfs 0.710 of Pond 7P: West Basin Peak:Elev=1`93.8Z Storage=6,119 of Inflow=13.83 cfs 0.957 of 18.0"x 280"Cutvert Outflow=6.42 cfs 0.877 of Total Runoff Area= 18.605 ac Runoff Volume =2.188 af' Average Runoff Depth = 1.41`• Canopy Drain CaIcs Type H/24-hr 10 yr Rainfaffi=4.50* Prepared by Associated Builders, Inc. Page 15 HydroCADO 7.00 s/n 002310 0 1986-2003 Applied Microcomputer Systems .9129/2005 Subcatchment Eft Sheetflow to Eastern Swale Runoff 0.76 cfs @ 13.27 hrs, Volume'= 0287 af, Depth= 0.37- Runoff by SCS TR-20 method, UH=SCS, Time Span=2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 10 yr Rainfall=4,50" Area jso CN Description, 306,782 39 >75% Grass cover, Good, HSG A 13,219 30 Woods, Good. HSG A 12,211 98 Paved parking &roofs 73,003 76 Gravel roads; HSG A 405,215 47 Weighted Average Tc . Length Slope Velocity Capacity Description LminL Leetl— (fvft) - ift/sec) -lefsl 64.6 1,000 0.0140 0.3 Lag/CN Method, overland flow Subcatchment EXI: Sheetflow to Eastern Swale ams I[a Punoff O'M 0.75 * Type III 24-hr 10 yr 0,7 0 5 Rainfall=4.50" .6 0A Runoff Area--405,215 sf 045 'unoff Volume=0.287 of F 04 0.45 Runoff Depth=0.37" O4 LL low Len gth=l 000' 035 0,3 Tc=64.6 min 0.25 CN=47 0,2 0.15 0"1 0.06 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs Type///24-ter 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 16 HydroCAD&7.00 s1n 002310 0 1986-2003-ApLlied Microcomputer Systems 9/29/200 Subcatchment PRI: Building Roof Runoff 13.83 cfs @ 12.08 hirs, Volume= 0.957 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS,Time Span= 2.00-25.01 hrs, dt--0.03 Firs Type III 24-hr 10 yr Rainfall=4.50" Areasff CN Description 45,782 39 >75% Grass cover, Good, HSG A 9,000 98 Basin area filled with water 29,730 98 Paved area 99,000 98 Roof 183,512 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (Rift} fft/sec) ds 5.0 Direct Entry, Minimum Allowable Subcatchment PRi: Building Roof 13,93 ds 14 1 13 Type III 24-h'r 10 yr 12 Rainfall=4.50" 11 Runoff Area=1 83,512 sf 10 Runoff Volume-0.957 of Runoff Depth=2.73" ro 7 Tc-5.0 min 6 CN=83 4 3 2 1 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs Type H/ 24-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 17 HydroCADO TOO s/n 002310 0 1986-2002 A2plied M muter Systems 9122L200 Subcatchment PR2: Loading Docks Runoff 11.09 cfs @ 12.07 hrs, Volume= 0.777 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span=2.00-25.01 hrs, dt=0.03 hrs Type III 24-hr 10 yr Rainfail=4.50" Area (sf} CN Description 23,076 39 >75% Grass cover, Good, HSG A 46,000 98 Basin Area Filled with Water 56,107 98 Roof 2,155 39 Canopy Grass 2,810 98 Canopy Paving 859 98 Capp y_Roof 131,007 87 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/se2) (cfs) 5.0 Direct Entry, Minimum Allowable Subcat,chment PR2: Loading'Docks 12 I I. ch 11 Type III 24-hr 10 yr 10 Rainfall=4.50 ' 9 Runoff Area=131,007 sf 8 Runoff Volume=0.777 elf 7 Runoff Depth=3.1 0" LL Tc=5.0 min CN=87 4 3 2 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Calcs Type /H 24-hr 10 yr Rainfafi=4.50" Prepared by Associated Builders, Inc. Page 18 HydroCADO 7.00 s1n 002310 Q 1986-20QA Applied NlicrocoMRuter g1stems --2/29L200 Subcatchment PR3: Eastern Roof Area Runoff = 2.02 ds @ 12.09 hrs, Volume .167 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Time Span=2.00-25.01 hrs, dt=0.03 hrs Type III 24-hr 10 yr Rainfall=4.50" Area,M C4 Description 60,546 39 >75%Grasp cover, Good, HSG A 0 39 66370-5824sf Canopy Flow to PR2 750 98 Paved Area 29,400 98 Roof 90,696 59 W ighted Tv—erage Te Length Slope Velocity Capacity Description (min) Ifeet) jft1ft) (ft/sec) LcLs) 5.0 Direct Entry, Minimum Allowable Subcatchment PR3., Eastern Roof Area 2,0 ds I 2 Type III 24-hr 10 yr Rainfall=4.50"' Runoff Area-90,696 sf Runoff Volume=0.167 of Runoff Depth-0.96 Tc=5.0 min CN=59 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs Type //I 24-hr 10 err Rainfalf=4.50 Prepared by Associated Builders, Inc. Page 19 HydroCADO,7.00 s/n 002310 @ 1986-2003 Lplied Microcomputer§ysterns 9L/22L2005 Reach DPI: Existing Flow Summation [401 Hint: Not Described (Outflow=Inflow) Inflow Area 9.302 ac, Inflow Depth=: 0.37" for 10 yr event Inflow = 0.76 cfs @ 13.27 hrs, Volume= 0.287 of Outflow 0.76 cfs @ 13.27 hrs, Volume= 0.287 af, Atten=0%, Lag=0.0 min Routing by Dyn-Star-Ind method, Time Span=2.00-25.01 hrs,dt-- 0.03 hrs Reach DPP: Existing Flow Summation I Inflow ar 0 oufflow 0.8 Inflow Area=9.302 ac 0,75 0.7 0.65 &6 0.55 0.5 0-45 0.4 0.35 0.3 0.26 0.2 0,15 01 0.05 [Arm 2 4 6 a 10 12 14 16 18 20 22 24 TIme (hours' Canopy Drain Calcs Type /// 24-hr 10 Yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 20 HydroCAM 7.00 s/n 002310 @ 1986-2003&plied Microcomputer Systems 912912005 Reach DP2: Proposed Flow Summation [40) Hint: Not Described (Oufflow=lnftow) Inflow Area 7.220 ac, Inflow [depth = 1.18" for 10 yr event Inflow 0.85 efs @ 15.82 firs, Volume= 0.710 of Outflow 0.85 efs @ 15.82 hrs, Volume= 0.710 af, Men=0%, Lag= 0,0 min Routing by Dyn-Stor-Ind method,Time Span=2.00-25.01 hrs, dt=0.03 hrs Reach DP2: Proposed Flow Summation Gt.S0 M ds Outflow Inflow Area '.220 ac 015 01 US U s 0.5 0.45 OA 0.35 0.3 025 01 015 0.1 US 0 2 4 6 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Gales Type I// 24-hr 10 yr Rainfall=4.50' Prepared by Associated Builders, Inc. Page 21 HydroCADO 7.00 s/n 002310 C 1986-2003 Applied Microcomputer Systems 912912005 Reach DP3: Flow.Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire Industrial Park. 140] Hint: Not Described (Outflow=Inflow) Inflow Area 2.082 ac, Inflow Depth= 0.96" for 10 yr event Inflow 2.02 cfs @ 12.09 hrs, Volume= 0.167 of Outflow 2.02 cfs,@ 12.09 hrs, Volume= 0.167 af, Atten=0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span=2.00-25.01 hrs, dt= 0.03 hrs Reach DP3: Flow Summation a Ing" a ouftw Inflow Are a-2.082 ac 0 2 4 6 8 10 12 14 16 18 20 22 24 TiMe (hourS) Canopy Drain Calics Type/if 24-fir 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 22 HydroCADO 7.00 s1n 002310 0 1986-2003 Applied hLicrocompulftLSysterns 9/2912005 Pond 6P: Southern Basin Inflow Area = 7,220ac, Inflow Depth = 2.75" for 10yrevent Inflow 17.48cfs@ 12,08hrs, Volume= 1.654 of Outflow = 0.85 ds @ 15.82 hrs, Volume= 0.71 Oaf, Atten=95%, Lag= 224.5 min Primary 0.85 cfs @ 15.82 hrs, Volume= 0.710 of Routing by Dyn-S for-Ind method,Time Span= 2.00-25.01 hrs, dt--0.03 hrs Peak Elev= 193.50'@ 15.82 hrs Surf.Area= 34,724 sf Storage= 49,273 of Plug-Flow detention time=409.6 min calculated for`0.709 of(43% of inflow) Center-of-Mass let. time=279.0 min ( 1,103.9-824.8 Invert Avail.Stora2e Storage Description 1 190.00, 140,009 d Custom Stage Data(Prismatic fisted below Elevation Surf.Area Inc.Store Cum.Store feet) ) (cubic-feet) Lcm� (sq-ft 190-00 0 0 0 191.00 2,652 1,326 1,326 192.00 17,931 10,292 11,618 193,00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 195M 99,524 73,162 140,009 # Routing Invert Outlet Devices I Primary 192-40' 4.0"Vert. Orifice/Grate C=U00 2 Primary 192.90' 4.0"Vert. Orifice/Grate G= 0.600 3 Primary 193.4V 2.0w long x ON breadth Broad-Crested Rectangular Weir Head(feet} 0,20 0.40 0.60 OM 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.85 cfs @ 15.82 hrs HW=193.50' TW=0.00' (Dynamic Tailwater) 1 =Orifice/Grate (Orifice Controls 0.40 cfs @ 4.6 fps) 2=Orifice/Grate (Orifice Controls 0.28 cfs @ 3.2 fps) 31=Broad-Crested Rectangular Weir(Weir Controls 0.17 cfs @ 0.9 fps) Canopy Chain Calcs Type 111 r 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc, Page 2 F droCA 7_00 sln 002310 0 1986-2003 Applied Microcomputer Systems 9129 2€?t Fond 6P: Southern Basin . irrfl�w 19 at Aa ds E111m8ry 18 Inflow Area=7.220 a+ Is Peak Elev 19 .3 ' 15 14 Storage=49,273 c 1 12 tL 2 4 6 8 10 12 14 16 18 20 22 24 Time (h*urs) Canopy Drain Ca1cs Type /// 24-err 10 Yr Rainfall--4.50* Prepared by Associated Builders, Inc. Page 24 HydroCADO 7.00 s/n 002310 1986-2003 62plied Microcom2uter Systems 9129/2005 Pond 7P: West Basin Inflow Area 4.213 air% Inflow Depth = 2.73" for 10 yr event Inflow 13.83 cfs @ 12.08 hrs, Volume= 0,957 of Outflow 6.42 cfs @ 12.114 hrs, Volume= 0.877 af, Atten= 54%, Lag= 3.9 min Primary 6.42 cfs @ 12.14 hrs, Volume= 0.877 of Routing by Dyn-Stor-Ind method,Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 193.82'@ 12.27 hrs Surf.Area=5,608 sf Storage=6,119 cf Plug-Flow detention time=68.4 min calculated for 0.877 of(92% of inflow) Center-of-Mass d et. time=26.2 min ( 843.0-816.9 ) # Invert Avail.Storag"torage Deag ption 1 191.50, 41,452 ef Custom Stage Data (Prismatic�lsted below Elevation Surf.Area Inc.Store Cum Store (feet) (Sg-ft) (cubic-feet) (cubic-feet) 191.50 0 0 0 192.00 663 166. 166 193.00 3,445 2,054 2,220 194-00 6,089 4,767 6,987 195.00 8,650 7,370 14,356 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 # Routing Invert Outlet Devices 1 Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 190.00' S=0.0053T n=0.011 Cc-0.900 trilmary OutFlow Max=618 cfs @ 12,14 hrs HW=193.69 TW=192.66' (Dynamic Taitwater) 1=Culvert (Barrel Controls 6.18 cfs.@ 3,5 fps) Canopy Drain Daics Type !tl 24-hr 10 yr Rainfall=4,5 " Prepared by Associated Builders, Inc. Page 25 HydroCADO 7.00 sln 002316 9)1986-2003&pA ed 02L29qmputer ST s#ems 9/29L2005 Pond 7P. west Basin ■ Inflow 15 13 83 as Primary 14 Inflow Area-4.213 ac 13 12 Peals leer=� ' 11 Storage=6,119 D ` 10 18.011 x 285.0' ulvert M $ 6., LL ,. 0 2 4 6 8 10 12 14 16 16 20 22 24 Time (hours) Canopy Drain Calm Typee/// 24-hr 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. -Page 26 UldroCADO 7.00 s1n 002310 0 1986-2003 Applied Microcomputer Systems 9/2Q/2005 Time span=2,00-25.00 hrs, dt=0.03 hrs, 768 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stot-Ind method - Pond routing by Dyn-Saar-Ind method Subcatchment EXI: Sheetflow to Eastern Swale Runoff Area=405,215 sf Runoff Depth=1.20" Flow Length=1,000' Tc=64.6 min CN=47 Runoff=3.87 cfs 0.933 of Subcatchment PRI: Building Roof Runoff Area=1 83,512 sf Runoff Depth=4.65" Tc=5.0 min CN=83 Runoff=23.24 efs 1.633 of Subcatchment PR2: Loading Docks Runoff Area=131,007 sf Runoff Depth=5.09" U--5.0 min CN=87 Runoff=17.83 cfs 1.277 of Subcatchment PR3: Eastern Roof Area Runoff Area:=90.696 sf Runoff Depth=2.23* Tc=5,0 min GN=59 Runoff=5.37 cfs 0,387 of Reach DPI: Existing Flow Summation Inflow--3.87 cfs 0.933 of Outflow--3.87 cis 0.933 of Reach DP2. Proposed Flow Summation Inflow--3.92 cfs 1.785 of Outflow--3.92 ds 1.785 oaf Reach DP3: Flow Summation Inflow--5.37 cfs 0.387 of Outflow--5.37 cfs 0.387 af Pond 6P: Southern Basin Peak Elev=194,02' Storage=68,116 of lnfiow--24.64 cfs 2.818 of Oufflow--3.92 cfs 1.785 of Pond 7P: West Basin Peak Elev=195.09' Storage=15,279 d Inflow--23.24 efs 1.633 of 18.0"x 285.0'Culvert Outflow--7.68 cfs 1.541 of Total Runoff Area 18.605 ac Runoff Volume=4.230 of Average Runoff Depth 2,73" Canopy Drain Cales Type I// 24-hr 100 Yr Rainfafi=6.60" Prepared by Associated Builders, Inc. Page 27 HydroCADO 7.00 s/n 002310 @ 1986-20016pplied Mier ocom2 pater Systems 9/29L20Q§ Subdatchment EXI: Sheetflow,to Eastern Swale Runoff 187 ds @ 13.02 hrs, Volume= 0,933 of Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS,Time Span=2.00-25-01 hrs, dt=0.03 hrs Type lit 24-hr 100 yr Rainfali=6.60" Area (sD CN DeE ption 306,782 3,9 >75% Grass cover, Good, HSG A 13,219 30 Woods, Good, HSG A 12,211 98 Paved parking &roofs 731003 76 Gravel roads, HSG A 405,215 47 Weighted Average Tc Length Slope Velocity Capacity Description (min) feet) (ft/ft) (ftlsec) 1cfs) 64.6 1,000 0.0140 0.3 - Lag/CN Method, overland flow Subcatchment EX1: Sheetflow to Eastern Swale 10 Rumff 4 347 ds Type III 24-hr 100 yr R -6 ainfall .60" 3 Runoff Area=405,215 sf Runoff Volume=0.933 of Runoff Depth=1.20" 2 Flow Length=1 000' Tc-64.6 min CN-47 2 4 6 8 10 12 14 16 is 20 22 24 TIMO (hours) Canopy Drain Caics Type I//24-hr 100 Yr Rainfafl=6.60" Prepared by Associated Builders, Inc. Page 28 H)Lft�oCADOTOO s/n 002310 @ 1986-2003 Ap2lied Microcom2uter Systems 2/29Q005 Subcatchment PRI: Building Roof Runoff 23.24 cfs @ 12.07 hrs, Volume= 1.633 of Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS,'Time Span= 2.00-25.01 hrs, dt= 0.03 hrs, Type 111 24-hr 100 yr Rainfali=6.60" Area (sD CN Descrip Lion- 45,782 39 >75% Grass cover, Good, HSG A 9,000 98 Basin area filled with water 29,730 98 Paved area 99,000 98 Roof 183,512 83 Weighted Average Tc Length Slope Velocity Capacity Description frninj_ (feet _- (ft/ft) jft1secj (cfs) 5.0 Direct Entry, Minimum Allowable Sub catchment PRI: Building Roof 26 25 24 23 Type III 24-hr 100 err22 21 Rainfall=6.60" 20 19 18 Runoff Area-183,512 sf 17 16 Runoff Volume-1.633 of Is 14 Runoff Depth=4.65" 13 .2 12 Tc�5.0 min CN=83 4 3 2 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (houm) Canopy Drain CaIcs Type I// 24-hr 100 yr Rainfafi=6.60" Prepared by Associated Builders, inc. Page 29 HydroCADO 7.00 s/n 002310 0 1986-2003AppliedKicroemputer Systems 9/29/2005 Subcatchment PR2: Loading Docks Runoff 17.83 cfs @ 12.07 hrs, Vol ume= 1.277 af, Depth= 5.09" Runoff by SCS TR-20 method, UH=SCS,Time Span= 2.00-25.01 hrs, dt=0.03 hrs Type III 24-hr 100 yr Rainfall=6.60" Area sn - CN Descri iption 23,076 39 >75% Grass cover, Good, HSG A 46,000 98 Basin Area Filled with Water 56,107 98 Roof 2,155 39 Canopy Grass 2,810 98 Canopy Paving 859 98 Canopy Roof 131,007 87 Weighted Average To Length Slope Velocity Capacity Description (min}_ (feet) (ft/ft) (ft/sec) (ds) 6.0 Direct Entry, Minimum Allowable Subcatchment PR2: Loading Docks Type: III 24-hr 100 yr 17 Is Rainfall=6.60" 15 14 Runoff Area=131,007 sf 13 12 Runoff Volutee-1.277 of Runoff Depth=5.09" 9 Tc-5.0 min RCN-87 6 4 3 2 0 2 4 6 8 10 12 14 16 18, 20 22 24 Time (houm) Prepared by Associated Builders, Inc. Page 30 Subdatchment PR3: Eastern Roof Area �� J�3w Runoff-- - ---- ---`=' '-~~^~-~ ~~`-'^'- -^-- ~7 --�~` � 1 hrs, dt=0j03Uhms Type III 2*_n/ /wvy/ rmuunax-6.605.0 Direct Entry, Minimum Allowable � ^ ^ Area (so CN Description 750 98 Paved Area 90,696 59 Weighted Average Tc Length Slope Velocity Capacity Description _____'_''_nt--- --_- Eastern Roof~ -Area Tc=5.0 min Time (hours) . ~ U� = ' - ^ � _. , Canopy Drain Calics Type It/ 24-hr 100 err Rainfall=6.60" Prepared by Associated Builders, Inc. Page 31 UydroCADO 7.00 s/n 002310 0 1986-2003hpglied MicrocoMputer Systems, 2/29L200 Reach DPI. Existing Flow Summation [40) Hint: Not Described (Oufflow=lnflow) Inflow Area 9.302 ar, Inflow Depth = 1.20" for 100 yr event Inflow 3.87 cfs @ 13.02 hrs, Volume= 0.933 of Outflow 3.87 ds @ 13.02 hrs, Volume= 0.933 af, Atten=0%, Lag= 0.0 min Routing by Dyn-Sfor-Ind method, Time Span=2.00-25.01 hrs, dt= 0.03 hrs, Reach M., Existing Flow Summation 4 3-87 da Inflow Aream-9.302 ac 3 0 2 4 6 a 10 12 14 1s 18 20 22 24 Time (hours) Canopy Drain Gales Type W 24-hr 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 32 F1yO(qQAD@ 7,00 sIn 002310 @ 1986-2003 6122lied Microco ray Rrater SXstems 9/29200 Reach DP2: Proposed Flow Summation [40] Hint: Not Described (Oofflow=lnflow) Inflow Area 7.220 ac, Inflow Depth = 2.97" for 100 yr event Inflow 3.92 cfs @ 13,31 hrs, Volume= 1.785 of 0 utflow 3.92 cfs @ 13.31 hrs, Volume= 1.785 af, Men= GO/6, Lag= 0.0 min Routing by Dyn-Stor-Ind method,Time Span=2.00-25.01 hrs, dt= 0.03 hrs Reach DP2: Proposed Flow Summation I i Inflow k 392ds 19 olitflow 4 M d3 Inflow Area�7.220 ac 3 2 WMz 2 4 6 1 11 11 14 11 11 20 22 14 Time (houm) Canopy Drain CaIcs Type 1/1 24-ter 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 33 'HydroCAD@ 7.00 s/n 002310 Q 1986-2003 A22fied Microcomputer Systems 9129/2005 Reach DP3: Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam will allow 25%of the lot area to be impervious without h'aving to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire Industrial Park. [40] Hint: Not Described (Oufflow=lnflow) Inflow Area = 2,082 ac, Inflow Depth = 2.23" for 100 yr event Inflow 5.37 ds @ 12.08 hrs, Volume= 0.387 of Outflow 5.37 cfs @ 12.08 hrs, Volume= 0.387 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP3: Flow Summation 6 6.37 Cb Inflow Area�2.082 ac 4 3 2 0 2 4 6 8 10 12 14 16 is 20 22 24 nme (hoorZ) Canopy Drain Oaks Type all 24-hr 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 34 HydroCADO 7,00 sin 002310 0 1986-2003,Applied Microcomputer Systems 9/29/2005 Pond 6P: Southern Basin Inflow Area 7,220 aq Inflow Depth = 4,68" for 100 yr event Inflow Y 24.64 cfs @ 12.08 hrs, Volume= 2.818 of Outflow 3.92 cfs @ 13.31 hrs, Volume= 1.785 af, Atten= 841, Lag= 73.8 min Primary 3.92 cfs.@ 13.31 hrs, Volume= 1.785 of Routing by Dyn-Stor-Ind method, Time Span= 2,00-25.01 hrs, dt=0.03 hrs Peak Elev= 194.02'@ 13.31 hrs Surf.Area=47,715 st Storage=68,116 cf Plug-Flow detention time=286.7 min calculated for 1183 of(63%of inflow) Center-of-Mass det. time=179.3 min (992.5 - 813.2 ) # Invert Avail.Stora2e Storage Descri2tion 1 190.00, 140,009 cf Custom Stage Data(Prismaticyisted below Elevation Surf.Area Inc.Store Cum.Store (feel) (sg-ft) (cubic-feet) (cubic feet 190.00 0 0 0 191.00 2,652 1,326 1,326 192.00 17,931 10,292 11,618 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 195.00 99,524 73,162 140,009 # Routing Invert Outlet Devices I Primary 192.40' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 192.90' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 193.40' 2.0'long x ON breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary Oufflow Max--3.92 cis @13.31 hrs, HW=1 94.02' TW-0.09 (Dynamic Tailwater) '=Orifice/Grate (Orifice Controls 0.51 cfs @ 5.8 fps) 2=Orifice/Grate (Orifice Controls 0.41 cfs,@ 4.7 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 3.01 cfs @ 2.4 fps) Canopy Drain Calds Type fib`24-hr 100,fir Rainfall=6.fi " Prepared by Associated Builders, Inc. Page 3 H dro A 7.00 srn 002310 1986-2003&Rfied MicrocoWuter Systems 9 29I2005 Pond : Southern Basin n innow 26 24.64.oft Inflow Area=7.220 ac 24 22 Peak Elev=194.02' 20 Storage-68,116 cf 1 1 12 1 6 2 6 e 10 12 14 18 18 200 22 24 Ti (houm) Canopy Drain Calics Type /// 24-hr 100 yr Raintal1=6.60" Prepared by Associated Builders, Inc. Page 36 HydroCACKD 7.00 s/n 002310 0 1986-2003 Applied Microcom2uter Systems 9/29/200 Pond 7P: West Basin Inflow Area 4.213 ac, Inflow Depth = 4.65" for 100 yr event Inflow 23.24 cfs @ 12.07 hrs, Volume= 1.633 of Outflow 7.68 cis @ 12.21 hrs, Volume= 1.541 af, Atten=67%, Lag=8.1 min Primary R 7.68 cis @ 12.21 hrs, Volume= 1.541 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt=0.03'hrs Peak Elev= 195.09'@ 12.38 hrs Surf.Area=8,982 sf Storage= 15,279 cf Plug-Flow detention time=60.8 min calculated for 1.539 of(94% of inflow) Center-of-Mass det. time=30.3 min ( 832.0-801.7 ) # Invert Avail.Storage Storage Description 1 191.50, 41,452 ef Custom Stage Data (Prisrnatic�isted below Elevation Surf.Area Inc.Store Cum.Store {feet) (sq-ft) (cubic-feet) (cubic-feet) 191.50 0 0 0 192.00 663 166 166 193.00 3,445 2054 2,220 194.00 6,089 4:767 6,987 195.00 8,650 7,370 14,356 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 Routing Invert Outlet Devices 1 Primary 191.59 18.0" x 285.0' iong Culvert RCP, mitered to conform to fill, Ke=0700 Outlet Invert= 190.00' S= 0.0053T n= 0.011 Cc7- 0.900 Primary OutFlow Max=7.55 cis @ 12.21 hrs HW=194.98' T4 =193.44' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 7.55 cis @ 4.3 fps) Canopy Drain Calcs Type I// 24-hr 100 yr ,Rainfall= . 0' Prepared by Associated Builders, Inc; Page 37 H'droCADO 7.00 s/n 002310 01986-2003 Appiied Microcomputer Systems 9/29! 0 Pond TPA 'West Bashi 26 ■ �., a 4 Inflow Area-4.213 a+c 22 beak lev- 19 , ' 20 18 Stora a=l 5,279 cf 16 18.011.1x 2 .U' Culvert 14 kL � I 12 Ica TGO ds 4 2 " 2 4 a 10 12 14 16 18 24 22 24 Time (hours) p lica ion iforSite Flan Review Olympic rmpic Manufacturing Group Proposed Dumpster Canopy 153 Bowles;Road Agawam, Massachusetts Prepared forCD Olympic Manufacturing Group 70 Z. P.Q. Box 50 , "153 Bowles Road ��'� gym, Agawam,, Massachusetts 01001 ;b- Prepared by., ASSOCIATED_BUILDERS,INC. son September 29, 2005 in I ff -low AssoCIATED BI .s INC. 4INIA)S'CRIAL DRIVE e SOUTH HADLEY,MA 01075•(413)536-0021 FAX(413)536- September 29, 200 Dominic Uthinati, Building Inspector ector _ Town of Agawam o Main Street Agawam, MA 01001 RE: application for Site flan Approval Olympic Manufacturing Group<- Proposed Dumpster Canopy 153 Bowles Road,Agawam, MA Dear Mr. Urbinati On behalf of Olympic Manufacturing Group, Associated Builders respectfully submits this Application for Site Plan Approval for construction of a 980 square foot Dumpster Canopy on the recently completed building addition located on 153 Bowles Road in Agawam Massachusetts. We are enclosing the original and (9) copies of the application package, which includes the following- Agawam Planning Board Form D Application for Site Plan Approval • Storm Drainage Permit Application Stormwater Management Report supplemental information, stated September 28, 2005, prepared by Associated Builders, Inc. Plans including: o Existing Conditions Survey plan Dwg. #2408OLY2, prepared by Heritage Surveys, Inc., dated September 14,2004. o ANR, Site Consolidation Plan,Dwg.#2408OLY , prepared by Heritage Surveys Inc., dated September 14, 2004 o Site Plan 5898-L1, prepared by Associated Builders, dated September 28, 2005.. o Architectural Plata 898-A1,prepared by Associated Builders,dated September 28, 2005. Please do not hesitate to call me if you need additional information or further assistance.- Sincerely, 'Jc) tmq Kimberly M. Masi , P.E. Project Engineer cc. Mile Chase, Agawam Engineering Dept. (1) Martin Riccitelli, OMG (1) AB Project File(1) AGAWAMPLANNING BOARD Form Application for Site Plan Approval Please complete the hallowing form and return it and 10 copies of the Site Flan to Agawam Building Department 36 Main Street Agawam,MA 41001 1. Name of Business C1lympic Manufacturing Group .Address 153 Bowles Road, Agawam, MA 01001-3824 Telephony 413-78 -0252 l~ax 413- 89-1069 . Name of Applicant/O er 1ympic Manufacturing Group Address 153 Bowles Road,Agawam, MA 01001-3824 Tlephne 413-78' -0252 l~ax 413-7"8 -109 3, Name of Engineer/Architect,. Associated Builders, Inc.,; Kimberly M. Masiuk, P.E. Address 4 Industrial.Drive, South Hadley, MA 0107 Telephone 413-536-0021 Fax, 41 -53u-0908 4. Please give a brief description of the proposed project,; The proposed project consists of a 0'-8;'wide X 28' long X 18' high dumpster canopy, located as an addition to the existing building. It's function is to contain and protect the urmpsters along with the contents from inclement weather. The sides of the canopy are to be enclosed,the front will remain open for access. The canopy will be equipped with a sprinkler/fire suppression system. Grading, a.concrete pad/slab and hawing from the canopy to the existing paving will be included in the scope of work.. Revised R/t 3 fv llie'f6w it ofAg'awtana, Uepartnient of`I'ublic Works: 'l lie undersigned being (lie OWNER'S REPRESENTATIVE of(lie properly located (ieg: Owner, Lessee,Tenant, Intended Purclaaaser, etc.); �t 153 BCWLES ROAD AGAWAM,'MA oes Njeieby request a permit:lo INCREASE IMPERVIOUS SURFACES AND RUNOFF ASSOCIATED WITH (eg; Connect to, Alter,]]crease Runoff to,or increase Impervious Cover of an CONSTRUCTION OF A PROPOSED CANOPY area draining toy 3 storm drain, water course, channel or dcicaii6n flaril_ itytw at 153 BAWL BOAD. 50UIH� lCH I T I A plan tof the ptaperty slaoowiaag accurately all stoa°aia drains, water courses, cliaaaiels or;cleteatlioaaa facilities now existing is attached home►rntoa as Exhibit "'A". (Submit in Duplicate) 1# plans and spec fications covering any work proposed, includiia soil erosion and sediancaatation control, to be perrormed tinder this permit is attached bereunto as Exhibit "13".. (Submit if] Duplicate) fw Calculations detertaaiaaita existing.aand proposed storm water runoff,ca aacity tof existiai tiacilities impiac:ted try (lie planned work taxi tlae design:of delealion facilities are ailael ed aereunto asl xlil it "C". (Submit in F buplicate 4. The name aaaol address of lite engineer or firm who prepared tlae calculation, design plazas and specifications covered byy dais eraaait is: K ERLY M. f ASIUK, P.E. ASSOCIATED BUILDERS, INC.,4 INDUSTRIAL DRIVE,SOUTH HADLEY, MA 1 j -0021 5. The-name and address of the person or firm wlio will peribrm the work covered by this permit is: ASSOCIATED BUILDERS, INC., 4 INDUSTRIAL DRIVE, SOUTH HADLEY MA,01075 1-4 3-5 6-0 1 FAX 1-413-536-0908 # . &ITINUDE E a - s l. 1'o.flurnish any additional inforaaaaali'an relaatin to lite installation of use oaf the storm drain for which dais .permit is sought as may be reclticsted by lite Wuperinlendwit. . "I"o Accept and abide by all the laroavisioons of Section 175-1 throu la 175-59 inclusive of the Ltrdintaaaces of the Town orAga� a n atacl oafnli outer perti cent `�dinance or regu ations that may be adopted iii (lie f"t.iture. 3. To operate<and maaitatain any storm drain and detention facilities, as may be required'ias as condition of the storm draiiaaoge peraaail ii an efficient manner at all tinges, and at no expense-too the T owag. 4. To cooperate at all time with-lite Superiniettdent of Public Works and Iiis representatives in their . inspection ufstoraaa dramas,and any maintenance thereof. 5. To notify (lie Superintendent orl'tatal a Works immediately iaa the event ormiy accident"negligence, or other occurrence that occasions discharge to the Morin drain of bogy wastes;oor process waters not coiverml by this permit or allowed by Scctioan 175 of the Ordinaaiee of the Town of Agawam . "l'o intlemnil�+ lite 1'cown frooaai loss or dnaaaa�Rc flint may directly or indirectly be occasioned by the iaastallation of(lie storm drain sand related facility or connection. APPLICANT: c`A DATE: ADDRESS ASSOCIATED BUILD RS INC. 4 INDUSTRIAL QBIVE . SQUIH HAU E , Ma n�ca CONDITIONS OF PEttMIT.- , APPIACA`I'ION AI'I'ItOVED AND PERMIT GRANTED PERMIT NO. DATE: SIGNED. SUPERINTENDENT_ P.'Z89 LYMPI DU PSTERCANOPY\pennitskStorTnwateA5898-stormdraimgepwmftdoc Stormwater Management Report (Supplemental Information)` Olympic Manufacturing Group Proposed Dumpster Canopy 153 Bowles Road Agawam, Massachusetts Prepared for. Olympic Manufacturing tromp P.O. Sox 508, 153 Bowles Dead Agawam, Mas aGhusetts 01001 Prepared by ASSOCIATED BUILDERS, INAria 4 INDUST I SOUTH HADLEY,MA MOTS .: + OF v fi September 28, 2005 } Olympic Manufactur;ng Group Storm water Management Report 153 Bowles Road,Agawam, MA Supplemental Information, Sept. 28, 2005 Overview Olympic Manufacturing Group;(f1MG)has recently completed construction of a 128,40 square foot Manufacturing,and Warehouse expansion to their existing facility located in the Agawam Industrial Parr on 153 Bowles Road in Agawam, Massachusetts. As construction was nearing completion,t MC was notified by the Commonwealth of Massachusetts Department of Environmental Protection that they would be required to provide a canopy over the scrap metal du Asters located outside the new expansion. Therefore, OMG is filing for site plan approval for construction of a proposed 859 square foot canopy and associated paved areas. A Stormwater Management Report, dated September 27,;2004, was filed in conjunction with the previous Site Plan Approval application. The information provided in this report' is supplemental to the previous report,and provides updated calculations for the 2,, 10 and I00-year storm frequencies. Proposed. Conditions The proposed project will include construction of an 859 square foot Dump ter'Canopy off the southern corner of the new building addition, as well as an associated paved area, s shown on the attached,revised, Proposed Conditions Drainage Map, the area where the canopy is located is currently grass. Runoff from this area flows directly into the eastern swale that parallels the back side of the existing building. Under Proposed Conditions, runoff from the canopy and paved area will be routed through the existing southern detention basin serving the new addition. Runoff will flow over the paved access and the adjacent loading area,through an existing curb cut, sediment forebay and detention basin. The basin is equipped with a staged nutlet, piped to the existing eastern drainage Swale serving the Industrial Park. As noted in the original Stormwater Management Report,undeveloped areas, proposed to g p p be developed, within the Agawam Industrial Park:are allowed to have 25%of the lot to be impervious without providing detention due to the fact that there is an existing shared detention basin for the Industrial Park,located downstream. Under current conditions, the stormwater management system takes advantage of 7% of the 5% credit for the undeveloped lot purchased by OMC prior to the recent expansion. Although runoff from the proposed canopy will be routed through the existing stormwater system to provide water quality treatment, no additional;peak flow rate mitigation is proposed. Therefore, 0MG will take advantage of the allowable credit, utilizing 16%of the allowable 25%. This calculation is based on the previously undeveloped,4.826 acre, lot as shown on the attached Plan of band in Agawam, Massachusetts,prepared for W estMass Area Development Corporation by Heritage Surveys, Inc.,dated May 1, 2042, and 33,819 square feet of impervious surfaces for the proposed canopy and paved area as well as the eastern portion of the recent addition. Paige I oaf'2 JOASSO IATED BUILDERS,INCF.A3898-OLYWIC DUMPSTER CANOPY VeronstStormwt4 a Report&c Olympic Man u acturin Group Storm water Mara-gem ent Report 153 Bowles Road,Agawam, AM Supplemental Information,Sept. 28, 2005 Drainage Analysis The hydrologic analysis was adjusted to reflect the increased impervious areas associated with the proposed canopy. Calculations have been provided for the 2, 10 and 100-year storm frequencies and are attached herewith. A summary of the anticipated peak flow rates in cubic feet per second)and detention basin elevations for the existing conditions (prior to construction of"the recent addition), current conditions (includinng the recent expansion)and proposed conditions for the'2, 10 and 1 0-year storm frequencies are provided below°. . 2 Year 10 Year 100 Year ' • Exist. 2004 Prop. Exist. 2004 Prop. Exist. 2004 Prop. Flow to Eastern wale,DP2 0.1 0.2 0.3 U 0.8 0.9 3.9 3.8 3.9 (excludes prorated area Flow from Park, Prorated - 0.2 0.3 1.8 2.0 5.2 54 Impervious Area, DP3 Southern Basin - 192.9' 192.9' - 193.5' 193.5' 194.0' 194.0' Elevation Bowles Read - 193.0' 1 3.0' 193. ' 1918' - 195.1' 195.1' Basin Elevation Based on the calculations, it appears that the proposed canopy construction will have a minimal impact on pear flow rates. Flaw rates will still remain, essentially,balanced for the 2 10 and 100-year storm frequencies. Summary The project canopy will slightly increase peak flow rates. However, the Agawam Industrial Park has been designed to accommodate the proposed increase. In addition, runoff from the proposed project has been directed to an existing stormwater management system to provide water quality treatment, some degree of peak flow rate attenuation and to allow recharge to gr+ undwater. Page 2 of 2 AMASSOCIATED BUILDERS,PNG PAS$'}$OLYMPIC DUMiPSTER CANON'4'WNrts\Startnwa1crW)qi c Pepon.d" R Legend 1c) EXISTING DRAINAGE AREA >s URI PROPOSED DRAINAGE AREA S PROPOSED P1Vw.+E:D DETENTION [.3AJIIY y aao " ® DRAINAGE AREA BOUNDARY „®.• % � ..—rs' " 6'°� �"� "` aas �t -.• -• t"IA7{II"1Uh'1 LEiJGTN OF TRAVEL 4TPAS ♦ C 1000 to / l z ,- ' ` I Total Area 13.52 of Lawn Area 4 4 ,�'!' of � � � y 1 Basin Area (1 ,000 of ti Paved Ared' 29.730 sf � BuIldinc 'L .,�. TOf I:. F.F. F♦0.O I W 12 1a reo 25.183 of `, I �� # m 11 Lan rea , 3,076 sf 4 � � "'°� �� 0 Ba in rea ( +16t}Ofl of l 0 o g po Area .107 of $ Q Bull in Roof f l S � � __ cc Total Area 96.520 sf r t0 a... wn Area 66.37C}T.e#� �� 0 a ` :. 47 zr.� eC CC a eR z M. 77" 0 U. 0 C —'AA 4010 _ Y.. t - $34'4 •.a"§Y "N ,�. .✓ _., ztri ate. 9a3 a+x is*P C. 0 •"""'. —__n.i9m. ` warm 5 S " NEW CANOPY a (Add to PR2, Sub cct PRI) Ir Told Area 5,824 of Lawn Area 2.155 of ._,._ .__.r • taRasww BY:KM Basin Area (Wet) Q of Paved Area 2.810 of TE.09.24M Building Roof 859 of REVMM 09144S ALE:NIS' srrr r r; FIGURE 3 i LOCUS SCALE: I two' 14 RE I GHTON W. A AMS f 1C) - �x D ,vADE s ALAN F tROSSY ` BOOK 8966 PAGE 22 PLAN 8OOK 291 PACE 104 � a rM 4 2 PARCEL E-- AREA = .880 ACRES EAR REALTY NOMINEE TRUST a ! 800K m ' oY A aw xr lAscum PLAN WOK 311 :PAGE 9 T } rWW=PACE i lip V, PARCEL E- " OLYRIPI OF RM . INC. * W42 PAGE 596 AREA = 4•. r ACRES., � 11T4PLAN DOW 22866 35 PAGE83 Q� t 9 PLAIN311 PACE 97" 9101 P PAI3 8 I PLAN BOOK 272 PAGE J2 BOOK r 2251 PACE 43 PLOW WOK 324 PAGE 96 ? MAW DETAIL S4(!'00'Ss�lY NOT TO SCALE r - .s 4Y°oT"1►' 4a°ss9r 243.09' r 4.5 -- _` �`� r ov 154. " � 4s 55 W,� 07"W 321.18 \ SEE E,AWMENT L7cTAJL TMW OF A-" T 244.87• 30.19• .S38"46`55 W S40.00.5 BNB. EEC61Y BOOK10419 PACE 34 4W cAs[�+Exr - Wr R. FERRY & ROOM A. FAGI T PLAN K 308'PAGE 43 .,. PETER S. OS TRUSTEES OF &OOK r IM PAGE-591 GAC REALTY TRUST PLAN BOOK 232 PACE 47 BOOK 8854 PAGE 18 BOOK 9272 PAGE 27' BOOK 1OW6 PAGE 494_ PLAN BOOK 295 PAGE 12J IN PLAN BOOK 277 PACE 49 PLAN LAND PLAIN BOOK 310 PAGE 1215 RHAMPDEN COUNTY A AW M, MASS`ACHUSETTS ACAWA►d MASS. PREPARED FOR APPROVAL UNDER SUSWIVISION WESTMASS AREA DEVELOPMENT CORPORATION CONTROL LAW NOT REOUIRED DATE SCALE.- I* - 80' NOTES: DATE: UAY 1, 2002 1. FOR REFERENCE TO ETVGLOSED PERIUVERI'S, THIS SURVEY AND PLAN WERE PREPr U IN ACCORDANCE Wa" THE LEGEND :SEE' 900K 53M. PACE 345 & PLAN HOOK ,311.. AND REGULATIONS OF THE RE S OF , AND THE fERIrACE SURVEYS. INC. PAGE 94 PROCEDURAL AND TECHNICAL STANDARDS FOR THE PRACME OF LAND REVISTEREV PROFESSIONAL LAND SURVEYORS IRON PIPE FOUND S# YTNG IN THE COMMONWEALTH OF k4SS.4CHUSEM COLLEGE WGNWAY & CLARK STREET POST OFF" 80X I IRON PIPE SET SOGfI7fAA1PTON, 4C►iUSERTS CONIC. BOUND FOUND e EASEMENT LINE DATE REGISTERED LAND SURVEYOR' {4 r3) 527 T600 2408m94096 owc T#0980SC Iwo 2408=2E2 f ■ Sheetflaw to Eastern Loadint 1 Docks; Buildini 3 Roof Eastern f toof Area Swale Southei n Bassin West Basin Flow Summation Existing Flaw Proposed Flow Summation Summation ub t Rea tt on Injl Drainage Diagram for Canopy Drain Calcs Prepared by Associated Builders, Inc. 9/29/2005 HydroCADO 7.00 sera 002310 01 2003 ApOed Micnxornputer System Canopy Drain Calics Type M 24-hr 2 yr Rainfafi=3.00" Prepared by Associated Builders, Inc. Page 2 HydroCADO 7.00 s/n 002310 0 1986-2003 A22lied MicrocomLuter Systems 9/29/2005 Time span=2,00-25.00 hrs, dt=0.03 hrs, 768 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Sub6atchment EXII: Sheetflow to Eastern Swale Runoff Area=405,215 sf Runoff Depth=0.05" Flow Length=1,000' Tc=64.6 min CN=47 Runoff=0.05 cfs 0.035 of Subcatchment PRI: Building Roof Runoff Area=183,512 sf Runoff Depth=1.45* Tc=5,0 min CN=83 Runoff=7.34 cts 0.508 at Subcatchment PR21: Loading Docks Runoff Area=131,007 sf Runoff Depth=1.74" To--5.0 min CN=87 Runoff=6.31 efs 0.436 of Subcatchment PR3: Eastern Roof Area Runoff Area=90,696 sf Runoff Depth=0.30" Tc--5.0 min CN=59 Runoff=0.32 cfs 0.053 at Reach DPI: Existing Flow Summation Inflow--0.05 ds 0.035 at Outflow--0.05 efs 0.035 of Reach DP2: Proposed Flow Summation Inflow--0.25 cfs 0.232 of Oufflow--0.25 cfs 0.232 of Reach DP3: Flow Summation Inflow--0.32 cfs 0.053 at Outflow=0.32 cfs 0.053 of Pond 6P: Southern Basin Peak Elev--192,93' Storage=30,541 cf Inflow--1 1.05 cfs 0.899 of Outflow=0.25 of 0.232 of Pond 7P: West Basin Peak Elev=l 92.97' Storage=2,167 cf Inflow--7.34 cfs 0.508 of 18.0"x 285.0'Culvert Outflow=5.22 efs 0.464 at Total Runoff Area = 18.605 ac Runoff Volume= 1.032 of Average Runoff Depth =0.67" Canopy Drain Calm Type /it 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 3 HydroCAD@ 7.00 sin 002310 @ 1986-2003 Ap2lied Mj2reaco uterSystems 9/291200 Subcatchment Eft Sheetflow to Eastern Swale Runoff 0.05 ds @ 16.16 hrs, Volume= 0.035 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2,00-25.01 hrs, dt=0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" Area,(sq CN Description 306,782 39 >75% Grass cover, Good, HSG A 13,219 30 Woods, Good, HSG A 12,211 98 Paved parking & roofs 73,003 76 Gravel roads, HSG A 405,215 47 Weighted Average Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (ds) 64.6 1,000 0.0140 0.3 Lag/CN Method, overland flow Subcatchment EXI: Sheefflow to Eastern Swale Type III 24-hr 2 yr 0.05 Rainfall=3.00" Runoff Area=405,215 Sf U4 U36 Runoff Volume=0.035 af U3 Runoff Depth=0.05" Flow Length=1,000' 0-02 Tc=64.6 min 0,015 CN=47 U1 0=5 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (houm) Canopy gain Calcs Type /// 24- r 2 yr Rainfall=3.00'" Prepared by Associated Builders, Inc. Page 4 HydroCADO 7.00 s1n 002310 @ 1985-2003 Applied Microcomputer uter Systems 9/29/2045 Subc tchment PRI Building Roof Runoff = 7.34 cfs @ 12.08 hrs, Volume= 0,508 af, Depth= 1.45" Runoff 5y SCS TR-20 method, UH=S S, Time Span= 2. 0-25. ,1 hrs,dt= 0.03 hr Type III 24-hr 2 yr Rainfall=3.00" Area (sD CN Descri tion 45,782 39 >75% +brass cover, Good, HSG A 9,000 98 Basin area filled with water' 29, 0 98 {paved area 99,000 98 Roof 183,512 83 Weighted Average Te Length Slope 'velocity rapacity Description min feet' ft/ft' ft/sec cs .0 Direct Entry, Minimum Allowable Subcatchment PRI Building Roof' Ea Type 111'24-hr 2 yr Rainfall=3.00" 6 Runoff rea=183,512 sf 5 Runoff Volume-0.508 of Runoff Depth=1.48" 4 �. Tc=5.0 min CN=83 2 4 8 a 10 12 14 18 18 20 22 24 Time (hours) Canopy Drain Cales Type 11124- r 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 5 !I droCAl@ 7.00 sin 002310 @ 1986-2003 6RRlied Microcomputer Systems 9/29/2005 ubc t h ent P : Loading Docks Runoff 6.31 cfs @ 12.08 hrs, Volume= 0,436 af, Depth= 1.74" Runoff by SCS TR-20 method, l,IH=S S,Time Spar= 2,00-25.01 hrs,dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3.00 Area sn CN Description 23,076 39 >75% Grass cover, Good, HSG A 46,000 98 Basin Area Filled with Water 56,107 98 Roof 2,155 39 Canopy Grass 2,810 98 Canopy Paving 859 98 Canopy-Roof 131,007 87 Weighted Average Tc Length Slope Velocity Capacity Description min (feet).— ftlft Mec cfs 5,0 Direct Entry, Minimum Allowable Subcatchment R2: Loading Docks 6 Type III 24-hr 2 yr Rainfall= .00" 5 Runoff Area-131,007 sf Runoff Volume=0.436 of Runoff Depth-1.7 " T -5.0 rnirt CN=87 2 4 6 1 10 11 14 If, 18 20 22 24 Canopy Drain CaIcs Type to 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 6 HydroCAD07.00 s/n002310 @1986-2003,Ap- plied Microcomgtiter Sygems 212912005 Subcatchment PR3: Eastern Roof Area Runoff 0.-32 cfs @ 12.14 hrs, Volume= 0.053 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Time Span=2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3,00" Areas CN Description 60,546 39 >75% Grass cover, Good, HSG A 0 39 66370-5824sf Canopy Flow to PR2 750 98 Paved Area 29�400 98 Roof. 90,696 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feeft (ft/ftj ft�se2) icfs) � L_ 5.0 Direct Entry, Minimum Allowable Subcatchment PR3: Eastern Roof Area 0,36 M Runoff 0,34 0.32 Type III 24-hr 2 yr 0.3 0,28 Rain - 11-3.00 026 Runoff Area=90,696 sf 0.24 0.22 Runoff Volume-0.053 af, S 0.2 Runoff Depth-0.30" 9 0.18 0.16 Tc=5.0 min 0.14 f CIS®59 0.12 01 0.06 0.04 0.02 0 2 4 6 a 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs Type f/I 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 7 HydroCAD@ 7.00 sin 002310 @ 1986-2003 Applied Microcomputer Systems 9/29/2005 Reach DPi: Existing Flow Summation [401 Hint: Not Described (Outflow=Inflow) Inflow Area 9,302 ac, Inflow Depth = 0.05" for 2 yr event Inflow 0.05 efs @ 16.16 hrs, Volume= 0.035 of Outflow 0.05 cfs @ 16.16 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach D131: Existing Flow Summation In inflow k 005 d'; a out%w 0.055 Inflow Area=9.302 ac "sds 0.05 0.045 0.04 0.035 OM 0.025 0.02 U1 0.006 '00 2 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs Type ///24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 8 !jydroCAE)&7,00 s/n 002310 0 1986-2003 Applied Microcomputer Systems 9/29120 Reach DP2: Proposed Flow Summation [40] Hint: Not Described(Oufflow--inflow) Inflow Area 7.220 ace Inflow Depth = 0.38" for 2 yr event Inflow 025 cfs @ 19.28 Firs, Volume= 0.232 af Outflow 0.25 cfs @ 19.28 hrs, Volume= 0.232 of Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP2: Proposed Flow Summation its 0.28 0.26 Inflow Area=7.220 arc 0 2s ds 0,24 U2 0.2 0.18 .f 0,16 0.14 0.12 OA OM 0,06 0.04 0,02 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (houm) Canopy Drain CaIcs Type /H 24-hr 2 yr Rainta11=3.00" Prepared by Associated Builders, Inc. Page 9 HydroCAM 7.00 sJn 002310 C 1986-2003 lied Microcomputer Systems 9L29/2005 Reach DPP: Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire Industrial Park. [40] Hint: Not Described (Outflow=Inflow) Inflow Area 2.082 ac, Inflow Depth = 0.30" for 2 yr event Inflow 0.32 efs @ 12.1.4 hrs, Volume= 0.053 of Outflow 0.32cfs@ 12.14hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2,00-25.01 hrs, dt= 0.03 hrs Reach DP3: Flow Summation 0.34 0 Ch Inflow Area=2.082 ac 0.32 0.28 0.26 0.24 0,21 0.2 0,16 0.14 0.12 0.1 0.08 0.06 104 0.02 0 2 4 6 10< 12 14 16 18 20 22 24 Time (hours) Canopy Drain Cafcs Type I// 24-hr 2 yr Raintall=3.00" Prepared by Associated Builders, Inc. Page 10 HydroCADO 7.00 sin 002310 0 1986-20Q2±pplied Microcomputer Systems 2122/200 Pond 6P: Southern Basin Inflow Area = 7,220 ac, Inflow Depth = 1.49" for 2 yr event Inflow 11.05 efs @ 12.09 hrs, Volume= 0.899 of Outflow 0.25 efs @ 19.28 hrs, Volume= 0.232 af, Atten=98%, Lag=431.2 min Primary 0.25 cfs @ 19.28 hrs, Volume= 0.232 of Routing by Glyn- for-Ind method,Time Spar = 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 192,93'@ 19.28 hrs Surf.Area= 22,508 sf Storage=,30,541 cf Plug-Flow detention time=464.3 min calculated for 0.232 of(26%of inflow) Center-of-Mass det. time=322.9 min ( 1,157.5-834.5 # Invert Avail.Storage Storage Descri2tion 1 190.00' 140,009 cf Custom Stage Data(Prism atic�isted below Elevation Surf.Area Inc.Store Cum.Store (feet) (sg-ft) (cubic-feet) (cubic-feet) 190-00 0 0 0 191.00 2,652 1,326 1,326 192.00 17,931 10,292 11,618 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 195.00 99,524 73,162 140,009 # Routing Invert Outlet Devices 1 Primary 192-40' 4.0"Vert, Orifice/Grate C= 0.600 2 Primary 192-90' 4.0" Vert. Orifice/Grate C= 0.600 3 Primary 193.40' 2.0' long x IT breadth Broad-Crested Rectangular Weir Head(feet) 0,20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max7-0.25 cfs @ 19.28 hrs HW=1 92.93' TW=0.00' (Dynamic Tailwater) Nz1=0rifice/Grate (Orifice Controls 0.25 of @ 2.9 fps) Orlfice/Grate (Orifice Controls 0.00 cfs @ 0.6 fps) 3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ti Canopy Drain Calics Type fit 24-hr 2 yr ,rainfall= .00" Prepared by Associated Builders, Inc. Page 1 i H dro AQ@)7.00 s/n 002310 1986.2003 Applied Microcomputer Systems 9/2912OQ5 Pond 6P. Southern Fusin IN inflow 12 97.MCft 0 f mart' Pear lev . ' t r a= , c : 7 ■ L i . �' 0 2 4 6 s 10 12 14 16 1$ 20 22 24 Time (hours) Canopy Drain CaIcs Type Cif 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 12 HydroCAM)7.00 s/n 002310 @ 1986-206IA2plied WicrocoLnputeLSy sterns-_ 292005 Pond 7P: West Basin Inflow Area 4.213 ac, Inflow Depth = 1.45" for 2 yr event Inflow 7.34 cfs @ 12.08 hrs, Volume.= 0.508 of Outflow 5.22 cfs @ 12.13hm Volume= 0.464 af, Atten= 29%, Lag=3.3 min Primary = 5.22 cfs @ 12.13hrs, Volume= 0.464 of Routing by Dyn-Stor-Ind method,Time Span=2.00-25.01 hrs, dt-- 0.03 hrs Peak Elev= 192.97'@ 12.16 hrs Surf.Area= 3,374 sf Storage= 2,167 cf Plug-Flow detention time=56.1 min calculated for 0.464 of(91%of inflow) Center-of-Mass def. time=12.5 min ( 847.6 -835.1 ) # Invert Avail.Storage Storage Description 1 191M 41,452 d Custom Stage Data (Prismatic fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (Sg-ft) (cubic-feet) (cubic-feet At 191.50 0 0 0 192.00 663 166 166 193.00 3,445 2,054 2,220 194.00 6,089 4,767 6,987 195.00 8,650 7,370 14,356 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 # Routing Invert Outlet Devices 1 Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 190,00' S=0.0053'r n=0.011 Cc--0.900 Primary OutFlow Max7-4.199 of @ 1113 hrs HW=1 92.96' TW=1 92.02' (Dynamic Tailwater) t--1=CuIvert (Barrel Controls 4-99 cfs @ 3.6 fps) Canopy Dram Cales Type I/ 24- r 2 Yr Rain atl= .00- Prepared by Associated Builders, Inc. 'age 1 H droCA 7.00 sln 002310 @ 1986-2003 Apj2fied Microcom uter S stems 9/29 2005 Pond 7P. west Basin ■ Intfo B a. cis a P'di Inflow Area=4.213 ac Peak Elev=1 2. 7'' Storage=2,167 C 4 2 _. 2 4 6 6 10 12 14 16 16 20 22 24 Time (hours) Canopy Drain Gales Type H/ 24-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 14 'HydroCADO 7.00 s1n 002310 0 1986-20OZApglied Mice ocompulqL§ystems —2/2912005 Time span=2.00-25.00 hrs, dt=0,03 hrs, 768 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment EXII: Sheetflow to Eastern Swale Runoff kea=405,215 sf Runoff Depth=0.37" Flow Length=1,000' To=64.6 min CN=47 Runoff=0.76 cfs 0.287 of Subcatchment PRI: Building Roof Runoff Area=183,512 sf Runoff Oepth=23T Tc=5,O min CN=83 Runoff=13.83cfs 0.957 of Subcatchment PR2: Loading Docks Runoff kea=131,007 sf Runoff Depth=3.10* Tc=5.0 min CN=87 Runoff=1 1.09 cfs 0.777 of Subcatchment PR3: Eastern Roof Area Runoff Area=90,696 sf Runoff Mpth=0.96" Tc=5.0 min CN=59 Runoff=2.02 cfs 0.167 of Reach DPI: Existing Flow Summation Inflow=0'.76 cfs 0.287 of Outflow--0.76 cfs 0.287 of Reach DP2: Proposed Flow Summation Inflow-4.85 ofs 0.710 of Outflow--0.85 cfs 01110 sf Reach DP3: Flow Summation Inflow--2.02 cfs 0.167 of Oufflow--2.02 cfs 0.167 of Pond 6P: Southern Basin Peak Elev=193.50' Storage=49,273 of lnflow=17,48 cfs 1.654 of Oufflow--0.85 cfs 0J10 of Pond 7P: West Basin Peak Elev=l 93.82' Storage=6,119 of Inflow=13,8 3 cfs 0.957 of 18.0"x 285'.0°Culvert Oufflow--6.42 cfs 0.877 of Total Runoff Area= 18.605ac Runoff Volume = 2.188af Average Runoff Depth = 1.41" Canopy Drain Calics Type I// 24-hr 10 yr Rainfa11=4.50" Prepared by Associated Builders, Inc. Page 15 HydroCADO 7.00 s/n 002310 0 1986-2003 8pplied Microcomputer Systems —9L29120 Subcatchment EXI: Sheetflow to Eastern Swale Runoff 0.76 cfs @ 13.27 hrs, Volume= 0.287 af, Depth= 0,37 ' Runoff by SCS TR-20 method, UH=SCS,Time Span=,2.00-25.01 hrs, dt= U3 hrs Type III 24-hr 10 yr Rainfall=4.50" Areas D CN Description 306,782 39 >75% Grass cover, Good, HSG A 13,219 30 Woods, Good, HSG A 112,211 98 Paved parking &roofs 73t003 76 Gravel roads, HSG A 405,215 47 Weighted Average Tc Length Slope Velocity Capacity Description -(min)— j!tejt (ft/ftj Ift1sec), fefs) 64.6 1,000 0.0140 , 0.3 Lag/CN Method, overland flow Subcatchment EX1: Sheetflow to Eastern Swale 0-6 nr ors 0.75 Type III 24-hr 10 yr 01 Rainfall--4.50" 0.6 Runoff Area-405,215 sf 0.55 unoff Volume-0.287 of 04 Runoff Depth-0.37 low Length-1,000' 0,35 --64 03 Tc .6 min 015 CN=47 0.2 OA5 01 0.05 0 2 A 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Calcs Type W 24-hr 10 yr Rainfatl=4.50" Prepared by Associated Builders, Inc. Page 16 HydroCAI*7.00 s/n 002310 @ 1986-2003 Applied Microcomputer Systems 9/291200 Sub catchment PRI: Building Roof Runoff 13,83 cfs @ 12.08 hrs, Volume= 0.957 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt=0.03 hrs, Type III 24-hr 10 yr Rainfall=4.50" , Area (sD CN Desqnjpjiiqn-- 45,782 39 >75%Grass cover, Good, HSG A 9,000 98 Basin area filled with water 29,730 98 Paved area 99,000 98 Roof 183,512 83 Weighted'Average Tc Length Slope Velocity Capacity Description (min) (feet) fflft) _J ec) Lcfsh_ _ _- 5.0 Direct Entry, Minimum Allowable Subcatchment PRI: Building Roof 15 11 i Fuzff- 14 IISUb i Type III 24-hr 10 yr 13 12 Ralnfall=4.50" 11 Runoff Area=183,512 sf 10 Runoff Volume=0.957 of 9 8 Runoff Depth=2.73" 7 Tc-5.0 min 6 CN=83 4 3 2 0 2 4 6 8 10 12 14 16 la 20 22 24 Time (houfs) Canopy Drain CalIcs Type /// 24-hr 10 yr Rainfall=4.50* Prepared by Associated Builders, Inc. Page 17 HydroGAM 7.00 s1n 002310 @ 1986-2003 Applied Microcomputer Systems 9/22/209 Subcatchment PR2: Loading Docks Runoff 11.09 cfs @ 12.07 hrs, Volume= 0.777 af, Depth= 3,10" Runoff by SCS TR-20 method, UH=SCS, Time Span=2,00-25.011 hrs, dt= 0,03 hrs Type III 24-hr 10 yr Rainfall=4.50" Areas CN Description 23,076 39 >75% Grass cover, Good, HSG A 46,000 98 Basin Area Filled with,Water 56,107 98 Roof 2,155 39 Canopy Grass 2,810 98 Canopy Paving 859 98 Canopy Roof 131,007 87 Weighted Average Tc Length Slope Velocity Capacity Description (mica j_ feet j (ft/ft) LIlLse!ij (cfs) 5.0 Direct Entry, Minimum Allowable Subcatchment PR2: Loading'Docks 12 Fj Runoff 11 Type III 24-hr 10 yr 10 Ralnfall=4.50" 9 Runoff Area-131,007 of 8 Runoff 1Volume=0.777 of ZO 7 Runoff Depth=3.10" Tc-5.0 min CN=87 4 2 2 4 6 a 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Califs' Type /I/ 24-hr 10 yr Rai nta11=4.50" Prepared by Associated Builders, Inc. Page 18 HydroCAD@)7.00 s/n,002310 0 1986-2OP2 Ap 2lied Mir rocorn s§Y�t m es 9122/2005 R uter Subcatchment PR3: Eastern Roof Area Runoff 2.02 cfs @ 12.09 hrs, Volume= 0.167 af, Depth= 0.96' Runoff by SCS TR-20 method, UH=SCS, Time Span=2.00-25-01 hrs, dt=0.03 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sn, CN Description 60,546 39 >75% Grass cover, Good, HSG A 0 39 66370-5824sf Canopy Flow to PR2 750 98 Paved Area 29,400 98 Roof 90,696 59 Weighted Average Tc Length Slope Velocity Capacity Description —Amjnl—. feet (ftIft), (ftlsec) (cfs) 5.0 Direct tntry, Minimum Allowable Subcatchment PRI: Eastern Roo�f Area [ED Runoff 2 Type III 24-hr 10 yr Rainfall=4.50 at Runoff Area-90,696 sf Runoff Volume-0.167 of Runoff Depth-0.96" Tc=5.0 min ■ CN=59 ■ 2 4 6 8 10 12 14 16 1s 20 22 24 Time (hours) Canopy Drain Cales Type M 24-hr 10 yr Rainfa/1=4.50* Prepared by Associated Builders, Inc. Page 19 OydroCADO 7.00 sin 002310 @ 1986-200LApplied MicrocoLnputer S stems A/29/200 Reach DPI: Existing Flow Summation [401 Hint. Not Described (Outflow=Inflow) Inflow Area 9.302 ac, Inflow Depth= 0.37" for 10 yr event Inflow = 0.76 cfs @ 13.27 hrs, Volume= 0.287 of Outflow 0.76 cfs @ 13.27 hrs, Volume= 0.287 at, Atten= 0%, Lag=0.0 min Routing by Dyn-Star-Ind method,Time Span=2.00-25.01 hrs, dt=0.03 hrs Reach DPI: Existing Flow Summation 0 Inflow 0.85 IR 0.75 outflow 0.8 076 Inflow Area-9-302 ac 0.7 OM 0,6 0.55 0.5 0,45 0.35 0.3 0.25 02 0.15 0.1 0.05 WOM 2 4 6 8 10 12 14 16 18 20 22 24 Time {hours) Canopy Drain Calcs Type I//24-hr 10 yr Rainfafi=4.50' Prepared by Associated Builders, Inc. Page 20 HydroCADO 7.00 s/n 002310 0 1986-2003 Lfied Microcomputer Systems 9/22200 Reach DP2: Proposed Flow Summation [401 Hint: Not Described (Outflow=lnflow) Inflow Area 7.220ac, Inflow Depth = 1.18" for 10yrevent Inflow 0.85cfs@ 15.82hrs, Volume= 0.710 of Outflow 0.85ds@ 15.82hrs, Volume= 0.710af, Aften= O%, tag-O-Omin Routing by Dyn-Stor-Ind method, Time Span=2,00-25.01 hrs,dt= 0.03 hrs Reach DP2: Proposed Flow Summation 0 Inflow 0.9 0-M ds 13 outftow OM Inflow Area 7.2.20 ac O$Sds 04 0.75 0.7 0.65 0.6 OM 0.45 0.4 0.35 0.3 0.25 02 0"5 0.1 0.05 A10 0 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Cales Type ///24-hr 10 yT Rainfa11=4.50" Prepared by Associated Builders, Inc. Page 21 L!ydroCADO 7.00 s/n 002310 0 1986-2003 Applied Microcomputer§ysterns g122L202 Reach DP3: Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire Industrial Park. [401 Hint: Not Described (Oufflow=lnflo w) Inflow Area r .082 ac, Inflow Depth = 0.96" for 10 yr event Inflow 2.02 cfs @ 12.09 hrs, Volume= 0.167 of Outflow 2.02 cfs @ 12.09 hrs, Volume= 0.167 af, Aften= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP3-, Flow Summation Inflow Area-2.082 ac '01 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (houm) Canopy Drain Cales Type ///24-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 22 HydroCADS 7.00 s1n 002310 0 1986-2003 Appliedo ccr on uterS stems, 9/29_/2005 Pond 6P: Southern Basin Inflow Area 7.220 ac, Inflow Depth = 2.75" for 10 yr event Inflow 17.48 cfs @ 12.08 hrs, Volume= 1.654 of Outflow 0.85 cfs @ 15.82 hrs, Volume= 0.710 af, Atten=95%, Lag= 224.5 min Primary 0.85 efs @ 15.82 hrs, Volume= 0.710 af Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 193,50'@ 15.82 hrs Surf.Area=34,724 sf Storage=49,273 Cf Plug-Flow detention time=409.6 min calculated for 0.709 of(43% of inflow) Center-of-Mass det. time=279.0 min ( 1,103.9-824.8 ) # Invert Avail.Storaqe Storage Description 1 190.0v 140,009 cf Custom Stage Data (Prismatic fisted below Elevation Surf.Area Inc.Store Cum-Store (feet) -(sg-ft) (cubic-feet) (cubic-feet) 190-00 0 0 0 191.00 2,652 1,326 1,326 192.00 17,931 10,292 11,618 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 195.00 99,524 73,162 140,009 Routing Invert Outlet Devices I Primary 192.40' 4.0"Vert. Orifte/Grate C= 0.600 2 Primary 192.90' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 19140' 2.0' long x ON breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0,80 1.00 Coef-(English) 2.80 2-92 3-08 330 3.32 Primary OutFlow Max---0.85 efs @ 15-82 hrs HW=1 93.50' TW=0.00 (Dynamic Tailwater) *1 1=Orifice/Grate (Odfice Controls 0.40 cfs @ 4.6 fps) E2=Orifice/G rate (Orifice Controls 0.28 cfs @ 12 fps) 3=Broad-Crested Rectangular Weir Weir Controls 017 cfs @ 0.9 fps) Canopy Drain Calcs Type /H 24- r 10 yr Rai fall=4.50" Prepared by Associated Builders, Inc. Page 23 H d roCADO 7.40 sin 002310 C 1986-2003 App lied Microcomputer Systems /29L2005 Pored P: Southern Basin ® lntl�w 1 OVA �8 P�arro Inflow Area=7.220 aC 16 Peak Elev=19 .50' 1 13 12 19 U. 1 0 2 6 a 10 12 14 16 1$ 20 22 24 Time (hours) Canopy Drain Cales Type /// 24-hr 10 yr Rainfall=4.50* Prepared by Associated Builders, Inc. Page 24 HydroCAUS 7.00 sin 002310 0 1986-2003 App Lied Microcomputer S°stems 9/20005 Pond 7P: West Basin Inflow Area 4.213 ac, Inflow Depth = 2.73" for 10 yr event Inflow 13-83 cfs @ 12.08 hrs, Volume= 0.957 of Outflow 6,42 ds,@ 12.14 hrs, Volume= 0.877 af, Atten= 54%, Lag=3.9 min Primary 6.42 cfs @ 12.14 hrs, 'volume= 0.877 of Routing by Dyn-Star-Ind method,Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 193.82'@ 12.27 hrs Surf.Area= 5,608sf Stor-age=6,119d Plug-Flow detention time=68.4 min calculated for 0.877 of(92% of inflow) Center-of-Mass det. time=26-2 min ( 843.0-816.9 ) # Invert Avail.Storage Storage Description 1 191.50, 41,452 cf Custom Stage Data (Prismatic):isted below Elevation Surf.Area Inc.Store Cum.Store {feet).- (sg-ft) (cubic-feet) (cubic-feet} 191-50 0 0 0 192.00 663 166. 166 193.00 3,445 2,054 2,220 194.00 6,089 4,767 6,987 195.00 8,650 7,370 14,356 196-00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 # Routing _Invert Outlet Devices 1 A Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke=0.700 Outlet Invert= 190.00' S=0.00537 n=0.011 Cc=0.900 Primary OutFlow Max=6.18 cfs @ 12.14 hrs, HW=193.69' TW=192-66' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 6.18 cfs @ 3.5 fps) Canopy Drain Calcs Type Ift 24-hr 10 yr Rainfaff=4.50" .Prepared by Associated Builders, Inc. Page 2 HydroCADO 7.00 s/n 902310 © 1986-2003 Applied Microcomputer 5yst ms 9/22L2LO05 Pond 7P west Basin 45 € Prrrn 14 Inflow Area-4.213 ac 13 13 leak Elev=1 8 ' 11 Storage=6,119C 10 18. " x 285.0' Culvert 7 642 cf 3 ,,�,, . 2 4 6 8 10 12 14 18 18 20 22 24 Time (hours) Canopy Drain CaIcs Type III 24-hr 100 yr Rainfa11--6.60" Prepared by Associated Builders, Inc. Page 26 !jydroCAD1D 7.00 s/n 002310 @ 1986-2003 Lplied Microcomputer Systems _2/22L200 Time span=2.00-25.00 tars, dt=0.03 hrs, 768 points Runoff by SCS TR-20 method, UH=SGS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Star-Ind method Subcatchment EXII: Sheetflow to Eastern Swale Runoff Area=405,215 sf Runoff Depth=1.20" Flow Length=1,000' Tc=64.6 min CN=47 Runoff=3.87 cfs 0.933 at Subcatchment Pitt: Building Roof Runoff: rea=183,512 sf Runoff Depth=4.65" Tc=5.0 min CN=83 Runoff=23.24 cfs 1.633 at Subcatchment PR2: Loading Docks Runoff Area=1 31,007 sf Runoff Depth=5.09* Tc=5.0 min tlsl=87 Runoff=1 7.83 cfs' 1277 of Subcatchment PR3: Eastern Roof Area Runoff Area=90,696 sf Runoff Depth=2.23" Tc=5.0 min CN=59 Runoff--5.37 ds 0.387 at Reach DPI: Existing Flow Summation Inflow--3-87 ds 0.933 at Oufflow--3.87 cfs 0.933 at Reach DP2: Proposed Flow Summation Inflow--3,92 cfs 1.785 at Outflow-3.92 cis 1.785 at Reach DP3: Flow Summation Inflow--5.37 cfs 0.387 at Oufflow--5.37 cfs 0.387 at Pond 6P: Southern Basin Peak Elev=1 94.02' Storage=68,116 d Inflow--24.64 cfs 2.818 at Oufflow--3.92 cfs 1.785 at Pond 7P: West Basin Peak Elev--195.09' Storage=15,279d Inflow--23.24 cfs 1.633 at 18.0"x 285.0' Culvert Outflow--7.68 cfs 1.541 at Total Runoff Area = 18.606 ac Runoff Volume =4.230 of Average Runoff Depth 2.73" Canopy Drain CaIcs Type H/ 24-hr 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 27 Hy_oroCAD@)7.00 s/n 002310 0 1986-2003 62plied Microcomeuter astems 9/291209-5 Subcatchment EXII: Sheefflow to Eastern Swale I Runoff 3.87 cts @ 13.02 hrs, Volume= O,933 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS,Time Span=2.00-25.01 hrs, dt=0.03 hrs Type fit 24-hr 100 yr Rainfall=6-60" Area (so CN Description 306,782 39 >75%Grass cover, Good, HSG A 13,219 30 Woods, Good, HSG A 12,211 98 Paved parking & roofs 73,003 76 Gravel roads, HSG A 405,215 47 Weighted Average Tc Length Slope Velocity Capacity Description ,ArTO) _-(!eet) (fVftl (ft/se2) (cfs) 64.6 1,000 0.0140 0.3 - Lag/CN Method, overland flow Subcatchment EXI: Sheetflow to Eastern Swale D Runoff -- 4 Type III 24-hr 100 yr Rainfall-6.60"' 3 Runoff Area=405,215 Sf Runoff Volume=0.933 of Runoff Depth=1.20" 2 U. Flow Len gth-1,000' Tc-64.6 min CN=47 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Cales Type I//24-hr 100 yr Rainfall=6-60" Prepared by Associated Builders, Inc. Page 28 FjdroCADO 7.00 s1n 002310 Q 1986-2003 622lied Microcomputer Systems 22912005 Subcatchment PR1: Building Roof Runoff 23.24 cfs @ 12.07 hrs, Volume= 1.633 af, Depth= 4,65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2,00-25.01 hrs, dt=0.03 hrs Type III 24-hr 100 yr Ralnfall=6.60" Areas CN Descri2tion 45,782 39 >75% Grass cover, Good, HSG A 9,000 98 Basin area filled with water 29,730 98 Paved area 991000 98 Roof 183,512 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Allowable Subcatchment Mt. Building Roof 26 25 24 zka 23 Type III 24-hr 100 yr 22 21 Rainfall=6.60" 20 19 18 Runoff Area-183,512 sf 17 is Runoff Volume=1.633 of 14 Runoff Depth=4.65" 13 12 Tc=5.0 min IL 11 10 CN=83 9 7 6 4 3 2 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Cales Type /it 24-hr 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 29 HydroCADO 7,00 s/n 002 310 @ 1986-2003 Applied Microcomputer Systems 9129/200 Sub catchment PR2: Loading Docks Runoff 17.83 cfs @ 12.07 hrs, Volume= 1.277 af, Depth= 5.09" Runoff by SCS TR-20 method, VH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 100 yr Rainfall=6.60" Areas CIS Description 23,076 39 >75% Grass cover, Good, HSG A 46,000 98 Basin Area Filled with Water 56,107 98 Roof 2,155 39 Canopy Grass' 2,810 98 Canopy Paving 859 98 Cano2y Roof 131,007 87 Weighted Average Tc Length Slope Velocity Capacity Description _LMjinj_--(feet l (ft/ft) ftse2) (cfs) 5.0 Direct Entry, Minimum Allowable Sub catchment P112: Loading Docks 17.83 de Type III 24-hr 100 yr W Rallnfall=6.60" 15 14 Runoff Area=131,007 sf 13 12 Runoff Volume-1.277 of 11 Runoff Depth=5.09" 10 9 Tc=5.0 min 7 CN=87 6 4 3 2 0 2 4 6 a 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain CaIcs, Type I// 24-hr 100 yr Rain fafi=6.60" Prepared by Associated Builders, Inc. Page 30 HydroCADO 7.00 s/n 002310 @ 1986-2003A om �ut4LS stems 292005 lied Mjg� _Ys _21_ L Subcatchment PR3: Eastern Roof Area Runoff 5.37 cfs @ 12.08 hrs, Volume= 0.387 af, Depth= 2.23' Runoff by SCS Tip-20 method, UH=SCS,Time Span=2.00-25.01 hrs, dt=0.03 hrs Type III 24-hr 100 yr Rainfall=6.60" Area (so CN Descdption 60,546 39 >75% Grass oover, Good, HSG A 0 39 66370-5824st Canopy Flow to PR2 750 98 Paved Area 29,400 98 Roof 90,696 59 Weighted Average Tc Length Slope Velocity Capacity- Description imiry) ffeet) (ft/ft) —tfV"ec _ (cfs) 5.0 Direct Entry, Minimum Allowable Subcatchment PR3: Eastern Roof Area 6 0 Runoff 5 Type III 24-hr 100 yr Rainfall=6.60" 4 Runoff Area=90,696 sf Runoff Volume=0.387 of 3 Runoff Depth=2.23" Tc=5.0 min CN=59 777M 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Canopy Drain Cales Type in 24-hr 100 Yr Rainfafi=6.60" Prepared by Associated Builders, Inc. Page 31 HydroCAD@ 7.00 to 002310 0 1986-2003 Applied Microcomputer Systems -9/29/20Q0 Reach DPI: Existing Flow Summation [401 Hint: Not Described (Outflow=lnftow) Inflow Area 9.302 ac, Inflow Depth = 1.20" for 100 yr event Inflow 3.87 ds @ 13.02 hrs, Volume= 0,933 of Outflow 3.87 cfs @ 13.02 hrs, Volume= 0.933 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DPI: Existing Flow Summation 3.87 dS 4 191 ds Inflow Area=9.302 ac 3 0 Affe 2 4 6 8 10 12 14 Is 18 20 22 24 Time (hours) Canopy Drain CaIcs Type /I/ 24-hr 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 32 HydroCAD@)7.00 sin 002310 0 1986-2003 Applied Microcomputer System✓ g12912a25 Reach DP2: Proposed Flow Summation (401 Hint: Not Described (OUtflow=Inflow) Inflow Area 7.220 ar, Inflow Depth = 2.97" for 100 yr event Inflow 3.92 ds @ 13,31 hrs, Volume= 1.785 of Outflow 3.92 cfs @ 13.31 hrs, Volume= 1.785 af, Atten= 0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span= 2.00-25.01 hrs, dt-- 0.03 hrs Reach DP2: Proposed Flow Summation Fs—i n fi—o I a. �M O'glow 4 3.92 ds Inflow Area-7.220 arc 3 2 U. L dffm 2 4 6 8 10 12 14 16 18 20 22 24 Time (houm) Canopy Drain Cake Type W 24-err 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 33 'HydroCAM 7.00 sin 002310 Q 4986-2003 Applied Microcomputer S 9/29LI2005--q- ysterns Reach DP3: Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire Industrial Park. [40] Hint: Not Described (Outflow=]nflow) Inflow Area 2.082 ac, Inflow Depth = 2.23" for 100 yr event Inflow 5.37 ds @ 12.08 hrs, Volume= 0.387 of Outflow 5.37 ofs @ 12.08 hrs, Volume= 0.387 af, Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DPP: Flow Summation 6 sr ess a outflow 5 37 ds Inflow Area�2.082 ac 5 4 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (boors) Canopy Drain CaIcs Type I// 24-ter 100 yr Raintall=6.60" Prepared by Associated Builders, Inc. Page 34 HLdroCAM 7,00 s1n 002310 C 1986-2003 6pplied-Microcomputer§ystems, 9/291200 Pond 6P: Southern Basin Inflow Area = 7.220 ac, Inflow Depth = 4.68" for 100 yr event Inflow 24.64 cfs @ 12.08 hrs, Volume= 2.818 of Outflow 3.92 cfs @ 13.31 hrs, Volume= 1.785 af, Atten= 841/6, Lag= 73.8 min Primary 3.92 cfs @ 13.31 hrs, Volume= 1.785 of Routing by Fyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev-- 194.02'@ 13.31 hrs Surf.Area= 47,715 sf Storage=68,116 cf Plug-Flow detention time=286.7 min calculated for 1.783 of(63% of inflow) Center-of-Mass det. time=179.3 min ( 992.5 -813.2 ) # Invert Avaii.Storage Storage Description 1 190.00, 140,009 d Custom Stage Data(Prismatic fisted below Elevation Surf.Area Inc.Store Cum for _ feet'_ cubic-feet) cubic-fett _ I I 90M 0 0 0 191.00 2,652 1,326 1,326 192.00 17,931 10,292 11,618 1 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 195.00 99,524 73,162 140,009 # Routing Invert Outlet Devices 1 Primary 192.40' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 192.99 4.0" Vert. Orifice/Grate C=0.600 3 Primary 193.40' 2.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2,80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.92 cfs @ 13.31 hrs HW=1 94.02' TW=0,00 (Dynamic Tailwater) ti-Orifice/Grate (Orifice Controls 0.51 cfs @ 5.8 fps) 2=Or1f1ice/G rate (Orifice Controls 0.41 ofs 0-4.7 fps) 3=6lroad-Crested Rectangular Weir(Weir Controls 3.01 cis @ 2.4 fps) Canopy Drain Calcs Type 111 4-hr 100 yr rainfall=6,60" Prepared by Associated Builders, Inc, Page 3 H dreCAQ@ 7.00 sln 002310 @ 1086-2003 fled Microcomputer uter astems 9122 2006 Fund ; Southern Basin 26 24,64 r#s C�`P[iR9ary Inflow Area�7.220 ac 24 22 Peak fev=1 4. ' 20 Storage=68,116 of 16 # 14 12 14 s s 3.52 c!3 4 0 2 4 6 8 10 12 14 16 18 20 22 24 nnia (hours) Canopy Drain Calcs Type I// 24-hr 100 yr Rainfafi=6.60" Prepared by Associated Builders, Inc. Page 36 HydroCADO 7.00 s/n 002310 0 1986-2003 lied Microcomeuter Satems 9I2912005 Pond 7P: West Basin Inflow Area 4.213 ac, Inflow Depth= 4.65" for 100 yr event Inflow = 23.24 cfs @ 12.07 hrs, Volume= 1.633 of Outflow 7.68 ds @ 12.21 hrs, Volume= 1.541 af, Atten= 67%, Lag= 8.1 min Primary 7.68 cfs @ 12.21 hrs, Volume= 1.541 of Routing by Glyn- for-Ind method, Time Span= 2.00-25,01 hrs, dt= 0,03'hrs Peak Elev-- 195.09'@ 12.38 hrs Surf.Area=8,982 sf Storage= 15,279 cf Plug-Flow detention time=60.8 min calculated for 1.539 of(94% of inflow) Center-of-Mass let.time=30.3 min ( 832.0-801.7 ) # Invert Avail.Storage Stora2e Description 1 191.5V 41,452 cf Custom Stage Data(Prismatic fisted below Elevation Surf.Area Inc.Store Cum Store (feet) (sg-ft) cubic-feet) (cubic-feet) 191-50 0 0 0 192.00 663 166 166 193.00 3,445 2,054 2,220 194.00 6,089 4,767 6,987 195.00 8,650 7,370 14,356 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 # Routing Invert Outlet Devices 1 Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert-- 190.00' S=0.0053? . n=0.011 Cc-0,900 Primary OutFlow Max=7.55 ds Q 12.21 hrs HW=1 94.98' TW=1 93.44' (Dynamic Tailwater) 't—I=Culvert (Barrel Controls 7.55 cf s @ 4.3 fps) Canopy Drain Cates Type llt -hr 100 yr Rain ag 6.60" Prepared by Associated Builders, Inc. Page 37 HydroCA 7.00 sin 002310 O 1986-2003 Applied Microcomputer Systems 9/29/202 Pond 713 West Basin 232 24 Inflow Area=4.213 aC 22 Peak Elev 195.09' 20 16 18.01x 285.0' Culvert 14 U. 12 0 .se ds 4 Z r s 0 2 4 6 8 16 12 14 16 18 20 22 24 lime (hours) 7 `9R 'Ire )-D 0, TA3-M- "O" IN OPEN ON HYDRANT LOCUS MAP ELEVATION 201.10 SCALE: 1 1 000'± 4f A/ Ou 7 41 ple S.M.H. S R1M=1 98.53 19 1 6 �11 C.a. INV. IN/OUT 8"PVC=186.81 ------ --197.og SHELF=187.1 f - /199--- 1 pl, RHM REALTY, LLC 198-- I--,---/---------- 72 BOOK 12481 PAGE 589 9 C31 PLAN BOOK 326 PAGE 30 'Oak SIZ W'Ook 10 a 10-Ook PAO, < 199 8"PVC SEWER 11 0 1�7 6"Oak 1-41 22"Ook .9 9 200 ---------- GA�--MAIN elm -----—--- 6"M VIP-, \% ---------- '-1,Area of thick brush ----- ".1.1 -- - -- , ! , , 6'-12�Ooks INV 1�7' !,�pk 10"00 r 19;7==�61,-6 " " - . 11 �, i-- 1� TOWN OF AGAWAM If -- 0 0) F ------ o%-� - NAGE EASEMENT 12"Ook , , , , I'll I -----------1 30' WIDE DRAI -4 C5 ... .... 10" ine fffing with S S. 0 99--ftq-qpole lig-ht- RIM= 97.45 ------- 12"Pine Mon. i4ell Mon. well O9k bs 'Pine Cover 197-92 C, Mqn. well f4� 199.70tb 199.27EP Planting GV 06 R "I —— 199.3 C� V IWO IWO J.9.76 V� 0 2M % I ' F,R=200.61 > C) co cc 2: A 9 8 rl 0 M <D no I 0"Cherry Cox LO 71 12"Oak LD E6 rn 10"0( am A 1�13 IN to U) C.B. 8"Ook RIM=198.87 Ln U) INV. OUT S"PVC=195.27 ED c,14 A ea of r Itrees brush W Rb I 199,22ep Heavy wo. 199-38ep ads 10"Ook 20"Oak I p F.F.=2-00.49 Mon. well 4t V11 % I )VA ID over 199.13 OTHER LAND OF 200 46iw A 10"Pine on/well m OLYMPIC MANUFACTURING, INC. S1 z C-B. I Cover,,- 196-81 4 C,4 C� D.M.H.(DOMED) RIM=1 96.63 Mon. well 95.2 Cover 198.12 RIM=19&94 INV. OUT 6"PVC= 193.03 (2) 60.44tw UINABLE TO SEE n % C� SUMP=189.9 MW8 WELDED �ISHUT Gravel parking area C.B. INV. OUT 6 to RIM=1 96.71 ------------- ------ "PVC=19,3.51 k9ug- C1113 Z :z C) <D rl 0 ----------- > 0 ---------- �Q 0 to Cp 00 > --Q (:D ci LO LEGEND IRON PIPE FOUND 0 GRANITE BOUND FOUND 12"Ook mcni, well Mon. well Lo CA LA Al I I LIGHT POLE Cokr 197.20 0) tj Gkh Cover 198.73 12"Oak 12"Ock HYDRANT EDGE WOODS �96 INV. EDGE OF PAVEMENT --------------- GAS LINE/GATE VALVE WATER LINE/GATE VALVE UNDERGROUND ELECTRIC 19 6 z UNDERGROUND TELEPHONE 196------------------- - — — — —— — — — ——— — -------- ------ -------- ---------- --- STORIA DR^Il,4/'GATGl-1 bA31i14/MAJ\Jl-1QLE ---------------------- 6 - --195- ----- 95- SANITARY SEWER/MANHOLE I ----- --- --- --- - -- --- ----------------------- � 1 —------------- EASEMENT LINE -----------193------------------------------------------- ---194 ------- 300A 7' --------194 ------- -------- 3— 9'47"W 1' CONTOUR INTERVAL ------- ---------------------- �PVC= —S36*1 --—--------- INV, 15"PVC= INV� 15 192------------ --------------------------- -------------- 193 343-0-4L 5' CONTOUR INTERVAL ----------------------------- TOWN OF AGAWAM ---------------------—--------------------—----------------------------- RIPRAP S3 WF01-4 -------------------I-,-,-.— S38*4655"W 40' WIDE DRAINAGE EASEMENT EASEMENT ------- Ir --------- ---------- ------------ ----------- S40- ---------------- -'-W5- 60W I WF#W-7 WFu INV, 15"PVC= ------ INV, 15"PVC= --,=- ----------------- ------ 193-58 TOPOGRAPHIC AND BOUNDARY PLAN OF LAND. IN 10,3 - ------------------------------ —--------------------- ------- io"r-mp= �Z?Ta BNB, LLC --------- -------- XQ AGAWAM., MASSACHUZ'3ET1r."'3` BOOK 10419 PAGE 34 WILLIAM R. FERRY & PETER S. CORCODILOS >0 TRUSTEES OF GAC REALTY TRUST x PLAN BOOK 308 PAGE43 SURVEYED FOR OCIATE" BUILDERS N BOOK 8854, PAGE 19 ROBERT A. FAGIN U I- "Ce BOOK 9272 PACE 27 BOOK 11855 PAGE 591 & 592 BOOK 10586 PAGE 494 PLAN BOOK 232 PAGE 47 0� 20, 40' C-0, so' NOTES: PLAN BOOK 295 PAGE 123 SCALE. 1 ' 40' 0 PLAN BOOK 277 PAGE 49 -nONS SHOWN HEREON ARE BASED UPON 1. UNDERGROUND UTILITY LOCA DATE: DECEMBER 5, 2003 SURFACE FEATURES AS LOCATED BY SURVEY AND AVAILABLE RECORD DATA, REVISED: SEPTEMBER 14, 2004 01,10 OF AND ARE APPROXIMATE. ACTUAL LOCATIONS SHOULD BE VERIFIED WITH THE APPROPRIATE UTILITY COMPANY AND/OR MUNICIPAL DEPARTMENT PRIOR TO HERITAGE SURVEYS, INC. r,CO 155; 0 FINAL DESIGN AND/OR CONSTRUCTION. REGISTERED PROFESSIONAL LAND SURVEYORS COOMRS 0. COLLEGE HIGHWAY & CLARK STREET co 2. FOR REFERENCE TO LAND SHOWN HEREON SEE BOOK 8842 PAGE 595, POST OFFICE BOX I BOOK 11140 PAGE 356, BOOK 12608 PAGE 247, PLAN BOOK 286 PAGE 83, SOUTHAMPTON, MASSACHUSETTS VTI PLAN BOOK 311 PAGE 97, AND PLAN BOOK 326 PAGE 30. (413) 527-3600 2408-031118 :9 EJO B] 24080LY2 MAP 2408-040914 D VG T, I ON low= q i a a MONSOON IN e ROU LOCUS MAP SCALE: 1 3 R'+p ry S ? 444 LOCUS E' E ,q RHM REALTY, LLC f, °�- BOOK 12481 PAGE 589 ,. PLAN BOOK 326 PAGE 31 .pa= PUBLIC ,w ,00' WIDE lb �"-�— ' . .. -'2 \ `6 7.0 0.? EAR REALTY NOMINEE RUS.F N3 42R24%BE L211 .49' BOOK 10586 PAGE 365 268.65"0 , - _ TOWN AAA t PLAN BOOK 311 PAGE 97 IBE IIA1 AGE EASEMENT _ 4 _ �W 6 -- 1.5 co ' + . y PROPOSED RELOCATION OF Ia I' Nlo�l� E --- - 30. 0' TIDE TOWN OF AGAWAfi WIDE WATER LINE EASEMENT I I PROPOSED RELOCATED EASEMENT ; z PARCEL 1I I AREA = 2838 .F_ r r I AREA = 15.409 ACRES (INCLUDES EASEMENT AREAS) I to 1 y ' I - I to V. OLYMPIC MANUFACTURING GROUP, INC. i I" it I l I BOOK 11018 PAGE 9 + t 1 1 1 I PLAN BOOK 225 'PAGE 1 I I I I co 1 I ROOF z, TOWN OF AGA AM ? MANUFACTURING OVERHANG REND AMERICA COMPANY, INC. FACILITY -_30.00r WIDE WATER LINE EASEMENT BOOK 9101 PAGE 378 cp - + + SEE PLAN BOOK 258 PAGE 119 BOOK 12251 PACE 403 Lo + , I TO BE RELOCATED PLAN BOOK 2 I I , 72 RAGE 32 I PLAN BOOK 324 PAGE 98 SEE WATER LINE EASEMENT' I I I ' '' & DRAINAGE; EASEMENT DETAILS — "— -- µ I BELOW I S45' ' 4 `ems! 118.66' N38'46°53"E -- . I I 559 —S38. , _"VI - , �5 . - ,. —S36 f _— 4 3 371t 1 .0 AASUIEta+ I � 343 _. � � �..... .� � ..�.. ..�.. . .�.;. _ ... �.._ �..�. �,. S45 x� S3 s 55 w -� —1—_.., —_.. ——. —— —— —�.—— TOWN AGAWAM _,,.. v.._. .�. �. s..�.. ®�... . �.._... .—.__ — 39 �`I WAGE EASEMENT TOWN OF AGA LAM I S40*00'56"'W NIDE DRAINAGE 40' WIDE DRAINAGE EASEMENT 3 1 ' WILLIAM R. FERRY & PETER S. C`ORCODILOS ROBERT A. FAGIN 1 1 BNB, LLC` EDWA,RD J. OtLEARY;, RAY OND M. VINCUNAS TRUSTEES OF GAC REALTY TRUST BOOK` 118`55 PAGES 59`1 & 592 1 1 BOOK 10419 PAGE 34 FI EDERICK J. SIRARD Ar R R RT A: McGUIPE BOOK 8854 PAGE 19 PLAN 900K 232 PACE 47 1 PLAN HUUK 608 HAGE 43 D.B.A. SILVER STREET PARTNERSHIP BOOK 9272 PAGE 27 1 BOOR 7652 PAGE' 573 BOOK 10586 RAGE 494 1 1 PLAN BOOK 217 PAGE 83' PLAN BOOK 295 PAGE 123 �WATER LINE EASEMENT PLAN BOCK 32 PACE 9 DETAIL PLAN BOOK 277 PANE 49 NOT TO SCALE � M NOTES: PLANNING BOARD REGISTRY OF DEEDS PLAN OF LAND IN + A:GAWAM, MA HAMPDEN COUNTY I 1. FOR REFERENCE TO LAND SHOWN HEREON SEE BOOK 8842 RAGE SURVEYED FOR I � Z , I 595, BOOK 11140 PAGE 356, BOOK 12608 PAGE 247, PLAN BOOK 219 1EASEMENT IAA DETAIL P E P KOLYMPIC MANUFACTURING AG 32 I�AN BOO 228 PACE 1 PLAN BOOS 311 PAGE: 97 AND APPRO` AL UNDER SUBDIVISIONINC. NOT TO SCALD` + � PLAN BOCK 326 PAGE 30. CONTROL LAW NOT REQUIRED °` Jo. 60, 50, f20' _ tr3 46 55` l` 29-23—.. '�'16,13 I �: � 1 -r THIS PLAN HAS BEEN PREPARED FOR THE PURPOSE OF ATE' &5e&e-w + SCALE:. 1 � 0 t 127 .47` I ELIMINATING INTERIOR LOT LINES. I oil PROPOSED RELOCATION I � � DATE. SEP7E BED' 2, OG4 ---S33-46'55'W 245.G5° — 0 28.Zn fl1 _ �. _ 4 ,OV _ _ OF 'WATER LINE EASEMENT -+ REVISED: SEPTEMBER 14, 2004 TOWN Off' A AWAM T�}ViN F A AV4A�.� r 35 4 17.2 _.- ..r �.. ... s 343 �_. ^�r T SURVEY AN P' W PREPARED '�� TH'as HIS U EY D LAN WERE RE ARED III' ACCORDANCE IT E 244.87 f1 9x� sr 54CI t}Q 56r ;. ..�_..� .�. I_ � _ _ STANDARDS _ : A. 38'4 33 84C'C� 6'� �� I t -.� RULES AN REGULATIONS OF THEREGISTERS OF 0EEDS AND THE �E 1S�E�E PROFESSIONAL SURVEYORS COOM B �f C � PROCEDURAL AND TECHNICAL ST DARD FORTHE PRACTICE OF LAND COLLEGE SEE I , 781d .t �� DRAINAGE E� Eu�� DRAINAGE — I + .a2 SURVEYING IN THE COMMONWEALTH OF MASSACHUSE a TS. �--a4C"`�3�3'5�i"IW •-� s1 ' r f�D. T OF'F�ICF` �7 � 30.19, 34104 Sty UTHAMPTON, h ASS`ACHUSETT i��L t�ta��'' I` 2408-04 +812 DATE REGISTERED LAND SURVEYOR ' 408CL' 6,i 2408404 Zoning Summary Chart Zoning Regulation AgaLyam Indw-Arial Requirement5 Zoning Park Provided Re5trictions LOT REQUIREMENTS-. MINIMUM LOT AREA 40,000 SF (5,340 SF 671,216 5F no chaXte MINIMUM LOT FRONTAGE 100, N/A BUILDING SETBACK REQUIREMENTS. MINIMUM FRONT YARD (PRO5./INT.) 401 7S4 40141 MINIMUM SIDE YARD (PR05./INT.) 25' 451 B70' 0 MINIMUM REAR TARD (PROS,/INT) 45� 40 a. f MAXIMUM BUILDING 44Etc-44T / STORIES 40', 2 Stories 30, MAXIMUM BUILDING COVERAGE 50% 50% 31% z LLJ MAXIMUM PAVING COVERAGE (Lot crea- Bldg. (Lot crea- Bldg. 39% 0 Covercige)(.50) Coveroge)(.so) I > z NOTES 1. ZONING D15TRICT: [A, INDUSTRIAL A DISTRICT 2.U5E: SWED (CANOPY) FOR DUMP5TERS PROP05ED AREA OF NORK (SEE SITE PLAN BELON) 10&� <1 <0 <14 <0 OVERALL KEY PLAN :84 5q 11AOF r�"' f IST TQR 1-77 4OW PSI CEMENT #4 0 10 BOTH WAYS CONCRE715 CAP CONCRETE t CHAMFER co 77 ,,—BITUMINOUS PAVING cr) I z 4 4 A� 1%.0 WA act cv) F7 A ".'43. (n Lf) 4' . 4 A -A ec" to PIPE 'FILLED WITO CONCRETE 3,000 P.!3.1. 'qr UJ uj V- C) --CONCRETE PAD X GROUND SURFACE mj 4 w Now U. cl) j . . ...... LLJ 1/2" EXPAN51ON JOINT FILLER W/ SEAL -Z CC Ln 4) -3 000 P-5.L \'0�ff � OOMPACTED GRAVEL COMPACTED SUBGRADE I 0'�1 CONCRETE CAST IN SONATUBE Bc cc -N� 'IV . - eUBGRADE Lu TC, z 0 0 C) 4:x 12"Oak 0-0" 1 E xi 'F6" LONG NOTE- SIZE OF LOADING PAD TO BE AS INDICATED ON (TYP�) (n BITUMl�OUS CONCRETE CONC E A it PLANS. CONSTRUCTION JOINTS TO BE SET AT a. ul CURB CENTER D Q� 5LAS INTERVALS OF Y,4 OF LENGTA AND WID-114 OR A MAXIMUM IN OF * FEET, IN, -7 ED PIPE BOLLARD DETAIL --BITUt-1IN0Lk!5 CONCRETE PRC)Pql� PAVING 501- x25`-01 CA19PY N.T.S. '4— 1// CONCRETE APRON m 'N' Y\SAkICUTI IN 1\ NEATL NG PAVII� --5x EXIST] Aqb. N.T.S� 41 . I' BIT. SURFACE COURSE Type I 7 EXIST BUILI�l N N IN F.F. ELEV. 2* BIT. BINDER COURSE Type I PAVEMENT VEMENT (FOR TRUCK TRAVEL ACCESS) PROVIDE- (4) NEN 0 LA S FOR HYDRANT PROTECTION 8 �OFBA�NKRUNGRA�VEL CL CL NATURAL 5UBGRADE OR PROCESSED GRAVEL TO BE COMPACTED 0 NOTF-51 m L 5URFACE AND BINDER COURSE 5-WALL CONFORM TO M.44.D. 0 CO 5TANVARD SPECIFICATIONS- SECTION 460 CLASS I BITUMINOUS CONCRETE PAVEMENT TYPE 1-1 U-) SANCUT EXISTING PAVEMENT 9 z m 13 5 16" BEYOND PAVEMENT LIMITS CL Cc V. E 25 .0' IEWOWN ON PLAN(5) 0 BIT . CONCRETE PAVEMENT DETAIL mc m 0 so REMOVE IDOST. PAVEMENT T1 4? 4411 A-) 1- . 4 9 -t-0 r—UG&GAr,,T—= r=L—aVA—rI0t4 U) 0 TOWN OF ACAWA�vl .f 1 X .4 W TOP COURSE LL TACK COAT BINDER COURSE (T44ICKNESS 0 0 5 .0' PARKiNG —7 —) — — I uj Z) .. - -- �-),�8046 55 W 4-0 ' WIDE DRAIINNE EASEMENT VARIES BASED ON DEPTH Z *-# m — S40 SETBACK T -7 -"-O-o�s 6 OF EXISTING PAVEMENT) -- -- - - - -- - 9 'D c1f) SURFACE---� ENT to, 7- TI G TREATM i. A[I.1 CURENCe TO 25 MAC�-IINE EXTRUDED. 21 x - --- - - - SLOPE AE= CL 4) -y EXISTING e% INV. '10"CMP- BIT. cOI`4C1 PAVEME2Tr >a. 7) L) SUBBASE >- m- tu (TOP coup"SE) 195 J 0 BIT. CONC. PAVEMENT 0 N. COMPACTED GRAVEL (BINDER COURSE) 0 MAX. STONESIZE) `NN-6' MIN. COMPACTED GRAVEL WRROW (MI.03.0) OR CRUSHED STONE BASE ROBERT A. FAG I N DRAWN BY: ASM BOOK 11855 PAGE 591 592 COMPACTED GRAVEI.. 0 COMPACTED 5VBG ISSUED FOR PLAN BOOK 232 PAGE 47 LOCAL APPROVALS PAVENENT TRANSITION DETAIL DATE: 09.28.05 SCALE: AS NOTED PROPOSED SITE PLAN BIT. CONC . BERN DETAIL SHEET N.T�s. SCALE- 1" 20'-011 5898-Ll T.0, FOUNDATION WALL z AND PIER TO BE 0' 0 AE30VE T,O. FINISHED SLAB (REFER TO ELEVATIONS AND DETAII 5 tJ ON THIS SHEET) Z La 0 TYP. PIER AS SHOWN FINAL PIER DESIGN W DIMENSIONED, TYP. PAID TO BE DETERMINED FOR EA� PIER SHALL BE UPON REACTIONS > 4'x4"xI2" WITH #5 BAR a" FROM EQUIPMENT W O.C. BOTH DIRECTIONS. SUPPLIER./ Li #4 14ORIZ BARS 12" co U5 6" THICK, AOOO PSI "'NERETE WffP 43M -0 1 -0 #4 WELDED LA41RE EXIST. BLDG. F.F./ MESH WITH BROOM T.O. NEW FOUND. WALL/ FINISH ALT,O. COLUMN PIER L ELEV. = Iqq'-0` ,,vkOFA Lv SCR4P DUN STER GRADE T.O. EXT_ CONCRETE 5LA13 wy �4 ELEV. 1q81::9` 7 _ , % I A L) 28 -011 flip C) (n 24x6" L-544APED > METAL PANELS TO MATCH vi /oD 91% EXISTING PANELS ON #4 @ 24" O.C. ADJOINING BUILDING co C) cr) C) _1 T.O. FOOTING ___1VEL �_77 = Ml=fu c* L——— ———— —— ——— _�A LL— ———— —————- - -- - ---- - -- - _L_ __F-----——— ————— jkB.O, FOOTING uj 0 r�l - ui J T.O. 6" EXIST. BLDG. F�F./ A -I'ELEV. - 194'-o CA T.O. NE34 FOUND- 2 CONCRETE PROVIDE G'-0" WIDE 6" THICK, 4000 P51 WALL j4sLAB e� Xf -8' CONCP -011 L---? J 26' ZETE APRON 6 ox 28$ CONCRETE WITH 4x4 #4 ELEV. Ilcl'-O" (B) #5 BARS CONT� WELDED WIRE MESH WITH 'VELEV.- = LL. BROOM FINISH I.— rl =) V.. (D 2 ------------------------------------- 0 CM 3VxB6'x39` HIGH cf) CONCRETE PIER LLF (2SOO-3000 PSI), Lu =--,' EXISTING SLAB PINNED TO r T- N ALL '::�`(O�* TION F L 0 f R f= L A E At";I T E L E V A T I Coo�oo)NL Lu A I A I M SCALE: Va" V-W SCALE: .3/4" V-0` Cc ui z 0 C) U) CL ul A T.O. CONVEYOR PIER 14 VELEV, - 201'-q" 30_80 24"x6" L-SWAPED U-4 C' 24�' O-C. T.O� DECK #6 BARS ELEV. 23-P-10" IF (3 EACH WAY) #4 HOOPS (o' TH I K, 4000 PSI CONCRETE WITH 44 #4 WELDED WIRE MESH WITH 12" O.C_ BROOM FIN1544 T.O. CONCRETE SLAB I WNW, UNDER CANOPY ELEV. IqV-6" CANOPY ROOFING SHALL CON51ST OF CECO 24 GA_ CLP GALVALUME METAL PANELS WITH 4" THICK I - Z. ICL (R-Icl) Fi5ERGLA55 INSULATION rV�, -% m 0 2B1-011 FACED V41TH WHITE POLYPROPYLENE 5KRIM KRAFT A co METALPANELS TO -I - 0 T MATCH EXISTI14G PANELS I V4 z ON ADJOINING BUILDING CL LL. I 1 0 TA-1 t j L J T two T, -7 0 S, OC. EACH .... ......... ELEV, IT5T--2-lr— U. _TL (8) 121'x421' a -�= - 7T 11. 7_= T_. - —_ -T,- - - �t r L-SHAPED BARS im L_ T-1 EXIST. BLDG. F.F_/ OUMFX�TER DUTIPSTER t7— f:i ��j T.O. NEW FOUND. E T.O. 60 CONCRETE U --------------- ------ WALL (o SLAB ELEV. Rq'i-olt EX15T. BLDG- F.F./ T.O. NEI-4 FOUND� T�O. 61' CONCRETE FOOTING WALL ICV-511 SLAB ELev j ELEV. 199'-C Lj___ _j L------- ELEV.=IqB"-(o' CL CL 4) L------------------------------------ -- 0 >- CL 0 CL EV A 2 L11 UT�4 EL T I �`�N Wr=5T ELEVATION (o VE Al Al SCALE: 1/5" P-Oil SCALE: 3/4" V-0" DRAWN BY: ASM ISSUED FOR LOCAL APPROVALS i DATE: 09.28.05 V� SCALE: 1180 1'.0. SHEET#: 5898-Al