Loading...
8493_SITE PLAN - SHOEMAKER SELF STORAGE - SHOEMAKER LN. - BORAVITAR�I93-s,1e "I'�� �,hoe�v�ee� SR1P `��g4 _ Slvtrrolu L, N„rav� la 10/10/2009 13:03 FAX 4138210931 1 0 @ O01/002 TOWN OF AGAWAM INTEROFFICE MEMOItANDUM To; Planning; Scott Skolnick- CC: Building / Con Comm / File From: Engineering ]Date, October 10, 2008 Subj ee t Project Update - Shoemaker Lane Self Storage - SP 511 Engileering has inspected the above referenced site and the`following items stillneedto be ;addressed: 1. It is our understandingthat the owner of this project wishes to phase the construction. Engineering does not have any plans showing the pleases of the project. 2.. The detention pond was recently regraded. However, there has yet to be any significant rainfall since then. Due to the history of water remaining in the pond for long periods of time, Engineering would like to see if the new grading will work properly before signing off on the pond itself: Also, Engineering' has yet to receive a letter from the owner's surveyor stating that the detention pond was built according to the plans and submitted stosmwater calculations'. 3. The trash rack at the outlet control structure needs to be installed as per the plans. 4 The rip crap is missing at the flared ends and the top of the emergency spillway in the detention pond. S. The sediment forebay of the detention pond continues to hold water for long periods of time. b: In each of the catch basbu, it appears that the outlet pipes have not been cemented 7 The top course of pavement and the beam has yet to be installed. S. The plans call for the separator to have a perforated cover. 9. The drainage pipe connection to the Town's CB on Shoemaker Lane still needs to be checked by Engineering. Please do not hesitate to contact our division `V16 any questions or comments. Sincerely, ck S. aridnitzer Civil Engineer I c\wp\51"1 xhocmakor Fclf stormSc - bom-itn\05—punchlilMdoc �A, L'i Michael C. Chase, P.E. Town Engineer Ok Attorney Scott E. Skolnicit 850 Springfield St., Suite 4 Feeding Hills, MA 01030-2152 ` (4t3) 786-6727 Email: scotteskolnick@msn.com Fax: (413) 786-7564 August 26, 2108 Town of Agawam Massachusetts Conservation Commission 36 Main Street Agawam, MA 01001 Town of Agawam Building Department 36 Main Street Agawam, MA 01001 RE: SHOEX11AKER SELF STORAGE, LLC 444 SHOEMAKER LAPSE FEEDING HILLS, MA U030` Dear Sir/Madam: Please be advised that this office represents the legal interests of Carlo Bonavita with respect to the sale of the above referenced property. Please also be advised that the following documentation is needed prior to the anticipated closing date of September 5, 2008: 1. Delineation from the engineer/land consultant of exactly what will be required by the Buyer past -closing with regards to the Order of Conditions recur din Book 16794, Page 495 and 2. Written confirmation from the Town of Agawam that there is no time limitation under the existing special permit to complete Phase lI and Phase III of this project. If you should have any questions or require any additional information re and above matter, please do not hesitate to contact this office. At I Q "r Z008' y j 4 -- Massa husetts Conservation Commission Building Department August 26, 2008 t «'a ES/m `si 08/02/M? 15:48 FAX 412821DS31 0001/003 0 TOWN ur AGAWAM JNTtROVVICE MEMORANDUM To: Planning CC-. File F�vm: Engineering Date: August 2,2007 Subject, Revised Plan - Shoemaker Lane Self Storage - SP 511 Per your request is 1* 11, Zhave revieured the v4W plan fbr Shoemaker Lane Self 8torage. We have no corrir� a:t tis fithe. Rick S . Seidhitzer a Civil Engineer f K:\#p\511 obewmakcs odf stmp - bonavitu\03—pk"isiK b(^W Jul CS 2007 1:38PM HIP The Beikshire Design Gro4', life P!�"ing Mbcm.Design &4U00* Remarks fim P Fax Tivnsmittal To: Deborah S. Dachos To of Agawam, P&Z Agawam, MA 010 1 From: Steven J. Pikul Date: July 9, 2007 Re: Northeast Utilites Permit I Page(s) to Follow RE: Shoemaker Self Storage, 444 Shoemaker Lac, Agawam, MA. Ms. Dachos- . the eltic�cal: transmi*ssion easmoot. � if You have any questi� or need addtional inforrdation, pl Out call Wr office at (411) nahk you for you assistance� Steven VWk HECEIVED JUL I t 2007 PIANNINu KARD If any portion of this transmission is iffegibl& or missing, or ifyou received this Fa mlie in error, please call out offlce at once, 4 Allen Place * Northampton, MA 01060 * t 413.582,7000 * f 413.582.7005 bdgQberkshiradeslgn.com Jul as 2007 1:3GPM HP_ LASERJET FAX p.2: Northeast 107 Selden Scnet, Berlin. CT 06037 Utilities System rtorthcast Utilities 5crviee Cowpany' P.O. Box 270: Hartford,, CT 06141-0270; (860)665-5000 July 5, 2007 Mr. Carlo Bonavita 1775 Mains Street Agawam, MA 01001 Re Permit for Drainage within WMECO Right of Way 444 Shoemaker Lane, Agawam, MA Dear Mr. Bonavita: Please be advised that Western Massachusetts Electric Company (WMECO), a Northeast Utilities Service Company (NU) subsidiary, has approved the request made by Berkshire Design Group on your behalf , to install storin drainage through a portion of WMECO's'Right-0f-Way (ROW) located on property at the above referenced location owned by John and Angelina Bruno. Please be further advised than this approval is based strictly upon the plans submitted by Berkshire Design Group. Accordingly, I have enclosed four (4) copies of the agreement (Permit) approving this activity. As the Operator and applicant, kindly sign all four agreements where indicated, retain one copy for your files and return the remaining three copies to my attention. I will arrange to have WMECO / NU sign and they forwaxd one fully executed original to you. This Agreement may be executed in more than one counter part. Please be advised that work / construction cannot commence until you receive the .fully executed copy from NU including the counterpart from Mr. and Mrs. Bruno.. Please call me if you have any questions regarding this matter. Rye ohn A. Chenkus r. Real Estate Agent; 860 665-2522 Encl. cc: 19tew Pikul Berkshire Design Group C ALlen Place Northampton, MA 01060' John & Angelina Bruno 10 Memorial Drive Feeding Hills, MA 01030 �755a22 RE4'. D1-op June 22, 2007 Town o-f Agawam 36 Main Surest Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 41-786-9927 p. 7': ,. Ln a —0 ZA Carlo Bonavita 1775 Main Street Agawam, MA 01 001 Dear Mr, Bonavita: At its duly called meeting held on June 21, 2007, the Agawam Planning Board voted to approve the Site Flan entitled: "Proposed Storage Facility, Shoemaker e Aga " prepared b Berkshire Design Group, Inc., and dated April 25, 2007, revised .bane 21, 2007 with the condition that the co eats contained in the Engineering memo dated Tune 21, 2007 and attached be addressed. Please provide three (3) copies of the revised plans to the Planning Board for their signatures. Sincerely, Dennis B. Hopkins, Chairman Agawam Planning Board cc: Clerk Berkshire Design group, Inc.. Building Engineering File- TOWN OF AGAWAM INTEROFFICE,� _ �. MEMORANDUM To: Plawi-ing CC: Berkshire Design / File From: Engineering Date: Jima 21, 2007 Subject. Site Plan - Shoenuker Self Storage - Shoemaker Lane - Bonavita - SP 511 'R�zc,k- S. Rick S. Se "tier Civil Engineer I tAsp\511 shomaker adfigtoragc - b=&vh\02.duc i6ard C. Interi'm Town Ebgimer 08/21/2007 13:31 FAX 413821 11 6i t N 110OWN OF AGAWAM INTEROFFICE ANDUM To: Planning CC: Berkshire Design / File Yron: Engineering Date.- June 21, 2DO7 Subject: Site Plan - Shoemaker Self Stooge - Shoemaker Lane - Bonavita - SP 511 Per your reo* dated M# 1, 2007, wt hot ftvic� the slioomaker S& Stoop Sift Plan Bonavita on Shoemaker Lane, 1*note the followm*g-. EFr-r- - - - - - - - - ... 3MI Please do not hesitate to contact our division with any questions or corments, Sincerely, ,iz:zC,k- S. Rick S. SeidnitZer —Mcc- Civil Eagineer I %;\ op\S1 I shoomaka odf swrAF - bonavim\07-doc riVOUA, 5 A!C- 'cbwl C. Chaw, Interim To" tugiwcr M Jun 21 2007 1:50PMHp 06121/2097 11:56 966665 l UfluticR system ,JivAe, 21 200?.. Mr. Steven Pil(,u,l Borkalvre Design Group d N:ilen Place Noxch Hsmoton, Mph 01.060 Re`. Stars Droi.nnge, 444 Shownaker Lane, aw�r , MA I)F-,.q • Mr. P)l Uj, P'• 2; PDAJDPTATD 1p PAGE 61/B1 107 &elrkn St to. 6erli% Cr DIM7 NordwAst U06to SwvWc Cnnqwml P.O. Raw 270 HWdwd, CT 06141.0270 (8601 66S."000 �nvv.ene.eCJr1i 1140a0e he Ftdvi®sd chat our eQgineering divi.sioh lids approved the sform drainage crO88,14 pul'Scant to l',he;plann you provided. An approval .lettex and permit will be sent to you for si.gra9t,ura: Pleggee be aawAre tba,t worl- in the ROW cannnt L*gin unta yno receive a fully exneuted 034inal of the Permit barb ixom CUP. Regards, —;-'L-4' ohn 'OL Ch nkus - SeniOr Real 28tete Agent Survey Emg neering & Rights -of -Way (500) 66A-2521 �a.vre rr�+�. ur:irr Jun 21 2007 1 : 50PM HPLRSERJF7 FAX P., 1 r -- -- The ..� Berkshire Design Landscape rchilecrure Civil Engineering Planning` Urban ,Design Land Surveying Fax Transmilfti To: Deborah S. Dachos Town of Agawam, P&Z Agawam, MA 01001 From. Steven J. Pikul Hate: June 21, 2007' Re. Response to DPW Comments 7 Page(s) to Follow Remarks RE Shoemaker Self Storage, 444 Shoemaker Lane, Agawam, MA Ms. Dachos ; 1 have attached our letter from Northeast Utlites Systems with regard to our'proposed work with the electrical transmission easment. If you have any questions or need addtional information, please call<our office at (413) 582 -7000 Thank you for you assistance, Steven ff any portion of this transmission is illegible or missing, or if you received this facsimile in error, Please cell our office at once. 4 Allen Plate + Northampton, MA 01080 4 t 41;3.582.7000 + # 413.582.7005 + bdg@berkshirede�Wgn.com 11 11 The B erkshire Design Group, Inc. Landscape Architecture Civil Engineering Planning Land Surveying June 4, 2007 Ms Deborah S. Dachos Office of Planning and Community Development Town of Agawam 36 Main Street Agawam, Massachusetts 01001 RE Shoemaker Self Storage 444 Shoemaker Lane Agawam, Massachusetts BDG File No. 2006-088 Dear Ms. Dachost On behalf of our client, Mr. Bonavita will be requesting a continuance for his Planning and Zoning Application for Shoemaker Self Storage at 444 Shoemaker Lane, Agawam, Massachusetts. (Agawam Planning and Zoning Meeting - Thursday, June 7, 2007) Our apologies, if this request creates any encumbrance on the boards' behalf, Please contact our office, if you have any questions regarding this letter. Civil l ng n= cc Bonavita File 4 Allen Place Northampton; Ma61t?i i1%%S "Mi1 W(413) 582-7005 E-mail bdg@ berkshiredesign.cam Jun 04 2007 9:00nM HP LASERJET FRX P 1 0 __W -...won. Berkshire -'— en Group,Inc. June 4, 2007 M& Deborah S. Dachos Office of Planning d Community Development Town of Apwarn 36"Main Street Agawsm, Massaclauscus 01001 RE: Shoemaker Self Storage 444 Shoemaker Lane Agawam, Massachusetts G File No. 2006-098 Dear Ms. aebos On behalf of our client, Mr. Honavita-will be reqwsting a c=tinuance for his Plarining and Zoning Application for Shoemaker Self Storage at 444 Shoemaker Lane, Agawam Massachusetts. {Aga to Planning and Zoning Meeting - Thursday, June 7, 7 Our apologies, if this request creates any encumbrance on the boards' behalf. Please G contut our office, if you have any questions regarding this letter. Landscape Architecture Civil Engineering Planning Land Surveying Civil Engineer CC: Bonavita File AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW - . � REV ' _ . -` '- ° -�-__07 - ` April 30� 2_0~ 1L2007 - PLANNING BOARD -MEETING DATE: '---r^-.-~-~ ' APPLICANT INFORMATION 1. Name of Business- Shoemaker Self Storage Telephone: 237-6187 Fax: ` . 3. Engineer: The Berkshire Design Group, Inc. � Address:` AllenPlace, Northampton, --A 01060 -- Telephone: 582-7000 Fax: 582-7005 PLAN REVIEW ` - Title Block Otreet Address, Appficanf5 Namei Address, Scale� Name of Preparer of Plan). Address ofthe property must bi� shown on the plan. storage Onits. Site Plan Review Page 2 Description of Site: Site was formerly used for agricultural purposes, containing a number of greenhouses. Apptdkimat6ly half of the site is wetlands and a pond. A filing has been submitted to the Consorvation Commission. Provision for Traffic Flow. A proposed wrbcut is shown ® the tasterly side of the property. The width of the curbcut has not been provided. Pa*4W No paMng has been provided. Oven the Tiown's experience with paMq derelict vehicles outside of storage units, not designating OrWing spade may be pr6f�rable. I Drainage: See EngineeriogtoMments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan- "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Wcation! Elevations of the proposed signs should be provided for the Planni Boord review. Exterior Lighting. . Cut sheets of the proposed fighting must be provided. All l4hting must be der. R . ts a tendering or onsoo tt&vafl - Cl� nd to*tures must be provided. Dumpster Location: Not shown. Other Comments or Concerns. Set ADA comments. Immommmom Par t : ost nterra ctive Map Parcel ID: GS 5 9 0 359 71 A hdr m 444 SHOEMAKER LN Scale. =3 ' (1x ) Print r' Memo To Planning Board From: Sgt. Richard Niles Subject: Site Plan — Shoemaker Self Storage — 444 Shoemaker Lame - Bonavita Date: 05-15- 007 Attached you will find the site plan review conducted on 2-2 -2007. The observations d comments made at that time remain the same as of 05-15-2007. Respectfally Submitted Mgt. . Niles Sa et �O ficer Agawam Police Department Memo To Planning Board From: Sgt. Richard Niles Subject:Proposed Zone Change Bonavita — 444 Shoemaker Lane Date:: 02-20-2007 For the purposes of the survey, the fire hydrant locate at the south west comer of proposed tot #3 was used as a paint of reference (to he known as PoI ). Measurements were taken from pdR, to fixed objects/locations. This hydrant is 6.3, off the roadway surface Quality of flow of traffic - light to medium Width of lanes - 'Total width = 31, ' West bound = 11.4' WB breakdown lame = 3.4' Past bound 11.4' EB breakdown lane = 4.1' .distance to existing roads: Losito Lane _ 2 ' west : Moylan Lane; = 53 ' east Surface makeup - paved asphalt Defects cts in road surface - minor lsiliM: eastward — 53'+ westward — 500'+ fir" htin - proximity to utility pale lights : westward.. — NET&T#46fW1' ECM 43-4- 51- V -NET&T#48/WMECo#45 251' :eastward - NET&T#k44J Co#41 287'' Traffic Controls - none present Sides r none present (on either north or south side of street) a Mir 11 2 School Zone — distance to James Clark Elementary - 1.5 miles PlaWrounds — distance to Perry Lane Park — 2.2 miles Pa — compliance with Town ordinance for Handicapped Parking: NA Sneed Limit — 40 mph signs posted west bound — north side of street across from #501 Shoemaker Lane cast bound — SE comer of #459 Shoemaker Lane Road Mar west bound lane solid yellow no passing) east bound lane broken yellow (passing) Lra fftc Unit Impact Estimates — none provided Pther —Cross street and business located less than 300' west ofPoi.: Industrial park located 539' east of PoR. Roadway is used by passenger, light & heavy duty trucks, ten wheeled dump trucks, trailer dumps, and various tractor trailer units. Respectfully Submitted 41 Sgt. R. Niles Safety Officer Agawam Police Department A a A A r%002 I 800 MAN STREET n AGAWAM, MA 01001 TELEPHONE 413) 786-0657 FAX (13) 786-1241, e-mail afdrh#efag,awam.ma.us Stephen M. Martin Chief of Department Michael Mereadante Previsional Deputy Chief" Georgiann Thompsoft Acmunistranve Ass i tant MEMORANDUM IV: Planning rtt FROM: Fire Chief Stephen IVL Martin DACE: May 11, 2007 Site Ban- Shoemaker Self Storage The fire department hat no objection to the site plane for Shoemaker Self' Storage on Shoemaker Lane Thank you, St he M. Martin MAY 14 2007 To:. Planning Board From Town of Agawam Commission on Disability Subject.: Site Flan - Shoemaker Self Storage - Shoemaker Ln Bonavita Date: Monday, May'14, 2007 We received the site plans for Shoemaker Self Storage - Shoemaker Ln - Bonavita, on Thursday, May 03, 2007. We found - No parking available, No accessible storage units. No on site office to be accessed. No public facilities; There was nothing listed for the commission to review. Even though this site plan is for public storage, we were under the impression that all new public construction was to be accessible. Franie Mazei MEMO TO: Engineering Dept., Police Dept., Fire Dept., ADA Committee FROM: Planning Board SUBJECT: Site Plan - Shoemaker Self Storage - Shoemaker Lane - Bonavita DATE: May 1, 2007 Please review and comment on the attached Site Plan for Shoemaker Self Storage prior to the Board's May 17' meeting. Thank you. Mm 9 AGA'WAM PLANNING BOARD Form F Application fior Site Plan Approval Please complete the fallowing farm and return it and 10 copies of the Site Plan to Agawam Building Department 1000 Suffield Street Agawam, NA 01001 �l . Plewe give a brief description of the proposed proj% I` E I VE Revi 2/1/07HPU "I APR 3 0 2007 The " Berkshire Design Group, Inc.. Stormwater Drainage Analysis Proposed Storage Facility Shoemaker Lane Agawam, Massachusetts April25, 2007 Submitted for Town of Agawam Office of Planning and Community Development 36 Main Street'Town Hall Agawam, Massachusetts 01001 Prepared, for: er7 Carlo Bonavita; ] 1775 Main Street --s Agawam, Massachusetts , Landscape Architecture `ry' Civil Engineering BDG Project No. 2006-088 `'=+ "C n Planning -0 ram" Land Surveying', RECEIVED APR; 3 0 Z007' ­ 1ARD 4'AllenPlace Northampton, Massachusetts 01060 Telephone(413) 582-7000 Facsimile(413) 582-7005 E-mail bdg@herkshiredesign.com --.'--The ^s Berkshire Design Group, Inc. April 25, 2007 Deborah S. Dachos, Director Town of Agawam Office of Planning and Community Development 36 Main Street Agawam, Massachusetts 01001 RE: 'Storm Drainage Analysis Proposed Self Storage ]Facility Shoemaker Lane Agawam, Massachusetts BDG File No. 2006-08$ Dear Ms._Dachoss Enclosed please find materials for a Storm Drainage Analysis submission prepared by The Berkshire Design Group, Inc. (BDG), on behalf of Carlo Bonavita as part of a proposal for self storage unit project in Agawam, Massachusetts.- The proposed project consists of a ftee (3) one (1) story buildings, associated site utility and material improvements. This project is also being filed under the Massachusetts Wetland Protection Act, M.G.L. c`.131, section 40 (Under Separate Cover) This report will include the construction documents for the subject project. BDG appreciates the Town of Agawam's time in reviewing this project. Please contact our office if you have any questionsregarding this submittal. Landscape Architecture Sincerely, The Berkshire Design Group, Inc. Civil Engineering; Planning; Land Surveying Steven I Piku Civil Engineer cc: Carlo Bonavita Mike Byrnes, TOC 4Allen Place Northampton, Massachusetts 01060 Telephone (413) 5 82-7000 Facsimile (413):582-7005 E-mail bdg69berkshiredesign:com The Berlishire Design Group, Ine. I Table of Contents Introduction 2 Site Terrain and Soils 2 Site Description and Existing Conditions 3 Calculations, Design and Standards 3 Summary 6 References 6 Figure I USGS topographic (1:24 000) Map with Property Boundary Figure 2 NRCS Soil Survey (1-24 000) Map with Property Boundary DA-1 Hydrological Analysis - Pre- Development Drainage Area Plan DA-2 Hydrological Analysis - Post Development Drainage Area Plan Sheet I Existing Conditions Sheet 2 Site Plan for Proposed Self Storage (Under Separate Cover) Appendices Appendix A Photographs Representative of Site Appendix B Pre- and Post Development Hydrologic Calculations Appendix C Hydrologic Sizing for Storrawater Treatment Practice Bonavita Self Storage, Agawam, MA Page, 1 BD G Project No. 2006-088 The Berkshire Design Group, Inc. I. Introduction The following report presents an analysis of the stormwater management system for the proposed self storage facility located off Shoemaker Lane in Agawam, Massachusetts. The project will propose to create 20,300 square feet of selfstorage- with related pavement, utility and storm drainage improvements. (See Photos Appendix A) The proposed stormwater management system was designed to emulate existing flow patterns by directing stormwater runoff to sheet flow to the greatest extent practical. The purpose of this analysis is to determine 2, 10, and 100-year peak flow rates and quantities for the site in both the pre- and post -development conditions and to determine' the potential, impact of any increases in stormwater runoff from the site that may occur as a result of the site development. U. Site Terrain and Soils The project site is comprised of a ;gradual sloping terrain extending from west to east and generally drains toward the easterly property line. The subsurface conditions at the site were evaluated based on the available soil survey information and are as follows: A review of the Natural Resource Conservation Service (NRCS), Soil Survey Manual of Hampden County, Panel 38, indicates soils located within the subject area are considered' to be the following (See Figure 2): r (AmB) Amostown fine sandy loam. Very deep, moderately well drained soils formed in loamy glacial outwash overlying lacustrine sediments. + Hydrologic Group: A Depth to high water table: > (Es) Enosburg Loamy Sand. Very deep, poorly drained soils that fortned in sandy glaciofluvial or aeolian deposits underlain by loamy estaurine or glaciolacustrine deposits. Hydrologic Group: C Depth to high water table: > (MeA) Merimac Sandy Loam. Very deep, somewhat excessively drained soils formed in glacial outwash. They are nearly level to very steep soils on outwash terraces and plains and other glaciofluvial landforms. Hydrologic Group: C Depth to high water table: a (Wa) Wareham Loamy Sand. very deep, poorly and somewhat poorly drained sandy soils formed in outwash on plains, deltas, and terraces. Hydrologic Group: C Depth to high water table: Bonavita Self' Storage,, Agawam, MA, Page 2 BDG Project No. 2006-088 The Berkshire Design Group, Inc. III. Existing and Proposed Conditions The project site is located on of Shoemaker Lane in Agawam, Massachusetts. The parcel is irregular shape with frontage on Shoemaker and Moylan Lane. The topography of the site slopes from west to east with ultimate discharges to wetlands on the easterly property line. Below is a general; description of the sub -watersheds: Drainage Areas E-1, E-2 and E-3. This drainage watershed extends from the westerly property line to the East and Northeasterly property lines. The drainage sub -watersheds encompass the areas of the main site improvements. The sub -watershed areas are divided by three (3) ridge lines within the project site. The drainage area sub -divides sheet -flow storm waterto the wetland on the easterly and northeasterly property lines. The; southern most sub - watershed flow from the adjoining northwesterly property flows into Shoemaker Lane. The road crowns and directs the flow into and existing storm inlet. This existing inlet shall be considered control point (CP-1). The wetlands are assigned control (CP-2 and CP-3). (See figure DA-1)' Storm water flows to these point(s) have been calculated; the results of which are summarized in Section W. Drainage Area P-.10, P-20 and P-30: Drainage sub -watersheds P-20 and P30 are subset of existing sub -watershed E-1, E-2; which encompasses the area of part of main site improvements. Runoff from sub watershed area (P-10) is collected in the parking area storm system and directed to a hydrodynamic separator and subsequently directed from the proposed detention basin. An outlet control' structure in the basin connects to the storm drainage system in Shoemaker Lane. The post -development run-off is not increased above pre -development levels. (See ;Figure DA-2)'Storm water flows to these points have been calculated; the results of which are summarized in Section 1V. IV. Calculations, Design and Standards The proposed stormwater management system has been designed to incorporate natural drainage patterns, one (1) hydrodynamic separator, one (1) detention basin and deep sump catch basins. "These components will provide a significant degree of sediment and pollutant removal. The proposed drainage patterns will closely mimic the pre development hydrology. Standard 4 1 — Untreated Stormwater' The project is designed to not create any new stormwater point discharges. Overland discharges are treated prior to reaching wetlands — see Standard 44. Standard 42 — Post -development beak Discharge Rates The project was designed so that post -development peak discharge rates do not exceed pre -development peak discharge rates. See discussion below. Bonavita Self Storage, Agawam, MA Page 3 BDG Project No. 2006-088 — --------------- The Berkshire Design Group, Inc. Drainage calculations were performed on Hydro CAD to' water Modeling System version 8.0 using Natural Resource Conservation Service (NRCS) TR-20 methodology. The NRCS method is based on rainfall observations, which were used to develop the lntensityDuration-Frequency relationsbip, or IDF curve. Tlie mass curve is a dimensionless distribution of rainfall over time, which indicates the fraction of the rainfall event that occurs at a given time within a 24-hour precipitation event. This synthetic distribution develops peak rates for storms of varying duration and intensities. The NRCS distribution provides a cumulative rainfall at any point in time and allows volume dependent routing runoff calculations to occur. The calculations are included in the appendices. The watershed boundaries for calculation purposes are divided according to the proposed site grading, the natural limits of the drainage areas, and the property downstream boundaries. The curve numbers (CNs) and times of concentration for the existing and proposed sub -catchment areas are based on the soil type and the existing and proposed cover conditions at the subject site. The soil hydrologic group assumed for the site, is noted in section 11. Watershed sub -catchment areas, runoff coefficients and watercourse slopes are based on The Berkshire Design Group site plans dated April 2007, Calculations were performed for the 2, 10, and 100 year frequency storm. s under existing and proposed conditions. The results of the calculations are shown in the summary table below. Table 1. Peak Flow and Peak Volume SummaEX-Table 2-Year Storm 10-Year for hill- ''ear Storm Condition & Point of 3.01" 4.60" 6.40" Analysis Fea—k —Volume Peak Volume Peak Volume Flow (acre-ft) Flow (acre-ft) Flow (acre-ft) Rate(cfs) Rate(cls) Rate(cfs) too" wp-w m aw 1.78: 03,170, Z98, '&J85 W J 194 0,61.,, IV5 Wa- res in parentheses refer to 1'ydroCad in a"n"d calculation& Table 2 Peak Flow and Peak Volume Suma Table 2-Year Storm 10-Year Storm 100-year Storm Condition & Point of 3.01' 4.601" 6.4011 Analysis Peak Volume Peak Volume Peak Volume Flow (acre-ft) Flow (acre-ft) Flow (acre-ft) Ra!tcfs2 Ratelets) Rate(cis) Proposed (C-19,)* 0.71 0339 1-70, A, 602 2.91 0.8810 P6 roposed (C-30),* L68 0.5-52 &07' 897 IZ84' JJ 4 ames in parentheses refer to HydroCad model and calculations. Bonavita Self Storage, Agawarn, MA Page 4 BD G Project No. 2006-098 The Berkshire Design Group, Inc. As shown in the Tables 1 & 2, stormwater runoff from the 2, 10, and 100-year storm events will not be increase significantly from pre -development conditions to the post development condition. Peak discharge to the Shoemaker Lane catch basin during the 2 10 and 100-year storm events showed no significant increase. Standard 43 Recharee to Groundwater The annual groundwater recharge for the post -development site conditionsapproximates the annual recharge from existing site conditions. The sediment forebaywill facilitate this recharge process. (See attached Calculations Sheet) Standard 44 — 80% TSS Removal The proposed stormwater management system has been designed to remove 80% of the post -development site's average annual Total Suspended Solids (TSS) load. Several BMP's have been incorporated into the design of the project's stormwater management; system. Theses include; sediment forebay, deep sump catch basins and a hydrodynamic separator. The water quality system has been designed to treat and not be detained. See the attached water quality calculations for the proposed impervious areas (Appendix C): Standard #5 Higher Potential Pollutant Loads The proposed project is not considered a -higher potential pollutant load. Standard #6 -- Protection of Critical Areas The project does not discharge within any Agawam Aquifer Protection District. The treatment system has been designed to treat a 'F water quality volume. Other :BMP's (deep hooded catch basins) also provide additional levels of treatment:; Standard #7'— Redevelopment Projects The proposed project is not considered as a redevelopment project, Standard #8 — Erosion and Sediment Control Erosion and sediment controls have been incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction and land disturbance. These controls include erosion control barriers, erosion control check dams, and a stabilized construction access. Standard 49'= Operation/Maintenance Plan An Operation and Maintenance Plan has been developed for the proposed project and includes general controls for construction'and long term maintenance of the stormwater management system. Bonavita Self Storage, Agawam, MA Page 5 BDG Project No. 2006-088 The Berkshire Design Group, Inc. IV. Summary Special care has been taken to treat runoff with a series of best management practices to remove total suspended solids and improve water quality to the maximum extent practicable. These practices include 'street sweeping, Catch basin deep sumps, hydrodynamic separator before connection to the outlet pipe (See Sheet 2, labeled C- 4.0) V. References United States Department of Agriculture. 1998. Soil Survey of Hampden County, Massachusetts, Central Part. 11 pp., illus. Bonavita Self Storage, Agawam, MA Page 6 BDG Project No. 2006-088 PROJECT LOCATION 190ra 84 NN IX r�. ti. ,t...... ... ,...,.. .� 4.,..,. d A 0 DATA SOURCE: MassGIS Commonwealth of Massachusetts The Executive Office of Environmental Affairs BerkshireSCALE- 1� 24 000 t3B B Topographical Map, Hampden goad 4 Aka Pkize, 270a ,� rz �7 Northampw, +� s tts 01060 are �aCLIENT: PROPOSED SELF STORAGE FACILITY ODGMERKSHOMDEWN40M WWW SEWSKREDESIGN COM SUBJECT: FIGURE I - LOCUS PLAN PREPARED BY: SJP DATF., 04-25- 7 CHK BY. MBD 208-RR- t 7 -1 4 Pia t -Fib s for Report 41 007 11.30 AM Sheet TitleRef n Sheet Number, The Berkshire 4 APen Race N00hampton, MasswAmeft 01060 POST- DEVELOPMENT DRAINAGE AREA Design #415 7040 FAX i 9 I 6 -7DQS Group, Inc. PROPOSED SELF src �xcr a swa r a Dais — �Agawam MASSACHUSETTS C�7° OST DEV POST D V PRE DE PRE D PRE D P POST DEV' DEN PON CP-I CP- CP-3 C-1 PRE DEV" PRE DEV PRE DEV' POST DEV` POST DEV Bonav ita-base-drain age Prepared by The Berkshire design Group, Inc. Area Listing (all nodes) Area (acres) CN Descriptron (subcats) 1.600 68 <50% Grass cover, Poor, HSG A (E-1,E-3,P-10P-20) 2.56086 <50% Grass cover, Poor, HSG C (E-1,E-2 E-3,P-10,P-20,P-30) 1.470 98 Paved parking &roofs (E-3,P-10) 0.230 98 Paved roads wlcurbs & sewers (E-1) 5.080 98 Wetlands (E-2,E-3,P-20,P-30) 10.940 age 2; Bonavita-bas"rainage 7)pe I// 24-hr 2 YRS Rai 00- Pi*pared by The Berkshire Design Group,Page 3 H ydtdOAQ2) U0 s1h 000752 0 2006 Hj4roCAQ Software Solutions LLC Time span-4.05-24.00 hrs, dt--0.05 hrs, 480 points Rundff by SOS TR40 method, UH--SCS Reach routing by StorAnd+Trans method -" Pond Muting I* Stor4nd method gubcatchment E-1. PREDEV RunoftArea=0,83Q ac Runoff Depth>1.18" FlowLength=349' Tc--15zmin �CN-79 Runoff-0.83tfs 0.082af Subcatchment E-2: PRE DEV Runoff Area=0.920 8C Runoff Depth>2.07" FlowLength=217' Tc=17.8min CN=91 Runoff=1.56cfs 0.158af Subcatchment E-3: PRE DEV Runoff Area=3,720 ac Runoff Depth>1 W' Flow Length=524! Tc--1 8.8 min CN=90 Runoff--5,94 of 0.613 at Subcatchment P-10: POST DEV RunoffArea=2.130ac Runoff Depth> 1 M" Flow Len gth=448' Tc=14.9min CN=90 Runoff--3.72cfs0-351af Subcatchment P-20: POST DEV Runoff Area=0.740 ac Runoff Depth>2.137" Flow Length=161' Tc=16.6 min CN=91 Runoff--1.29 cfs 0.127 of Subcatchment P-30: POST DEV RunoffArea=2.600 ac Runoff Depth>2.55" Flow Length=78' Tc=13.7 min CN=96 Runoff--5.68 cfs 0.552 at Reach C4 0: POST DEV Inflow-0.71 cfs 0.339 at Outflow=0.71 cfs 0.339 of Reach C-20: POST DEV Inflow--1.29 eft 0.127 of Outflow= 1.29 cfs 0. 127 of Reach CP-1: PRE DEV lnftow=0.83 cfs 0.082 at Ouftw=0.83 cfs 0.082 at Reach CP-2: PRE DEV lnftow=1.56 cfs 0.158 at Oufflow=1.56cfs 0.158af Reach CP-3: PRE DEV Inflow=5.94 cfs 0.613 of Outfiow=5.94 cfs 0.613 of Reach CP-30: POST DEV lnfloW=5.68 ds 0.552 af Pond !P: DEN POND Peak Elev--94.3V Storage=Q. 149 at I nflow=3.72 efs 0. 351 at Primary=0.71 tf� 0.339 af SL-cbnd4ry=0.00 ds 0-000 at Qutfl�.71 cfs 0.�39af IF11767-141TIM F M# LGLZELUMJWI�M M. Bonavita-base-drainage Type l// 24-hr 2 YRS Rainfall=3.00" Prepared by The Berkshire Design Group, Inc. Page 4 HydroCADO 8.00 s/n 000752 0 2006 HYdroCAD Software Solutions LLC 4/25/2007 Subcatchment E-1: PRE'DEV Runoff 083 cfs @ 12.23 hrs, Volume 0.082 af, Depth> 1.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0:5-24.00 hrs, dt= 0.05 hrs; Type III 24-hr 2 YRS; Rainfall=3.00" Area (ac) CN Description 0.230 98 Paved roads w/curbs &:sewers 0.470 68 <50% Grass cover, Poor, HSG-A 0.130 86 <50% Grass cover, Poor, HSGC 0.830 79 Weighted Average 0.600 Pervious Area 0.230 Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (fi/ft) (fusee) (cfs) _ 12.7 50 0.0200 0.07 Sheet Flow, SC' Woods: Light underbrush n= 0.400 P2= 3.00"` 0.7 111 0.0270` 2.65 Shallow Concentrated Flow, SC1 Unpaved Kv=16.1 fps :. 2.2 ' 188 00080' .1.44 Shallow Concentrated Flow, SC2` 15.6 349 Total Subcatchment E-2: PRE DEV Runoff' 1.56 cfs,@ 12.24 hrs, Volume= 0.158; af, Depth> 2.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.06-24.00 hrs, dt= 0.05' hrs Type III"24-hr 2 YRS Rainfall=3.00" 98' V 0.920 91 Weighted Average 0.500 Pervious Area 0.420' Impervious Area Tc Length (min) Qeeq Slope (ftlft) 'Velocity (ft/sec) Capacity Description (cfs) 12.7 50 0.0200 0.07 Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3.00"' 5." C 167 0.0060 0.54 Shallow Concentrated flow, SCI Short Grass Pasture Kv= 7.0 fDs 17.8 217 Total Bo Type !f! 24-hr 2 YRS Rainfafl=3. 00" Subcatchment E-3 PRE DEV Runoff - 5.94 cfs @ 12.26 hrs, Volume= 0.613 af, Depth> 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs= Type III 24-hr 2 YRS; Rainfall=3.00" 2.120 98 Wetlands 0.620 68 <50% Grass cover, Poor, HSG A 0.860 86 <50'% Grass cover, Poor, HSG C 0.120 98 Paved parking & roofs 3.720 90 Weighted Average 1,480 Pervious Area 2.240 Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity ( sec) Capacity Description (cfs) 12.7 50 0.0200 0.07 Sheet Flow, SF' Woods: Light underbrush n= 0.400 P2= 3.00" 3.0 208 0.0050 1.14 Shallow Concentrated Flow,,SC1` Unpaved Kv= 16.1 fps 3.1 266 0.0080 1.44 Shallow Concentrated Flow, S02 Unpaved Kv= 16.1 fps 18.8 524 Total Subcatchment P-10: POST DEV Runoff' _ 3.72 cfs @ 1`2.20 hrs, Volume= 0.351 af, Depth> 1.9&' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2 YRS Rainfall=3.00" Area (ac) CN Description' 1..350' 98 Paved parking & roofs 0.450 68 <50% Grass cover, Poor, HSG<A 2>.130 90 Weighted Average 0.780 Pervious Area 1.350 Impervious Area BQnavita-base-drainage Type HI 24-hr 2YRS Rainfall=3.00"' Prepared by The Berkshire Design Croup, Inc:. Page 6 Tc Length Slope Velocity Capacity Description 12.7 50 0.0200 007 0.6 38 00520 1.14 0.5 77 0.0150 2.49 1.1 283 0.0050 4.17` 14.9 4448 Total Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3.00" Shallow Concentrated Flow, SCII Woodland Kv='5.0 fps Shallow Concentrated Flow, SC2 Paved Kv= 20.3 fps 3.28; Circular Channel (pipe), CP' Diam= 12.0" Area= 0.8 sf Perim= 3'Y r= 0.25' n= 0.010 PVC, smooth interior Subcatchment P-20: POST DEV Runoff 1.29 cfs @ 12.22 hrs, Volume= 0.127 af, Depth> 2.07 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05%hrs Type Ill 24-hr2 YRS` Rainfall=3.00" 0,740 91, Weighted Average 0.320 Pervious Area 0,420 Impervious Area Tc Length Slope Velocity Capacity Description 12.7 50 0.0200 0.07 Sheet Flaw, SF Woods: Light underbrush n= 0.400 P2= 3.00"' 3.9 111 0.0090 0.47 Shallow Concentrated Flow, SC Woodland Kv= 5.0 fps 16.6 161 Total Subcatchment P-30 POST DE Runoff = 5.68 cfs @ 12.18 hrs, Volume=- 0.552 af, Depth> 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Spars= 0.05-24.00 hrs, dt= 0.05 hrs Type Ill24-hr 2 YRS Rainfall=3.00" Area (ac) CN Description 2.120 98 Wetlands 0.480 86` <50% Grass cover, Poor, HSG C 2.600 96 Weighted Average 0.480 Pervious Area 2.120' Impervious Area Bonavita-base-drainage Type /11 24-hr 2 YRS Rainfa11=3. 00" Prepared by The Berkshire Design Group, Inc. Page 7 HydroCADO 8.00 s/n 000752 02006 HydroCAD Software Solutions LLC 4/251_2007 Tc Length Slope Velocity Capacity Descripfion (min) (feet) (ft,ft) (ft/sec) (cfs)` 13.0 50 0,0200 0.06 Sheet Flow, SF Grass: Bermuda n= 0.410 P2= 3.00" 0.7 28 0.0100 0.70 Shallow Concentrated Flow, SC Short Grass Pasture Kv= 7.0 fps Total Reach C-10: POST DEV [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 2.130 ac, inflow Depth > 1.91 " for 2 YRS event Inflow = 0.71 efs @ 12.81 hrs, Volume = 0.339 af Outflow 0.71 efs @ 12.81 hrs, Volume= 0,339 af, Atten= 0%, Lar 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Reach C-20: POST DEV [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 0.740 ac, Inflow Depth > 2.07" for 2 YRS event Inflow = 1.29 efs @ 12.22 hrs, Volume= 0.127 of Outflow 1.29 cfs @ 12.22 hrs, Volume = 0.127 af, Atten= DI/o, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Reach CP-1: PRE DEV [401 Hint: Not Described (Oufflow=lnflow) Inflow Area 0.830 ac, Inflow Depth> 1. 18" for 2 YRS event Inflow 0.83 cfs @ 12.23 hrs, Volume= 0.082 of Outflow 0.83 cfs @ 12.23 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs [40) Hint: Not Described (Outflow=Inflow) Inflow Area 0.920 ac, Inflow Depth > 2.07" for 2 YRS event Inflow 1.56cfs @ 12.24hrs, Volume= 0.158 of Outflow = 1.56cfs @ 12.24hrs, Volume= 0.158af, Atten=0%, Lag=O.Omin Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs ft Sonavita-base-drainage PLIgattd aX TIM Berkskj�r� OEM= Type H/ 24--hr 2 YRS Rainfall=3. 001, Pafie 8 Inflow Area 3.720 ac, Inflow Depth > 1.98" for 2 'FRS event Inflow 5.94 ds @ 12.26 hrs, Volume= 0.613 of Outflow 5.94 ds @ 12.26 hr-s, Volume= 0.613 af, Atten= 0%, Lag= 0.0 min Roofinot* Stor-lod4fans method, Time Span= 0.0644.00 fim dt-- 0.05 hrs MUMIM Inflow Area 2.600 a qDepth > 2,56' for 2 YRS event Inflow 5.68 cfs @ 1,-2.18 hrs, Volume= 0.662�af OWOW 5mcfsa 12-18hm VoIQMe-- 0,5624 Aftbn=^ Lag-O.Ornin Inflow "a 2.180 ac� Inflow Depth> 11 �08" idr 2 YRS everO Inflow 172 ds 19 12-20 hf� volume= 0.351 af Owow 0C& 12.81 ht* wuthotz O.m9af, Aft6nzS1% Lsg--364mio Primary 031 cfs 6 12.81 hrs, Vbtums-- 0.339 af Secondary 0-00 0 0.0$ hrs, Volum&-- 0.000 af #1 93,000.42049 Elevation suffAlta Int.Sto bre #600 i��4b�—Laqm� 93.00 U80 0.000 0.000 194.00 0.120 0.100 0.100 06�00 0.160 0.140 O.M; 96.00 O�M 0-180 0420 Bonavita-base-drainage Prepared by The Berkshire Design Group, Inc. Type fit 24-hr 2 YRS Rainfaff=3.00" Paoe 9 2.50 3.00 3.50 400 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 265 266 2.66 2.68 2.72 2.73 276 2.79 2.88 3.07 3.32 #4 Device 1 94,50' 4.0" Vert. Orifice/Grate X 3.00 C= 0.600 #5 Device 1` 95.50' 0.10' x 0.4V Horiz. OrificefGrate X 10.00 Limited to weir flow C= 0600 Primary OutFlow Max=0.71 cfs @ 12.81 hrs HW=94.38' (Free Discharge) =Culvert (Passes 0.71 cfs of 5.15 cfs potential flow) „ 2=OrificefGrate (Orifice Controls 0.71 cfs @ 5.22 fps) =OrificefGrat�e ( Controls 0.00 cfs) Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 0.05 hrs HW=93.00' (Free Discharge) 3=113road-Crested Rectangular Weir( Controls 0.00 cfs) Bonavilta-base-drainage Type Raint*=4.60- Prepared by The Berkshire Design Group, Inc. Page 10 Hydi6i� 4.00 Slh 000752 @ 2006 HydioCAD So*aW$qIufions LLC Time span=0.05-24.00 hrs, dt7-0.05 hrs, 480 points Runoff by S� T"Cl method, UH=SC8 Reach routing by Stor� nd +Trans Method - Pond routing by $tqr4 nd method Subcatchment E-1 PRE 68V Runoff Atog--0,83o ac Runoff Depth>2.46' Flow Length-Ug' T6--1 5.6 min CN=79 Runon 0. 110 af Subcatchment E4. PRE DEV Runoff Area-0.920 ad Runoff Depft�3�58" Flow Longth=217' T�#!" Min CN=91 kuhoff�2,64 a af SiubtWhment E4: PRE DV Runoff Anaalo;1720 ac Runoff De*>3.4V, Flow Lenqth=524� Tc=18.8 min CN=90 Rurtofft10.25 efs I.M af Subcatthment P-1 0. POST DEV Runoff Ar6g#2.130 4o Runoff Ve0h>3.4&' 0owLsq0=4"' Td�=W�ffin CN=90 Rvnd"A1cfsD.618af Subcatchment P40t POST DEV Rund#AreA#0.740ad RunoffDepth4.59' 060=161 T6=06.6trin CN*91 RUWP�2196N OlZlaf Subcatchment 0. POST DV RunoffArea--2.600ac Runoff Depth�4,13- FlowLength--78' Tc---13.lmjn CN--96 Runoff--8.97cfsb.894af Reath 0.10. POST OEV InfIdwti.70 tfs OV2 af ouffIdW0.70 6= af Reach C-20: POST DEV Inflow--2.19cfs 0.221 af Outflow--2,19 da 0.221 of Reach CP-1: PRE DEV Inflow=1.78cfs 0-170af Outflow--1.78cft 0.170af Reach CP-2: PRE DEV Inflow--2.64 efs 0275 of Outgow--2,64 da 0.275 af Reach CP-3. PRE DEV Inflow--10.25 oft 1.079 of Outflow=10.26 cft 1.079 of ReachOP-30- POST DEV lnflow=8.97 i* 0.894 af OU*W497da 0.894W Pond 1P: DEN POND Peak Elev=95.071 Storage=0252 of lhftdW=6A2 cfs 0.618 af Pn'mary--l.70 0% 0.60af Sewndary--0.00 006af 06�1.70cft OM2 af Bonavita-base-drainage Type //i 24-hr 10 YRS RainfaN=4.60 Prepared by The Berkshire Design Group„ Inc. Page 12 Subcatchment E-3 PRE DEV° Runoff = 10.25 cfs @ 12.25 hrs, Volume... 1.079 af, Depths 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr''10 YRS Rainfall=4 60" 2.120 98 Wetlands 0.620 68 <50%m Grass cover, Poor, HSG A 0.860 86 <50% Grass cover, Poor, HSG C' 3.720 1.480 2.240 Tc Length 90 Weighted Average Pervious Area Impervious Area 208 0.0050 266 00080 18.8 ' 524 Total Description %aF t underbrush n= 0.400 P2= 3.00"' ncentrated Flow, SCII v=16.1 fps lcentrated Flow, SC2 Subcatchment P-10 POST DE Runoff 6.42 cfs @ 12.20 hrs, Volume= 0.618 af, Depths 3.48"' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00'hrs, dt= 0.05 hrs Type III 24-hr'10 YRS Rainfall=4.60" Area(ac}'' CN Description 1.350 98 Paved parking & roofs 0.45068' <50% Grass cover, Poor, HSG -A 2.130 90 Weighted Average 0.780 Pervious Area 1.350' Impervious Area Bonavita-base-drainage 7�" W"r 10 YRS RainW=4.60" PreParedby T40 Be*shire Design Group, Inc. Page 13 To Length Slope Velocity Capac Description (A" Mt ------------- ----- Runoff 2.19 cfs@ 12.22 hr* Volume= O�M af, Depth> 159" Runoff by SOS T"O method, UH-SCS, Timeg an- 0.".00 hrs, 4t-- US hts TwellI24-hrlO6, p 0.420 98 ..Wetlands OMO 68 <50% Grass cover, Poor, HSG A 0260 86 <50% Grass cover, Poor, HSG C 0.740 91 Weighted Average 0.320 Pervious Area 0.420 Impervious Area Tc Length Slope Velocity Capacity Description (minj_ Cf�e . jt (ft/ft) Wsecj 12.7 50 0.0200 0.07 Sheet Flow, SF Woods-, Light underbrush n= 0.400 P2= 3.W' 3.9 111 0.0090 0.47 Shallow Concentrated Flow, SC Woodland Kv-- 5.0 !Rs 16.6 161 Total Sub catchment P-30: POST DEV lume:: 0.894�ot Depth> 4AV' Aunoff 8.97 cN @ 12.18 hm Vo ROM oi R�20 theffibd, MiSUB,� Time Span= U.00 hrs, dt# 0.05TTff Typ0 YRS RainfaWo4.600 2.120 98 Wetlands 0.480 86 <504016 Grass cover, Poor, HSG C 2.600 96 Weighted Average 0.480 Pervious Area 2.120 Impervious Area ft- It Prepared by The Berkshire Design Group, Inc. Page 14 Te Length Slope Velocity Capacity Description Inflow Area 2.130 ac, Inflow Depth to3.39" for 10 YRS event ~_Reach _~_ POST __' .' [400) ~ 0.0 min Banavita-base-drainage Prepared by The Berkshire Design Group, Inc. Type /1124-hr 10 YRS Rainfa11=4.60" Page 15 Reach CP-3: PRE DEV [40] Hint: Not Described (Outflow=Inflow) Inflow Area =- 3.720 ac, Inflow Depth > 3.48" for 10 YRS event Inflow - 1025 cfs @ 12.25 hrs, Volume= 1.0799 of Outflow . - 10 25 cfs @ 12.25 hrs, Volume.= 1.079` af, Atten= 0%, Lag= O.O min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00hrs, dt= 0.05 hrs Reach CP-30: POST D`EV [40] Hint: Not Described (Outflow=Inflow) Inflow Area =< 2.600 ac, Inflow Depth > 4.13"` for 10 YRS event Inflow = 8.97 cfs @ 12.18 hrs, Volume= 0.894 of Outflow' 8.97 cfs @ 12.18 hrs, Volume= 0.894 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00'hrs, dt= 0.05 hrs' Inflow Area = 2.130 ac, Inflow Depth > 3.48" for 10 YRS event Inflow = 6.42 cfs @ 12.20 hrs, Volume= 0.618 of Outflow = 1.70 cfs @ 12.67 hrs, Volume= 0.602 af, Atten= 74%, Lag= 28.3 min Primary _ 1.70 cfs @ 12.67 hrs, Volume= 0.602 of Secondary '= 0.00 cfs @' 0.05 hrs, Volume= 0.000 of Routing by Star -Ind method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Peak Elev= 95.07' a@ 12.67 hrs Surf.Area= 0.163 ac Storage= 0252 of Plug -Flow detention time=119.0 min calculated for 0.600 of (97% of inflow) Center -of -Mass det. time=103.1 min ( 903.5 - 800.4 )` #1 93.00' 0.420 of Custom Stage Data (Prismatic)-isted below (Recalp) Elevation Surf.Area Inc.Store Cum.Store Meet) tacres) (acre-feet) (acre-feet) 93.00 0.080 0.000 0.000' 94.00 0.120 0.100 0.1.00` 95.00` 0.160 0.140 0.240 96.00 0.200 0.180 0.420 #1 Primary 93.00' " 15.0" x 85.0' long Culvert CMP, square edge headwall, Ke= 0.50 Outlet Invert= 89,30' S= 0.0435'r Cc-- 0.900 n= 0.010 PVC, smooth interior' #2' Device 1 93.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 -Secondary 95.50' 30.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Banavita-base-drainage Prepared by The Berkshire Design Cr Type dll 24-hr 10 YRS Rainfall=4.60" Pace 16 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.36 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #4 Device 1 94.50' 4.0" Vert. Orifice/Grate X 3.00 C= 0.600 #5Device 1 95.50' 0.10' x 0.45' Horiz. OrificelGrate X 10.00 Limited to weir flow C= 0.600 Primary Outi=low Max=1.70 cfs @ 12.67 hrs HW=95.07' (Free Discharge) 't-1=Culvert (Passes 1.70 cfs of`7.10 cfs potential flow) 2=OrifrcelGrate (Orifice Controls 0.90 cfs @ 6.57 fps) OrificelGrate (Orifice Controls 0.80 cis @ 3.06 fps) =Orifice/Grate ( Controls 0.00 cfs)' §econdary OutFlow Max=0.00 cfs @ 0.05 hrs HW=93.00 (Free Discharge); Z-3=13road-Crested Rectangular Weir( Controls 0.00 cfs) Bonavita-base-drainage Type 11124-hr 100 YRS Rainfall=6.50" Prepared by The Berkshire Design Group, Inc. Page 17 HydroCADO 8.00 s/n'000752 C 2006 HydroCAD Software Solutions LLC 4/25/2007 Time span=0.05-24.00 hrs, dt=0.05 hrs, 480 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trails method Pond routing by Stor-Ind method Subcatchment E-1: PREDEV Runoff Area=0.830 ac Runoff Depth>4.12 Flow Length=349' Tc=15 6 min CN=79 Runoff=2.98 cfs 0.285 of Subcatchment E-2: PRE DEV Runoff Area=0.920 ac Runoff Depth>5.43" Flow Length=217' Tc=17.8 min CN=91 Runoff=3.92 cfs 0,417 of Subcatchment E-3: PRE' DEV Runoff Area=3.720 ac Runoff Depth>5.32" Flow Length=524' Tc=18.8 min CN=90 Runoff=15.33 cfs 1.649 of Subcatchment P-10. POST DEV Runoff Area=2.130 ac Runoff Depth>5.32 Flow Length=448' Tc=14 9 min CN=90 Runoff=9.60 cfs 0.945 of Subcatchment P-20: POST DEV Runoff Area=0.740 ac Runoff Depth>5.4V' Flow Length=161' Tc=16 6 min CN=91 Runoff--3.25 cfs 0.335 of Subcatchment P-30: POST DEV Runoff Area=2 £00 ac Runoff Depth>6.01" Flow Length=78' Tc=13.7 min CN=96 Runoff=12.84 cfs 1.303 of Reach C-10 POST DEV Inflow=2.91 cfs 0.880 of Outflow=2.91 cfs 0.880 of Reach C-20: POST DEV Inflow=3.25 cfs 0.335 of Outflow=3.25 cfs 0.335 of Reach CP-1: PRE DEV Inflow=2.98 cfs 0.285 of Outflow=2.98 cfs 0.285 of Reach CP-2: PRE DEV` Inflow=3.92 cfs '0.417 of Outflow=3.92 efs 0.417 of Reach CP-3: PRE DEV Inflow=15.33 cfs 1.649 of Outflow=15.33 cfs '1.649 of Reach CP-30': POST DEV Inflow=12.84 cfs 1.346 of Outflow=12.84 cfs 1.346 of Pond 1 P: DEN POND Peak>Elev=95.60' Storage=0.343 of Inflow=9.60 cfs '0.945 of Primary=2.91 efs 0.880 of Secondary=2.23 efs 0:043 of Outflow=5.14 cfs 0.924 of Total Runoff Area = 10.940 ac Runoff Volume = 4.933 of Average Runoff Depth = 5.41" 38.03% Pervious Area = 4.160 ac 61.97%,Impervious Area 6.780 ac Bonavita-base-drainage Prepared by The Berkshire Design Group, Inc. Type /11 24-hr 100 YRS Rainfafi=6.50" Page 18 Subcatchment E-1: PRE DEV Runoff 2.98 cfs @ 12.21 hrs, Volume= 0.285 af, Depths 4.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (ac) CN Description' 0.230 98 Paved roads w/curbs & sewers 0.470 68 <50% Grass cover, Poor, HSG A 0.130 86 <50% Grass cover, Nqqr, HSG C 0.830 79 Weighted Averal 0.600 Pervious Area 0.230 Impervious Area To Length Slope Velocity Capacity Description 12.7 50 0.0200 0.07 Sheet Flow, SC Woods: Light underbrush n= 0,400 P2= 3.00" 0.7 111 0.0270 2.65 Shallow Concentrated Flow, SCI Unpaved Kv-- 161 fps 2.2 188 0.0080 1.44 Shallow Concentrated Flow, SC2 Unpaved Kv= 16.1 fDs 15.6 349 Total Subcatchment E-2: PRE DEV Runoff 3.92 cfs @ 12.24 hrs, Volume= 0.417 af, Depth> 5.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100YRS Rainfall=6.50" Area (ac) CN DescriDtion 0.420 98 Wetlands 0.500 86 <50% Grass cover, Poor, HSG C 0.920 91 Weighted Average 0.500 Pervious Area 0.420 Impervious Area To Length Slope Velocity Capacity Description in) ' (fARtl (ft/M (ft/C%PC-1 (c4q) 12.7 50 0.0200 0.07 Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3.00" 5.1 167 0.0060 0.54 Shallow Concentrated Flow, S01 17.8 217 Total Bonavita-base-drainage Type /// 24-hr 100 YRS Rainfall=6.50" Page 19 Subcatchment E-3: PRE DEV Runoff 15.33 cfs @ 12.25 hrs, Volume-- 1.649 af, Depth> 5.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (ac) - CN Description 2.120 98 Wetlands 0.620 68 <50% Grass cover, Poor, HSG A 0.860 86 <50% Grass cover, Poor, HSG C 0.120 98 Paved parking & roofs 3.720 90 Weighted Averat 1.480 Pervious Area 2-240 Impervious Area Tc Capacity Description 1-r-1 12.7 50 0.0200 0.07 Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3.00" 3.0 208 0.0050 1.14 Shallow Concentrated Flow, SCII Unpaved Kv= 16.1 fps 3.1 266 0,0080 1.44 Shallow Concentrated Flow, SC2 Unpaved Kv= 16,1 fps__ 18.8 524 Total Subcatchment P-40 : POST DEV Runoff 9.60 cfs @ 12.20 hrs, Volume= 0.945 af, Depth> 5.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (ac) GN Description 1.350 98 Paved parking & roofs 0.450 68 <50% Grass cover, Poor, HSG A 0.330 86 <50% Grass cover, Poor, HSG C 2.130 90 Weighted Average 0.780 Pervious Area 1.350 Impervious Area BonaYita-base-drainage Type fit 24-hr 100 YRS Ra►nfall=6.50" Prepared by The Berkshire Design Group, Inc. Page 20 Hydro ADO 8.00 s!n 000752 0 2006 HydroCAD Software Solutions LLC 4/25/2007 Tc Length rapacity Description 12.7 50 00200 0.07 Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3.00" 0.6 38 0.0520 1.14 Shallow Concentrated Flow, SC1 Woodland Kv= 5.0 fps 0.5 77 0.0150 2.49 Shallow Concentrated Flow, SC2 Paved Kv= 20.3 fps 1.1 283 0.0050 4.17 3.28 Circular Channel (pipe), CP Diam= 12.0" Area= 0.8 sf Perim= 3.1 ` r= 0.25' n= 0.010 PVC, smooth interior 14.9 448 Total Runoff - SubcatchmentP-20: POST DE 3.25 cfs @ 12.22 hrs, Volume== 0.335 af, Depths 5.43" Runoff by SCS TR-20 method, UH=SCS', Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50"' Area (ac) CN Descriation 0.420 98' Wetlands.: 0,060 68 <50% Grass cover, Poor, HSG A 0`.260 86 <50% Grass cover, Poor HSG C 0.740 91 Weighted Average 0320 Pervious Area 0420` Impervious Area Tc Length Slope 'Velocity Capacity Description 12.7 50 0.0200 0.07` Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3.00" 3.9' 111 00090 0.47 Shallow Concentrated' Flow, SC 16.6" 161 Total Subcatchment P-30: POST DEV Runoff 12.84 cfs @a 12.18 hrs, Volume- 1.303 af, Depth> 6.01" Runoff by SCS TR-20 method, UH=SCS; Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 YRS Rainfall=6.50" Area (ac) CN Description 2.120 98 Wetlands - 2600 96 Weighted Average 0.480 Pervious Area 2.120 Impervious Area Bonavita-base-drainage Type 11124-hr 100 YRS Rainfaf =6.50" Prepared by The Berkshire Design Group, Inc. page 21 H droCADO 8.00 stn'000752 0 2006 N droCAD Software Solutions LLC 4/25/2007 Tc Length Slope Velocity Capacity Description (min) (feet) L ft) (ft sec) (cfs) 13.0 50 0.0200 0.06 Sheet Flow, SF Grass: Bermuda n= 0.410 P2= 3.00" 0.7 28 0.0100 0.70 Shallow Concentrated Flow, SC 13.7 78 Total Reach C-10 POST DEV [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.130 ac, Inflow Depth > 4.96" for 100 YRS event Inflow 2.91 efs @ 12.46 hrs, Volume= 0.880 af' Outflow = 2.91 cfs @ 12.46 hrs, Volume= 0.880 af, Atten= 0%, Lag= 0..0 min Routing by Star-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Reach C-20: POST DEV (401 Hint: Not Described (Outflow=lnflow)` Inflow Area = 0.740 ac, Inflow Depth > 5.43' for 100 YRS event` Inflow = 3.25 efs @ 12.22 hrs, Volume= 0.335 af' Outflow = 3.25 cfs @ 12.22 hrs, Volume= 0.335 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Beach CP-1: PRE DEV [40] Hint`. Not Described (Outflow=Inflow) Inflow Area 0830 ac, Inflow Depth > 4.12" for 100 YRS event' Inflow 298 cfs @ 12.21 hrs, Volume-- 0.285 of Outflow 2.98 cfs @ 12.21 hrs, Volume 0.285 af, Atten= 0%, Lag= 0.0min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Reach' CP-2: PRE DEV [40] Hint: Not Described (Outflow=Inflow) Inflow Area 0.920 ac, Inflow Depth > 5.43" for 100 YRS event Inflow _ 3.92 cfs @ 12.24 hrs, Volume 0.417:af Outflow 3.92 cfs @ 12.24 hrs, Volume 0.417 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs ;--?* W-t TYPe H/ 24-hr 100 M ReOftt�6,50" Page 22 U Inflow Area = 3.720 ac, Inflow Depth > 6.32" for 100 YRS event Inflow = 15.33 d-s @ 12.25 hrs, Volume-- 1.649 of Outflow = 15.33 ds @ 12.25 hrs, Volurne= 1.649 at Aften= 0%, Lar 0.0 min ME= inflow Area 2.600 ac� Inflow Dl 6.21" for 100 YRS event inflow 12.84 d-s @ 12-18 hrs, Voluml 1-346 af Outflow 1Z84 cfs @ 12.18 hrs, Voluml 1.346 at Aftn= 0% Lar- 0.0 min III �!! ill, It III III ; 11 Inflow Area 2.130 ac, Inflow Depth> 5,32" for 100 YRS event Inflow 9.60tfs@' 12,20hrs, Volume-- 0"5 af outflow 6.14 cfs @ 12�46 hm �&I)ume-- 0.924 af, Afteh= 46%, Lar 15�9 h! Primary �L91 cft @ 12-46 61urne"- 0Z -6 af Secondary�-- ��.23 dk@ 1146 e# 0.043 af -,. 1-1- W W-2 V7,777MWI Cehter�ddet. finrieti 94.7 m1h ( 883.7 - 789.0 Surf.Area NEUM= 91 Device 1 #3 Secondary 31910�01 $ � 0.000 0.000 0A00 0100 0.140 0.240 0.180 QA20 93-OU 16.0" x 86.0' long Culvert CMP, square edge headwall, K6= 0.511, Outlet Invert# t9.W t# O.W5 !� Cc:� 0.900 n= 0.010 PVC, smooth interior 93-00' 6.0OMO 95,50' 16.1Y long x 4.0T breadth BfdAd�Ctested Rectangular WOir Head (feel) bl()i 0.40 OV 0.60 1.00 I.A 1.40 1.60 1.80 2.00 Bonavita-base-drainage Type /// 24-hr 100 YRS Rainfall=6.50 Prepared by The Berkshire Design Group, Inc. Page 23 H droCAD@ 8.00 s/n 000752 B 2006 H droGAD Software Solutions LLC 4/25/2007 2.50 3.00 3.50 400 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.692.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #4 Device 1 94.50' 4.0" Vert. Orifice/Grate X 3.00 C= 0.600` 5 Device 1 95.50'' 0.10' x 0.48' Horiz. Orifiice/Grate X 10.00 Limited to weir flow C= 0.600 ri, OutFlow Max=2.90 cfs @ 12.46 hrs `HW=95.60' (Free Discharge)' -Culvert (Passes 2.90` cfs of 8.30 efs potential flow) 2=Orifice/Grate (Orifice Controls 1.01 cfs @ 7.44 fps) Orifice/Grate (Orifice Controls 1.22 cfs @ 4.64 fps) =Orifice/Grate (Orifice Controls 0.67 cfs cr7. 1.50 fps) Secondary OutFlow Max=2.14 cfs @ 12.46 hrs HW=95.60' (Free Discharge) L3= Broad -Crested Rectangular Weir(Weir Controls 2.14 cfs @ 0.74 fps) Pur Ro—se. To Calculate the first flush runoff flow rate (WQF) over a given site area. In this situation the WOV to be analyzed is the runoff produced by the first 0.5" of rainfall. Referan2e: United States Depatment of Agriculture Natural Resources Conservation Service TR-55 Manual Givem, Structure A A Runoff Impervious t, t' I Name ages (miles ) Coefficient N' Imin.)laaurs X119 ZU 0.00331 0.661 58A9 14.9 0,248_ *Assumes runoff coefficient of 0.3 for pervious areas and 0.9 for impervious areas. Procedure: The water Quality Flow (WQF) is calculated using the Water quality Volume (WQV). This WQV is converted to watershed inches, which is subsibuted for the runoff depth IQ) in the Natural Resources Conservation Service (fromerly Soil Conservation Service). TR-55 Graphical Peak Discharge method. 1, Compute WQV in watershed inches using the following equation: WQV = P * R where: WQV = water quality volume (watershed inches) P= design precipitation (inches) = (0.5" for water quality storm) R= volumetric runoff coefficient = 0.005+0.009 (1) I = Percent Impervious Cover St Name Impervious M wo v n) in ac.ft P-1 0 58.49 0.576 0.5 0.288 2. Compute the NRCS Runoff Curve Number (CN) using the following Structure Q CN equation, or graphically using Figure 2.1 from TR-55 (USDA, 1986)� Name ON = 1000 / [10+5P+10q-10(Q2+1.26QP)'*j P-10 0.288 97,54 where: CN = Runoff Curve Number P Design Precipitation (Inches) 1.0 for water quality storm) Q Run-off Depth (watershed inches) The PROJECT NO.:2006-088 Berkshire CLIENT: SHOEMAKER LANE PROPOSED STORAGE FACILITY Design SUBJECT: HYDROLOGIC SIZING FOR STORM WATER Group,lnc. TREATMENT PRACTICE PREPARED BY: SIP DATE: 05-03-07 CHIC BY: MBD 4 Alen Place, Nordwngom Mauachusetts 0100 413 W2 70M (T) 413 602 700,5 IF) 80GOSERKSHIREDISIGN COM WWWBERKSHREDESIGNZOM 2006-088-R-SJP-2007-04-13-Swavital-Water Quality Calculations 4/2512007 11:32 AM SHOEMAKER SELF STORAGE Record Owner/Applicant: Carlo Bonavita 1775 .amain Street Agawam, Massachusetts 01001 i i • 444 Shoemaker Lane Agawam', assachusetl�v k_--y Locus Plan SCALE;= V=1,2W Preliminary Site Plan Submission Date. Notice ofIntent Sumission Date: Town of Agawam Comments Agawam DPI' Comments Agawam DPW Comments Drawing List: Sheet No. DrawinZ Title Architectural Drawings: A201 Building .Elevations April25, 2007 May 15, 2007 May 17,2007 May 31., 2007 June 2, 2007 AGWAMPIANNW80NO C-0.0 Overall site Plan, Abbreviations, Legend and General Notes G1.0 Site Demolition Plan C- . G site Materials and Layout Plan C-2.1 site .Landscape Plan C-.0 site Utility Plan C-3.1 site Lighting Photometric Plan C- , 0 site Grading and Drainage Ilan -5�.0 soil.Erosio and sediment Control Specification and Narrative C-5.1 site .Details C-5.2 site Details GUN 14„ BARREL UP B4' BIRCH , STUMP .- 1 PILE "14 f , I ! •S i.4ly1Y \ 'may S- q I o 4} BIRCH 1 11 :34 I i 2 " - - - BIRCH W A M - L 4i- 4 WE d ;F — WF 12' 65 t b 4 A WF A AI I ��++.A(1��,rr J M _ i t 1f ; WE _ 12" W' } MAPLE aW 1294; 18 '� 16„ 44, MAPLE POP CRAVE `L It PARKING/ y t'}A4 DRIVE t ` 1 Y k Y4 {y A 6 I e 3, o d 4 4p WF A Bi , 7028'4 7 "E. a B2c H ,1 `` WF 1310 IL WF B1 1 WF" 617 WF AIL WF B 16 WF B12, WF B15 F I WF 913 'I E S, R14 f XN 1: 1 N II11', ,_`� r. ,. :...... a :.. F.F.N C I I I I l i -_ 11 i a� �a a u I f ' 1 I � I , I 1 1 t Y , SIDE ARa—SETBACK � ' �. � ;� � 1 I I I I I 7,40 I ;f°' /�; a LINE' � r r I L M1' + _1 ~ U ~ r 9 a f I f I s d # coSIMO CORDI I --1, I T l I 1 f fl r� ra I G k- f I r r r _ ra Page 289 k gois a � ' I BcaoP' l I 1 1 _9_ , 1 1— I � N �a u P Iora6ok 278 Page 17 # r L o t u �.39 SF �Its I I I I I , 4Y { WN 2. Q 1 rf P LEAD y G - 4 V.1=R," GUN A r' IN X641 22 ,, AD s A RR ~ G SOUND81, _ 1 „ U r A D t��; 1 OAK o S" I IA-1 TRANSMISSION, RIM-i 00,34 TOWER INV 3t ,PC: P 2.42 4� & ELLIS LANGONE f Book 10500 Page 228 (' Plcanbook 252 Page 78 (Lot 10) j G U N k BARREL UP i" I GUN jj .w. BARREL ----------- UP 1 F C 68 JLr $y tetra✓ �"^. F C 1 � p r✓ r j� }� �P. R✓ P Y F y r— PL STIC PIP1 .4 ,N GU 4 +3" 4 i1+1 4 l pp}} vi t ppyy �� ggy,, yy+,.. ��-yy44���� C�}}'�qq L3 ND L.433'4 V J r s C59 P ' B BAREEL i ., WF C54 y WE atr UP v,f r o d J ;1 ✓ _cr WF C60 4' r f �Lo WF C53 LLJf f WF C57 POND rr F W 5 WF C61 WF C6 t L11L R� SOURCE AREA. � W jJ W MG2 W_ETBACK LIMIT LIN q --�... €�.. -ps I ti i I w ,tl., z' I .; ICAL '",W F C�9 � W C6.� _ F C 6 iI P WIV roc b co- LL. C , Fez WOODS �C') tr WF C4�8 q k i. : ' BARB' EL G1r I ., � UP 8 1 u., f ti y wNf w 1 4 r ~ �r ill, r f WF Cl ++ �� WF C1.3 WE C46 _ r r4r, ' I WF C1 - 1' F D 1 W I' I" C 15 WF C1 t } i ++ WF 01.3 WF D12 Q t ` WF D' i r` W1` C a cl�a WF Erb ir_ r� Y.�.. a 4, WF � � �' WF ._w_. Offset Lcsnel of ANGELINA D RUNi:T and t ,Jt9FiN A. BRElNCa andF�ASO�SALE A. t3RltNO UPLAND i Bc�ol� 3� 928 Page 289 (Portion of) s ,zits �1r 4 WF D 7 WF_ D 15 1 W C 9 } 02 F i WF C44 1 1 ' W I' D e4if; a <C WF C I 1'F T3 WOODS WF WF C38 t WE C43 C40 � PL STIC PIN w _1 4X4 � W D1 r°, alto � 1 n WF D~7 f �ounl 1 WE D4 CON. a Fc I W 4 , F---W! , r WF c42 �, , DRAINAGE WF C30 � c " 11 WIDE a NAGE EASEMENT TO ~ C 6 sl , WF 3 THE TOWN OF AGAWAM AS SHOWN N r C31 — R P 91�.`1 PAN C+QK L41 PA W F C2 F V.18 C C1 L 8 GE 88 W C3 F r 2 I I WF C28 a I WF C27 4 W C26 F C32 , --- WF C2 F _C WF C25 F ------- WF F C33 W _ s _-�_....---ram. p lUN k: ro ti GB 1 �g �yy�� w I C9IYFV1 -. BIT. � �� _ —... p C B _.m.�_�. �_,,_.., ya ,---� yr w -. bAKKtL TM .�.— �,.,. HARDWOOD`' —CLUMPrr _ — "-- _ � R r. S � PLASTID PIN r-" Ch�.3 p a-D-C D p s -- 1'1 RIM'94.57 s -- s--- Y— s OIL �0 8 ,, -�---,AHD 0"W -- — OMW :— NW — MtW — OHW — OHW —�--Y� *HW - m UWw::. ^^^����^°:OHW 4YHY OMW -w —�-�-- OHw.'— f�lw: •.: i1H#Y __..,�.: pyw — S f}}�}y —.,. a?t#w — tkiS9:.— 1]FSW -- [%iW , OHw — tXi+il: -- t7Ftw -- {!{w CtHW "" pyw �� #aw;,--_ 46 43 UP�2/"45 o G P��t�l ��+� UP 1 OOT 241 4O 43 GgiW;—... UMw OF1W —.�_ a+w -- CHW ® Il IN LEAE1W/ TRANSFORMER � Wf RISER"CB#1& 6 X�i. rGRAN LIGHTICI BOUND RIM=94.99 CB #3 DRAINAGE EASEMENT TO THE FLUSH INV.6'"CI�F(h)1,24 �P NDI_E HY(�RANT RIM-93.46 TOWN C3F' AGAWAI AS . 4100 N INV.6"CPP(E)=91.1'6 INV.1 2"RC = 89.9 OMH #1`2 RIM=94,95 UNABLE 1O OPEN PAVED/C LOSED, CB #2 RIM=94.88 INV.6"CPP(NW) 9l.05 INV,6"'CPP(SW)=91 3 . : :. • I!• 6 i • ` • • • Ii = I Vr ELE�= �i.18' INV.6"GPf�(N)=89.71 SHOWN I15"RCP(E)=88.75 ON PLANBOOK 216 PAGE 81 DETAIL DUCTILE i DIAMETER biAGONAL i • EW EXPAN810N JOINT ELEVATION ELECTRIC EDGE OF PAVEMENT EMERGENCY POWER' MiM EQUAL EACH WAY EXTERIOR FOOTING DRAIN FOUNDATION DRAIN FLOORFINISH FORCE FOOTINGFIRE SERVICE FEET GALLON Si SL-21 INV.6Y4CPP(SE)=89.71 RIM=93.99 GNV.15"i 88.38 lNV_27"RCP(W)= 3.I38 C3MhI — #3 INV.3Q" C P(S)=83: �2 I�MH #3 INV.`15" (E-C B)=87.33 INV12"(NW)=87.75 INV.12"(SE)=87.50 I V,'12"(S—CIS)=87.4 INV12"(W)=87.16 r yiy ■g • � tli • • • • i' • d i • ■ • • • • SITE DATA TABLE CANE:I N Q A f"a REQUIRED UIRED PROPOSED LOT AREA Cl 0GCI SF LOT FRONTAGE 100 FT 707± FT SETBACKS: FRONT SIDE 75 FT 25 FT 75 FT 25 FT REAR 25 FT 78f FT LOT ATTRIBUTES: BLDG PARKING ATIO /' R N , _ N/A i BLDG HEIGHT .. 40 FT 10 t FT CIVIL SYMBOL LEGEND FIRE HYDRANT VALVE XX" SD XXX STORM DRAINAGE XX" W XXX WATER DISTRIBUTION' XX" SAN XXX SANITARY SEWERAGE RE PRIMARY ELECTRIC CONCRETE ENCASED) ' SE SECONDARY ELEC (CONCRETE CASED) TEL TELECOMINCATIONS (CONCRETE ENCASED) CONDUIT REFERENCE SYMBOL CHAIN LINK FENCE DECORATIVE FENCE PER OWNER'S DIRECTION ' SILT FENCE PROPOSED? CONTOUR` PROPOSED SPOT ELEVATION SMHO3 SANITARY MANHOLE DMHO1 STORK DRAINAGE MANHOLE `CB01 CATCH BASIN YD; YARD DRAIN FLUSH DIRECTION, OF WATER FLOW TRANSFIRMER AND SWITCH DETAIL REFERENCE NUMBER C—f ,CI SEE THIS DETAIL DRAWING —— PAVEMENT SAW CUT LINE` BITUMINOUS CONCRETE CURB S1 SITE LIGHTING POLE AND FIXTURE S2 BUILDING WALL PACKAGE LIGHTING'» e Berkshire I esign Grout),, Inc. Landscape Architecture Civil Engineering :Manning Land ,purveying 4 Allen Place, Northampton, Massachusetts 01060 w ! bdg@berkshiredesign.com V This drawingis no t intended nor I . shall li be used for construction purposes unless ss the signed professiona l seal of o registered inndsca e architect civil engineer or land surveyor or employed by The Berkshire Resign. Group, Inc. is affixed ni. '� Copyright The Berkshire Design Group, inc, T s This rillkln ii s d a d all l of its contents r x 4 ore the express property of R P P Y The Berkshire Design Group, Inc. and sha ll oli not he copied or 9 p, p used in an way without the writt en, n consentf T er a he @ ks hir e Y w Design Group, Inc, � p4 I Shoemaker I! 444 I' SHOEMAKER LANE SITE PLAN APPRO"L • i i JUNE 21,2007 Record QMM�� CAflo Bonavita A g. a Abhmvidtions Lq�eO� ' ewl cim N6t& kevislons �. • Date. Sheet Sheet umber Scale: AS STATED Drawn By. SJF' 000 Checked By, hrlBCl I It --.dDEMOLITION GENERAL NOTES: r ,d r '4 B""` 1., ALL REQUIRED UTILITY DISCONNECTS AND/OR 9 GIN ABANDONMENTS TO E COORDINATED WITH RESPECTIVE 1 B '99 �- BIRCH 1 `- -~----�-- UTILITY COMPANIES AND OWNER PRIOR TO CONSTRUCTION - _ BARREL '-- R TO NO ' OF THE CIVIL GENERAL NOTES . _(�-N ... �,� � PHASING. REFER BIRCH w ,III, GUN W F B B I R'H ---- 1 O DRAWING c-O,a m WF _ F B1 BARREL +' 1 -v�_ W F B 1 1 `' 11 , CONTRACTOR TO PROTECT AND MAINTAIN ALL EXISTING' -WF B _ , , - _ \�1r ��_� _ - U 1 UTILITIES TO REMAIN. Iv1 F""L _ __ - W F \01 F �� I WF 131 � � . SEDIMENTATION AND SOIL. EROSION CONTROL MEASURES` B _— - F 1 , \II SHALL 8E INSTALLED PRIOR TO ANY SITE DEMt3LIi1ON WORK, W WF j'V0 6-7 1 WF B f f _ 4. ALL EXISTING UTILITIES" PLANTINGS SIGNS CURBING OAK PAVEMENT, SITE WALLS C. O IN BOLD TO BE � � �� ENT, SET SHOWN ___ EM IN E CONTRACT ACT LIMIT LINE. REFER CIVIL '` F A -- � � REMOVED WITH �NTR v , . GENERAL NOTES FOR MORE INFORMATION. 1 DIRT i1��/ t d . �.,. � �. 5. SEDIMENTATION AND SOIL EROSION :CONTROL MEASURES. ,-1 s SHALL INSTALLED RILE T SITE DEMOLITION WORK. W F � LL. BE I s7 LLEI� PRIOR O ANY PILE: .. r MAPLE `� dd 'd' ` REFER TO DRAWING —5.0 FOR MORE INFORMATION f 99 93 95 9S \ \� B 14 f r! dd fd W F 12 %1 1B 4 MAPLE .PCL R INDICATES BITUMINOUS PAVEMENT TO BE REMOVED F I E LIB '� } } } , s f INDICATES GRAVEL L DRIVEWAY` � CONTRACTOR TO REMOVE � �,� } . , ,, , . r a .✓ }= \ EXISTING TREELII�IE TO PROJECT � � � .. � ,� ,, �" cap M 1f,r} CONSTRUCTION LIMIT LINE (TYP) ` �q�' ,' C A I �� ,\ --' POND f 4 CONTRACTOR TO REMOVE- \ s C l t ► 1 S d EXISTING TREES PER OWNER'S d CONTRACTOR E O ACTOR TOR OVE ALL A w EC ` ABOVE AND BELOW O N ` + a �;; DIRECTION IiON; r �,. —.I� _ U Q , 1. Lli � ,\ ' OIL TANKS, PI�I�iI� AND CONTRACTOR TO COORDINATE METERING PER L , �f, , °` ,E LOCAL AND UTILITY DISCONNECTS WITH 1 f � ' l� W , STATE GMOE;LINES' TYP 4 LOCAL UTILITY <COMPANY TYP r W REMOVE EXISTINGBUILDING' PER OWNER'S DIREC11ON "`' I WF C63 1 1 1\ loop ONEa t 1 " Li \ t dIJJ � e f 1 BA J_ 1 GROUND 1, `� . C 1 _ o ILjj TREES "{ OIL JAN _ -� : . `� BRUSH D W if � LAWNdGA-Kr d l dl fir __a `d 1 y d METALbj z l.- U-J WF Clf\ 1 SMOKESTACKS CAS ,, WF C 1 ' 1 1 �� �- I, W F C 14 �. w - AI _ dl +� � 21 f� WF C 1 WF Cid CAI d ., d f WF 01 1 49 d d da 1 1 OAK t I ��' ` ` FIELD ,f � WF 914 36 . F CONCTCIR TO REMOVE }' A I I Oi GRAVEL DRIVEWAY PER 24 , ` 1 "� %_ r•' ,r -- f 'S DIRECTION r�4 GA , s �CONTRACTOR TO REMOVE AND.: r ,- � �''ERHANG STORE: ON —SI TE HYD RANT TO G 5 AWN` .� P L WF D 1_ �`� � � � . F' I BE RE --INSTALLED PER LOCAL 22 UTILITY SPECIFICATION LAJ i r r F r _ Wx y L CONST RUCTION - rr � r _ ENTRANCE 100 _.; BL t _ T Q a , U-i r } i } t REMOVE EMI NG BITUMINOUS tLtjI'AVEI�AEN AS IN�ICA �'.� G TED BY , c P LEA C . a SHADING I T` ) v t e� �.. �! a I N / f WF — L REMOVE SECTON OF GIN O U N _ ,� EXSI1TN G CURB BARB rL f !! !� X 3 . i �` d , Q 1 1''`,I i WF C23 w 4IRN / BIT... � � 1 � .,w r w . W W ,' � s W W a'', W W W ..' A P R G I�Jf �-� � ,. ,, �, _ �. LLI HARDWOOD r CLUMP _ y 19, �� — . ,w CB 2 c' LOCAL PININ LEAD IN " GRAN BOUND FLUSH 19 CB #1 I IM=94.99 INV,G"C P N -= 1.2 IN . 6 "CPP L)z-91:.16 I NV,1 2"IBC - 8 9. 9 DMH # 1= — MHQ OHW ARK UP4 6ZA3 W/ TRANSFORMER LIGHT LI TY OHW QHW OHW OHW OHW OHS+ UP;4 T M TOP SPINDLE HYDRANT ELE = 97.18) L_ q 1 OHW OHW .. .— OHW — -�--�- ! -iW OHW M`H# SL-21 RIM=93.99 B&kshire r- Wagn Group, Tw. Landscape Architecture Civil Engineering Planning 4 Allen Place, Northampton, i i 01060 6y ` i / i T Email: bdg@berkshhdesi4nxdffi r M e ® _ • t ,. CIML No. 32.459 i ! i B 1 • 1 A 1 rr Site motition Plan �Awroval Sub�ssion REVISED PSfte TOWN COMMENTS 05-17-07 REVISED PER DPW REVISED PER DPW Date: ShedNumber 2007May 151 Scale: Dawn err.. -- r�� ,..� � SITE MATERIALS GENERAL Ii. r WF B2 � � ,.---�'' r \01'1 .�_. ry-.. ...; � 1. CONTRACTOR SHALL FIELD VERIFY ALL, DIMENSIONAL B - -� LAYOUT INFORMATION ARID NOTIFY ANY DISCREPANCIES BIRCH — BARREL - BA TO THE ENGINEER FOR REVIEW AND CLARIFICATION B'I 4 , „� �R 1 PRIOR TO THE INSTALLATION F ANY SITE ._._� 8 IR�, ,rat, _� _.� _.. �� �P _ ,, \d', BARREL IMPROVEMENTS. :-..�_� WF B 1 1 .e. B-9 -� _ UP �14 .... � �_ �11 E FACE OF -. _ � --_- , ALL RADII AND DIMENSIONS ARE TO II -I_ �. �w�.- __Y_ >rlr CBS ��f J r CURB, BUILDING, WALLS, EDGE OF PAVEMENT,:: ETC, \F r r - "� LE NOTED WF I �r I rf t�, I� B 1 rr -~ —_ F 1 UNLESS B \ .., f 4 , r v3 grit[ B r BWF 7 C. " 3 THERE SHALL BE A SMOG TRANSITION ERE NEW ,r�i' r r , TIE INTO EtISTiNG, WF B 1 ,,-'``� PAVEMENT, WALKS AND CURBS � , � . •�`---_`"- . .---�..:. . PAVEMENTS, WALKS AND CUII�S. IutATCI~•I EKISTING 'AI� _a_- -' �� ram' ��I�� � ---�- . ", -., WIDTH AND HEIGHT. A WF B�I�� , r RA _ UCTU � REFER TO ARCHITECTURAL DRAWINGS ARID STRUCTURAL '�.:. i _ DIRT � ,, /' m DRAWINGS FOR AI�t�ITIONA�. INFORMATION. WF { PILE � 1 r a , � � � � 5. CONTRACTOR TO COORDINATE STATEAND LOCAL MAPLE �� --� �.. r r , �--�. F B REQUIREMENTS FOR SIDEWALKS. 1 , 1 2 C 1 B1 4 f %0 6. SITE UTILITIES SHOWN FOR REFERENCE ONLY. MAPLE POP P07 PO - i 1 0 1 7 ALL CHAINLINK AND DECORATIVE FENCE TO BE 5.5 0 / r , 4 r r .. FROM FA OF CUB UNLESS OTHERWISE NOTED. SEE . ,+ SPECIFICATION R MORE INFORMATION, IFOR A _ f ri3 `\ r' r TO FIRE 2 � � THE OWNER SHALL PROVIDE HR ACCESS j'` f AND EMEI=R ENCY SERVICES. POND � ROPC ED B ILDIN ° r � 5 F. EL VATIO 97.5,r r , tN-T 1- r a 9 t I a- r a. LLJ , 11 I DESCRIPTION OF SIGNS: a x1a u T t 1 ti rj{ j/ , I+ 1 5,400 S� t 1 � 1 STOPa SIGN. s_ . .r- WF Cr rl r d P08 1, 1 \ REC11ONAL _1 PROVIDE DI IN FORMATIONAL A ONAL SIGN. O FO 11 RM c V 4 Pay STO 5, N VI R a �_ F INFORMATION FOR OWNERS AND W N _ P a9 r UT r l , IMIT SIGN � -�-- SPEED L 1 1 w, Ilk E WAY" ;SIGN IN O 6 "DO NOT ENTER" SIGN r 1 r r 0 C 1 P03 N , f r 3 �. r l t . a 1 I ) r ENO + �,. rn> LAWN 1 6EQ 1 IN CHAP FENCE AT } LO ATION 1 i AW I l t GUN 8ARR�L-" W HARDWOOD SLUMP -- --'' s - PIN IN LEAD IIII ''X6" GRAFT. BOUND FLUSH �. ..Typ-1 0 r I t \kit, 8. Imo, �rII W I" 1 j WF 013 �Ci W REF. 5. WF D1 I Z ID 0 IWF C 8 EE i ,`tit O C1NAL 1007 ("AEA N A A I/ E- -- __j R? B I f, B RIM=9 .9 INV. 6"RR 1 =91.2 IN .12"IBC 9.9 DMH # 1 -2 — MHU OHW OHW OHW P4B3 TRANSFORMER LIGHT OHW OHW --�--- OHW -- OHW OHW OHW OHW TM TOP SPICE HYDRANT ELE .18' SMH SL=2 1 RIM-=93.99 I V.1 f"RC I 22 F C23 POINT TABLE POINT TYPE STATION P01 INT 11+50.00, 32+14.0 P02 PC 11+6.48 P03 Pad- PT INT 11+87.86 12+13.61, 21+98.0 P05 P06 _ P07 PC PT" PC J13+86.34 12+38.1 13+15.66 P08 PT 14+71.16 P09 INT 14+78,16 20+00 P10 P11 P12 INT PC PT 15+39.16 15+85.1 6+07.14 191111 CURVE IIII Jill I, r # A It B shire rk Design Group, I Landscape Architecture- Civil Engineering Planning" Land Surveying' 4 Allen Place, aj x` orthampton, Massachusetts 01060 A. # ! I # • # 05 construction r i be used for '. not intended no shall t This drawing is t, registered purposes unless the signed professional seal of a re g landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. CD Copy right ht The Berkshire rkshire Design gn Gro up, , Inc. the express pro perty of all of its contents... are o This tlrawing and a p p P Y The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group', In(,. Shoemaker Storage SITE PLAN APPROVAL NOT • R CONSTRUCTION Carlo Bonavita r p &ie► and 4yout P'lan ApprovalS 6. ne Plan SUbmisston Revisions REVISED PER TOWN COMMENTS 05-17-0 REVISED PER DPW COMMENTS 05-31-07` REVISED PER DPW COMMENTS 05-21-07 Date; Sheet Number May 15, 2007 Sale. 1 "=2Q'—O' Drawn By. �■■ JP Checked By, ME31D SITE LANDSCAPE GENE L NOTES: 1. ALL NURSERY STOCK SHALL MEET THE HORTICULTURAL STANDARDS OF THE AMERICANASSOCIATION OF NURSERYMEN AS TO GRADING AND QUALITY. 2. ALL PLANTS SHALL CONFORM TO THE MEASUREMENTS SPECIFIED, EXCEPT THAT PLANTS LARGER THAN THOSE' SPECIFIED MAY BE USED IF APPROVED BY THE LANDSCAPE ARCHITECT. 3`. ALL PLANTS SHALL BE NURSERY GROWN 1N ACCORDANCE WITH GOOD HORTICULTURAL PRACTICES AND SHALL BE GROWN UNDER CLIMATIC CONDITIONS' SIMILAR TO THOSE IN THE PROTECT LOCALITY` FOR AT LEAST TWO YEARS: 4.. BALLED AND BURLAPPED PLANTS (B&B) SHALL BE MOVED WITH THE ROOT SYSTEM AS SOLID UNITS; ROOT` BALLS SHALL BE FIRMLY WRAPPED WITH BURLAP, CONTAINER GROWN PLANTS SHALL NOT BE REMOVED FROM CONTAINER PRIOR TO THE TIME OF INSTALLATION;; ROOT SYSTEM' SHALL BE FIRMLY SET IN CONTAINER. 5. PLANTING SOIL MIX SHALL CONSIST OF SEVEN (7)' PARTS LOAM AND ONE (1) PART PEAT MOSS BY VOLUME, WITH A PH VALUE OF 5.0` TO 6.0. 6. ALL TREES TO BE GUYED AS SHOWN IN DETAILS. 7. ALL TREES AND SHRUBS TO RECEIVE TWO (2) FERTILIZER PACKETS AS SHOWN IN 'DETAILS. 8. PLANTING BEDS TO RECEIVE FOUR (4) INCH DEPTH OF BARK MULCH. 9. ALL PLANT MATERIAL SHALL BE GUARANTEED FOR ONE FULL GROWING SEASON (ONE' YEAR) AFTER INSTALLATION. 10, ANY PLANT MATERIAL WHICH DIES, TURNS BROWN OR UNEXPECTEDLY DEFOLIATES PRIOR TO ACCEPTANCE OF WORK SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUALITY, SIZE AND MEETING ALL PLANTING SPECIFICATION'S. 11. PLANTING LAYOUT SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT 'PRIOR TO INSTALLATION. 12. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION` OF THE PUBLIC WAY ABUTTING THE PARCEL AND INCLUDING THE TREE13ELT SHALL BE MAINTAINED IN A SAFE AND ATTRACTIVE CONDITION BY THE OWNER OF THE PARCEL. The Berkshire Design Group, Inc. Landscape Architecture Civil Engineering Planning Land Surveying 4 Alien Place, Northampton, Massachusetts 01060 (413) 582-7000 ® FAX (413) 582-7005 Email: bdg@berkshiredesign.com Web: http://www.berkshiredesign.com, MARK B. DARN OLD CIVIL No. 32459 lo This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by The Berkshires Design Group, Inc. is affixed above. 0 Copyright The Berkshire Design Group, Inc. This drawing and all of its contents are the express property of The Berkshire Design` Group; Inc., and shall not be copied or used in any 'way without the written consent of The Berkshire Design Group, Inc. 444 SHOEMAKER LANE AGAWAM, MASSACHUSETTTS SITE PLAN APPROVAL NOT FOR CONSTRUCTION' J U N E' 21, 2007 Record OL yner/Applicant. Carlo Bonavita 1775 Main Street Agawam Massachusetts 01001 alto Landscape Plan Revisions REVISED :PER TOWN COMMENTS 05-17-07 REVISED PER DPW COMMENTS 05-31-07 REVISED PER DPW COMMENTS 06- 21-07 Date: Sheet Number May 15 2007 Scale: 1 20'-0" Drawn By. Sip C�2*1 Checked By: MBD e W�I t UTILITY GENERAL NOTES The W -. Berkshire - D � � �. UTILITY TRENCH DETAILS REFER F 5 WF B a� 3 -- F Design r-: --� _ eel<S ��aR WATER AND ���>= WF B12�W�I PROVIDE THRUST GC�ll Inc. DIRECTION OR . _. CHANGES IN D REC -� Vui F � � SERVICES AT :ALL w ©R LOCATIONS WHERE NEW LandscapeArchatectaare . ELEVATION. AT ALL: LOC A �. A ALL TAPS REFER vat Engineering F A\Till] o C 1� EXISTING' IS TO B E CAPPED AND T �" —` 4 TO 8 C-5.1 Planning ,Land Surveying 12 DI \t�If F A � DIRT —3. EXISTING MANHOLES AND COVER'S ARE TO BE RESET WIF PILE AS REQUIRED TO MATCH NEW GRADES. MAPLEWF . 4..- ALL WATER MAIN INSTALLATIONS ARE TO BE APPROVED el 4 BY THE FIRE MARSHALL PRIOR TO TRENCH BACKFILL DIAGRAMMATIC. ACTUAL .� SITE LIGHTING PATHS ARE DIAGRAM- Allen I�Itice, Northampton, Massachusetts C1116 VERIFIED P ,t�If MAPLE �'P PATH TC� E FIELD VER_ —— LLJ CONDUITS ROPES IN ALL COND Email: b rlcsh�redesi n.cta PROVIDE.. NYLON PULL RCS E_ Em i. �g 9 A 4 S1 I- Web, h ttp //www.berkshiredeiign.com 7. TYPE S1 LIGHT FIXTURES TO HAVE HOUSE SIDE '; EL SHI DS 1�I> .— II II IL I ' STORM DRAIN AGE IS SHOWN FOR REFER ENCE ONLY ND J ' OF PROPOSED B ILQIN L! ALL SITE DSTURBANCE DUE TO LAYOUT 4F SITE MARK LIGHTING WRING SHALL BE RESTORED TO EXISTING UARNOFEVATIO 97.E CONDITIONS l�trA3 L LBL ,S9 , No. 32459 8I I I I T_0 1� UN IT I It C PROVIDE PHOTOCELL ONE FIXTURE AN D CONNECT ITS TO CONTACTOR WITHIN BUILDING CIRCUITS ICI, I I I I IWF C8� 11. CONTRACTOR TO PROVIDE ALL CABLING AND CONDUIT . � SECURITY CAMERA . PROVIDEPROVIDEAD MOUNTED BY WF C9'AND TO S E 1 OWNER. S2 --. -.� 'this drawing is not intended nor shall it be used tar construction; Y�-may._ , . se unless the sIned roiessional seal of a registered ur s #s MOUNTED ON POLE WITH t� g- p 1 . IN DICATES ATES- CAMERA TO BE :. , I 1 employed b I e architect, civil engineer or hand surveyor SEE GTE 11 L�,: la ndscape a__ 9_by FIXTURE YY p _ HEIGHT , FI -= RE .PROVIDE DUL MOUNTING XTU ' Design Group, Inc: is affixed above. � The Berkshire Q � p� 00 � Fol S2 rol S2 POLE/FIXTURE AT 17 , CAMERA AT 22 �F_ WF. 11 (D Copyright The Berkshire Design Group, Inc,. r property �f S1� This drawingand all of its contents are the express p ap Y H [MULE. �ll : COND UIT SCHEDULE: m� red of '�. The Berkshire Design Group, Inc, and shall not. be co h B _r_ _ , s i s e without the writ consent, of The Berkshire used in any.. way � thou e e PR POSE: BUIL ING � 1Q; 1 1 1 PVC CONDUIT DIRECT BURIED WITH.. Design Group, Inc. F.F. ELEVA ON 7,54' D AND 1-1a GNQ I I I I I I I I I I I I I I�. 3 I 08 — 1O' l[O' U ITS 1�-1" PVC CONDUIT DIRECT BURIED III 2—#8 I I I I I I I I I 7.4D SE AND 1-1 O GN[3 I L I I I I I I I I S1 _j a 4PVC CONDUITS DIRECT BURIED LAWN00 UO S2 1I 4 3-4" PVC CONDUITS ENCASED IN CONCRETE WF " —aD ® D ` WF C13 S2 WF C14 V" F 1 I I I I I I I I I I� I �--- W PR POSE BUII� ING CONNECT ETRI I I I I F.F. ELEVA ON 7. i TELECOM NICATI S ES' a� ... ..®. � � .� � -�— — — TO BUII_ NG MAINS I I I I I I 08 1-1 1I I T 11 I i� 1 7,39 SF I w I Ji I CON CT WATER AND SANITAR IN c TO UILQING SERVICES. SEE MEP D AWINGS FOR ADDITIONAL INFOR ON 2 �Iti I, D FIRE HYDRANT AVM' 1 ��r M SITE LIGHTING; 7 S1 S1 .ty r FIXTURE AND BASE C--S. 1 ,,` S1 PROVIDE MINIMUM "1®" WF • SEPARATION BETWEEN WATER OA AND SANITARY SERVICE -- PROJECT SIGN` CONNECT PROPOSED TO BUILDING CIRCUITRY; MEP ' DRAWINGS FOR MORE INF � D L - 2.0 9 ,� � CONTRACTOR TO PROVIDE CARD P1 1 LEAD �► READER AND CALL BOX I OVERA G/ r F — — G HYDRANT, RE INSTALL EXISTING H R A D O D TO NEW LOCATION , PER LOCAL BARREL 18 UTILITY REQUIREM N. A D 1 OAS -- 24 S PER LOCAL UTILITY SIT, G A CB #It�T. DE � Y�O— W v ---� W W — TYPE MANUFACTURER LU INAIRE SCHEDULE FIXTURE DESCRIPTION` VOLTS 120 V LAMPS 1— 15C1 V1r' vV vV � 8' 8,t _ S' VV W EXISTING SERVICE. PROVIDE MINIMUM2% PITCH AND MATCH �Y S S — S -- DH S1 R U D D ._ MOUNTED METAL HALIDE LUMIN SINGLE. HEAD POLE O _ D SODIUM ARE AND POLE: PR215—I+al' LUMINARE(S) METAL HALIDE C), E- � A A I/ E-D I \I E_<) DIE CAST ALUMINUM HOUSING WITH MEDIUM OR MOGA'L BASE PORCELAIN -- SOCKET; DIE --CAST ALUMINUM MOUNTING PLATE; UL LISTED FOR T' LOCATIONS; THERMOSET POLYESTER POWDER COATED FINISH; FIXTURE AND I�t-t t�° I -I O�I~ €�H cal-t DI-tt —� POLE COLOR SHALL E OWNER STANDARD; (1) METAL HALIDE HORIZONTAL __6._ H v�' Oi-i , MIN) SEPARATION EN 4 —MOUNTED LAMP; DIE-CAST ALUMINUM DOOR FRAME WITH GASKETING; 4 E EXISTING AND NEW SERVICE ER P � STAINLESS STEEL SCREWS, SPECULAR ANODIZED ALUMINUM REFLECTOR, _� ,,, HOUSE SIDE SHIELDS AS DIRECTED BY THE DRAWINGS, 31a"THICK CLEAR W T 1 A N S F R E P CONTRACTOR TO COORDINATE TEMPERED GLASS LENS; 1MULTI BALLAST; FUSE PROTECTIONS LIGHT T RECONNECTION OF EXISTING POLE: SERVICE TO NEW UTILITY POLE 4" DIAMETER 0.125" THICK 17' TALL STRAIGHT SQUARE STEEL POLE; (4) L LOCATION SHAPED HOT DIPED GALVANIZED STEEL ANCHOR BOLTS EACH WITH (2) HEX NUTS, (2) FLAT WASHERS AND (2) LOCK WASHERS; BASE COVER; -- yy HYDRANT FIXTURE AND POOLS COLOR SHALL BE OWNER STANDARD COLOR; POLE. AND T -- PHOTOCELLSN FIXTURETO WITHSTAND 140 MPH WIND. PROVIDE S2 RUDD SINGLE —HEAD MOUNTED TO BUILDING AT TEN (10) FEET, NO —TILT. 120 V 1 _ 70 W S L— � LPRW�f7=M LUMINARE(S). METAL HALIDE:. ` RiM-93.99 DIE CAST ALUMINUM HOUSING WITH MEDIUM OR MOGAL BASE PORCELAIN I N P W = SOCKET, DIE --CAST ALUMINUM MOUNTING PLATE; UL LISTED FOR WET PEP(S)-83 , LOCATIONS; THERMOSET POLYESTER POWDER COATED FINISH; FIXTURE' AND POLE COLOR SHALL BE OWNER STANDARD, (1) METAL HALIDE HORIZONTAL QED 0 10 20 40 60 —MOUNTED LAMP;DIE-CAST ALUMINUM DOOR FRAME WITH GASKETING; STAINLESS STEEL SCREWS; SPECULAR ANODIZED ALUMINUM REFLECTOR; Shoemaker Self Storage 444 SHOEMAKER LANE A A AM, MASSACHUSETT ; SITE PLAN APPROVAL NOT FOR CONSTRUCTION JUKE 21, 2007 Record g/Applicant: !ar o o 1775 Mam street A.�Wam, �.ssac.uSs 01001 to Plan Site Planpp Submission Revisions REVISED PER TOWN COMMENTS ;05-17-07 REVISED PER DPW COMMENTS 05- 1 —07 REVISED: PER DPW COMMENTS 05 21-- 7' Date Sheet Number May 15, 2007 Scale: Drawn By. Sip um3 is UA Checked By;, MBID ot i "m UTILITY GENERAL NOTES.* 10 W F B2 GUN I U) i B ,> `' 1 FOR UTILITY TRENCH DETAILS, REFER TO 3/ -51 BIRCH 12'7rn BARREL R' FOR WATER AND FIRE' BIRCH 2. PROVIDE THRUST BLOCKS WF B U BI(� BARITE 8500 SERVICES AT ALL CHANGES I DIRECTION OR F J F 1} WF B �+ ,--�--� ELEVATION. AT ALL LOCATIONS WHERE NEW OR B F B11 W F ALL. TAPS REFER -�---- I � � B' � EXISTING IS TO BE CAPPED AND AT , WF WF W \di, �� 1 2 TO S/C-5f1 ��{�� � F G 1 1ii, 3. EXISTING MANHOLES AND COVERS ARE TO BE RESET W F � W B 1 �lr� �. �__ As REQUIRED TO MATCH NEW GRADES. B1 . 1 VV F ..� • `'`---- ALL MATE FAIN INSTALLATIONS ARE TO BE APPROVED I H BACI4FIL ',� 1 . « B1 BY THE FIRE IARSHALL F'R_CR TO TRENCH WF - D b.2 b.c D f ,1�1� 5. SITE LIGHTING PATHS ARE DIAGRAMMATIC. ACTUAL - � PATH TO BE FIELD VERIFIED 1 f3 b.2 b.2 ` .3 b.2 .Z 0f3 b. PROVIDENYLON PULL ROPES '1N ALL CONDUIT WF PILE _ W F 7. TYPE S1, LIGHT FIXTURES T� HA VE HOUSE SIDE .1 b � ». �.1 .1 bf3 bf bf0_ WFA ��!a SHIELDS 129i 1 1 STAR DRAINAGE 15 SHOWN E°DR REFERENCE ONLY b.4 . f f � 1 � `�' B, M ,IIf, bf� B - � .5' bf'� `�� .D bfa MAPLE ALL SITE. DISTURBANCE DUE TO LAYOUT OF 51T 1 RESTORED Try EXISTING ,r LIGHTING WIRING SHALL BE RES RED S 1 �• .a b3 bf5 b.3 bf4 .�• '�. .� . bf3 1 CONDITIONS L r W PROVIDE FIXTURE AND CONNECT . _ .. 1_ bey ba 1�- 1 t}f P DE FBI-ICTCCELL ON ONE_ CIRCUITS Tt�" CONTA CTOR 4VITIIII`d BUILDING ® RC PO ND z nu I I V�IIE ALL CABLING :AND CONDUIT b. � �. CONTRACTOR TO I�I�D . b bf3 .s . 9. f2 f b. .5 b.0 b.�8 WF N PR �� b bf B ILQIN �_' ; W . PROVIDE AND 1iAt�UNTEB B F.F. EL V E TO SECURITY CAMERA. R AT10 �. .E I a _Rf F a .0 . .3 b.5 bs '�,� .� ,� b f b. C �c10- b UNIr � . .. T MOUNTED ON POLE WITH 1 INDICATES CAMERA TO I L _� h I � I J 5,400 0 �F FIXTURE , PROVIDE DUL MOUNTING HEIGHT i POLE/FIXTURE E FIXTURE AT 17 CAMERA AT 22 b.o bf0 1 bf bf5 b5 bf5 I ( � � I b.5 � b.a o U "�i .© l Li W- ,3 10.5 A2 �� 1 1 A . bfa . f5 f1 �.� 1 I �5 bf9 b. b.1 bf I 0 o2 �- � f1 fV 1 .b.%.0 .n bf1 b.2 b. . , i ) �. btu .7 b. b. b,O b.0 b. bf5 P P E BUIL 1NG 6a _ f F.F. ELEVA ION 7.5C ----I G420 --+LI 8 1 b.1 b.O b, 1' bfo bf� bf�. b.>� �. �.7 .� � o' ��' U Irs= fs `�.� �.+� �. k I I 17LL�, 401) SF L I 1 I i bf b.0 . bf2 1.1 e3 S1 L I I I I L L I I I I L I I 1. 9. LAW /�y{ b.a ►. �.1 ,� � � bfi✓ b.�• .1 bfc� b.v I 'W` F f e5 .6 .5 �.7 �. . . ' f� . .� f1 f 7 b3 b.�i bfe� b. W F C13 CD S21 5 .5' `3 f5 ; .7 .3� b.5 '�+ b.s .1 ,� ,, .5 b. 41 b.311.4 bf5 bf4 . $ '.1 b.0 WF C14 WF C15 WFC 1- b. .s b ( I I ( U b.2 b.1 b.ca ' b,n 1e1 bf� P1� PosE BUIL ING b. I I I F.F �ELEVAIION 7.5C}' I I I _, I I I 33-- 2 -T b.o bfa b«1' bf3 b. b-5 b.3 ' ' bf3 bf4 f b 2 b.o b.a b.c °� � 7� SF I�IrS I ,� F C 1 I b. b.1 bf4 bf 3 b.7 b, I I I I I I I I I � b,5 . .1 b.3 b.1 . b.0 il b. b. bf bf5 9.5 .4 1 .0 .2 T).7 D.4 10.5 1.2 14 10 1.0 13 f9 .. .4 .9 1.1 f b b.1 b.0 2. . 1L )-7 (��,�/y' '�$jy�� f;y. ,/y�� jay} yq� � . bf2 • .: • :ifrs 'V R� . f6 b'.e bf bw.Y '� . #trW e� +}rye �}} /p{s ;�yy NiM: ff. ,V I.T b.� yy�� 1/�y bV. .iF f b.4 bf0 b. ,�. s1 S1 U7 ! b. ZIA b.4 f . 1.3 bw1 S. .3 U U b. S1 WF C1 " • s y� b ». b.Q tid., �# f � bf7 1*1 1.6 1f4 .(1... � r l b. . .., " f y ry �g .4 L a . 1 �L �,J sV 0 . bfQ .1 bf1 f2 bf5 4 bet 1 bf 1 1 2 b':4 bf5 bf5 b.4 b. 1 b.1 bf1 5 fEr 1. b5 bf4 b.1 bf0 D F 0 c by .� b.a b. b.� � . 'b, b 1 b bf b. b.� b. .°I b. °. Rom.. b. b,1 ICI OVER . IN 16 22 Dbf�be0 b Ib. .0 b. b. b.0 f 0 b.O f bf *1 &1 11.3 b,2 b.1 'b.0 11.0 � us 0A K .Q .� b. b.o �? b. bf; b.�a b . f; 4� b_�D b.Q b.c� .1 f -- .� b.3 bf 1 fU 1 b.2 b.3 U U :. BIT. B � IT. BERM , W W W W W W W W W- W W W W W W WW ' , ' I� f1 f1 f1 f 0 o fry HARDWOOD' ' LUF' II 2 .� ft _ b i- s -� - B 2 IN LAD IN6 "]7 GRAN. BOUND FLUSH #1 RIMS 94.99 IN .6" PP(N)-91.2 I NV. 1 2 "I 9.9 DMH #1-2 - MHO L OHW OHW OHW OHW - OHW OHWOHW OHW OHW OHW UP245 \ W/ TRANSFORMER & LIGHT T M TOP SPINDLE HYDRANT EL7. 1 L- `) OHW ±OHW SMH# SL- 21 IM 93.99 l to ��``■■i �-..f�� �.... x..-.��#F e W MAL ND. 3245- �_ f 1. .. r e is ♦ E'k : F�M r t `k I. iF t a g. Phot6metiic Plan Site Plan Awroval Submisswin REVISED PER TOWN COMMENTS 05-17�07 REVISED PER DPW REVISED .. a2007 f � m3ol Drawn By. III Sip Checko,. 0CP 10 i r W B2 dl/ � "-- ...� GRADING AND DRAINAGE GENERAL NOTES \_ �, �, _ - GUN r Cj B „ ' ``- 1 PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL BIRCH 12 cc 5 (� � 12 - BARREL VERIFY EXISTING CONDITIONS AS SHOWN ON THE _ BIRCH r WF B4 \14d• 3' GUN DRAWINGS WITH ACTUAL MELD CONDITIONS AND _� BIRCH `_ -_� �- -- U P 1 F � � , � �� ,�4l � _� ------� NOTIFY THE ENGINEER IN WRITING OF ANY . f ��� WF B10 WF B17 -. BARREL 'r �� 1 --� _�� �. � DISCREPANCIES. COMMENCEMENT OF WORK IN AREA ><, _ -WF--B-9 ___ W F B 1 � \ -. _ �.- � SIGNIFIES ACCEPTANCE OF EXISTING CONDITIONS SHOWN t _ -_� UP 1 ---- --- -- ... 6 8' ON THESE DRAWINGS AS BEING SUBSTANTIALLY 9 6 __ WF C W F �_ ! _�- _ - _ C 2 CORRECT. WF WF _ \�Id ,rlr WF 81 � r, B �, C 3 \111, B7 r � c � P -� 2. PROPOSED GRADES INDICATE INTENT. THE CONTRACTOR' _ ,14d! C67 - WF B12 ,� � , , � � SHALL VERIFY ELEVATIONS AND MAKE FIELD _1 � , \ • �, W F B 15 / ' ' �"`' '` ADJUSTMENTS AS REQUIRED AND AUTHORIZED BY THE OA K I r / \ t r -, �.�� �/ .. owNER "T �1d, �9 B1 3 _ _ , _.,� O MEET FIELD CONDITIONS AND TO PROVIDE; F A WF , W a o �: ,�4fr / POSITIVE' SURFACE DRAINAGE TOWARDS NEW AND _ / / r ,J - EXISTING DRAINAGE INLETS. ADJUST EXISTING DRAINAGE f, r \lId` STRUCTURES TOP ELEVATIONS:: AS REQUIRED. r 12 W PI E 1 MAPLE ! 3 CONTRACTOR :SHALL SMOOTHLY BLEND ALL PROPOSED � 1 ' ! I r r GRADES TO EXISTING CONDITIONS. ROUND OFF TOP AND r' r , r WIF 66 �� s� �� s� � �(' B 1 � r r r r C J`' � � TOE OF SLOPES. 2/ 1 S 18 4 r r t r O \ � �-._. 4. SITE UTILITIES = ARE SHOWN FOR REFERENCE ONLY. E o r � ! MAPLE POP 12 5D HDPE � � � , , .: . YD01 YQ02 � , r , S 5 ALL OIL DATA WITH REGARD TO r LLJ THE FINDINGS OF ti 1 Z DETENTION BASIN HYDRODYNAMIC AND GEOTECHNICAL 9 I r L�1 9 r + d- � INFORMATION SHALL BE VERIFIED IN I THE FIELD. THE l LIT 'FENCE S 2 � -r ;EE , . ENGIN EER ER SHALL BE NOTIFIED IN WRITING ,. D ITING` OF ANY _ �. t y 5. E RRATIVE C7 DISCREPANCIES. 7YP 6_ Z D F E POND W _s 5 ROPO ED B ILDIN � W F O r �r r1 rl-s,n.-r-,r�Ji.. r�-. �4.:. I. � .. :... ,�. -..`.:. . .:.1�� � I\ 1 1�1 Q a � LAWN O ^� �b �I 752 Ot L . 0 L./ g ' r , � WF 9 WF' C64 W 9 r 4d, 1 r O4 _ irDc�3�- f S�FID�' _ 1 SD HDPE DMH01 .. 1 I 1 f 0 - r HY[)RODYNA 100�LL- MI o r [ o r , SEPARATOR: 5. R 1W r . 0, 75 SD HDPE i 1 �- r ,1 `FLARED END 1 I I I r 1 \ 3 I ! YoaB r OULET PR PO : I SE BUIL INCH . - 5. INV g r 2.90 \ YD05 F.F. ELEVA ION 97.`a'0 r ; I f I! l I!� ,i� .�. \ ® �3 �l 0-x0-14N)/- :- � � - ! tc, •- ENT FO EBAY 08 10 1 �, 0 U ITS , W 0 � . I ! ! I ! I r / y s 7 40� SF_ ---_ r- r r r r l r r cn 7 0- 11011 p r r 02r YD06'MH03 r YD07 r 12 SD �DIPE SD HDP � w'' 'SOH fl W F C+® D E v 0 D w _ s WF C13 /X M0 \ YARD 14f, 1J�IF DRAIN --5• r l y x F C 5 J r Q --� I � WF c z r 1 F r � PR POSE �HU RM r IL DING C W . r r F.F. EL 1ffC ION 9%.50` M NHU1.E 11 �I I I 1I I II I L_ 1�28--UwFTS YD09 p 06r 10 10 U iT5 I! I I I I C I I l ' 7,399 SF Lj 1 25 W EMERGEN Y r r a Z; 4 W Io I F r r� I I I I i n SPiLLW Y, r I r � J r � ,. � ©N 5, J 1 ----- __ O� ! > �, cy � ELEV 5.50 r J ry, 0 9 B - ,' ca OUTLE CONTROL •-_.,' 9 + C-0 n STRU TURF p DMHQ4 rn .' . 5 _ 7 , 9 i to AWN 2 ,p WI p r CON ECT IV` r YD11, NE 1: SD 912 SD HDPE , YD12 p HDP TO EXISTI O 0 DETE - 9 N TION 5.- r C A ASIN INVERT' r r �BASIN %, , l WF 8943 VIF c. 5' GUN BARRELy n K I y '1 s s W w` 'w" WAPROW w ,w- w w w w w r" HARDWOOD CLUMP g6_"� DMH #2---3,; o y- S S S S S S S` r S S �� S S> D 0 CB # - MHO DMH #1 -2 r I K A- C1 - q ,P " D x 0 ® ■ STORM DRAINAGE SCHEDULE MH NO. TYPE T/F INVERT IN INVERT OUT DMH01 MH 97.00 93.66 NE 93.66 (NW) 9366 O S DMH02 MH 97.00 94.38 (N) 94..38 (NE) 94.38 (SE) DN3H03 MH 97.10 N 93.40 (NE) 93.32 (S) 93.32 (SE) DMH04 MH 97.05 93.66 (NW) 93`.66 (NE) YD01 YD 96.40 - 94.40 (SE) YD02 YD` 96.40 94.20 NE 9420 S YD03 YD 96.40 - 94,40 (SE) YD04 YD 96.40 94.00 (NW) 94.00 (SE) YD05 YD 96.63 - 94.55 (S) YD06 YD 96.40 93.98 NW'' 93.98 SE' YD`07 YD- 96.40 93.6E (NW) 9 3.6 6 (SE) *YD08 YD 96.40 N)93.10 934.1 (SW) (S) YD09 YD 96.40 93.50 (SW) 93.50 (NE) YD10` YD 96.63 - 94.55 (NE) Y611 YD 96.40 - 94.40E) YD12 YD 96.40 93.93 (NW) 93.93 (SE)' WQS0'1 S 97.00 93.0D (N)' 93.00 (S) OHW --�-- OHW TAW - 0 GENERAL NOTE; YD08 SHALL INCLUDE A TRAP INSTALLED ON THE OUTLET PIPE. x SEE DETAIL 0 O x 0 SMH# SL-21 RIM-93.99 The Berkshire eslgn. C�roup7 Inc, - Landscape Architecture Civil Engineering Planning Land Surveying 4 Allen Place Northampton Massachusetts 01060 (413) 582-7000 • FAX {413) 582-7005 Email: bdg@berkshiredesign.com Web: http://www.berkshiredesign.com OF Ma's ti MARK B. � - DARN OLD �+ CIVIC. C No. 32459 o rr J This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered landscape architect, civii engineer or 'land surveyor employed by The Berkshire Design Group, Inc. is affixed above. (D Copyright The Berkshire Design Croup, Inc. This. drawingand all of its contents are the express property o d t o e p P P Y The Berkshire Design Group, Inc., and shall not be copied or used in any way without the: written consent' of The $erkshirE Design Group, 'Inc. Shoemaker Self Storage 444 SHOEMAKER LANE; AGAWAM, IVIASSACHUSETTS SITE PLAN APPROVAL NOT FOR CONSTRUCTION DUNE 217 2007 Record Owner/Ap ilk cant:: Carlo Bonavita 1 775 Main �. Street: Agawam, Massachusetts 01001 g ;, assac us ,Si to Grading and Drainage Plan Site Plan Approval Submission Revisions REMISED` PER TOWN COMMENTS 05-17-07 REVISED PER DPW COMMENTS 05-31-07 REVISED PER DPW COMMENTS 06-21-07 Date: Sheet Number May 15, 2007 Scale: 1"=20'-0" Drawn By. Sip • Checked By. MBID 111 AWWail - A w-i / i-® +rl; • - i - i - • i / P i • a i i 1► w r .. / w i i ' `i �. -i i !1 r1I r -y 'ir ♦ r - 11 - / / d r. � 'i '�,: ♦ /� g ♦. -♦ d ,. i a -r 'i } w i t 'w / w r ! 4 a 6 Vi 4♦ 1 g. L - � a w ! i i d d 'i.. r Yw♦ If iw i ♦ � i / i P i r i � i w• w.,i i i, .iF w - it / i., i -� i i ,� r r ♦li - • -� - i +� ♦ yw ♦ r a . w r i � I) ♦ r a �' � A a / W r -N • i ♦ i r • ! r-i � � -� _ - �r -! • a r i -i � w • i / / / r' r � r r � W r 1" It 4 w it r♦ i •- i .wP-! ♦ `i #� r* P - •w i PP Wr W- M ` i` ii/ ! ♦- y / � i. - i, i i • / r i i r , w ■ 4 a i. ®� � �. w � a w w i i :/ ` i.. i 'i - i. P. W i a. w ♦. • i i r_ �/ i r r - i +i i It i t / i IT - t r is �: - ♦ r. - / x , . Y P ®. w JYY w i1 g '. r i r i Ir - � r • / - a i �, - w * � � . - r w �, w g � P g . w � / � / : g. i � - : - • / W i - - • i - r G - - i ri f i Pi g w - g r • r k ♦ / - rri / ♦ / 'i t i -i '. } - /` x y C` i 1 w - y i ! g ` i' � r e i i g� r r y r i • - / r i � �' wi.,. i s: �, w - �w wr ♦ },, � ,..ir g - , -.-- ', �. -.-ep a��-� r -�: - CONTROL. � CONTRACT DOCUMENTS. STABILIZATION, AND SEDIMENT PROTECTION MEASURES IN G. REPLACEMENT MATERIALS FOR THE DEVICES UTILIZED MUST R UNTIL SITE IS STABILIZED __ AS APP CVED BY THE:.. PLACE U L;. SUBSURFACE DRAINAGE FABRIC E READILY AVAILABLE FOR REPAIRS. ENGINEER. A. WHEN SUBSURFACE DRAINAGE FABRIC IS REQUIRED IT SMALL H. CONTROL CLEANING O F SEDIMENTATION AND EROSION C TRCL LEAVE REMAINING EROSION CONTROL CLEAN UP SITE BUT LEA N CONFORM TO THE REQUIREMENTS OF TC MIRAFI PRODUCT DEVICES WILL BE PERFORMED AS DIRECTED BY THE EROSION P PROTECTION AND SEDIMENT Ri1TEC MEASURES IN PLACE UNTIL SITE 1 40N OR APPROVED EQUAL. CONTROL OFFICER AND: AS OUTLINED IN THE LATEST IS STABILIZED AS APPROVED BY THE ENGINEER, I FOR N TA GUIDELINES O SOIL. REVISION OF THE LOCAL AND STATE G STRENGTH: 1. GRAB TENSILE ENGTH. 120` LBF MINIMUM. ASTM D �( EROSION AND SEDIMENT CONTROL. D. MAINTAIN, CLEAN AND REPAIR EROSION CONTROL AND 4632 SEDIMENT PROTECTION MEASURES AS RECOMMENDED BY THE Z. TEAR STRENGTH: 50 LBF MINIMUM ASTM D 4533. I. *� SEDIMENTATION AND EROSION PLACEMENT OF TEMPORARY TI A LATEST REVISION OF THE LOCAL AND STATE GUIDELINES FOR , ;� PUNCTURE RESISTANCE. 55 LBF MINIMUM ASTM D �� CONTROL DEVICES THAT ARE NOT SHOWN ON THE PLANS. SOIL EROSION AND SEDIMENT CONTROL. 4833. BUT, ARE REQUIRED DUE TO THE CONTRACTOR'S 4. PERMITTIVITY: 1.8 SEC-- (MINIMUM), ASTM D 4491. OPERATIONS, WILL BE PLACED AT THE DIRECTION OF THE . 5. APPARENT OPENING' SIZE. NO. 70 (MAXIMUM), ASTMD EROSION CONTROL SUPERVISOR, ENGINEER AND LOCAL 4751. AUTHORITY HAVING JURISDICTION. PLACEMENT OF SUCH MEASURES SHALL FOLLOW THE LATEST 'REVISION OF THE 2.3 SILT FENCE LOCAL AND STATE GUIDELINES FOR SEDIMENT AND EROSION CONTROL MEASURES.- A. WHEN SILT FENCE IS REQUIRED IT SHALL CONFORM TO THE REQUIREMENTS OF TC MARA 'I PRODUCTS 140N CAR J. EARTHWORK COUNTERACTION ACTIVITIES WILL BE SCHEDULED` APPROVED EQUAL FOR PERIODS WHEN SOIL SATURATION IS LOW AND SOIL LOS HAZARD IS AT A MINIMUM RISK. 1. GRAB TENSILE STRENGTH': 124 LBF (MINIMUM), ASTM D' K. SUSPEND EARTHWORK CONSTRUCTION ACTIVITIES FOR MAJOR 4632, 2. TEAR STRENGTH: 54 LBF (MINIMUM); ASTM D 4533. STORM EVENTS AND IMPLEMENT ADD11IONAL SEDIMENTATION 3. PUNCTURE RESISTANCE: 50 LBF (MINIMUM); ASTM D AND EROSION CONTROLS AS NECESSARY. 4833. L, STAGE' CONSTRUCTION ACTIVITIES SUCH THAT ONLY THOSE 4, PERMITTIVITY: 0.10 SEC-1 (MINIMUM); ASTM D 4491. AREAS OF THE SITE SCHEDULED FOR IMMEDIATE 5. APPARENT OPENING SIZE- NO. 30 (MAXIMUM); ASTM DEVELOPMENT DISTURBED AND ACTIVITIES SCHEDULED FOR 4751. LATER DEVELOPMENT ARE NOT STARTED PREMATURELY. .4 SEPRATION FABRIC M. THERE WILL BE NO LARGE CUTS OR FILLS LEFT AS "RAW AREAS SUB -GRADE WILL BE ACHIEVED AS SOON AS A. WHEN SEPARATION FABRIC IS REQUIRED IT SHAL CONFORM POSSIBLE AND AN ESTABLISHED PROCEDURE OF TEMPORARY T ► THE REQUIREMENTS OF THE TC MIRAFI PRODUCT 500 X SEEDING AND/OR COVER AND MULCH OR EROSION OR APPROVED EQUAL. PROTECTION (EROSION CONTROL BLANKET FOR SOLES AND BLANKETS FOR FLAT AREAS); 1. GRAB TENSILE STRENGTH: 20 LBF (MINIMUM); ASTM D MULCH OR EROSION CONTROL 463Z, WILL BE FOLLOWED TO INSURE MINIMUM SOIL LOSS, 2. TEAR STRENGTH: 75 LBF (MINIMUMS ASTM D 4533. N. ALL SURFACES DESIGNATED FOR PAVING WILL HAVE THE 3. PUNCTURE RESISTANCE, 90 LBF (MINIMUM); ASTMI D SUB --RASE, BASE AND BINDER INSTALLED AS SOON AS 33. POSSIBLE. WHERE FEASIBLE THE STORM DRAINAGE SYSTEM 4. PERMITTIVITY: 0.05 SECS-1 MINIMiI i , ASTIR O 44 1. WILL BE INSTALLED TO PROVIDE CONTROL OF SURFACE 5,. APPARENT OPENING SIZE': NO, 50 (MAXIMUM); ASTM RUNOFF, 4751 O. DUST CONTROL AND OFF -SITE STREET DEBRIS CAUSED BY 2.5 CALCIUM CHLORIDE _ fHE d6NTRACTOR S EARTHWORK RK OPERATIONS WILL BE A. CALCIUM dkibikibE SHALL CONI"ORM TO THE REQUIREMENTS PREVENTED, DELAYED OR CLEANED UP IN ACCORDANCE WITH OF AASHTO M 144.r ETHIER REGULAR FLAKE CALCIUM THE LATEST' REVISIONS OF THE LOCAL AND STATE CHLORIDE, TYPE 1,, OR CONCENTRATED FLAKE, PELLET OR GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL. OTHER GRANULAR CALCIUM CHLORIDE -,TYPE Z MAY BE USES. P. CONTROL MEASURES AS INDICATED ON THE CONTRACT DOCUMENTS SHALL BE SUBJECT TO ADDITION' AND OR 2.6 WATER; MODIFICATIONS AS REQUIRED TO BEET ACTUAL SITE AND WEATHER CONDITIONS AND ADHERE TO THE LATEST REVISION A. ALL WATER USED SHALL BE CLEAN AND FREE OF ;HARMFUL OF THE LOCAL AND STATE GUIDELINES. FOR SOIL EROSION AMOUNTS OF OIL, SALT, ACIDS, ALKIALIS, SUGAR, ORGANIC AND SEDIMENTATION CONTROL. MATTER AND OTHER SUBSTANCES INCURIOUS TO THE FINISHED PRODUCT, PLANT LIFE, OR THE ESTABLISHMENT OF Q. THE CONTRACTOR SHALL PROTECT ANY EXISTING AND NEW VEGETATION. INLET STRUCTURES, DRAINAGE SWALES , PROPERTY ETC.. WHICH MAY "INTERCEPT RUN.. -OFF :DUE TO CONSTRUCTION 2.7 STONE' ACTIVITIES BOTH INSIDE AND OUTSIDE OF THE WORK LIMITS. A. REFER TO DIVISION 2, EARTHWORK FOR ADDITIONAL. INFORMATION. 2.8 SEEDING A. TEMPORARY` SEEDING - REFER TO THE LATEST REVISION OF THE LOCAL AND STATE GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL. 2.9 BONED FIBER MATRIX/HYDRAULICALLY APPLIED MULCH A. MATERIAL SMALL CONFORM TO THE MANUFACTURER'S REQUIREMENTS AS APPLICABLE TO CONSTRUCTION REGION AND CONSTRUCTION TIME PERIOD.- r i B. DESIGN CRITERIA TO 2.5 INCH STONE 2, USE W LAYER OF i STONE3. -_it SHALL BE FULL WDTH 4. MINIMUM LENGTH SHALL BE r UNLESS OTHERWISE AUTHORIZED BY tNGINEEOL . Y ! w a� r / � g IAw, i� g ♦ iNOT TO SCALE� 'r ! M ER BALE ! II� W . W . Iii II�Yi r 0TRENCH UNDISTURBED SOIL WIThi 'BACKFILL NOTE SILT FENCE TO BE ERECTED TED T�IN THE LIMITS OF THE SILTATION AREA ADJACENT TO THE HAYBALES Berkshire esi iy Aw` Landscape Planning Nlen Place, North 11e Massachusetts 01060 1 4 i 11 «fcb- ,, Webp-/"/"""""",**�berkshiredesign.corn MARK B DARNOLD NO ct�6 This drawing is not intended nor shall it be used for construction purposes unless the signed professional seal of a registered` landscape architect, civil engineer or land surveyor employed by The Berkshire Design Group, Inc. is affixed above. Copyright The Berkshire Design Group, Inc. This drawing and 0 of its contents are the express property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. Shoemaker Storage 444 ! J • a a • a ,MASSACMSEM SITE PLAN APPROVAL NOT iRCONSTRUCTION 00 Record Q�y�ficatlt Carlo Bonavita . . Dmion &&Ment ACon" / '" I ]VInwfive and Detdi4 ite Plan f II REVISED PER TOWN COMMENT5® r REVISED PER DPW COMMENTS 05-31-07 DI Sheet' May 15, rr r. Drawn By w Che. iu ul ; y. -r w SCALEWill NOT TO 2e ADS DRAIN INLET WITH I D" ADS ADAPTER CONCRETE SLAB to] °n � Oman aim 15" SQUARE HINGED 4000 PSI Qa© ° °Ma CAST IRON FRAME AND [copp° GRATE NTH Hr-20 o c—=qRATING- APPROVE[ BY ENGINEER' INLET GRATE 1 3000 PSI CONCRETE r COLLAR PVC BODY COORDINATE INLET AND EaACKFILL MATERIAL SHALL BE OUTLET PIPE SIZES AND STONE ra CRUSHED CRAVE � I ORIENTATION WITH E MATERIAL MEETING CLASS,'1 ¢ PLANS R 2 AS SPECIFIED IN ASTM PLACED UNIFORMLY IN leWATER TIGHT ADAPTOR UFTS AND,COMPACTED, 1171 TYPICAL MANHOLE J YARD D ITV C--5.1 NOT TO SCALE NOTE: IF UNSUITABLE CONDITIONS r DEPTH OF MATERIAL BE +FIELD, CONCRETEBITUMINOUS W, 7 NOT TO SCALE SECTION PLAN 1. ON BENDS AND TEES, EXTEND THRUST BLOCKS FULL LENGTH OF FITTING, 2. PLACE BOARD IN FRONT OF ALL PLUMS BEFORE PIDURING THRUST BLOCKS. 3. POUR THRUST BLOCKS A+GAINIST UNDISTURBED SOIL: WHERE TRENCH TRENCH WALL DISTRUBED, EXCAVATE LOOSE SOIL AND EXTEND THRUST BLOCK TO UNDISTRUB SOIL. 4. IN BACK FILLING, ANY MUCK ENCOUNTERED SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIAL. S BACK FILL MATERIAL SHALL NOT INCLUDE ROCKS AND BOULDERS. S. THRUST' BLOCK AREAS BASED ON A SOIL BEARING CAPACITY OF 200 PSF' AND LINE PRESSURE OF 250 PSI. 7. ALL CONCRETE SHALL BE A MINIMUM 3000 PSI. DETAIL OF TYPICAL THRUST BLOCKS_ -5.1 NOT TO SCALE MHD STANDARD CLASS I, BITUMINOUS CONCRETE BII MHD STANDARD CLASS I, COMPACTED GRAVEL BASE 957. MIN. DENSITY &��Dcx UNDISTURBED OR COMPACTED SUBGRADE Fa BITUMINOUS CONI —5.1. NOT TO SCALE NOTES: 1. ALL POSTS, MESH AND FASTENERS TO BE 0YL CLAD. 2, TRUSS BRACE AND TRUSS ROD ON ALL SECTIONS` TYPICAL CHAIN LINK FENCE DETAIL -5.1 j NOT TO SCALE 1111 I AS,- 00 0%9,0 It b O' b 46 LAJ 0 P °9,: D + '—D" — MIN. UTILITY TRENCH DETAIL C-5.1 NOT TO SCALE 4%0 FINISH GRADE I Er O.C. MAXIMUM= ;r So. TUBE POST TyprIAL I" SQ. PICKET TYPICAL 1=3,T so. RAI TYPICAL FINISHED GRADE FLAN FOR MATERIAL II I� I III ►I (d) q f'I NOTESI tIIC +" . 8�� 1 rEhJCE TO BE AEGIS II "CLASSIC C3' OR ��--.' ..� 31000 PS APPROVED A {-- 2) ALL MATERIALS TO E 0-90 GALVANIZED STEEL WrrH (I � - 4 �i I BLACK P%RMACpAT. . .� A ��� 3) PICKETS TO BE 1 SC. X 16 GA. 4} RAILS TO BE 1-3f4" SO. x 14 GA. UNDISTURBED OR �IIIiI 5} POSTS TO 8E 3" 54, X 12 GA: COMPACTED SUBGRADE 6) CONTRACTOR TO SUBMIT SHOP DRAWINGS. TYPICAL DECORATIVE LINK FENCE DETAIL C-5.1 NOT TO SCALE SEE w +r * MIN. OVERAGE REQUIREMENTS: SEWER 4'—O" MIN. WATER 5'-0" MIN. UNDERGROUND SERVICES & GAS 2'-6" MIN. NOTE ENTIRE PIPE LENGTH MUST DE FIRMLY SUPPORTED, SINGLE HEAD (FIXTURE TYPE S2) AT 17' ABOVE GROUND ELEVATION ANCHOR BOLTS, NUTS AND WASHERS FURNISHED BY POLE MANUFACTURER AND INSTALLED PER POLE MANUFACTURER'S REQUIRED BOLT PATTERN 45 DEGREE BEVEL 3/4" DIA.. x S' 0" LONG l�P GROUND ROD ROUND CONCRETE BASE WITH 300 PSI CONCRETE CONDUITS WITH CONDUCTORS AS SPECIFIED ON DRAWINGS REINFORCED CONCRETE PIER WITH 4-5 VERTICAL AND #5 AT 1 " O/C HORIZONTAL TIES VERIFY DIMENSIONS OF BASE WITH LIGHTING' MANUFACTURER �1Ilt31= y (3-1%'2" DIA. 2" SCH. 40 STEEL PIPE, TYP. (2-3/8" CIA.) I FINISH GRADE, SEE_ -The Berkshire Design rou , Inc. Landscape Architecture Civil Engineering Planning Land Surveying Northampton,I>w # i YMi Emal ,,0i , • / MARK B. DARNOL[ i CIVIL Na32459 F awing is not intended nor, shall it be used for construction oses unless the signed prates tonal seal of a registered ape architect, civ'] engineer or land surveyor employed by The 'Berkshire DesignGroup, Inc. is affixed above. Copyright; The Berkshire Design Group, Inca This drawing and all of its contents are theexpressprapertY of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group;; Inc. SITE PLAN APPROVAL NOT FOR cONSTRUCTION 2007 Record _ r Carlo Bonavita Aga ® , 1 in 0 z4w Plan AUroval Submission INLET OUTLET WOS01 NOTES; 1 STORMWATER TREATMENT SYSTEM (WQS01) SHALL BE CQNTECH MODEL V'ORTSENTRI` APPROVED HYDRANT 4'-0" DIA. HS48 OR EQUAL VARIES (SEE PLAN}C250 3-WAY SUPER GENTLER€ON OR EQUAL 24" FLUSH MOUNT PEAK TREATMENT CAPACITY 1.,20 CFS FRAME AND COVER PLAN SEDIMENT STORAGE: 0.5 CF FI Q GRADE � ' MIN. (,ALUMINUM COMPONETS NOT SHOWN FOR CLARITY) CHAMBER DIAMETER: FT WQ -;IV SMALL BE CUNTAINEI 1N VNE CIRCULAR STRUCTI.IRE � DIA. _I r _ 3. WOS01 SHALL REMOVE '80% OF THE NET ANNUAL TSS LOADING BASED ON 11 1. ADJUSTABLE VALVE BOX 2 r s 0 MICRON 2. " GATE VALVE SIZE P AR T1 CLE, 3. ANCHOR i � ELBOW 4, MAIN 5 BACK UP HYDRANT 5. APPROVED RESTRAINING 6 T 3-000 Pis 4. W S01 INVERTS IN AND OUT SHALL BE AT THE SAME ELEVATION. 4 T� spa: P . CONCRETE PLACEf? GLAND TYP, ED' �- AGAINST LINDIS�'URB �-- c MATERIAL ~ ' S: W SU1 SHALL NV BE C Or THE EFI=EATS OF UUM131REA TAILWATER,. 3 a 1 7. WQS01 SHALL HAVE NO INTERNAL COMMON TS THAT E A SHALL OBSTRUCT MAINTENANCE ACCESS. PLAT STONE OR :TE BACKING CONCRETE BLOCK v S. INLET PIPE MU ST PERPENDICULAR TO THE STRUCTURE. RBED MATERIAL PROVIDE 4 CLL FE 3Z4 CRUSHED tr I.1 STONE TO AT LEAS ABOVE 9. PIPE OREINTATION MAY VARY„ SEE SITE PLAN FOR SIZE AND LOCATION DRIP DRAIN HOLES. 10. MANHOLE FRAMES AND PERFORATED COVERS SUPPLIED WITH THE SYSTEM; CONTRACTOR NOTE: HYDRANT TO BE LOCATED 2FTa,MIN., 8FT. MAX TO CURB. I wl IS RESPONSIBLE FOR RISERS AND INSTALLATION. J 11. CONTRACTOR SHALL I MCPARE E AVATIUN AND H OVIDE EQUIPMENT FOR OFF—LOADING & SETTING AT TIME OF DELIVERY, - 12m 24" DIA. 4"H MANHOLE FRAME AND PERFORATED COVER SHALL BE PROVIDED BY VORTECHNICS AND SHALL BE CAMPBELL CASTING 1 EICDA, OR APPROVED EQUAL, CAST WITH THE VORTECHNICS LOGO. PICAL HYDRANT DETAIL ELEVATION VIEW TO SCALE 2 HYDRODYNAMIC SEPARATOR "- CONTECH MODEL �5- NOT TO SCALE B'` MIN RIP —RAP TO EXTEND TO f' lcrr PLAN Z)Lu I I UIN 2' (MIN) BELOW OVERFLOW ELEVATION TYPICAL FLARED END DETAIL TOP OF BASIN TOP OF BERMWITH OUTLET PROTECTION' OVERFLOW WEIR SEE PLAN RIP RAP TO WETLANDC 5. NUT TO SCALE ,. RIM=9G.5O 3 s' LOAM &SEED iYP EMERGENCY SPILLWAY F LL O i 7e 4M OUTLET PIPE S PECIFlCA ONS BED IX -.TAR - SEE PLAN FOR SIZE, TYPE, & SLOPE 4t OF$ PRECAST REINFORCED CONCRETE MANHOLE RISERS •� \ a MASONRY OR BRl NOT MPBE THA r _ _. CONNECTION TO OUTLET TRC�.. ; R fTAP TOE TO �It� T PIPE �RI� � _ e _ 4 , S TRiICTURE — SEE I7ETAI. TOE OF SLOPE BEL OW, OW ; EMERGENCYSPILLWAY SEAL ALL JOINTS VM APPROVE) 5" MI 4>_G" I71Ahi.: r� ShUt: akta PREFORMED PLASTIC GASKET MATERIAL �t ' �, ....... — ,..� _ � OR RUBBER Q R1NG l l 4 1 1 4 i 1 1 ,- s l I l_ l I I I I1 la I! I t 1 i l II II 1s � I I� II I� ,8 xl6 � l�oN I 1� l� � I�� i i 1 i CAST �R>: � i l 4 I L I i 1 I L [ k _I I i I I L i _I I_ I � M ^. — _ I I w � I w � . E ! f l � i � ( ! � I 1 _. I d � � f � a !I ��� if �I �! � �� � �I �� �rl !rl fif f !I !I !I �I �� �! N I� �� OR APPROVED EQUAL 3-$ CIA ORIFICE INV } cUS 3'ftowage EXISTING GROUND 2.5x2.5'xr THICK CilNC a EXCAVATE AND REMOVE TOPSOIL APRON WTH 6X6X1O wwM 0 ACTED GRAVEL M,,y q � �+y COMPACTED SUBGRADE 0 OUTLET PIPE ` 44 Shoemaker Lane L-5" DIA ORIFICE INV 93.00` INV 9 o GENERAL NOTE: secs � � THE LOW PERMEABILITY CORE SHALL E BEDDED 1. PIPES PENETRATINGE ',y, \ o d z �," IN THE LOW PERMEABILITY CORE MATERIAL. %� \ � `� ` GENERAL N07ES 0 ' X 'I ALL HARDWARE SHALL BE GALVANIZED Lai IIVDISTIJEtI E 2. CONTRACTOR SHALL SUBMIT SHOP COMPACTED SUBGRADE M DRAWINGS AND COLOR SAMPLES 3. SIGN MATERIAL SHALL BE ALUMINUM, OUTLET CONTROL STRUCTURE C-5. NOT TO SCALE , .SEE UTILITY TRENCH DETAIL 3/C--5.2 FOR ADDTIONAL ''``' ., • INFORMATION INLET EXISTING I ` ,r TRUCTURE . ,.. 15" DIA HDPE' STORM + PIPE, OUTLET CONTROL PIPE Uj GENERAL NOTES. 1. CONTRACTOR SHALL CORE DRILL OPENING FOR NEW STORM INVERT. Cn 2. STORM DRAINAGE CONNECTIONS ARE TO BE APPROVED BY THE TOM DPW PRIOR TO TRENCH BAIFILL 3. ALL SITE DISTURBANCE DUE TO STORM MAIN ONNEC11ON SHALL BE RESTORED TO EXISTING CONDITIONS. C 0 m TYPICAL CONNECTION AT 7 EXISTING CATCH BASIN aI COLOR SCHEME BY OWNER PROJECT JECT SITE SIGN( C— 5.2 NOT TO SCALE r1R POSM CLAD IN 1 CEDAR,r REDWOOD 6FONT TO COLOR BY OMER FONT TO BE -CALISTO—MT" COLOR BYOWNER W�ru rMrrn.unor Berkshire C�ro4p, inj Design 4 Allen Place, Northampton, Massachusetts 0106 (413) 58 —7000 - FAX (41;3) 58 -7005 Dail. bdg@berkshiredesign.com Web: http://www,berkshiredesign.com This drawing is not intended nor shall it he used for construction purposes Unless the signed profess'ionol seal of o registered landscape architect, civil engineer or land surveyor employed by The Berkshire (Design Group, Inc. is, affixed above_ Q Copyright The Berkshire design Group, Inc, This drawing and all of its contents are the express; property of The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire Design Group, Inc. Shoema� Self Storw 444 r' . e LANE i d ♦ MASSAQWStTN SITE PLAN APPROVAL NOT FOR !RUCTIQN Ilk Cado Bonayita Agawam,Massa6usctts 0 100 ate etas s i e PER TOWN COMMENTSr r r - _ rM • rM0 r Sheet Number May 15 007 NONE PORM By. Sip 1111111111115I111111 ed By: MBD R