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8493_SITE PLAN - SHOEMAKER SELF STORAGE - SHOEMAKER LN. - BONAVITA �jyg3 " 5i�e �QYI - Sllo2rvr Ln. �rnv� k+• 10/10/2008 13:03 FAX 4139210631 001/002 of, AGAWAM INTEROFFICE MEMORANDUM To: Planning, Scott Skolnick CC: l3uilding/Can Comm/File From- Engineering Date: October 10, 2008 Subject: Project Update- Shoemaker Lane.Self Storage-SP 511 Engineering has inspected the above referenced site and the following items still need to be addressed: 1. It is our understanding that the owner of this project wishes to phase the construction. Engineering does not have any plans showing the phases of the project. 2. The detention pond was recently re-graded. 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 storm water calculations. 3. The trash rack at the outlet control structure needs to be installed as per the plans. 4- The rip rap is missing at the flared ends and the top of the emergency spillway in the detention pond. 5. The sediment forebay of the detention pond continues to hold water for long periods of time. 6. In each of the catch basins,it appears that the outlet pipes have not been cemented, 7. The top course of pavement and the be has yet to be installed. 8. 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 with any questions or comments. Sincmly, Ric'k S. §e-—iEiEer -Y Michael C. Chase,P.S. Civil Engineer I To Engineer siNipN51 I mhocmakcr Ncif scomgc-bon2vitn\05_Vunchhst.Lh)c Attorney Scott E. Skolnic 850 Springfield St., Suite 4' Feeding Hills, MA 01030-2152 (413) 786-6727 Email: scotteskolnick@msn.com Fax: (413) 786-7564 August 26, 2008 Town of Agawam Massachusetts Conservation Commission 36 Main Street Agawam, MA 01001 Town of Agawam Building Department 36 Main Street Agawam, MA 01001 RE; SHOEMAKER SELF STORAGE, LLC 444 SHOEMAKER LANE FEEDING HILLS, MA 01030 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 host-closing with regards to the Order of Conditions recur d in Book 16794, Page 495 and 1 2. Written confirmation from the Town of Agawam that there is no time limitation under the existing special permit to complete Phase I1 and Phase III of this project. If you Should have any questions or require any additional information re ardin above matter, please do not hesitate to contact this office. AU Q Z 7 2008 � { •t 'S C 'u� ,A6 - Massachusetts Conservation Commission Building Department August 2 , 2008 Thank you for your�41tici;pated cooperation. Verge tr/oInick, ScottEsquire SES/ rs 08/02/2601 15.4,8 FAX 4130210631 Z 001/003 TOWN OF AGAWAM INTEROFFICE �. MEMORANDUM' To: Planning CC File From: Engineering Date: August 2,2007 Subject: Revised Plan- Shoemaker Lane Self Storage-SP 511 Per your request dated July 31, 2007, we have reviewed the revised plan for Shoemaker Lane Self Storage. We have no comment at this time. Please do not hesitate to contact our division with any questions or comments. Sincerely, 94 _ Rick S. Seidnitzer Michael C. Chase,E.I.T. Civil Engineer`I Interim Town Engineer a:\or\511 ohmmakv acif etoragr-bonnvim\03—pinnning bo&W 9i;nawcco.dbt Jtfl 09 2007 1 : 36PM HP LRSERJE7 F'RX P. t JAD Nor �- The Fax Transmittal Berkshire Design Group, Inc.. To:: Deborah S.Dachos Town of Agawam, P&Z Agawam, MA 0100 Landscape Architecture From: Steven J. Pikul Civic Engineering _ Planning Date: July 9 2007 Urban Design Land Surveying Re: northeast Util.ites Permit 1 Page(s)to Follow Remarks RE Shoemaker Self Storage,444 Shoemaker Lane,Agawam,MA Ms.;Dachos- I have attached our letter from Northeast Utilites Systems with regard to our proposed work with the electrical transmission easment. If you have any questions or need-addtion.al infbra iation please call our office at (413) 5`82 -7000.> Thank you for you assistance, Steven' RECEIVED JUL It Z007 PLANNING BOARD If any portion of this transmission is illegible-or missing, or if you received this facsimile in error, please call our office at once. 4 Allan Place • Northampton, MA 01060 + t 41'3.582.7000 • f 413,582.7005 + bdgoberkshiredesign.corn Jt3l` 09 2007 1 : 36PM HP LRSERJET FAX p. 2 i = Northeast 107 5elden Smet,.Berlin,CT 06037. Utilities System Northeast Utilitiss Service Coalpany +►6� P.O.Bon 270 Hartford,CT 06141-0270 (860)665-5000 rww.nu'co Julys, 2007 Mr. Carlo Bonavita 1775 Main Street Agawam, MA -01001 Re Permit for Drainage within WMECO Right of Way 444 Shoemaker Lane, Agawam, MA Dear Mr. Bonavita` Please be advised than; Western Massachusetts Electric Company(W-MEC4), a Northeast"Utilities,Service Company{NM aubsidia-y, has approved the request made by Berkshire Design Group on your behalf, to install storm drainage through a portion of WMECO's Right-Of-Way (ROW) located on property at the above referenced location owned by John and Angelina Bruno. Please be further advised that 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 1 NU sign and then forward 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 Arum N[1, including the counterpart from Mr. and Mrs. Bruno., Please call me if you have any questions regarding this matter. Regards, fr°hn A. Chenkua . Real Estate Agent' 860 .665-2522 Encl. cc: Steve Fikul Berkshire Design Group 4 Allen Place Northampton,MA 01060 John&Angelina Bruno 10 Memorial Drive Feeding Hills,MA 01030 OSS.JZ2 ltt%:U1.pp A Town of Agawa 36 Main Street Agawam, Massachusetts 01001-1837 �`. Tel. 413-786-0400 Fax 413-786-9927 4 0 rr N ` t.n 3: M. un N � June 22, 2007 Carlo Bonavita 1775 Main Street Agawam, MA 0100`1 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 Lane, Agawam, MA" prepared by Berkshire Design Group, Inc., and dated April 25, 2007, revised June 21,2007 with the condition that the comments contained in the Engineering memo dated June 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 Jt I INTEROFFICE MEMORANDUM To: Plannim CC: Berkshire Design/File From: Engineering Date: June 21, 2007 Subject: Site Plan- Shoemaker Self Storage Shoemaker Lane- Bo vita- SP 5 11 Per your request dated May 1, 2007, we have reviewed the Shoemaker Self Storage Site Plan for Bonavits.on Shoemaker Lane, We note the following: On Friday June 15, 2007 members of Engineering met with Steven Pikul from The Berkshire Design Group, Inc., designers for the subject site. Discussions revolved around the remaining issues to be resolved. Steve informed Engineering that Berkshire Design will address Engineering's concerns on or before Planning's meeting June 21, 2007- Issues pertaining to Engineering will also be resolved by to time of that same meeting. Revised site plans and/or dorumcntation reflecting all changes are to be submitted to Engineering from Berksbire Design before construction may begin.. All associated forms,permits,and fees are to follow. Please do not hesitate to contact our division with any questions or comments. Sincerely, Rick S. Seidnitzer tc C- ichael C. Chase, E.I.TFL.01 Civil Engineer I Interim Town Engineer V\sP1511 ghocmakcr ocIf stong-b=avita\01doc 09/21/2007 13'31 FAX 413821OG31 0002/002 OWN ur AGAWAM INTEROFFICE MEMORANDUM To: Planning CC: Berkshire Design/File From: Engineering Date: June 21, 2007 Subject: Site Plan- Shoemaker Self Storage-Shoemaker Lane-Bonavita- SP 5 11 Per your request dated May 1, 2007, we have reviewed the Shoemaker Self Storage Site Plan for Bo vita on Shoemaker Lane, We to the following: I On Friday June 15, 2007 members of EngineeTing met with Steven Pikul from The Berkshire Design Group, Inc., designers for the subject site. Discussions revolved around the remaining issues to be resolved. Steve informed Engineering that Berkshire Design %rill address Engineering's concerns on or before Planning's meeting June 21, 2007. Issues pertaining to Engineering will also be resolved by the time of t1w same meeting. Revised site plans and/or documentation reflecting all changes are to be submitted to Engineering from Berkshire Design before construction may begin.All associated forms,permits,and fees are to follow. Please do not hesitate tDcontact our division with any questions or comments. Sincerely, lzck� S. SeJn JM Rick S. Seidnitzer —MCL Michael C. Chase, E.I.T. Civil Engineer I Interim,Town Engineer sAzP\511 kocmakcr odf stnragc-bonavim\02.doc 4ur) .21 2 007 1 : 5OPM HP LASERJET FAX P- 2 09/21/2037 11:58 6666650 PDAJDPTATD 4P PAGE 61/01 Northeast 107 Sa*n Stmitt,9ttjL%Cr a(A)II Uts 1060.0 System Nrwd"n UtUto Bwvki*Compwy PA pan 27io Umda9d.Cr 06141-0270 (H60) 665-S000 Mr. Steven Piktd Tiorkshire Design Group 4.Allen Place North.H3mpain,MA 01.0bo P-(1: Storm Droinsge 444 ShapinaJcer Lane, Agawrim, NA DeAr Mr. Pflud, P.1case bo advised that our Pngineerirxhy divi.siop 11aa approved the L%torm drainage crossing pw.,suant to Ole plans Yoti provtded, An fipprovnl letter and perinit will be -sent to You for aignntuyr.. PIZI)Se be Are that,work- in t carnet h 0 ROWgj until be. n t.i I Y'A t0tei-,"O A NVY exf'cuted"f9fil-Al afthe Permit bnelt from CUP. Regards, oho Senior '.eat Estate Agent Survey Engineering& Rjgh.t.,q-Dr-W.,jy (860)CM-2522 AR%,174 1110:101 41A ,. Jun .21 2007 1 : 50PM HP LASERJET FAX P. 1 The Fax Transmittal Berkshire Des1gn Group,Inc. To: Deborah S. Dachos Town of Agawarn,P&7 Agawam'MA MO F Landscape Architecture From., Steven J. Pikul Ciijit Engineering Planning Date: June 21, 2007 Urban Design Land Surveying Re., Response to DPW Comments, I Page(s)to Follow Remarks RE: Shoemaker Self Storage,444 Shoemaker Lane,Agawam,MA Ms, Dachos- I have attached our letter from Northeast Utilitcs Systems with regard to our proposed work- with the electrical transmission easment. If you have any questions or need addlional information, please call our office at (413)582-7000. Thank you for you assistance, Steven if any portion of this transmission is illegible or missing, or if you received this facsimile in error, please call our office at once. 4 Allen Mace Northampton. MA 01060 * t 413,582.7000 # f 413.582.7005 * bdg@berks hi redesign,com The Berkshire Design group, Inc. 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.;Dachos 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,Jane 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. 3in re ign Grou c.Landscape Architecture kul Civil Engineering Civil Engineer Planning" cc Bonavita Lanni Surveying File 4Allen Place Northampton,Ma�s C�u ��" �tl j l ) ( sW,191(413)582-7005 E-mail bdg @berkshiredesign.com Jun 04 2007 J: OQA'M HP LASE"RJ T FAX P. IThe Berkshire Design Group, Inc. June 4,2007 s.Deborah S._l, achos Office of Planning and Cornmunity Development Town of Apwam 36 lain Street Agawwwn Massachusetts 01001 Shoemaker Self Storage 444 Shoemaker Lane Agawam,Massachusetts HIDG File No. 240 8S Dear Ms..Dachos On behalf of our client,Mr. Bonavita will be requesting a;continuanc+e for his Flarming and Zoning Application for Shoemaker Self Storage at 444 Shoemaker Lanc,Agawam, Massachusetts.-(Aga m Planning and Zoning Meeting-Thursday,June 7,2007) Our apologies, if this request creates any encumbrance on the;hoards' behalf. Plem i contact our office,if you have`any questions regarding this le Sic el r, e f3 n , Landxcape Archileciure Stev J.I'i l Civil Engineering; Civil Engineer Naming cc Bonavita Land Surveying File 4AII,o a Place Northampton,M-A;& * 7-B s 91(4t3)58.-700 -mail g eeksbi csiZn.co-= r _ AGAWAM OFFICE OF PLANNING & COMMUNn DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos- DATE. May 16, 2007 DATE RECEIVED: April 3 , 20 7 DISTRIBUTION DATE. May 1, 2007; PLANNING BOARD MEETING DATE; May 17 007 APPLICANT" INFORMATION . Name of Business: Shoemaker Self Storage Address: Shoemaker Lane 2, Owner. Carlo Bonavita Address; 1775 Main Street, Agawam Telephone: 237-6187 Fax: 3. Engineer: The Berkshire Design Group, Inc Address; 4 Allen Place. Northampton, MA 01060 Telephone: -7 00 Fax: 582-7005 PLAID REVIEW Scale: I" = 20' Date: April25; 07 Title dock (Street Address, Applicant's Name, Address, Scale, Name of Preparer o Plans Address of the property must be shown on the plan. Description of Project: Proposed construction of three buildings containing 112 sel storage units. t' Site Plan Review Page 2 Description of Site. Site was formerly used for agricultural purposes, containing a number of greenhouses. Approximately half of the site is wetlands and a pond. A filing has been submitted to the Conservation Commission. Provision for Traffic Flow: A proposed curbcut is shown on the easterly side of the property. The width of the curb cut has not been provided. Parking: No parking has been provided. Given the Town I s experience with parking of derelict vehicles outside of storage units, not designating parking space may be preferable. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan, "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the, owner of the parcel." Sign Location: Elevations of the proposed signs should be provided for the Planning Board review, Exterior Lighting: Cut sheets of the proposed lighting must be provided. All lighting must be shielded. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: Not shown. Other Comments or Concerns: See ADA comments. a a a S f �f } � l 1 y�Di} e r r i S � M 1 Page I of I i Interactive parcel w G> 9 59 718 � BRUNO ANGELINADate: .... ., .,M , t�( l �b`&`S� SHOEMAKER t„ " +t3lk'::t w�s`x (t 43E.�t4) s, t6 0r Print Page I ot' 'I a � 10, a oft 1*40 At t Jv ,. ` re FtM ( � R , -1 59ti ,$iceMel � W 44, . . 46 4e e. mk a' 4%100 k i i z 1 � k Interactive Map " Parcel 10, ( S59 OF 359 718 � Owner. BRUNO ANGELINA Parcel Andress: 444 SHOEMAKER L `,fie a}e 1 59 (1 43`8) 5/16,107 F M,emo ' To: Planninj Board From: Sgt. Richard Niles Subject: Site Plan—Shoemaker Self Storage—444 Shoemaker Bane - Bonavita Date: -1 -200 Attached you will find the site plan review conducted on 02-20- 007,, The observations and comments made at that time remain the same as of 0 -1 -2007. Respectfully Submitted gt. fit.Miles Safety-Officer Agawam Police Department Ay 1 2007 pLANNINU N memo To Planning ing Board From: Sgt. Richard files Subject. proposed Zone Change —Bonavita -444 Shoemaker Lane Date: 02-20- 007 For the purposes of the survey,the fire hydrant locate at the south west comer of proposed lot#3 was used as a paint of reference to be known:as Polk.). Measurements were taken from PoR to fixed objects/locations. This hydrant is 6+3`' off the roadway surface. Roadwa Quality of flow of traffic- light to medium Width of lames Total width =31. ' West bound = 11.4' breakdown lane =3.4' East bound = 11.4' EB breakdown lane = 4.V Distance to existing roads: Losito Lane 276' west Moylan Lane - 53 ' east _$urface makeyp paved asphalt Defects in road surface -minor YlsihL : eastward — 3 '+ westward-- OQ'- Li hoar - proximity to utility pole lights westward— T&T 46 ECo#43 51 T -NET&T#48 Eo45 251' eastward -NET T 44 E o#141 - 287' Traffic Controls none present Sidewalks—none present (on either north or south side of street) ,t 2 School Zane—distance to James Clark Element - 1.5 miles Playgrounds distance to Perry Lane Farb—2.2 miles Pa k n —compliance with'Town ordinance for Handicapped Parking: NA Screed Limit--40 mph signs posted west bound—north side of street across from#501 Shoemaker Lane east bound— SE comet of##459 Shoemaker Lane Road 1l2a kings—west bound;lane solid.yellow (no passing) east bound lane broken yellow(passing) Tragic Unit Iamg act.Estimates—none provided Other—Cross street and business located less than 00' west of Po . Industrial park located 5 ►' east ofFoR. Roadway is used by passenger, light & heavy duty ,. bucks, ten wheeled dump tracks,trailer dumps d various,tractor trailer units. Respectfully Submitted Sgt. R. Niles Safety Officer Agawam Felice Department AGAWAM FIRE DEPA T ENT E 800 MAIN STREET • AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX(413) 78&1241 e-mail afdchief@agawam.ma.us Stephen M.Martin Chief o€Department FIRES 1ky Michael Mereadante Provisional Deputy Chief Georgiann Thompson Administrative Assistant; MEMORANDUM TO: Planning Board FROM: Fire Chief Stephen M.Martin DATE May 1`1, 2007 RE: Site Plan- Shoemaker Self Storage The fire department has no objection to the site plane for Shoemaker Self Storage on Shoemaker Lane. Thank you, St he . Martin ... MAY 14 Z007 PLAP� To: Planning Board From: Town of Agawam Commission on Disability Subject: Site Plan- Shoemaker Self Storage - Shoemaker Ln- Bonavita, Dater 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. Disability Commission Frankie Mazzei` 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`h meeting. Thank you. DSD:prk err—tom^ e n►a l a' I LMN Ut- P.®2 AGAWAM PLANNING BOARD Form D Application for Site .Plan Approval Please complete the following farm and return it and 10 copies of the Site Plan to Agawam Building department 1000 Suffield Street Agskwanit MA 01001 1. game of Business Address Telephone Fax . Name,of Applicaint t wrier Tcicphone 23 . i= x . Name of Ensineer/Arch tees Addrcss-41L.0::If= L."&WZ2tQM,, P( h. C�110(00 Telephone, `-r ,Fax 4. Please give a brief description of the proposed project; � C t1 Kevised 211/07 R E C;*A E V"E D b Z :E d Udl LOU APR 3 0 2007 r ¢ A u VI 1 v� j r iw3 L i y. r�. rTa,�y The Berkshire Design Croup, Inc. Stormwa er Drainage Analysis Proposed Storage Facility Shoemaker Lane Agawam, Massachusetts April?25, 200 Subm ide;d to; Town of Agawam Office of Planning and Community Development 361' ain Street,Town Fall Agawam,Massachusetts 01001 Prepared for Carlo Bonavita n 1775 Main Street Agawam,Massachusetts p Landscape A rchr'teci'ure Ival Engineer in BDG Project No. 2006-088 M Planning ind Surveving ILJ EU E I V E ru"" APR 3 0 2007 �1 : . ..�. w 4,ARen Place Northampton,Massachusetts 01060 Telephone(41a)582-7000 Facsimile(413);58 -7E-mail bd&berkshirede ign.com The. 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. 2006-088 Dear Ms.'Dachos:< Enclosed please find materials for a Storin 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 three (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 questions regarding this submittal. Landscape Architecture Sincerely, The Berkshire Design Group, Inc. Civil Engineering Planning Land Surveying Steven J. Pikul Civil Engineer cc: Carlo Bonavita Mike Byrnes,TOC 4Al1en Place Northampton,Massachusetts 01060 Telephone(413)582-7000 Facsimile(413)582-7005 E-mail hdg0berkshircvesign,com The Berkshire Design Group, Inc. 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 Figures Figure 1 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 Sheets 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 Stormwater Treatment Practice Bonavita Self Storage,Agawam, MA Page l BDG Project No. 2006-088 The Berkshire Design Group,;Inc. 1... Introduction The following report presents an analysis of the storrnwater 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 self storage 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, 40, 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. It. 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 3`8, indicates soils located within the subject area are considered to be the following (See Figure 2) • (AmB) A ostowrn line 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) Enosbnrg Loamy Sand. Very deep, poorly drained soils that formed in sandy glaciofluval 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 glac.iofluvial landforms. Hydrologic Group: C Depth to high water table; • ("lea) Wareham Loamy Sandi 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: onavita Self Storage,Agawam, MA Rage 2 BDO Project No. 2006-08 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` water to 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 IV. 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 IV:. 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 #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 i'#4 Standard #2—Post-development Peak 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 HydroCAD Stormwater Modeling iSystem 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 Intensity-Duration-Frequency relationship, or 1DF curve. The 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 storms under existing: and proposed conditions. The results of the calculations are shown in the summary table below. Table 1. Peak Flow and Peak Volume Summary Table` 2-Year Storm 10-Year Storm 100-Year Storm Condition &Point of 3.011` 4.60" 6.40" Analysis Peak Volume Peak Volume Peak Volume Flow (acre-ft) Flow (acre-ft) Flow (acre-ft) Rate cfs'- Rate efs' Rate cfs Existing(CP-1)* 0.83 0.082" 1.78 0170 2.98 0.285 Existing CP- * 1 5 015'8 .64 0. 5 3. 2 0.41 Existing (CP-3)* 5.94 0.613` 10.25 1.079 15.33 1.649 *Names in parentheses refer to HydroCad model and calculations. Table 2 Peak Flow and Peak Volume Summary Table 2-Year Storm 10-Year Storm 100=Year Storm Condition & Point of 3 0" 4.60,, 6.4011 Analysis Peak Volume Peak Volume Peak Volume Flow (acre-ft) Flow (acre-ft) Flow (acre-ft) Rate efs` Rate cfs` Rate cfs Proposed(C-10)* 0.71 0.339' 1.70 0.602' 2.91 0.880 Proposed C-2D * 1.2 0.12 M. 0. �1 •S 0 335 Proposed(C-30)* 5.68 0.552 8.97 0.897 12.84` 1,346 *Names in parentheses refer to HydroCed model and calculations. Bonavita Self Storage,;Agawam, MA Page 4 BDG Project No.2006-088 The Berkshire Design Group, Inc. As shown in the Tables l & 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 #3 :-Recharge to Groundwater The annual groundwater recharge for the post-development site conditions approximates? the annual recharge from existing site conditions. The sediment forebay will facilitate this recharge process. (See attached Calculations Sheet) Standard #4—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 46—Protection of Critical Areas The project does not discharge within any Agawam Aquifer Protection District. The; treatment system has been designed to treat a 1" water quality volume. Other BMP's (deep hooded catch basins)also provide'additional levels of treatment. Standard 47—Redevelopment Projects The proposed project is not considered as a redevelopment project. Standard 48 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 con'struction'and long term maintenance of the storntwater 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. I 1 pp., illus. Bonavita Self Storage,,Agawam, MA Page 6 BDG Project No. 2006-088 PROJEcr LOCATION ,111 N% l ... �m �. i wig, t' s �t jl It DATA SOURCE:MassGIS Commonwealth of Massachusetts s z i � § f €;" a t a .:. . � lle Executive Officeof Environmental Affairs Berkshire SCALE. 1 : 24 000 USG$Topognaphical Map, Hampden Quad Design Inc 6 � PROJECT NO,:2006-0,88 413S u=(i)413K2 NO.,( SSELF,STORAGE FACIL Y OBJECT—FIGURE I -LOCUS PLAN PREPARED Y:SJP DATE:04-25-07 CHK °,MBD �00(i. O-R- ,�P-2 07-04-18-B r%Eivit Fwgures Nx Beget€l 4125/2,007 1110 a PROJECT LOCAMN SYMBO } 1 t' } } xr, ry SOIL NAME AmS Asnostovo Finn Loamy Und Es EnosburgLoamy Sand DATA SOURM UNITED STATES DEF"'ARTMENT OF , GICU TURF-SOIL CONSERVATION SERVICE Th SCALE: I :24 000 Uses HAWDEN COUNTY,CENTRAL PART . LATITUDE. 2 02' W R, LONGITUDE T ' " r Design �w PROJECT NO,:2006-088 4,kWWIPlac othtwiptm,kulsQ00"m 010bo CLIENT:PROPOSED SELF STORAGE FACILITY SUBJECT:FIGURE 1 -LOCUS PLAN PREPARED BYn S ' DATE, - -07 CHK BY:MRD for Report r25f200 I I.30 CAI a ; ti Id OFF, F tFF 4 S �t} J� t V" 7: F� �f Shoot 1410 rtoforwww St*ol Wa vor .0� ' 4 Ake ft a,MSS$Khunb 01060 RE-DEVELOPMENT DRAINAGE AREA Gwou ,Inc, w a s da a a a a s ta; 4 N 4 4 t, tg r, t F r� 't n t tl` t t � r r J 4F) 1��kb � yvs i 4a V 44 � s „4'.. '" .... 0 to y} Y 4 t ..:" 4 m i 12,4�,r She TO s (n W3)m a 4 K . POST-DEVELO M 1 �DRAINAGE u � i rt z. cm*0 w FAX(gat31 S0 (')0 � � -2 von DA P-10 OST DEV POST D 030 �-3 -20 OST DEV PRE DE PRE D PRE D 1 P` _ POST DEV DEN POND i • CP=30 CP-;1 CP�2 CR'-3 C-10 POST DEV PRE DEV PRE DEV PRE DEV POST DEV S ReaCh - LiC1k Drainage Diagram for 8onavita-base-tlrainage- �� Prepared by The Berkshire Design Group,Inc. 4/25/2007 HydroCADV 8.00 sin 000752 0 2006 HydroCAD Software Solutions LLC Bonavita-base-drainage; Prepared by The Berkshire Design Group, Inc. Page 2 HydroCADID 8.00 s/n 000752 02006 H dro A Software Solutions LL 4/25/2007 Area Listing (all nodes) Area acres) h Description �subcats 1.600' 68 <50% Grass cover, Poor, HSG A (E-1,E-3,P-10,P-20) 2.560 86 <50% Grass cover, Peer, H (E-1,E-2tE-3,P-110,P-2 ,P-3 1.470 98 Paved parking &roofs (E-3,P-10)' 0.230 93 Paved roads wlcurbs &,sewers (E-1') ,080 08 Wetlands (E-2,E- ,P-20,P-3 ) 10.940 Bonavita-base-drainage Type I//24-tar 2 YRS Ra are fafl=3.00" Prepared by The Berkshire Design Group, Inc. Page 3 HydroCADS 8.00 s1n 000752 0 2006 HyApQAD Software Solutions LLD 4/25/2007 Time span=0.05-24.00 hers, dt=0.05 hrs, 480 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E-1: PRE DEV Runoff Area=0.830ac Runoff Depth>1.18" Flow Length=349' Tc=15.6 mire CN=79 Runoff-0,83 efs 0.082 af Subcatchment E-2: PRE DEV Runoff Area=0.920 ac Runoff Depth>2.07" FlowLength=217' Tc=17.8min CN=91 Runoff--11.56cfs 0.158af Subcatchment E-3: PRE DEV Runoff Area=3.720 ac Runoff Depth>1.98" Flow Length=624' Tc=U.8 min CN=90 Runoff--5,94 cfs 0.613 of Subcatchment P-10: POST DEV Runoff Area=2.130 ac Runoff Depth>1.98" Flow Length=448' Tc=14.9 min CN=90 Runoff-3.72 cfs 0.351 of Subcatchment P-20: POST DEV Runoff Area=0.740 ac Runoff Depth>2.07" Flow Length=161' Tc=16.6 min CN=91 Runoff--1.29 cfs 0.127 of Subcatchment P-30: POST DEV Runoff Area=2.600 ac Runoff Depth>2.55" Flow Length=78' Tc=13.7 min CN=96 Runoff--5.68 cfs 0.552 of Reach CAA: POST DEV lnflow=0.71 cfs 0.339 of Outflow=0.71 cfs 0.339 of Reach C-20: POST DEV 1nflow=1.29cft 0.127af Outflow=1.29 cfs 0.127 of Reach CP-11: PRE DEV ln8ow=0,83 efs 0.082 of Oufflow--0.83 cfs 0.082 of Reach CP-2: PRE DEV Inflow=1.56cft 0.158af Outflow=I,56 cfs 0.158 of Reach CP-3: PRE DEV lnflow=5.94 cfs 0.613 af Outnow=5.94 cfs 0.613 of Reach DP-30: POST DEV Inflow--5.68 cfs 0.552 of Out flow--5.68 cfs 0.552 of Pond IP: DEN POND Peak Elev=94.36 Storage=0,149af Inflow--3.72cft 0.351 of Primary=011 cfs 0.339 of Secondary=0.00 cfs 0,000 of Oufflow--0.71 cfs 0.339 af Total Runoff Area = 10.940 ac Runoff Volume = 1.864 of Average Runoff Depth =2.07" 38.03% Pervious Area 4.160 ac 61.97% Impervious Area= 6.780 ac Bonavita-base-drainage yp /ll 4-fir 2 YRSRainf ff-3.0 " Prepared by The Berkshire Design Group, Inc. Page HydroCADO 8.00 sln`000752 (D 2006 HydroCAD iSoftware Solutions LLC 41 5/2007 Subcatchment E- ; PRE DEV Runoff = 0.83 efs @ 12.23 hrs, Volume= 0.08 of Depth 1.18" Runoff by SCS TR-20 method, UH=SC S, Time Span= 0.05-24.00 hrs, dt^0.05 hrs; Type III 24-hr 2 YRS Rainfall=3.00" Area (ac) CN' Description 0.230 98 Paved roads wlcurbs 8.sewers . 0.470 68 <50% Crass cover, Poor, HSG A 0.130 86 <50% Grass cover, Poor HSG C 0.830 79 Weighted Average 0.600 Pervious Area 0.230 Impervious Area To Length Slope Velocity Capacity Description (min) feet)- tftlft _ (ft/sec) lcfsj 12.7 50 0.0200 0.07 Sheet Flow, S Woods. light underbrush n= 0,400 P2= 3.00" 0.7 111 0,0270" 2.65 Shallow Concentrated Plow,SCI Unpaved Kv= 16.1 fps 2.2 188 0 0080' --1.44 Shallow Concentrated Flow, SC2' Unpaved' Kv= 16.1 fps 15,6 349 Total Subcatchment E-2: PRE DEV Runoff _ 1,.56 cfs a@ 12.24 hrs, Volume 0.158 af, bepth> 2.07 Runoff,by SCS TR-20 method„ U`H=SCS, Time Span=0,0 -24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall=3.00" Area Lac CN Description 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 Tc -Length Slope Velocity Capacity Description min feet ftift` ft/sec cfs 12.7 50 00200 0;07 Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3,00" 5.1 167 0.0060 0.54 Shallow Concentrated Flow, SC1 Short Grass Pasture Kv=7.0 fps 17.8 217 Total Bonavita-base-drainage Type 11124-hr 2 Y"RS Rainfall=3.00"f Prepared by The Berkshire Design G`roup�, Inc. Page's` HydroCA 8.00 s1n`000752 @ 2006 HydroCAD Software Solutions LLC 4/25/2007 Subcatchment E-3 PRE DEV Runoff _ 5.94 cis @ 12.26 hrs, Volume= 0.613 af, Depth 1.98" Runoff by SCS TR-20 method, UH=SC , Time Span=b.05-24.00 hrs"dt= 0.05 hrs; Type III 24-hr 2 YRS Rainfall=3.00"" Area (ac) CN Description 2.10 98 Wetlands 0,620 68 <50% Grass cover, Poor, HSG 6 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 Length Slope Velocity Capacity Description (min) feet ftl ftisec 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 SC'I Unpaved Kv= 16.1 fps 3A 266 0.0080' 1.44 Shallow Concentrated Flow, SC2' Un aged Kv= 16.1 fps 1&8 524 Total Suboatohrnent P-10 POST DES►/ Runoff 3.72 cfs @ 12.20 hrs, Volume= 0.351 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" Area (a) CN Description 1.350 98 Paved parking & roofs 0A50 68 <50% Grass cover, Poor, HSG A 0M0 86 <50% Grass cover, Poor HSG C 2.130' 90 Weighted Average 0.780 Pervious Area 1.350 Impervious;Area Bonavita-base-drainageType 11124-hr 2 YRS Rainfall=3.00" Prepared by The Berkshire Design Group, Inc. Page HydroCADO 8.00 s1n 000752 Q 2005 H droCAD Software Solutions t.LC 4/2512007 Tc Length Slope Velocity Capacity Description min feet ft/ft fVsec` cfs 12.7 50 0.0200 0.07 Sheet Flow, SF Woods: Light underbrush n=0.400 P2= . " 0.6 38 0.0520 1.14 Shallow Concentrated Flow, SC1 Woodland Kv= 5.0 fps 0.5 77 OM 50 2.49 Shallow Concentrated iFlow, SC2 Paved Kv= 20.3 fps 1.1 263 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 Subcatchment P-20 POST DE Runoff = 1.29 cfs @ 12.22 hrs, Volume= 0.127 af, Depth> 2.07" Runoff by SCS TR-20 method, H=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 YRS Rainfall= ,00" Area Lac) CN Descri tion 0,420 96 . Wetlands 0.060 68 <50% Grass cover, Poor, HSG A 0.260 88 <50% Grass cover, Poor HSG C 0140 91 Weighted Average 0.320 Pervious Area 0,420 Impervious Area Tc Length Slope Velocity Capacity Description (min) {feet ( ft) (fused) #cfs 12.7 50 0.0200 0 07 Sheet Flow, SF' Woods; Light underbrush n=0.400 P2=3.00" 3.9 M 0.0090 0.47 Shallow Concentrated Flow, SC Woodland Kv=5,0 fps 16.6 161 Total ubcatchmen P- : POST DBE' Runoff` = 5.68 cfs @ 12.18 hrs, Volume 0.552 af, Depth> 2.55 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,0 -24.00 hrs, dt=0.05 hrs Type II124-hr 2 YRS Rainfall=300"' Area (ac) CN. Description 2,120 98 Wetlands 0.460 86 <50% Grass cover, Poor, HSG C 2.600 96 Weighted Average 0.480- Pervious Area 2.120 impervious Area Bonavita-base-drainage Type 11124-hr 2 YRS Rainfall=3.00" Prepared by The Berkshire Design Group, Inc. Page 7 HydroCADO 8.00 sln 000752 C 2006 HydroCAD Software Solutions LLC 4/25/2007 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 13.0 50 0.0200'; 0.06 Sheet Flow, SF Grass: Bermuda n= 0410 P2= 3.00" 0.7 28 0.0100' 0.70 Shallow Concentrated Flow, SC Short Grass Pasture Kv= 7.0 fps 13.7 78 Total Reach C-10: POST DEV [40] Hint: Not Described (Outflow=Inflow) Inflow Area 2.130 ac, Inflow Depth > 1.91"' for 2 YRS event Inflow 0.71 cfs @ 12.81 hrs, Volume= 0.339 of Outflow 0.71 cfs @ 12.81 hrs, Volume 0.339 af, Atten=0%, Lag= 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 [40] Hint: Not Described (O'utflow=Inflow) Inflow Area 0.740 ac, Inflow Depth > 2.07 for 2'YRS event Inflow = 1.29 cfs @ 12.22 hrs, Volume= 0.127 of Outflow 1.29 efs @ 12.22 hrs, Volume= 0.127 af, Atten= 0%, 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` [40] Hint: Not Described (Outflow=inflow) Inflow Area 0.830 ac, Inflow Depth > 1.18" for .2YRS event Inflow 083 cfs @ 12.23 hrs, Volume 0.082 af' Outflow 0.83 cfs @ 12.23 hrs, Volume 0.082 af, Atten=O%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Sparc= 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 > 2.07" for 2''YRS event Inflow 1.56 cfs'@ 12.24 hrs, Volume 0.158 of Outflow _ 1.56 cfs @ 12.24 hrs, Volume 0.158 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Eonavita-base-drainage Type 11124-hr 2 YRS Rainfall=3.00 Prepared by The Berkshire Design Group,,Inc. Page 8 HydroCADO 8.00 s/n'000752 ©2006 HydroCAD Software Solutions LLC 4/25/2007` Reach CP-3: PRE DEV [40] Hint: Not Described (Outflow=inflow) Inflow Area _` 3.720 ac, Inflow Depth > 1.98" for 2 YRS event Inflow 5.94 cfs @ 12.26 hrs, Volume= 0.613 of Outflow 5.94 cfs @ 12.26 hrs, Volume= 0.613 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Reach CP-30: POST DEV [40] Hint: Not Described (Outflow=Inflow) Inflow Area 2.600 ac, Inflow Depth> 2.55" for 2 YRS event Inflow 5.68 cfs @ 12.18 hrs, Volume= 0.552 of Outflow 5.68 cfs @ 12.18 hrs, Volume= 0.552 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Pond 1 P: DEN POND Inflow Area - 2.130 ac, Inflow Depth > 1.98" for 2 YRS event Inflow 3.72 cfs @ 12.20 hrs, Volume= 0.351 of Outflow = 0.71 cfs @ 12.81 hrs, Volume= 0.339 af, Atten=81% Lag= 36.3 min Primary 0.71 cfs @ 12.81 hrs, Volume 0.339 of Secondary s= 0.00 cfs @ 0.05 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Freak Eiev= 94.38'@ 12.81 hrs Surf.Area= 0.135 ac Storage= 0.149 af` Plug-Flow detention time=120.2 min calculated for 0.338 of(96% of inflow)' Center-of-Mass det.time=99.8 min ( 915.9 - 816.1 Volume Invert Avail.Storage Storage Description #1 93.00' 0.420 of Custom Stage Data (Prismaticyisted below(Recalc) Elevation Surf-Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 93.00 0.080 0.000 0.000 94.00 0.120: 0.100 0.100 95.00 0.`160` 0.140 0.240. 96.00 0.200' 0.180 0`.420 Device Routing Invert Outlet Devices #1 Primary 93.00' 16.0" x 85.0' long Culvert CMP, square edge headwall, Ke 0.500 Outlet Invert=89.30' S= 0.0435 T 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' Bonavita-base-drainage Type H/24-hr 2 YRS Rainfall=3.00" Prepared by The Berkshire Design Group, Inc. Page 9 HydroCADO 8.00 sin 000752 0 2006 HydroCAD Software Solutions LLC 4/2512007 2.50 3.00 3.50 4,0,0 4.50 &00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2M 2.66 2.68 232 273 2.76 2.79 2.88 3.07 3-32 #4 Device 1 94.50' 4.0" Vert OrificelGrate X 3.00 C= 0,600 #5 Device 1 95.50' 0.10' xO.46' Horiz. Orifice/Grate XID.00 Limited to weir flow C= 0.600 Primary OutFlow Max=0.71 cfs @ 12.81 hrs HW=94.38' (Free Discharge) =Culvert ('asses 0.71 cfs of 5.15 cfs potential low) 2=Orifice/Grate (Orifice Controls 0,71 cfs @ 5.22 fps) =Orifice/Grate Controls 0.00 cfs) =brificelG rate ( Controls 0.00 cfs) tecondary OutFlow Max--0.00 cfs @ 0.05 hrs HW=93-00' (Free Discharge) 3=Sroad-Crested Rectangular Weir(Controls 0.00 cfs) Bo ita-loose-dr aina a Type 1/1 ' - r 10 YRS Rainfa11=4. " Prepared by The Berkshire Design Group; Inc. Page 10 HydroCADV 8.00 s1n 000752 C 2006 HydroCAD Software Solutions,LLC 4725, 007 Time span=0.05-24.00 hrs, dt=0.05 hrs, 480 points Runoff by SCS TR- 0 method, UH=SCS Reach routing by Stor-Ind+Trans method Pond routing by Stdr-Ind method Subcatchment E-1 PRE DEV Runoff Area=0.830 ac Runoff Depth>2.45" Flog Length=349' Tc=15.6 min CN=79 Runoff-1.70 cfs 0.170 of Subcatchment E-2: PRE DEV' Runoff Area=0.920 ac Runoff Depth>3.58" Flow Length=217" Tc=17.8 min CN=91 Runoff-2.64 cfs 0.275 of Subcatchment -3: PRE DEV Runoff Area= v720 ac Runoff Depth>3.48" Flow Lengt =524' To=18'.8 rain DN=90 Runoff--10,25cfs 1.079af Subcatchment P-10: POST DEV Runoff Area=2.130 ac Runoff Depth>3.48" Flow Length=44& Tc=14.9 min CN= 0 Runoffi=°6.42 cfs 0.618 of Subcatchment P-20: POST DEV Runoff Area=0.7 0 ac Runoff Depth>3.59" Flow Length=161' Tc=16.6 min CN=91 Runoff=2.19 cfs 0.221 af' Subcatchment P-30: POST DEV Runoff Area=2.600 ac Runoff Depth>4.18" Flow Length=78' Tc=13.7 min CN=96 Runoff=8. 7 cfs 0.894 of Reach -10: POST DEV Inflow=1.70 cfs 0.602 of Outflow=1.70 cfs 0.602 of Reach D-20:.POST DEV lnflow=2.19 cfs 0.221 of Outflow=2.19 cfs 0221 of Reach OP-1: PRE DEV' Inflow--1.78 efs 0.170 af' Outflow=1,78 cfs 0.170 of Reach OP-2: PRE DEV lnflow=2. 4 cfs 0.275 af` Outflow=2.64 cfs 0.275 of Reach,CP-3: PRE DEV Inflow=10.25 cfs 1.079 of Outflow=10.25 cfs 1.079 of Reach +CP-30: POST DEV lnflow=8 97 cfs ;0.894 af` Outflow=8.97 cfs 0.894 of Pond 'IP: DEN POND Peals Elev=95.07° Storage=0.252 of Inflow=6.42 cfs 0.618;af Phmary=1.70 cfs 0.602 of S ndary=0.00 cfs 0.000 of Outflow=1.70 cfs"0.602 af' Total Runoff Area= 10.940 ac Runoff Volume'= 3.2#8 of Average Runoff Depth = 3.67" 38.03% Pervious Area =4.160 ac 61.97'% Impervious Area=6.780 ac Bonavita-base-drainage Type Ill -tar 10 YRSainfall= . " Prepared by The Berkshire Design Group, Inc. Page 12 HydroCA 8.00 sln 000752 @ 2006 HydroCAd Software Solutions:LLC 41251200? SubCatchment E-S PRE DES" Runoff - 10.25 cfs @ 12.25 hrs, Volume= 1.079 af, Depth> 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Sparc= 0.0 -24.00 hrs, dt=0.05 hrs Type III 24-hr 10 YRS Rainfall=460 Area ac CN Description 2.120 98 Wetlands 0,620 68 <50% Grass cover, Poor, HSG A 0.860 86 50%o Grass cover, Poor, HSG C 0.120 98 Paved parkin &roofs 3.720 90 Weighted Average 1.480 Pervious Area 2.240 Impervious Area Tc Length dope Velocity Capacity Description min feet ftlft ffiecl fs' 12.7 50 0.0200 0,07 Sheet Flaw, F 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 Shallow Concentrated Plow, SC2 Unpaved' Kv= 16.1 s M8 524 Total Sulbcatc me>I°tEt P-10 POST DEV Runoff` - 6,42 cfs @ 12.20 hrs, Volume 0.61`8 af, Depth> 3.48" Runoff by SCS TR-20 method, UH=SC , Time Span= 0,0 -24,00 hrs, dt= 0.05 hrs Type III 24-hr 10 YPS Rainfall=4.60" ,AreaJac) CN Description 1.350 98 Paved parking & roofs 0.450 68 <50%Q 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 Bonavita-base-drainage hype I// -hr 10 YRS Rainfall= .6 "' Prepared by The Berkshire Design Group; Inca Page 13 HydroCADO 8.00 s1n 000752 0 2006 HydroCA10 Software Solutions LLC 4/25/2007 Tc Length Slop: Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 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 Flaw, SC2 Paved Kv= 20.3 fps 1.1 283 0.0050 4.17 3.28 Circular Channel (pipe), Cl Diam= 12.0" Area=0.8 sf Perim= 3.1' r= 0.25' n= 0.610 PVC, smooth interior 14.9 448 Total Subcatc ment P-20: POST DE Runoff = 219 cfs @ 12.22 hrs, Volume-= 0.221 af, Depth> 3.59" Runoff by SCS TR- 0 method, U =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 0A20 98 Wetlands 0.060 68 <50% Grass cover, Poor, H5G A 0.260 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 (min) {feet) ( l it/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, SF Woods: Light underbrush n=0.400 P2= 100" 3.9 111 0.0090 0.47 Shallow Concentrated Flow, SC Woodland Kv= 5.0 fps 16.6 161 Total Subcatchment P-30: POST DEV Runoff = 8.97 cfs 12.1 hrs, 'volume=' 0.894 af, Depth ,13" Runoff by SCS TR-20 method, UH=SCS, Time Span:=0.05-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YR5 Rainfall=4 60" Area (ac) CN Description 2.120 98 Wetlands 0.480 86 <50% Grass cover, Poor MSG C 2.600 9 ` Weighted Average 0.480 Pervious Area 2.120 Impervious Area Bonavita-base-drainage Type f1124-hr 10 YRS Rainfall=4.60" Prepared by The Berkshire design Group, Inc. Page 1`4 HydroCADO 8.00 sfn 000752 0 2006 HydroCAD Software Solutions-LLC 4/25/2007 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ftlsec) (cfs) 13.0 50 0.0200 0.06 Sheet Flow, SF Grass: Bermuda n= 0.410 P2= 3.00"` 0.7 28 U100 0.70 Shallow Concentrated Flow, SC' Short Grass Pasture Kv= 7.0 fps 13.7 78 Total Reach C-10: POST DEV [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.130 ac, Inflow Depth > 3.39" for 1`0 YRS event Inflow 1.70 cfs @ 12.67 hrs, Volume= 0.602 of Outflow 1`.70 cfs @ 12.67 hrs, Volume= 0.602 af, Atten= 0%, Lag= 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 [40] Hint:,Not Described (Outflow=Inflow)' Inflow Area= 0,740 ac, Inflow Depth > 3.59 for 10 YRS event Inflow _ 2.19 cfs @ 12.22 hrs, Volume= 0.221 of Outflow 2.19 cfs @ 12.22 hrs, Volume= 0.221 af, Atten=0%, 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' [40] Hint: Not Described (Outflow=Inflow) Inflow Area 0.830 ac, Inflow Depth > 2.45" for 10 YRS event Inflow 1.78 cfs @ 12.22 hrs, Volume 0.170 of Outflow 1-.78 cfs @ 12.22 hrs, Volume 0.170 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans;method, Time Span= 0,05-24.00 hrs, dt= 0.05 hrs Reach CP-2: PRE DEV C40) Hint: Not Described (Outflow=Inflow) Inflow Area 0.920 ac, Inflow Depth > 3.58" for 10 YRS event Inflow 264 cfs @ 12.24 hrs, Volume= 0.275 af' Outflow 264 cfs @ 12.24 hrs, Volume 0.275 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Bonavita-base-drainage Type 11124-hr 10 YRS Rainfall=4.60" Prepared by The Berkshire Design Group, Inc. Page 15 HydroCADO 8.00 sln'000752 O 2006 HydroCAd Software Solutions LLCi 4/25/2007 Reach CP-3: PRE DEV [401 Hint: Not Described (O'utflow=Inflow) Inflow Area 3,720 ac, Inflow Depth > 3.48 for 10 YRS event Inflow 10.25 cfs @ 12.25 hrs, Volume= 1.079 of Outflow . 10.25 cfs @ 12.25 hrs, Volume= 1.079 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Reach CP-30: POST DEV [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 af` 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 Pond I P DEN POND 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- 000 cfs @ 0.05 hrs, Volume 0.000 of Routing by Stor-Ind method, Time Span= 0.05-24.00 hrs, dt= 0.05`hrs Peak Elev= 95.07'@ 12.67 hrs Surf.Area= 0.163 ac Storage= 0.252 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) Volume Invert' Avaii.Storage Storage Description #1 93.00' 0.420 of Custom Stage Data (Prismatic isted below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)` 93.00 0.080 0.000 0.000 94.00 0.120 0.100` 0.100, 95.00 0160 0.140 0.240 96.00 0.200 0.180 0.420 Device Routing Invert Outlet Devices #1 Primary 93.00' 15.0" x 85.0' long Culvert CMP, square edge headwall, Ke= 0.500 Outlet Invert= 89.30' S=0.0435 T Cc= 0.900` n= 0.010 PVC, smooth interior #2 Device 1 93.00' 5.0"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 onavita-base- rainag Type lid e - r 10 YRS Rainfall=4.60" Prepared by The Berkshire Cosign Group,_Inc Page 1 F droCA 8.00 s/n 000752 0 2006 tjqLcLCAD SoftwareSolutions LLC 4L25/2007 2.50 3.00 3.50 4.00 450 5.00 5.50 Coef. (English) 2,38 2.54 2.69 2.68 2.67 2.67 2,65 2,.66 2.66 2.6 2.72 2,73 276 219 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' fl.46' Horiz. OrificelGrate X 10.00 'Limited to weir flaw C= 0.600 Primary Outflow Max=1,70 cfs @ 12.67 hrs HW=95,07' (Free Discharge) =Culvert (Passes 1.70 cfs of 7.10 cfs potential flow) 2=GrificelGrate (Orifice Controls 0.90 cfs @ 6.57 fps) Orifice/Grate (Orifice Controls 0.80 cfs @ 3.06 fps) Orifice/Grate ( Controls 0.00 cfs) tecon r tFl w Max 0,00 l 0.05 hrs HW=93.00 (Free Discharge) 3=8road-Crested Rectangular !el Controls 0.00 ) Bonavita-base-drainage Type fl! 24-hr 100 YRS Rainf fl=6.50" Prepared by The Berkshire Design Group, Inc. Page 17 HydroCA 8.00 sln 000752 C 2006 HydroCAD Software Solutions LL4/25/2007 Time pan=0.05-24.00 hrs, dt-0.05 hrs, 480 points Runoff by SCS TR-20 method, UH=SC Reach routing by Star-Ind+Trans method - Pond routing by Star-Ind method Subcatchment E4: PRE DEV 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 REV Runoff Area=0.920 ac Runoff Depth>5.43" Flow Length=217' Tc=17.8 min CN=91 Runoff==8.92 offs 0.417 of Subcatchment E-3 PRE DEV Runoff Area=3.720 ac Runoff Depth>5.32" Flow Length=524' Tc=18 8 ruin CN=90 Runoff=15.33 cN 1.649 af' Subcatchment P-10: POST DEV Runoff Area=2130 ac Runoff Depth>5.3Z'' 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>5.43 Flow Length=161' Tc=1 .6 ruin CN=91 Runoff=3.25 efs 0.335 of Subcatchment P-30: POST DEV' Runoff Area=2.600 ac runoff Depth>6.01" Flow Length=78' Tc=13.7 min CN=96 Runoff=12.84 Cfs 1.303 af` Reach C-10: POST DEV lnflow=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 cis 0.285 of Reach CP-2: PRE DEV lnflow=3.92 offs '0.417 of Outflow= :92 cfs 0.417 af Reach +CP-3: PRE DEV Inflow=15.33 efs 1.649 of Outflow=15.33 cfs 1.649 of Reach CP-30: POST DEV Inflow=1284 cfs '1.346 of Outflow=12.84 cfs 1.346 of Pond 1P: DEN POND Peak Elev= 5.60` Storage=0.34 of lnflow=9.60 cfs 0.945 of Primary=2.91 cfs 0.880 of Secondary=2. 3 cfs 0.043 of Oufflow=5.14 cfs 0.924 of Total Runoff Area = 10 40 ac Runoff Volume;= 4.933 of Average Runoff Depth = 6.41" 38.03% Pervious Area 4.160 ac 61.97% Impervious Area=6.780 ac Bonavita-base-drainage Type 11124-hr 100 YRS Rainfall=6.50" Prepared by The Berkshire Design Group, Inc. Page 18< HydroCAD®8.00 s/n 000752 ©2006 HydroCAD Software Solutions LLC' 4/25/2007' 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, Poor, HSG C 0.830 79 Weighted Average 0.600 Pervious Area 0.230 Impervious Area Te Length Slope Velocity Capacity Description _{min) (feet) (ftfft) (ft/sec) (cfs) 12.7 50 00200 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 0.0080 1.44 ShallowConcentrated Flow, SC2 Unpaved Kv= 1'6.1 fps 15.6 349 Total Subcatchment E-2: PRE DEV Runoff = 3.92 efs @ 12.24 hrs, Volume= 0.417 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 Description 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 Tc Length Slope Velocity Capacity Description (min (feat} (ft/ft) (ft/sec) icfs} 12.7 50 0.0200 007 Sheet Flow, SF Woods: Light underbrush n= 0.400 P2=3.00 5.1 1`67 0.0060 0.54 Shallow Concentrated Flow, SC1 Short Grass Pasture Kv= 7.0 fps 17.8 217 Total Bonavita-bas"r inag Type I// 4-ter 100 YRStainfalf= . 0" Prepared by The Berkshire Design Group, Inc. Page 19 y roCADO 8.00 s/n 000752 O 2006 HydroCAD Software Solutions LLC 4/25/2007 Subcatchment E-3: PRE QEV Runoff = 15.33 cfs @ 12.25 hrs, Volume= 1.649 af, Depth 32" Runoff by SCS T -20 method, UH=SCS, Time Span=0.0 -24.00 hrs, dt= 0.05 hrs; Type III 24-hr 100 YRS Rainfall=6.50" Area {ac} CN Description .120 08 Wetlands 0.620 66 <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 1.40 Pervious Area 2.240 Impervious Area Tc .Length Slope 'velocity Capacity Description rain f t ft sec 12.7 50 U200 0.07 Sheet Flaw, 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 144 Shallow Concentrated Flow, SC2 Unpaved Kv= 16.1 fps 18.8 524 Total Subcatchmelnt PAO POST DEV Runoff 9.60 cfs c@?r 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 CN 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 Bonavita- e-drai Tyre I// - r 100 YRS Rainfafl=6.50" Prepared by The Berkshire Design Group, Inc. Page 20 H droCA 8.00 s/n 000752 0 2006 H droCAD Software Solutions LLC- 4 25/2007 Tp Length Slope Velocity Capacity Description' (min) {feet} fftlfty {ft/sec) cfs 12.7 50 0.0200 0.07 Sheet Flow, SF Woods: Light underbrush n= 0.400 P2= 3.00" 0.6 38 0.0520 1.14 Shallow Concentrated Flow, SC'I Woodland Kv= 5.0 fps 0,5 77 0.0150 2:49 Shallow Concentrated Flow, S+C2 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 Suboatchrr ent P-20 POST DEV Runoff - 3.25 cfs c 12.22 hits, Volume- 0.335 af, Depth 5.43" Runoff by SC5 T -20 method, UH=SCS, Time Span= 0.05-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100'Y S Rainfall=6.50'" Area (ac) CN Description 0A20 98 Wetlands - 0.060 68 <50% Grass cover, Poor" HSG 0.260 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 rain feet fti"ft ftlse2) jcfsj 12.7` 50 0.0200 0.07 Sheet Flow, SF Weeds. Light underbrush n= 0.400 P2=3.00"" 3.9 111 0.0090 0.47 Shallow Concentrated Flaw, SC Woodland Kv=5.0 fps 16.6 161 Total Subcatchment P-30: POST DEV Runoff 12.84 cfs @ 12.18 hrs, Volume= 1.30 af, Depth 6.01" Runoff by SCS TR- 0 method, Ulf=SCS, Time S pan:= 0.05-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100 YRS Rainfall=6.5V' 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 Bponavita-base- tat Grp f!/ - r 100 YRSRainfall=6.500 Prepared by The Berkshire design Group, Inc. Page 21 ydroCADO 8.00 s/n 000752 0 2006 HydroCAL1 Software'Solutions LLC 4/25/2007 Tc Length Slope Velocity Capacity Description min` feet ftlft ftdsec cfs 13.0 50 0.0200 0.06 Sheet Flow, SF Crass: Bermuda n= 0. 10 R2= 3.00" 0.7 28 0.0100- 070 Shallow Concentrated Flaw, SC - Short Grass Pasture rev= 7. fps 13.7 78 Total Reach C-10: POST DEV 140) dint: Not Described (outflow=Inflow) Inflow Area 2.130 ac, Inflow Depth > 4.96 for 100 YRS event Inflow 2.91 cfs;@ 12.46 hrs, Volume 0.880 of Outflow = 2.91 cfs 4x 12.46 hrs, Volume 0.880 af, Att n= %, Lag= 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 (Outflo =Inflow) Inflow Area 0.740 ac, Inflow Depth > ;5.43" for 100 YRS event Inflow 3.25 cfs @ 12.22 hrs, Volume 0.335 of 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 Reach +CP-1: PRE DEV (40 Hint:Not Described Outflow=Infloww) Inflow Area 0.830 ac, Inflow Depth > 4.12 for 100 YRS event Inflow = 2.98 cfs @ 12.21 hrs, Volume= 0.285 of Outflow = 2,98 cfs @ 12.21 hrs, Volume= 0.285 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 CP-2: PRE DEV (40] Hint: Not Described (Outflow=Inflow) Inflow Area 0.920 ac, Inflow Depth > .4 " for 100 YRS event Inflow - 3.92 cfs @ 12.24 hrs, Volume= 0.417 of Outflow = 3.92 efs @ 12.24 hrs, Volume= 0.417 af, Atten 0%, Lag=0.0 mire Routing by Stor-Ind+Trans method, Time Span= 0,05-2 .0 hrs, dt= 0.05 hrs Sonavita-base-drainage Type fld 24-hr 100 YRS Rainfall=6.50" Prepared by The Berkshire Design Group, Inc. Page 2 HydroCADS 8.00 s/n 000752 C 2006 Hy roCAD Software Solutions LLC 4/25/2007 Reach CP- : FARE DEV [40( Hint: Not Described (Outflow=Inflowv) Inflow Area = 3.720 ac, Inflow Depth > 5.32" for 100 YRS event Inflow 15.33 cfs @ 12.25 hrs, Volume= 1.649 of Outflow = 15.33 cfs @ 12.25 hrs, Volume 1,649 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Sparc=0,05-24.00 hrs, dt=0.05 hrs Reach CP-30*. POST DEV' (40] Hint: Not Described (Outflow=lnflovw) Inflow Area 2.600 ac, Inflow Depth> 6.21 for 100 YRS event Inflow; 12.84 cfs @ 12.18 hrs, Volume= 1.346 of Outflow 12.84 cfs @ 12.18 hrs, Volume= 1.345 af, Atten= 0%, Lag=0.0 rain Routing by Stor-Ind+Trans method, Time Span=0.05-24.00 hrs, dt= 0,05 hrs Pond 1 P LIEN POND Inflow Area = 2.130 ac, Inflow Depth > 5.32 for 100 YRS event Inflow - 9.60 cfs @ 12.20 hrs„ Volume 0.945 of Outflow . 5.14 cfs e@ 12.46 hrs, Volume= 0.924 af, Atlen=4 %, Lag= 15.9 min Primary = 2.91 cfs @ 12.46 hrs, Volume= OMO of Secondary 2.23 cfs @ 12.46 hrs, Volume= 0.043 of Routing by Stor-Ind method, Time Span= 0.05-24.00 hrs, dt=0.05 hrs Peak Elev= 95.60'@ 12.46 hrs Surf. r a= 0-184 ac Storage= 0.343 of Plug-Flow detention time=10 .2 min calculated for 0,922 af`(98% of inflow) Center-of-Mass det.time=94.7 min t 883.7-739.0 Volume Invert Avail.Storage Storage Description 1 93.00'' 0.420 of Custom Stage°Data (Prismatic isted below(;Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet' (acre-feet) 93.00 0.080 0.000 0.000 94.03 0.120 0.100 0,100 95.00 0.160 0.140 0.240 96.00 0.200 0.180 0A20 Device Routing Invert Outlet Devices #r1 Primary 93.00' 16.0" x 85 0" long Culvert CMP, square edge headwall; lie=0,500' {'Outlet Invert=89.30' S=0e0435° c=0.900 =0010 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 M 120 1.40' 1.60' 1.80 2.00' , Prepared by The Berkshire Design Group, Inc. Page 23 5.00 5.50 #5 Device 1 95.50' 0.10' x 0.45' Horiz. OrificeIG rate X 10.00 Limited to weir flow ~ ' ' = ' � ` ^ ' ^ , , ' Purpose: To calculate the first flush runoff flow rate(WQF)over;a given site area. In this situation the WQV to be analyzed is the runoff produced by the first 0.5"of rainfall. Reference: United States Depatment of Agriculture Natural Resources Conservation Service TR-55 Manual Given: Structure A A I Runoff Impervious tc > Name acres`' (miles) Coefficient N* min. hours P-10' 2.12 0.00331 0.651 58.49 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 subsitiuted for the runoff depth (Q)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 Structure Impervious R P' WQV WQV Name' MY (in) in ac-ft` P-10 58.49 0.576 0.5 O',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 in CN=10001[10+5P+10q-10(Q2+1.25QP)"21 P-10 0.288 97.54 where: CN`= Runoff Curve Number P Design Precipitation (inches)'=( 1.0;for water quality storm) 0 Run-off Depth(watershed inches) The PROJECT NO.:2006-088 . Berkshire" CLIENT: SHOEMAKER LANE PROPOSED STORAGE FACILITY Design SUBJECT: HYDROLOGIC SIZING FOR STORMWATER ~� Group i lnc TREATMENT PRACTICE PREPARED BY:SJP DATE: 05-03-07 CHK BY: MBD 4 A%n P9c9,Non NffpDrk Massachuseds 04060 4 13 5B2 7000(r) 4135B2 7005(g) 80G6BERKsHIRED=N:G0M WWW.BERKSHIRF-DEMN.COM 200"88-R-SJP-2007-04-13=Bonavitai-water Quality Calculations 4/2512007 11:32 AM t r 3. Using the computed CN, read initial abstraction (1$)from Structure la, IAIP Table 4-1 in chapter 4 of TR-55 compute I,IP, interpolating Name in when appropriate'. P-10 0.105 0.105 4. Compute the time of concentration (t)in hours and the Structure t. A drainage area in square miles. A minimum t. 0.0167 hours Name hours (miles )' (10 mintues)should be used. P-1'0 0.248 0,00331 5 Read the unit peak discharge(qu)from Exhibit 4-III in Structure t IAIP' qu Chapter of TR-55 for appropriate tjor type III rainfall' Name hours csmlin distribution. P-10 0.248 0.105 510 6. Substituting WQV(watershed inches)for runoff depth-(Q),;compute the water quality flow(WQF)from the following equation: WOF=(qu) (A)`(Q) where: WQF=Water Quality Flow(cfs) qu =unit peak discharge(Cfslmi2Anch) A =Drainage Area (mi) Q = Runoff depth (watershed inches) Structure qu A Q WOF Name csmlin (miles) in cfs P-10 510 0.00331 0:288 e< PROJECT NO.:2006-088 Berkshire CLIENT: SHOEMAKER LANE PROPOSED STORAGE FACILITY Design SUBJECT: HYDROLOGIC SIZING FOR STORMWATER . � Crroup, Inc TREATMENT PRACTICE .�� PREPARED BY: SJP DATE:`05-03-07 CHK BY: MBD 4 Alton Place; Northampton,Massachusetts 03080. 413 582 7000 M 413 582 7005(F) BCGOBERKSHIREOISIGN COM VWMAERKSHIREOESIGN COM 2006-088-R-SJP-2007-04-13-Bonavitai-water Quality Calculations 4/25/2007 1:07'PM SITL' PLAN PFROVAL MARK B. DARDL[7 + CIML cn No. 3 459 SHOLM" AKE'mm� R SLLF STOivA L 444 Sh 0-- em a&ker-1A L anu'--A lu Awl -4fi A & ,OO-W CI S Agawum, Mao achu3vutts Preliminary site Plan Submissionate.* April Notice ofIntent Sumission ate y 15, Town ofAgawam Comments May 17, 2007 Agawam is May 31, Agawam Comments June 21, 2007 Drawing List. Sheet No. Drawing title y wtt . Architectural Drawings,A201 Building Elevations d _ 190 4 Site Drawings. Record n r icant.• I w ra y Carloit lore . � Overall Site Plan, A bbreviations, Legend and Il 1 StreetGeneNotes Agawam, Massachusetts 01001 C-1. 0 Site Demolition -2. site Materials and Layout Plan C-2. 1 Site Landscape Plan C-3. 0 Site Utility Plan Preparedfill -3. site tip hat ► Plan ate d' a 1'lan The s t ' r S andScechtece Berkshire Civil Engineering C-5. 0 Soil Erosion and Sediment Control Design Planning Specification and Narrative �r uroup, nc. Urban . esn 5. 1 Site Details Locus Plan -5.2 Sits' Details 4 Allen Place, Northampton, MA 01060 * (413) 582-7000 SCALE I"=1,2W bdg@berkshiredesign.com www.berkshiredesign.com 14 E SMH# IA-1 TRANSMISSIONI 1 CIVIL GENERAL NOTES: The � � RIM=�00.34 TOWER 1. PRIOR TO COMMENCING CONSTRUCTION NOTIFY "CALL Berkshire INV.3 RCP 82.42 P BEFORE YOU DIG" FOR FIELD LOCATION OF AND MARKING OF Design GUN 1 ' BARREL 14„ � n/f �, SUBSURFACE UTILITIES. 11 ,��"'�'t UP 8" '1 BIRCH WF e1 I 1 ELLIS LANGONE VrOu3, IT1C Book 10500 Rage 228 2. ALL CONSTRUCTION METHODS SHALL CONFORM TO THE \ J l l � 1 FOLLOWING: Landscape Architecture Planboo k 252 Page 78 (Lot- 10); Civil Engineering \'', \ ',`; STUMP ; : , S37 28' ,) +; PILE i ti,II, i ar, % ,..• f.a„ 1 ,r' W B -==--- A. STATE OF MASSACHUSETTS HIGHWAY DEPARTMENT g 1 [r 1 Pdannan \ 83 GUN 61Rcla I r2 485.b - _ B. MATERIAL AND INSTALLATION SPECIFICATION' OF EACH LandSurveyang ,.-_------___� � BARREL 2 UTILITY COMPANY. " --- BIRCH WF B4 BI H 4111 `'-_. Up 1" I GUN 1 , ` -- WF 1310' all; --. ' \ B 14 WF s1� jBARR1 L j C. SPECIFIC TOWN OF AGAWAM REQUIREMENTS WF--B9---__- WF B11 UP 1., vF -`- ------ --- - F C68 D. STATE OF MASSACHUSETTS HIGHWAY DEPARTMENT WF WF rli;, 1i, --r C2' Jj \, \ B�, Mi WF e1 s -_, f( STORMWATER MANAGEMENT` FOR 'HIGHWAYS AND BRIDGES. W WF B12 rI VHF 3 12 , WF B15 /. �' ` -.. ' E. THE DRAWINGS AND SPECIFICATIONS. 1 'I OAK ,` , _,: . W A rlr, _ - / PL STIC PIN WE wF s13 4 Allen Place, Northampton, Massachusetts 01060' _ � 1 `mot P _ 4 X4 __ IN >� , �J ESTABLISH AND MAINTAIN AT LEAST TWO ' 2 BENCHMARKS WF A ) 413 582 7UQ0 FAX 413 5$2 7005 \ � al ,tea>> I l � _ , BOUND. 1 „< 12 GU CON . 1 , WE Pr E � �� / .:, WF' c5s 1 ON SITE FOR VERTICAL AND HORIZONTAL REFERENCE: j F 3 1\ ;' MAPLE �� `� _ � ! I BAR EL_ , 1W I _ I I WE C54 Small, bd @berkshlredesl n.com 4 � 5 WF: C66: � rl,'' UP 1 � � 12 1$ 18 4 J 1 IJ Web: htt . www.berkshlredesr n.com , 1 J WF 5. +S SAFETY ISSUES & HOURS OF OPERATION ARE THE. ; I , . , . �1� a; I � AFE P II 9 MAPLE OP WF C55 4 , I C 5± GRAVEL , GRA E 1 `RESPONSIBILITY OF THE CONTRACTOR AND ARE TO 6E 1, all, I A WF C6 PARKING' J j+ f z 1 `C COORDINATED AND APPROVED BY THE OWNER. 1 1 / S OORDIN RIVE: � r WE C53 , r i t J WE C57 6: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DEVELOPJ' OF 1 I J 1: 4 POND z P, CONSTRUCTION A BUI T PLANS. AS BUILT PLANS" � ROP 1 � THE C0 AS-BUILT 0 EU B 11DfN WF WE C 1 - q 1 C WF '6 1 I 110 97: 1 S I Q S SHOW LOCATION ELEVATION OF CONSTRUCTED' ,erg. - _.1_ L ,� .: HALL 0 EL � MARK ti a o _ �.r 3 B. 1 x1a uNI a / f�1, l I� SOU 41 RC � J 1 I I E AREA s f J STRUCTURES, PIPING AN CONDUITS.TS. CONTRACTOR TO � � f TRUCTU � D OND I � D�,RN�LD aoo� -_-_ 1/ WF C52 -r , w - C51 r to, I W C62 , E TRACK LIMIT r P RECORD DR T OWNERS AS REQUIRED , � PROVIDE DRAWINGS 0 THE Q 1 �9 W F� $� ':CIVIL:: WF C50+ � f al1 1 r _ f rti 1 is — Na. 3245 � ICAL z END OF THE TO SPECIFICATION 9 WE_, 9 f+ 511 AT THE. E :PROJECT. REFER THE. G . I n W C 34 W F G C 3 ,L 4 _ .• _-- z FOIC RE UIREMENTS. __ ram_ � � 1 - Q 'P P WF A _,* 1 `�I: o I I ! W s WOODSa S 1 , / rl 0, r 4 4 � 0 __ 0 o cv r 1 ! ALL WHICH ARE NOT SHOWN ON THE f 7. A EXISTING SITE UTILITIES R J I .� W Q I o f z a : WF C48, r w 1 � PLANS C) REMAIN 1N SERVICE SHALL NOT BE I \ � Q ,,h� OR ARE. T , �r .�. 1 T'- ,. ,. , L 3 /t J I I I I +1 OPERATION. CONTRACTOR INTERRUPTED CONTINUOUS OPERA.. PR 1 w r UPTED FROM TI BUI INix I aI!` d F.F. ELEV' ON d \- 1 i � � cU -..__ ___ I I I \ Cr O NOT ENGINEER ANY CONFLICTS OR CONCERNS:: - :-�. .1 �N� � ..�J�-� - � � -, � -� . . _ U s T NOTIFY ;THE ENGIN R OF z 1 as 10 10 Urn BA RREL wl ! for construction Ci t t r _ This drawing snot mended nor steal It be used a I � 3 ,1 I J� _ 1 XIS ARE TO BE PROTECTED' W r 7 Sl' CJ 1 EXISTING s TO REMAIN _ g J _ J P SIDE _ :, u DE YARD—SETBACK RD SE _. . _J � _ TRACK -�., r4i/_ W 4;, 4, F C unless the signed professional seal of a registered ti , ' J I Q tr_ l Ri purposes 9 P DU. NG CONSTRUCTION.. / . . LINE { I r- � , 1 , � landscape architect civil er sneer or land surveyor employed ti 0 - w O !' _ . 0 1 l The 'Berkshire Design Group, Inc. is afflzed above, C] f I 11r, ®+ WE C1 \ I Qwt° 1 '.: 1 o SITE DATA TABLE WF C;13 co k - � a c Copyright The Berkshire Design Group, Inc; 5 J o ¢ ur WF C46` � d9 sh, I 1' Th1s drawer and ail of Its contents are the express `propertye r _ WF C14 � � 9 P PROPOSED z D10 ZONE. IND A REQUIRED VJ 15 F C RDI T r COSIMO C.O. � I he Berkshire Design Group, Inc. :and shall not be copied o I ,I I I P _L , wF c 1� � � g P 1 , PR POS -6lfl IN G rage 28 1 1 k 9018 a �J Book \ �' 9 F.F.: WF 1 3 used Ifs an wu wll}rout [tie wnlien consent of The BerkShiee J ELESf orr sa � y Y I I W g12, I ] I � F 1_ I I o Plonbook 2 I '1 -i- e-+�s 9-, WF D9 Design Group,- Inc. 1 I I I I L � � o � _g I I C I I I I I I W1 LOT AREA, 4O oao SF 5.47f AC } 7,as4 SF !hI --� , I � '1� A. WF C4a5'; 1 41C o W F DS 1 11 I I I WE 914 WF D s1 o f k I I I I I I 1 L / r- __ a 707± FT LOT FRONTAGE 100 FT Other Lard of ANGELINA BRUNO and UPLAND JOHN A. BRl1 R 3 ® NO and PASQUALE A. B UNO "� 1 SETBACKS. till Book 3928 Page 289 Portion of J 9 ( ) f r Y � � AWN - j f t3 ' FRONT 75' FT` 75 FT , 1 O ++ WFID15 ,WF D2 WF �, 1 ONT �[1 �+ I F C44 WF C Shoemaker Self Q W 11 Ix P3 wF C 8 WF D3 SIDE 25 FT 25 FT" Storage ,� WF D6, t �tQ'rW,Q'�.+' Q ' -- WOODS WF L� WF C38 1 OA J TI ' PIN PL S_ C �� - WE G43 1 � ' . .. _ v`�i coo „ REAR 25 FT 78 FT _ R—7� .a. '�,. 1a0 2 �} , ul7 W D1 4 X4 >~ a -d-1 : � WF D5 `Y ,- WF D4 CON BOUND ;z a LOT ATTRIBUTES:, , c41 WF L .�g — — — 444 SHOEMAKER LANE 2 � f — � � � ,..- C3� S O __ �� wf-e2 P LEAD I WF C42 1 .- n; a � n WF C3G r ; „ „ --- / ' + 3(J Wi .E bP, fNAG LA..Er _NT cv,�t� tt .: �_ � AGAWAM, 11�L455ACHUSETTS IN X6 22; } F ;sl", r� WE C36 i ,N + — GU A0 air, THE TOWN OF AGAWAM AS SHOWN' „ _SON 1 OUND _ G 0' _ 1K j r._ � R ,.P— 0:1 F C3- , v1 R 9 w R 25. D BARB _ I 8 c WF c29 _ ON PLANBOOK 241 PA N A _ � � GE 8s BLDG PA N A , 18 � RKING RATIO -_4 _ / /' US W C3 0 1 , „ W C28 , DIJx 1 OAK 2 I I F _ 2 d; _ , _ -r WF ';C27 L �.2 7 WF C23 F C 4 6 5 `WF C2 WF C32 :. WF c2 BLDG. T 40 FT 1O FT„ HEIGHT + 24 r WP .� y: _ :-. - �. -__. SITE PLAIN APPROVAL � �_ � ,�_-_--- WF C33 �7 ` +� ---- - — - - GUN B1T. ,. CB 1 -, - -- _ _ — BIT. BERM c NOT FOR CONSTRUCTION` w w w� � w w u4--w—;w—w w w — -- CR APT w w w w—�yv w w w w W w w w— w—w, w —w` w—ww,:�w w, o ` y w w w, w F LU SI — — �w'"yy--yy— „ HARDWOOD _ '` o JUNE 21 2007 <-= CLUNf"P ,.._- --�-- a — — -' PLASTIC PIN , D M I I #2—3 —' s —s --s --s----s—= i—s-r-s s s s s s�=-5— — s „ :— ._ -B s s s s— DM —4 — s �s -•— s __- l 'zX4 -- w r- s--s- s s s s_�,s s — o o a o �—o o — -.-.--.. _--i 5— — a7 , 1 0 CIVIL SYMBOL LEGEND � � � o --._6Cp�C��3t#I��-s—�.5;..—. S S .. RIM-94.57' FLUSW " s;— — CB #2 o a CB #4 FIRE HYDRANT —MHO OHW'---OF4W:—.OHW—bFIW.—o}iW---�-�-OHW.--OHW:—OHW:—p}{W�OHW OHW�OHW.—OHW—VW—OHW--�.:OHW—bHW—.OHW�WiW—:OkIW----UAW pF1W--q{W----�.p{W._�.q{W # � oHw--_o,Iw —oyW—,oHw�_ -- P 45 43 UP#2/45 c"w PEN IN LEAD W/ TRANSFORMER W1 LIGHT° UP 41 44 UP TOOT 241 4© 43 oHw�OHW`°"W`-a+w— 00w--�' VALVE IN 6 X6" CB #1 o:LIGHT W/ RISER XX" SD XXX GRAN. BOUND RIM=94.99 �' — --- STORM DRAINAGE FLUSH INV.6"CPP(N)^91.24 CB #3 DRAINAGE EASEMENT TO THE INV.6"CPP(E)=91.16 TBM TOP' SPINDLE HYDRANT RIM=93.46 TOWN OF AGAWAM AS XX" W XXX— WATER DISTRIBUTION 0 INV.12 RC 89.9 ELEV= 97.18 /� 1 INV.5"CPP(N)-89.71: SHOWN j o INV 15"RCP(F)=88.75' ON PLANBOOK 216 PAGE 81 I-- DMH #1-2: sMH# SL-21 INv 6°CPP(SE)=89.71 XX" SAN XXX SANITARY SEWERAGE j RIM=94.95 a RIM-93.99 INV.15"RC= 88.38 PE v i UNABLE TO OPEN / INV.27"RCP(W)=83.88 PAVED/cLasED ! INv.50"RCP(s)-83:32 DMK #3-4 _ - PRIMARY ELECTRIC (CONCRETE ENCASED)` Record`Owner/Applicant: RIM-93.58' SE CD #2 INV.15"(E--C B)=87.33 SECONDARY ELEC (CONCRETE ENCASED) RIM 94.88 a INV12"(NW)=87.75 ; + INV:12"(SE)=87.50 TEL 'writ? �i0navita iNV.6"CPP(NW)=91.05 /' 3 TELECOM IN CATIONS (CONCRETE ENCASED) 1775 Main Street INV.6"C PP(SW)=91.30 0 1NV12"(S—C B)=87.4 I INV12"(W) 87.16 Agawam, Massachusetts 01001 CONDUIT :.REFERENCE SYMBOL OVERALL SITE PLAN - - X CHAIN LINK FENCE 1 PROPOSED SITE DEVELOPMENT SCALE 1" - ;40' 8 --- 0 e- DECORATIVE FENCE. PER OWNER'S DIRECTION r 11 13 SILT FENCE - PROPOSED CONTOUR CIVIL ABBREVIATIONS LEGEND PROPOSED SPOT ELEVATION. Abbreviations ' SS SMH03 SANITARY MANHOLE' Legendt General C AC ACRE bET DETAIL GALV GALVANIZED 0/C ON CENTER SS STAINLESS ,STEEL DMH01 STORM DRAINAGE MANHOLE AD AREA DRAIN! DI DUCTILE IRON GC GENERAL CONTRACTOR OD OUTSIDE DIAMETER SD STORM DRAINAGE CB01 CATCH BASIN Note AFF ABOVE FINISH FLOOR DIA DIAMETER GFI GROUND FAULT INTERUPTER P POLE/PHASE STA STATION ALT ALTERNATE DIAL DIAGONAL GND GROUND PG' POINT OF CURVATURE T & B TOP AND BOTTOM YID YARD DRAIN ARCH ARCHITECTURAL DIM DIMENSION` HDPE' HIGH DENSITY P®LYTHYLEN �,,...,^.... .,� ....__ ...,,, -- P€ PRIMARY ELECTRIC TO TOP OF CURR BOTTOM OF CURB E EAST HORIZ' HORIZONTAL PSI' POUNDS PER SQUARE INCH TEL TELEPHONE =- FLUSH BIT BITUMINOUS. EJ EXPANSION JOINT" HIP HIGH POINT PT PONT OF VERTICAL TANGENCY TF TOP OF FRAME �- BLDG BUILDING ELEV ELEVATION ID INSIDE DIAMETER PVC' POLYVINYL CHLORIDE TW TOP OF WALL DIRECTION OF "WATER FLOW' BM BENCH MARK ELEC ELECTRIC IN INCH OR INCHES ` � BUT BOTTOM EOP EDGE OF PAVEMENT' INV INVERT QTY QUANTITY TYP TYPICAL RADIUS UG UNDERGROUND TRANSFRMER AND SWITCH BSMT' BASEMENT EP' EMERGENCY POWER JT JOINT " RCP` REINFORCED CONCRETE PIPE VERT VERTICAL C CENTERLINE EQ EQUAL LP LOW' POJNI" VI 12 CAL CALIPER RGS` RIGID GALVANIZED STEEL VERIFY IN FIELD 6 DETAIL REFERENCE NUMBER Site Plan al EW EACH WAY MAX MAXIMUM REINF' REINFORCED W WEST/WATER SERVICE; _ SEE::: THIS DETAIL DRAWING CB CATCH BASIN EX EXISTING MECH MECHANICAL ROW RIGHT OF WAY WP' WORKING POINT c 0.0 Lt�7Y111111 CJ CONTROL JOINT EXT' EXTERIOR MH MANHOLE- S SOUTH WWF WELDED WIRE FABRIC — — PAVEMENT SAW CUT LINE CLL CONTRACT LIMIT LINE FD FOOTING DRAIN MIN MINIMUM SAN SANITARY YD YARD DRAIN � CMP CORRELATED METAL PIPE FDN FOUNDATION DRAIN: MISC MISCELLENOUS . . CMU CONCRETE MASONARY UNIT FF FINISH FLOOR N NORTH SDMH STORM DRAINAGE MANHOLE BITUMINOUS CONCRETE CURB Revisions SF SQUARE FEET CO CLEAN OUT FM FORCE MAIN NA NOT APPLY o-o REVISED` PER TOWN -COMMENTS 05-17-D7 CONC CONCRETE F FIRE SERVICE NIC NOT IN CONTRACT SE SECONDARY ELECTRIC' S1 SITE LIGHTING POLE AND FIXTURE SMH SANITARY MANHOLE REVISED PER DPW COMMENTS 05-31-07 CONST CONSTRUCTION FT FEET NO NUMBER SPEC SPECFICIATIONS 052 SQ SQUARE BUILDING WALL PACKAGE LIGHTING CU FT CUBIC FEET FTG FOOTING NTS NOT TO SCALE REVISED` PER DPW COMMENTS 06-21-07 " ° GAL- GALLON N 07 0 O" a C D m 's Date: Sheet Number May 15, 2007 c m° Scale: AS STATED c o o 0 E Drawn By. 0 Sip Checked By. ii M BD DEMOLITION GENERAL NOTES: The 10 B2 1. ALL REQUIRED UTILITY DISCONNECTS AND/OR TIVE BIRCH 12 B 485, GUN ABANDONMENTS TO BE COORDINATED WITH RESPEC Berkshire 1,211 -------- UTILITY COMPANIES AND OWNER PRIOR TO CONSTRUCTION 3-sig BIRCH BARREL PHASING. REFER TO NOTE 7 OF THE CIVIL GENERAL NOTES an I WF B4 GUN -A I-0&- 1 91 BIR`QH ON DRAWING C-0.0 Group, Inc. F UP 1 WF B 10 dl, 14 B 1 1 WF B17 iBARREL TING f1l $1 Landscape Architecture 1 2. CONTRACTOR TO PROTECT AND MAINTAIN ALL EXIS M PIL-E—_1 UP I Civil Engineering WF --- -------- /1- 'IllilF C68 U11LIlIES TO REMAIN. Planning WF C2 Land Surveying WF 131 3. SEDIMENTATION AND SOIL EROSION CONTROL MEASURES 85 F C1 SHALL BE INSTALLED PRIOR TO ANY SITE DEMOLITION WORK. W B7 3 WF B 12 W`F 63,7 12 4. ALL EXISTING UTIUTIES, PLANTINGS SIGNS, CURBING WF B15 OAK PAVEMENT, SITE WALLS ETC. SHOWN IN BOLD TO BE WF A %till �Al r QJq X A 11 1=1[ �11 II- WF B13 REMOVED WITHIN THE CONTRACT LIMIT LINE. REFER TO CIVIL 4 GENERAL NOTES FOR MORE INFORMATION. 4 Allen Place, Northampton, Massachusetts 01060 A/ll 12 DIRT 5. SEDIMENTATION AND SOIL EROSION CONTROL MEASURES (413) 582-7000 - FAX (413) 582-7005 WF SHALL BE INSTALLED PRIOR TO ANY SITE DEMOLITION WORK. Email, bdg@berkshiredesign.com REFER TO DRAWING C-5.0 FOR MORE INFORMATION Web: http://www.berkshiredesign.com MAPLE PILE 12�5/ 1 811 18 93 4 1!0 B 14 11 5 WF 66 0 MAPLE POPL R f— _LjI OF INDICATES BITUMINOUS PAVEMENT TO BE REMOVED MARK B. Ltj DARNOLD F I E LE) CI CONTRACTOR TO REMOVE C) No. 9 INDICATES GRAVEL DRIVEWAY EXISTING TREELINE TO PROJECT TO BE REMOVED 1411 CONSTRUCTION LIMIT LINE (TYP) F 6 $: I OAK POND W CONTRACTOR TO REMOVE C7 LU Q� A5 EXISTING TREES PER OWNER'S CONTRACTOR TO REMOVE ALL DIRECTION (TYP) ABOVE AND BELOW GROUND W OIL TANKS, PIP14 _j This drawing is not �ntendad nor shall it be used for construction a— AND 1 0 purposes uOless the signed professional seal of a registered CONTRACTOR TO COORDINATE METERING PIER LOCAL AND landscape architect, civil engineer or land surveyor employed by UTILITY DISCONNECTS NTH STATE GIVOELINES (TYP) The Berkshire Design Group, Inc, is offixed above. LOCAL UTILITY COMPANY (TYP) 11�1 \ WF h� REMOVE EXISTING BUILDING PER OWNER'S DIRECTION W� , Copyright The Berkshire Design Group, Inc, C-) 40 C64 WF C63 This drawing and all of its contents are the express property of AK The Berkshire Design Group, Inc., and shall not be copied or used in any way without the written consent of The Berkshire A Design Group, Inc, 100 ' 0 n 0 X /ONE fit Wf.. 0 V) I tlll:\`,� - if Uj Shoemaker Self 0 Storage A B vt BA GROL�ND 0 444 SHOEMAKER LANE AGAWAM, MASSACHUSETTS _2 C) TREES/ TAN K 16 OIL BRUSH 18 LAWN GIAJ�_2 i OA < :D\ CL- 0 1 0 SITE PLAN APPROVAL LL_ _j Z I \01, it UJI 110 M ETA!:-------' NOT FOR CONSTRUCTION Lj I UJI SMOKESTACKS Cif JUNE 21 , 2007 Ld 16$3 32 If z - WF Clf OAK K WF C1 3 OA ' Z 0 12 WF C14 24 OAK If 11 � F C15 WFIC16 7 `111 24 01 OAK WF 013 OAK FIELD k_ /C 10 WF D14 36 ------ — 1� , 11�1' CONIT�CTOR TO REMOVE OAK 10 , GRAVEL DRIVEWAY PER Record Owner/Applicant: 24 PFR"S DIRECTION (TYP) ___O` K 0 Carlo Bonavita -5�OAK ONTRACTOR TO REMOVE AND W N 0 /e /0P VERHANG/ STORE ON—SITE HYDRANT TO 1775 Main Street 2/ 1 WFID1 5 PAD BE RE—INSTALLED PER LOCAL Agawam, Massachusetts 01001 22" UTILITY SPECIFICATION / 0 Zd O,�J< WF C118 /F / a_� 0:' C) OA 25`(W)x5O'(L) CONSTRVCTION 1002 BLE U_ X ENTRANCE _j z `�S T D t L4j LA REMOVE EXI$ING BITUMINOUS L LAJ 0__ LLJ 0-1 PAVEMEN�AS INDICATED BY 0 Wf�--C 2 LEAD z 0 _:F 0 (,1 0 P S (TYP) OYER N X6 22 GUN (L) REMOVE SECTION OF W F 311 te Demolition BARR�� G OUN ,CONC AD 6, EXSITING CURB (TYP) i 8"Rc I I us J OA 18" Z Plan OAK f4l " C22 N 0 WF C23 A C 24 W W BIT. W _ CB J1 > W)lP'RO Vv—'1� W W W W Ld HARDWOOD CLUMP X _X "N__�XXXX22;� ;0 DMH #2 - 3 X X, =7. IS S fts E) D D zsite Plan Ap roval 7-'� S 0 W I- S IS o 0 Submission 0 N A A I / E_ ED--- I \A C WD C 13 #2 10 ACT01i r CB'#4 LOCAL UTILITY COMPANY, — !PW — OHW Revisions MHO OHW OHW OHW OHW OHW OH\m OHW OHW 0HW OHW REVISED PER TOWN COMMENTS 05-17-07 U UP#2/45 P#A1 REVISED PER DPW COMMENTS 05-31-07 PIN IN LEAD W/ TRANSFORMER REVISED PER DPW COMMENTS 06-21-07 IN 61"X6" & LIGHT 0 l # 1 GRAN . BOUND RIM = 94. 99 FLUSH 0 M INV. 6"C PP(N) = 91 .24 TBM TOP SP � NDLE HYDRANT > I NV. 6"C P P (E) - 91 . 16 Date. Sheet Number May 15, 2007 0 � NV. 12 ' RC = 89 . 9 co ELEV= 97 . 18' <) Scale. X 0 10 20 40 60 0 1"=20t—Olp B3 Lj "j WF B15 E SMH # SL-21 0) Drawn By. 0 DMH # 1 - 2 Sip RIM = 93 . 99 U 10 Checked By MBD %A I I The SITE MATERIALS GENERAL NOTES: Berks ------ hire 10 W B2 %\11" GUN 1. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONAL BIRCH 1 12 11 83 LAYOUT INFORMATION AND NOTIFY ANY DISCREPANCIES )esign 1,2" BARREL TO THE ENGINEER FOR REVIEW AND CLARIFICATION G N PRIOR TO THE INSTALLATION OF ANY SITE Group, Inc. BIRCH WF B4 BIRQH ------- UP 1 F--Al-0- I / WF 810 \0', WF B17 BARREL IMPROVEMENTS. '8 14 WF 811 UP 1 2. ALL RAD11 AND DIMENSIONS ARE TO THE FACE OF Civil Engineering \dll WIF C68 CURB, BUILDING, WALLS, EDGE OF PAVEMENT, ETC. Planning M FLE WF C 2 UNLESS OTHERWISE NOTED. Land Surveying W F W F W F B 16 3 --417 1 B5 B61\ B7 WF B 6--7 3. THERE SHALL BE A SMOOTH TRANSITION WHERE NEW nNG PAVEMENTS, WALKS AND CURBS. MATCH EXISTING WIDTH AND HEIGHT OA W 12 PAVEMENT, WALKS AND CURBS TIE INTO EXIS 121 WF 815 111 , 4 Allen Place, Northampton, Massachusetts 01060 WF A WF B13 4 (413) 582-7000 - FAX (413) 582-7005 4. REFER TO ARCHITEC11JRAL DRAWINGS AND STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. DIRT Email: bdg@berkshiredesign.com 12 W F PILE 5. CONTRACTOR TO COORDINATE STATE AND LOCAL Web: http://www.berkshiredesi'gn.com A15, MAPLE REQUIREMENTS FOR SIDEWALKS, WF � 66 L ZI/ 5 11/ 1 8�) 19 9� B 14 6. SITE UTILITIES SHOWN FOR REFERENCE ONLY. 12 18 4 OF Li P07 P 0 6-\--\ MAPLE POP �- 7. ALL CHAINLINK AND DECORATIVE FENCE TO BE 5.5' SEE FROM FACE OF CURB; UNLESS OTHERWISE NOTED. MARK B. Lij SPECIFICATION FOR MORE INFORMATION. -i DARNOLD CIVIL U) Ljj THE OWNER SHALL PROVIDE 24 HR ACCESS TO nRE No. 32459 (f AND EMERQENCY 5tKV1Ct::5- 151 F 6 & POND W C7 LU Of I-/ Fr-5 - FEIaEl B�ln I 1 11 1 "1 V� I I / I :-E < 'I ' Z' This drawing is not intended nor shall it be used for construction /\0� A,� DESCRIPTION OF SIGNS: purposes unless the signed professionoi seal of a registered W landscape architect, civil engineer or land surveyor employed by 11 0'Xi UNIT The Berkshire Design Group, ln�. is affixed above. 5,400 F "STOP* SIGN W \C F P08 X (2) INFORMATIONAL SIGN: PROVIDE DIRECTIONAL (D Copyright The Berkshire Design Group, Inc, This drawing and all of its contents are the express property of 120-1 P05 W\ F w C64 WF C63 NFORMATION FOR OWNERS AND VISTORS. The Berkshire Design Group, Inc., and shoil not be copied or %�-A-2 I med in cny way without the written consent of The Berkshire P09 4 Design Group, Inc. L C:1 SPEED LIMIT SIGN I rz �D A PIM - - W Lij- -T 20+00 t-l-, (:) "ONE WAY" SIGN 00 170-1 INOUS 6 ->c "DO NOT ENTER" SIGN P03 '�DTYP LLI Shoemaker Self V i I 0 5 0 Storage + PR POSED B I G IN 0 __j LO VEMEN - F.F. ELEV#1 ON'Lq7.50 POINT TABLE 444 SHOEMAKER LANE - --3-3 ---1 GLx-M'-44-%1f-S- - 0 POINT TYPE STATION 1 C)81- 1400't10' U ITS P 2 AGAWAM, MASSACHUSETTS 7 SF/ T LDG -5. CORN P01 INT 11+50.00, 32+14.0 SITE PLAN APPROVAL 48 11+69. z P02 PC NOT FOR CONSTRUCTION L2j 101 11+87.86 PC 4' (H AINLIN P03 PT 0 TF5. LAWN I I I I' __j I \1 I I 3�1+90 L7 3�+00 FE PO4 INT 124-13.61, 21+9&0 JUNE 21, 2007 P05 PC 12+38.16 WF C13 z 4 FoTI I - 1 0 P06 PT 13+15.66 C D\. I 1 '71 _ 777 I I WF C 14 P07 PC 13+86.34 I J.", I I F C15 WF Cid bUIN CHAINU K rR POSEE,ZUIL IN 13' -*1 N INK WF 013 P09 INT 14+78.16, 20+00 F.F.JELEYMON 9-7. FENCE AT THI 1 W ,2G!-4J L FENCE P10 INT 15+39.16 1-09ATION 06/ 10' 110' U�ITS 4 t LOCATION P11 PC 15+85.16 C 1 39: 7,39 SF WF 914 P12 PT 16+07.14 P111- I / I ENTRY DRIVE (REF.) I I I I J-- I I /J/ STA11ON 18+07.00 Record Owner/Applicant: J I I I A" I I I ±t-52743,8035 LINE TABLE ------ E 4845.1838 Carlo Bonavita I 00000� 0 LINE BEARING '1'7+00 1775 Main Street L5 Li N45*59'01"E. ------ 4' (H) DECORATI 10 WFID15 L2 N18*58'09"E Agawam, Massachusetts 01001 FENCE -5. WN b L3 N44'00'59"W =20' 0 ? 9) X FLA] L4 S45*59'01"W 18- (W) ENTR/Y GA ND Ak, TE R WF C11 8 L5 S44'00',38"E TION BY 0 EE 7 FOUNDA WNE� OA INFO ATION 0 0 00"E ,- ,-qARD READER AND ALLJ C 9 1 --�71'EXN'EyW OPWANZENT To Wf-C 2 CURVE TABLE IN 0 - 5! SITE SIGN AND FOUNDATION B 0 OWNER; SEE MEP DRAWINGS EXISTING PAVED DRIVE CURVE RADIUS DELTA TANGENT LEAD -5. FOR ADDTIONAL INFORMATI V) 27*00'52' 9.37 Site Materials I P C1 39.00 I N 'X6" OYE-R 6-/-- TIE NEW CURB INTO W F C2 69.010 32*5'911"08' 42.27 GUN 221) 1 -�,'C'ONC. AD 411 EXISTING CURB; MATCH IOV. 18"RC 1 C3 54.00 ]90*00,00' 54-00 and Layout Plan G OUND 9 W G 11 20 WIDTH AND HEIGHT (TYP) B A R R 18 IV C22 C4 1400 391 14.00 00 D U S OA OAK WF C23 INDICATES BITUMINOUS 24 PAVEMENT TO BE MILLED AND REPAVED TO AGAWAM TIONS DPW SPECIFICA BIT. CB W W W W W WA�P-R-O 0 LLj HARDWOOD -LU OF, DMH #2-3 Site Plan Ap roval D D - L) Ld V 12 - S - S - S Submission - S - 5 S S D N I TV9P Tl� A I x1f, C B- #4 CB #2\ Revisions HW OHW oHw OHW - T-IW OHW OHW - OHW OHW OHW OHW MHO OHW OHW OHW OHW 0 REVISED PER TOWN COMMENTS 05-17-07 UP#2/45 REVISED PER DPW COMMENTS 05-31-07 ENTRY DRIVE (HOLD) Q 771 U R#�46 4 3 1 STA71ON 10+00 1 REVISED PER DPW COMMENTS 06-21-07 W1 TRANSFORMER 3- N 5216.8811 Z 0 PIN IN LEAD 0 E 4781.0981 & LIGHT IN 61'X615 CB # 1 GRAN . BOUND RIM= 94, 99 -c FLUSH 4� 0: INV.6"C PP(N) - 91 . 24 TBM TOP SPINDLE HYDRANT Date: May 15, 2007 Sheet Number INV.6"C PP(Q - 91 . 1 6 > MEE= Scale., a - C INV. 12"RC - 89 . 9 ELEV- 97 . 18 0 X 0 10 20 40 60 1"=20'-O" M V 0 37 Drawn B y SMH # SL-21 Sip C ww2 e 0 E # 1 -2 W DMH 0 RiM - 93 . 99 Checked By, MBID �~ , .. SITE LANDSCAPE GENERAL NOTES: "The PLANT LIST SHALL MEET THE HORTICULTURAL Berkshire` <='-___ 1. ALL NURSERY' STOCK KEY QTY LATIN COMMON SIZE NOTES STANDARDS OF THE AMERICAN ASSOCIATION OF r` 8 NURSERYMEN AS TO GRADING AND QUALITY, Design AB P 22 AZALEA BLAUW S PINK BLAllW S PINK .AZALEA 18 24 - , 2. ALL PLANTS SHALL. CONFORM TO THE MEASUREMENTS 11�L, Group, Inc. 12 CLUMP HN 3 BETULA NIGRA HERITAGE` HERI"TA�GE RIVER BIRCH 1Cl SE LandscapeArchatecture B SPECIFIED, EXCEPT THAT PLANTS LARGER THAN THOSE ..� Civil Engineering CAE 6 CORNUS ALBA ELEGANThSSlMA VARIEGATED 1ATARIAN DOGWOOD 24 36 SPECIFIED MAY BE USED IF APPROVED BY THE M1 » LANDSCAPE ARCHITECT. Planning ------ --,_-- CC 3 CERCIS CANADENSIS EASTERN REC)BUD 2 —2.5 CA`L _ YR Land purveying \01, \I�1 HMO 50 HEMEROCALLIS CHICAGO APACHE RED DAYLILLY 2 • --- s� ALL PLANTS': SHALL: BE NURSERY GROWN IN GARDEN JUNIPER 15 —1 3. A � — l r JPN 5 JUNIPERUS PROCUMBENS NANA DWARF JAPANESE GA ACCORDANCE. WITH GOOD HORTICULTURAL PRACTICES �111 r 2 GAL \1�1r � LSK 30 LIATRIS SPICATA KOBOLD GAYFEATHER AND SHALL BE GROWN UNDER CLIMATIC CONDITIONS • t MSA 12 MISCANTHUS 51NENSIS ANTANTE ANDANTE MAIDEN GRASS 3 GA1. SIMILAR TO THOSE IN THE PROJECT LOCA LITY FOR AT t�1 SJW 5 HYPERICUM 'HIDCOTE' ST. ;JOHN'S WORT 2 GAL LEAST TWO YEARS. C� �I Massachusetts. 0 1060 1 4 Allen Place Northampton,3 4 , r ` M VAR: TOMENTOSUM C}OU'BLEFILE VIBURNUM � p _ �] VPT 13 .VIBURNUM PLJCATU _ L BE r _ PED PLANTS 8&B SHALL AL _ URLAP BALLED .AND B FAX 413 582 7005 4. � ) 413 582 7000 F IUD 1 r } l _ D YUCCA...: 2 GAL v — YUCCA FILAMENTQSA COLOR GUARD. VARIEGATED _ YF 7 r M AS SOLID UNITS' ROOT 1�1 MOVED WITH THE ROOT SYSTEM y' oa `X i Y WRAPPED WITH BURLAP. Email: bd' @berkshiredesr n.com r BALLS SHALL: BE FIRMLY 9 ,9 r r I CONTAINER GROWN PLANTS SHALL N07 BE REMOVED � Web: http //www.berksh'Iredesign.com j r i rr> FROM CONTAINER PRIOR TO THE TIME OF INSTALLATION; X f Jr r' ROOT SYSTEM SHALL BE- FIRMLY SET IN CONTAINER. r I 5 PLANTING SOIL MIX SHALL CONSIST OF SEVEN (7)` �� of M ti r MOSS -BY cc,F� 9 �, , , r >✓ - : . . ' PARTS LOAM AND ONE (1) PART PEAT �, cy VOLUME, WITH A PH VALUE OF 5.0 TO 5.0. MARK B. G DARNOLD + 9 `� '` r 6. ALL TREES TO BE GUYED AS SHOWN IN DETAILS. CIVIL. ' 10 No 32459 \ c r �o. \ I 1 � 7 ALL TuF�snln a qHRt IIR.q TO RECEIVE TWO (2) �Ir �. •� '� `, �'� I, FERTILIZER PACKETS AS SHOWN IN DETAILS. s aNn 1 I I _ I I I ICh , � 8- PLANTING BEDS TO RECEIVE FOUR (4) INCH DEPTH Off' HHUr-0 ED B ILDIN �' ' _ I F. EL VATIO 97.5 r �� 7[ 4 r I I ; I BARK MULCH I 1 - � � �' be used for construe an ti . I5 not. intended nor shall. It r l This drawn _L — r / . R ONE s r ED FOR r LL BE GU ARANTE �> � ATERIAL SHA _ 9 ALL PLANT M erect `_ unless the signed professional seal of a registered � < � purposes _ 9 P g � I r P P 8 0 x14 UNIT . R employed 6" �j } r ON ' ONE YEAR) AFTER CIVII engineer or land surveyor em i{ � � rl � landscape architect, 9 y P Y Y ti J r, \1�1.= r, FULL GROWING SEAS.. I I 5 A 00 SF` I INSTALLATION, The Berkshire°Design Group, Inc. ,s affixed above:. \ r I H DIES` TURNS BROWN ORCopyright . . � 'I0. ANY PLANT MATERNAL WHICH c :The Berkshire Design Group, Inc. r '� 9 P . ACCEPTANCE OF IATES PRIOR TO ACGEPT he express property of : UNEXPECTEDLY DEF'OL This drawing and all of Its contents are t p p_ y � 4 p y o FROM THE SITE Inc. and shalt not be copied or _ .. : I WORK SHALL BE PROMPTLY REMOVED F The Berkshire Design Group.,. p .. r # The -Berkshire SPECIES used €n on way without the written consent o AND REPLACED WITH MATERIAL OF THE SAME. y y , Desl n Group, Inc. ``---� , QUALITY, SIZE AND MEETING ALL PLANTING' 9 p Imo' + -� , SPECIFICATIONS. 0 ` r _ jj__ i _ 1' n r ` � , `� I `If1 1, PLANTING LAYOUT :SHALL BE APPROVED BY THE r a f rC � �r s ( PE ARCHITECT 'PRIOR TO INSTALLATION. LANDSCAPE \ r Shoemaker Self r � 1�1r f '9 � r 7 r , AND THAT + 12. ALL PLANTINGS MUST BE MAI NTAINED A I I i I I I I I I I I Storage e _/ � THE PARCEL S , 1 PORTION OF THE PUBLIC WAY ABUTTING PR POSED BUIL INCv F.F! ELEUA ON 97.a�0 r . : � - AND INCLUDING Thll� TREEBELT SHALL BE MAINTAINED I I I 1 THE OWNER I I � , IR � I I I I I I ``. AND ATTRACTIVE CONDITION BY .. r — — � -`:� IN A SAFE A ■ — — — — --3-3 -�0�0--l�N r — —, — — � .� - 444 SHOEMAKER LANE 08 4 � r � OF THE PARCEL.: 10 10 �t � � AGA'W.AM, MASSACHUSETT5 I L I ! I U�ITS 7,4 SF SITE PLAN APPROVAL o r r r g __�� ' ct, ,lfl� ` NOT.FOR CONSTRUCTION o 9, ,r csf g��0 Lo J U N E 21 , 2007 _ r Lo 1 r `X ` m I — 1 — — ,r I f PR POSE gUIL ING + r I rr! I I r I I rr L I F.F.�ELE,1fA�i 9�7.5a I 1 33r7- 1 c29--U N1 _ 0 1 064- 10' 10' � ITS' I I + 1 7,399 SF vLj cn 9 6 r i 1 r- /r / � , O N _ � Record Owner/Applicant: l r r i Carlo Bonavlta + 1 775 Main Street S vPT s CAE + Agawam, Massachusetts 01001 7 YF 5 `VPT a` 3 CC 1 BNH t 1 1 , . .. + — i r 93 n r If r 9 r ,< 4 9 . _ _— -� ,� � _ HMO ..._� Site fan dscape Plan cJ SJVIr + • o, 9 99 ,\ 9 + ------------- --- 0 - d r,.r �r Lid , r ,_- o Site Plan App�oroval Su �s _ y I A Ll Q Revisions REVISED PER TOWN COMMENTS 05-17-07 REVISED PER DPW COMMENTS 05-31-07 REVISED PER DPW COMMENTS 06-21-07 U 1 w m a 'v I! m° Date: Sheet Number May 15, 2007' a Scale: 0 0` 10` 20` 40. 60 1"-20'—O" Drawn By. w SJP C2ol v 0 Checked By MBD vvr o�v ur I UTILITY GENERAL NOTES: The M P LE vy ' I [ - - Berkshire C2 - W F WF W F �1\11' WF B 16 F 1. FOR UTILITY TRENCH DETAILS, REFER TO 3/C-51 _0 Design WF WF 3 B 6 Groupjnc. B5 B 6 �B�7N WF B12 2. PROVIDE THRUST BLOCKS FOR WATER AND FIRE W SERVICES AT ALL CHANGES IN DIRECTION OR Landscape Architecture 12 WF B15 ELEVATION. AT ALL LOCATIONS WHERE NEW OR BE CAPPED AND AT ALL TAPS, REFER Civil Engineering OAK EXISTING IS TO \fll/ C_ r WF B13 Planning WF A 4 TO B/C-5.1 -veying Land Sur 3. EXISTING MANHOLES AND COVERS ARE TO BE RESET WF A6 12 DIRT AS REQUIRED TO MATCH NEW GRADES. MAPLE WF PI I LE 5 WF 4. ALL WATER MAIN INSTALLATIONS ARE TO BE APPROVED W A5 A _X _X B14 BY THE FIRE MARSHALL PRIOR TO TRENCH BACKFILL 4 Allen Place, Northampton, Massachusetts 01060 12"/ 1813 18 'Li- 5. SITE LIGHTING PATHS ARE DIAGRAMMATIC. ACTUAL %\1 1, , A� _j PATH TO BE FIELD VERIFIED (413) 582-7000 * FAX (413) 582-7005 MAPLE POP 6. PROVIDE NYLON PULL ROPES IN ALL CONDUITS Email. bdg4berkshiredesiqn.com A4 S"I 7. TYPE "S1" LIGHT FIXTURES TO HAVE HOUSE SIDE Web: http://Www.berkshiredesign-com LLJ 0 SHIELDS V) 8. STORM DRAINAGE IS SHOWN FOR REFERENCE ONLY OF F 6 iL__ ,:::c POND W TO LAYOUT OF SITE F/'j 9. ALL SITE DISTURBANCE DUE MARK B. r�-7 Lij 11-t i ROPO ED B IF -- < LIGHTING WRING SHALL BE RESTORED TO EXISTING DARN F.F. EL VATI 0 97.5 3; CONDITIONS WAL CZ) P '�ILDIN Lij No. 32459 F A3 x-2-G� I-W __j �e ONi UNIT� _< 10. PROVIDE PHOTOCELL ON ONL HXIUKt ANU UUNNEC#T 151 5,400 IF CIRCUITS TO CONTACTOR WITHIN BUILDING F-W C 191 11. CONTRACTOR TO PROVIDE ALL CABLING AND CONDUIT 0 TO SECURITY CAMERA , PROVIDE AND MOUNTED BY L2j WF C9_ W I OWNER. This drawing is not intended nor sholl it be used for construction A2 S2 TED ON POLE WITH purposes on ss e signed professional sent at a registered IJL 12. (*) INDICATES CAMERA TO BE MOUN landscape architect, civil engineer or lard surveyor employed by SEE OTE #11 FIXTURE - PROVIDE DUL MOUNTING HEIGHT The Berkshire Design Group, hic. is affixed above. WF A 100 S2 S2 40 POLE/FIXTURE AT 17 0, CAMERA AT 22' r 07 V, (D Copyrioht The Berkshire Design Group, Inc. WF� 0 Ls contents are the express property of This drawing and all of it N *S1 CONDUIT SCHEDULE: The Berkshire Design Group, Inc., and shall not be copied of used �n any way without the written conseal of The Berkshire 1-11" PVC CONDUIT DIRECT BURIED WITH 2-#10 Design Group, Inc, rR POSED BUILQING AND 1-#10 GND F.F.JELEVA�ION 917.50 D 33 1 08 110'�tW' U+TS U2 C T-1- 11-11" PVC CONDUIT DIRECT BURIED WITH 2-#8 7,11 SF AND 1-#10 GND _ A DIRECT BURIED shoemaker Self S11 _1 I I _j U3 3-4" PVC CONDUITS Storage V) LAWN ................L _ I J 1 3-4" PVC CONDUITS ENCASED IN CONCRETE S2 WF C1 444 SHOEMAKER LANE r___1 X AGAWAM, MASSACHUSETTS -0 D WF C13 CD Fol S2 \\It" WF C1 4 SITE PLAN APPROVAL NOT FOR CONSTRUCTION WF C15 WF C1 6 JUNE 21 , 2007 7POSED DUILIING CONNECT E TRI 0e) 17-50 ICA ES TELECOMMI TIONS —33-- -7 1 1 061- 10'tilo' U41TS I I I I Lj TO BUI ING MAINS F C1 7,39 SF CON CT WATER AND SANITAR IN U_ TO UILDING SERVICES, SEE MEP 0 D AWINGS FOR ADDITIONAL INFOR ON ....................... -_---------------------- 2 D FIRE HYDRANT AWN rn 2 SITE LIGHTING S11 S1, 46 FIXTURE AND BASE 7 Record owner/Applicant: RAF IWF C18 PROVIDE MINIMUM 10 Carlo Bonavita, OA SEPARATION BETWEEN WATER 1775 Main Street JECT Sl gawam, R= 752- 05 CONNECT PROPOSED PROJECT Sl TO BUILDING CIRCUITRY; ME 0 L - 2, 09 ' DRAWINGS FOR MORE INIF 2 CONTRACTOR TO PROVIDE CARD P1 I LEAD M READER AND CALL BOX IN 'X6 22 OVER A G/ OE-INSTALL EXISTING HYDRANT F GUN CONC. AD Q�) t\ G A OUND OAK TO NEW LOCATION, PER LOCAL BARREL 18 UTILITY REQUIREMRM , j 'US OA, U�l 7 DN . 1 ' 2 OAK C AN "E A Site Utili S PER LOCAL UTILITY ty 24 EMENTS BIT. 0 A I CB BIT. BERM C13 Plan C IfC_T_NEW �A"_SANLTARY__M_ w -,W W W - W W W W W W VV EXISTING SERVICE. PROVIDE LUMINAIRE SCHEDULE MINIMUM 2% PITCH AND MATCH OT A)1117� TYPE MANUFACTURER FIXTURE DESCRIPTION VOLTS LAMPS EXIS11 S -0 D M TAL HALIDE SODIUM LUMINARE AND POLE: F) E) E) ........................ S1 RUDD SlNdLff-HEAb POLE MOUNTED ME 120 V 1 - 150 W § PR2616-M LUMINARE(S): METAL HALIDE _J (_)i E_ A I / E_ D DIE CAST ALUMINUM HOUSING WITH MEDIUM OR MOGAL BASE PORCELAIN I v I /--\ r L_ I <) SOCKET; DIE-CAST ALUMINUM MOUNTING PLATE; UL LISTED FOR WET POLE COLOR SHALL BE OWNER STANDARD; (1) METAL HALIDE HORIZONTAL MHO Z� OHW —/OHW LOCATIONS; THERMOSET POLYESTER POWDER COATED FINISH; FIXTURE AND 0H"TRACTQR-T0VPROVlDl5HW — OHW OHW 0Hw OHW OHW OHW 6'(MIN) SEPARATION BETWEEN UP#2/45 Site Plan Approval 1:7 -MOUNTED LAMP.-DIE-CAST ALUMINUM DOOR FRAME WITH GASKETING; <) 0 STAINLESS STEEL SCREWS; SPECULAR ANODIZED ALUMINUM REFLECTOR 6/43 EXISTING AND NEW SERVICE 12 UP# HOUSE SIDE SHIELDS AS DIRECTED BY THE DRAWINGS; 3/16"THICK CLEAR IINNtt;I JUN 7'� Submission TEMPERED GLASS LENS; (1) MULTI BALLAST; FUSE PROTECTION; W1 TRANSFORMER --� CONTRACTOR TO COORDINATE RECONNECTION OF EXISTING & LIGHT POLE: SERVICE TO NEW U11LITY POLE Revisions LOCATION REVISED PER TOWN COMMENTS 05-17-07 4" DIAMETER 0,125" THICK 17' TALL STRAIGHT SQUARE STEEL POLE; (4) L SHAPED HOT DIPED GALVANIZED STEEL ANCHOR BOLTS EACH WITH (2) REVISED PER DPW COMMENTS 05-31-07 HEX NUTS, (2) FLAT WASHERS AND (2) LOCK WASHERS; BASE COVER; 21-07 FIXTURE AND POLE COLOR SHALL BE OWNER STANDARD COLOR; POLE AND TBM TOP SPINDLE HYDRANT REVISED PER DPW COMMENTS 06- 41 LUMINAIRE(S) DESIGNED TO WITHSTAND 140 MPH WIND. PROVIDE PHOTOCELL ON FIXTURE. ELEV== 97 . 18' S2 RUDD SINGLE-HEAD MOUNTED TO BUILDING AT TEN (10) FEET, NO-TILT: 120 V 1 70 W SMH# SL- 21 LPRW407-M METAL HALIDE RIM = 93. 99 LUMINARE(S): Sheet Number 0 Date- 5� DIE CAST ALUMINUM HOUSING WITH MEDIUM OR MOGAL BASE PORCELAIN INV.27"RC P(W) 8 May 15, 2007 0 SOCKET, DIE-CAST ALUMINUM MOUNTING PLATE; UL LISTED FOR WET 41 > OPEN ==:783 LOCATIONS; THERMOSET POLYESTER POWDER COATED FINISH; FIXTURE AND INV.30"RC P(S) 0 10 20 40 60 1'=200-0$j M a 0 POLE COLOR SHALL BE OWNER STANDARD; (1) METAL HALIDE HORIZONTAL -MOUNTED LAMP;DIE-CAST ALUMINUM DOOR FRAME WITH GASKETING; Drawn By. Sip U STAINLESS STEEL SCREWS; SPECULAR ANODIZED ALUMINUM REFLECTOR; E 0 Checked By. 0 MBD A UTILITY GENERAL NOTES: The H L L All, 10 1'$ W B2 oll" GUN Berkshire BIRCH 12 B 3 485* 0 1 FOR UTILITY TRENCH DETAILS, REFER TO 3/C-5-1 )esign -P, Inc. 12 BARREL, GUN 2.. PROVIDE THRUST BLOCKS FOR WATER AND FIRE Grou BIRCH WF 84 BIRCH WF B10 WF B17 UP 1 IBARRE SERVICES AT ALL CHANGES IN DIRECTION OR F A10 ELEVATION. AT ALL LOCATIONS La cape itecture 8 '/ 14" WF B9 WF 811 UP 1 EXISTING IS TO BE CAPPED AND AT ALL TAPS, REFER Civil Engineering M PLE \di/ TO B/C-5.1 Planning WF WF Land Surveying B6 WF WF B 1 3'' -�--�F C1 3. EXISTING MANHOLES AND COVERS ARE TO BE RESET B5 B7 'WF---C AS REQUIRED TO MATCH NEW GRADES. WF B12 W 125 WF B15 4. ALL WATER MAIN INSTALLATIONS ARE TO BE APPROVED BY THE FIRE MARSHALL PRIOR TO TRENCH BACKFILL '11 A 91 . U1�7' Vsk � +--r��, W F, A, �b-'O .0 .0 b.1 M 1.1 -JI V.11 1 V. I turn. V Attr-i��i �)In b.2 b.0 0 VN'OB 13 4 5 SITE LIGHTING PATHS ARE DIAGRAMMATIC. ACTUAL 4 Allen Place, Northampton, Mmachusetts 01060 \d/1 PATH TO BE FIELD VERIFIED (413) 582-7000 - FAX (413) 582-7005 WF A6 12 1b.0 b. .3 b.2 b.2 b.P AT3 b,2 b.1 16.2 b-3 1).3 b.3 00.4 b.4 6. PROVIDE NYLON PULL ROPES IN ALL CONDUITS Email: bdg@berkshiredesign.com W F PILE Web, htip://www.berkshiredesign.com �.API E WF 7. TYPE "Sl" LIGHT FIXTURES TO HAVE HOUSE SIDE b.0 0 'b.1 .2 7 b.8 �-q b.t -b.4-1.2-$1.3 'n A 16 -5 -'L34.0 9.1 1.1 b.8 b. 5 WF A5 4 4 "0 SHIELDS 12 18 El n El -LJ 8. STORM DRAINAGE IS SHOWN FOR REFERENCE ONLY OF MAPLE b.0 b.4 WP .1 .5 b.8 b.3 b.0 b.0 I I - I I CL- 9. ALL SITE DISTURBANCE DUE TO LAYOUT OF SITE MAR B. A Lu LIGHTING WRING SHALL BE RESTORED TO EXISTING DAR LD /A4 --4 b.0 '0.0 b 2 b.7 .6 S1 0 b 55 --A j zz CONDITIONS CIAL .1 b.5 b.3 b.5 lb.3 b.4 b.4 b.4 1.0 �1.2 �8 ?).3 b.0 b.0 Q No. 32459 C/� 10. PROVIOL FHQ1UQtLL UN UNr- FIATUME AND GONNCOT b.0 b.o �2 tl,� .7 %.0 5.4 1.4' 1.91 *63 1 b.21 115.31 '0.31 b-31 b.21 -0.41 1.31 .9 2- 1.5 1.8 'b.5 10.3 .1 75.0 b.0 CIRCUITS TO CONTACTOR WITHIN BUILDING F 6 a n 1-�,-7 POND Z LU WF/'jj 11. CONTRACTOR TO PROVIDE ALL CABLING AND CONDUIT b. b.0 b b.3 .6 .2 1.5 5.9 VIROPOPED 8 ILDIN .8 1. U.9 U. .6 10.5 U.0 -0.0 '6.0 1 Lij Of TO SECURITY CAMERA . PROVIDE AND MOUNTED BY z < qF. EL VATIO� 97.5D OWNER, F �.� I -j I I , I - !;�Zl F , L4NgE- T 1-j-1 -i This diowing is not intended nor shall it be used for construction .4 .3 %1.5 b.6 1.5 11 0'Xi UNIT� t b-7 7 b.5 b.2 .1 b.0 .0 < 12. (*) INDICATES CAMERA TO BE MOUNTED ON POLE WITH purposes unless the signed professional seal of a registered \11 landscape architect, civil engineer or land surveyor employed by 5,400 0jF �'-H L<jj FIXTURE - PROVIDE DUL MOUNTING HEI 0 GHT The Berkshire Desiqn Group, Inc. is affixed above. b.0 b.0 1 b.3 b.5 b.5 b.5 b.5 8 b.El 0 b.4 tl-i VrO Ct� LLJ POLE/FIXTURE AT 17', CAMERA AT 22 (D Copyright The Berkshire Des�gn Group, Inc. C) W. This drawing and all of its contents ore the express property of Z- C) The Be�kshire Desiqp Group, Inc., and shall not be copied or b.0 .0 .1 b.2 b. b.9 b.5 b.8 T).6 -0.5 6 -0.4 3 10.5 1 9 rPJSj '23 lb.4 6 9 1.0 b.4 .2 used in any way without ia,- wji�ten consent orf The Berkshire A2 0.5 b.3 b.7 .6 b.9 1.1 rr]L-- D 0 Design Group, Inc. WF A 0 b.0 5 Z1.5 %.5 1.1 1.0 �J �1.2 -6 11.4 T.1 Z1 1. -0.6 -0,8 �.2 �.8 '�.3 .6 .5 b.9 b. '0.0 b.0 3 q� 1 ()0 S2 f-01 S2 0 f-01 1 V) ^1 I Foo. 0 b.0 .0 111.1 00.2 %.9 .8 .2 .1 '6.41 b.31 7).41 b-51 16.51 b.41 b.,31 b.41 b.9 1 1.11 "3.21 1.81 '0.5 18 1.6 'b.5 1b. Shoemaker Self Storage b.0 b.0 b.1 b.5 5.0 1.9 �1.8 PR BUIL NG 1.7 1.7 6 111.6 b.2 b. F.F.JEL ]ON 9�j 171.5 0 1 1 1 &3 b.0 b.0 b.4 b.8 1. 9.7 18 - - ----104-20'-44N I T-S- - - 1.8 4 1.6 01. b-1 b.0 b. C 1--j- 444 SHOEMAKER LANE 08 1- 10'410' U+TS AGAWAM, MASSACHUSETTS 411 S1 7 b.0 b�O b.2 91.1 13 1.9 b.5 0 �.O SITE PLAN APPROVAL \�11' NOT FOR CONSTRUCTION b.0 b.0 b.2 1.1 16. %.0 .5 9 11 1-3 1.0 10.4 10.4 7).4 -0.7 -0.7 714 714 b 4 1.0 -2.3 0 1 b.5 b.2 .5 b.8 b.E U b.1 b.0 U LAWN 4 rl - JUNE 21, 2007 WF C 9 20 -0.5 Z7 Z7 1.5 110.6 10.5 -0.7 1.7 1 .6 0 CD S2:, 7 Fol C:�-O b.0 b.4 ?).8 1 9.7 TO 75,2 6 1.5 .2 .4 b.3 .4 %l.3 0.1 %-0 b 0 -- WF C13 b.1 b.1 b.5 1. 9.9 00.9 1.1 b 71 -0.51 -0.51 16.41 b.31 16.51 1.71 3 1--1.-3F 1.71 'b.51 b.31 b.41 b.51 '"60. b.41 '0-31 b.4 0. D.4 - 'b.3 b.1 b.0 WIF C14 F C15 WF C 16 V-0) b.0 b.1 b.'3 b. .9 b PRQPOSEC BUIL�ING b.4 b.4 b.2 b.1 b.0 Z11. F.F. JELEVATION 37.50 1 )-7 b.0 b.0 b.1 b.3 b. b.5 b.3 11 1211 - b.3 b.4 b. b-2 b.0 b.0 b-O T 06 10'jt1I0' U�ITS LU F 7,3 9 SF V) V) C> b. t.1 b-4 16. 5 Z.7 00.3 - U- b.5 .9 .1 U 10.1 .0 b.0 0 Record cant: b.0 �.3 b.5 1.57.4 -2.1 -2.0 12- b.7 T).4 D.5 -0.5 -0.5 1.2 1-4 12,0 1.0 -2.3 -0.9 T).4 b.4 9 1.1 1.0 �A b.6 arlo Bonavita A _�) Z�� 11.1 00.0 C D N�j q- I - 1775 Main Street b.1 b.2 1.8 �.O *3.4 1.5 1.6 b.8 b.7 b.6 1.0 1.8 1.4 �.l 13.3 9.7 1.6 '6.7 b.4 .9 1.9 '1. 70-�� b.4 b-O b.0 Agawam, Massachusetts 01001 AWN S1 1 910 b-0 b.1 b.4 1 1- - 13 �.l 3 70.3 ZI.0 b.0 WF C11 8 - S1 A lb.7 1.1 1.6 1.4 1.0 b.7 b.4 b.3 .2 1 1.2 11.3 �.O 1).0 b-0 bl b b'�)A 752, 03 r. 10.8 b.4 10-1 b-0 D 0.0� I b.1 .2 b.5 4 b.1 I b.1 1 2 b.4 b.5 b.5 b.4 lb.1 b.1 b.1 Y-3 .6 11. 0 L -- 2. 09 t2 0 b. 1 01 Site L ig n' fing P I Il 111DkDt. .1 b.0 00. b.2 b b b.1 b'O b.1 75.1 b.1 bx;� .1 b.19 C *0. 7 f.7, 1.9 11.5 6.1 111.0 b.0 GUN I N 'X6" 221) OVER A G/ 8" hi b.3 �0 .7 b.2 10.1 b.0 %.0 F Ph Ic -0 b-O 4AK 00.0 .0 b. b.? 1b.0 0 &D b.0 b.0 b.0 b.0 .0.9 otometr Plan BARREL G N N 1� 18 11 1 to K b.0 b.0 b.0 b.0 b.0 DN . 1 b.0 .0 b. b.0 .0 b.0 .1 b.2 i 4b. b.3 b.3 17, �i� K.-� y I N& 24 n f-, �-n nN\ 'n ?i.n CL Ch n Ih- 1 11A 10 _..b.,C) n $i 0 b.0 �-n 4.2 b.3 BIT. CB # BIT. BERM CB W W W W W 16V W W W -VW W W - W W W WA P-RO W W W W wt.1 -t&-i -0.1----%-.0 .0 W W b.1 W M HARDWOOD CLUMP 16.0 DIVI DMH #2 -3 S S Site Plan Approval 1) E) E) E) a E) E-) S - S - S - S - S - S - S - S S - S - S - S - S r) - D D '�A N 1 E7 Submission n F---- N A E L_ I V -7 L_ I - CB #2 \6 Revisions OHW OHW OHW OHW - MHO OHW OHW OHW OHW QHW - OHW OHW OHW -0- REVISED PER TOWN COMMENTS 05-17-07 UP#2/45 REVISED PER DPW COMMENTS 05-31-07 43 REVISED PER DPW COMMENTS 06-21-07 2 W/ TRANSFORMER PIN IN LEAD & LIGHT IN 6"X6 CB # 1 GRAN. BOUND RIM= 94- 99 FLUSH 0 1 NV. 6"C PP(N) 91 . 24 TBM TOP SPINDLE HYDRANT Date, Sheet Number May 15, 2007 INV. 6 "C PP(E) = 91 . 1 6 > a Scale. C 0 INV. 12"RC = 89 . 9 ELEV= 97 . 18' 0 10 20 40 60 1"=20?-O" Co AW Is - 21 Drown By. SMH # SL sip 3 * 1 E DMH # 1 - 2 RIM =: 93 . 99 Checked By. MBD Al-1/ CP 10 B2 ------ GRADING AND DRAINAGE GENERAL NOTES: The BIRCH 0) 12 co B 485 GUN 0-) `1,2 1. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL Berkshire BIRCH BARREL VERIFY EXISTING CONDITIONS AS SHOWN ON THE I TH ACTUAL FIELD CONDITIONS AND gn 11'8-1/ �1 \___ WF B10 oli, WF B17 NOTIFY THE ENGINEER IN WRITING OF ANY WF B4 BIKH UP 1 GUN DRAWINGS W1 Desi 14 BARREL j Group, Inc. WF B 11 DISCREPANCIES. COMMENCEMENT OF WORK IN AREA M RLE UP 1 SIGNIFIES ACCEPTANCE OF EXISTING CONDITIONS SHOWN Landscape Architecture W F WT WF C68 ON THESE DRAWINGS AS BEING SUBSTANTIALLY Civil Engineering WF C2 CORRECT. Planning WF B1 B5 B& B7 C3 , F 1 711/ Land Surveying W, WF B 12 5- 2. PROPOSED GRADES INDICATE INTENT. THE CONTRACTOR 12 WF B15 W`F 67 SHALL VERIFY ELEVATIONS AND MAKE FIELD \A/C- ADJUSTMENTS AS REQUIRED AND AUTHORIZED BY THE I'V WF A OAK WF B13 OWNER, TO MEET FIELD CONDITIONS AND TO PROVIDE -1 POSITIVE SURFACE DRAINAGE TOWARDS NEW AND 4 EXISTING DRAINAGE INLETS. ADJUST EXISTING DRAINAGE DI 4 Allen Place, Northampton, Massachusetts 01060 WF A�,-- 12 STRUCTURES TOP ELEVATIONS AS REQUIRED. -7000 - FAX (413) 582-7005 WF (413) 582 MAPLE PI E 3. CONTRACTOR SHALL SMOOTHLY BLEND ALL PROPOSED Al 5 1 0 EmaTi bdg@berkshiredesign,.com 1 11/ 181) 11 �1 _X WF1 ! 66 GRADES M EXIS11NG CONDITIONS. ROUND OFF TOP AND Web- http.//www.berkshiredesign.com 12 18 4 B 14 1 1 5 TOE OF SLOPES. 0 MAPLE POP 4. SITE UTILITIES ARE' SHOWN FOR REFERENCE ONLY. 12 til[) HDPE YD01 YD02' 5* ALL SOIL DATA WITH REGARD TO THE FINDINGS OF A4 F E. INFORMATION SHALL BE VERIFIED IN THE FIELD. THE DARN, ENC AC + /I /// _T DETENTION BASIN HYDRODYNAMIC AND GEOTECHNICAL f/ SEE cl: ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY "0/ LLJ E RRATIVE -5. 0 CIVIL TYP DISCREPANCIES. NO- 32459 6 DPE Lu ROPO ED B ILUIN N\ r?" t-,�7 'j 03 POND W F/ �5 F. EL VATIO 97.5 PROTECTION Ljj ct: A5\\ SESC NARRATIVE x-2-G: 14N4-T 0,00 UNIT� 5.0 LU U) STORM DFCAINAGE SCHEDULE 5)400 �F 01 1 1 1 . I < < This drawing is not intended nor sholl it be used for construction k� 1 5" SD HDPE LLJ MH NO. TYPE T/F INVERT IN INVERT OUT purposes irless the signed PtOfMiGnul seal of a registered landscape architect, civil engineer or land surveyor employed by W The Berkshire Design Group, lnc� is affixed above, :D 9 3.6 6 (N E) A-2 WF 91 W.� C64 W DMH01 MH 97.00 93-66 (NW) 93.66 (S) (Z) Copyright The Berk*re Design Group, Inc, 'I- j !004- This drawing and all of its contents are the express property of YD0r3-_ SD`_ffDPi,- / The Berkshire Design Group, Inc., and shali not be copied or WF A 1 SO HDPE DMH01 used in any way without the written consent of The Berkshire F-F- 100 � 0 HYDRODYNAMI 0 DMH02 MH 97.00 94.38 (N) 94.38 (SE) Design Group, Inc. ER 0 FO-I SEPARATOR 9 4.3 8 (N E) I X W 15" SD HDPE *YD08 FLARED END DMH03 MH 97.10 93-40 (NE) 93.32 (SE) F_F\ ING OU LET; Shoemaker Self 93.32 (S) YD05 F.F. ELE lNV 92.90 Storage -1-3 ATION T11 EN�4F0,,EB,A,Y 08 10,410' U*TS W 0 RM Q 7,401) SF// DMH04 MH 97.05 93.66 (NW) 93.66 (NE) 444 SHOEMAKER LANE AGAWAM, MASSACRUSETTS 0- LA�N I _j L YD01 YD 96.40 94.40 (SE) \kill SITE PLAN APPROVAL CD L0j W<02 YD06 12" SID �DPE _C_ NOT FOR CONSTRUCTION + HUEE YD07 SL.0 I I Lf I- WF C1 D 1�7r JUNE 21 , 2007 f-0-1 C13 YD02 YD 96�40 94.20 (NE) 94.20 (S) 15 - A"'', 4 1 127, _-T I YARD \flit DRAIN -5 W;F 1 V) 1 5 Tj �C WF C YD03 YD 96.40 94.40 (SE) PR E -BUIL I RM 'WA I ON 9DIP5GO M NHO E W yp 4)4 29!-UNgS - - - - YT16 06 10' U�ITS YD09 YD04 YD 96,40 l 94�00 (NW) 94.00 (SE) 1304 7 91 SF V) LL_ L_ 4 WF LL_ W �Ci `j 71 C3 25-' (W EMERGENJY rN ON SPILLWi&y- 5 .50 '�7 9 B ------ V) YD05 YD 96.63 94.55 (S) Record Q�y�nr/A�ficqnt: CONTROL + D STRU TURE Carlo Bonavita, DMH04 WN V) WI YD06 YD 96.40 9198 (NW) 93.98 (SE) 1775 Main Street YDIJ� 12" SD HOPE R,j YD12 CON ECT NEW 1 - SD I Z_7 1\ Agawam, Massachusetts 01001 DETENTION HOP M EXIST, G iW A VERT > 94TASIN; IN 0) BASIN (MF 0 8 OA Al + + + YD07 YD 96.40 9 3.6 6 (N W) 9 3.6 6 (S E) L------ K + CP + + OCSO . ..... .. D *YD08 Y D 96.40 94�13 (N) 93.1() (S) Wf--C 21 1 93.10 (SW) P LEAD 0 IN X6 22 OVER A OUND -,CONC. AU + F YD09 YD 96.40 93.50 (SW) 93-50 (NE) BARR�� 18 11 191%, 19 3,ite (yrawng and us 0 DIN 1 2 OAK + Drainage Plan YD10 YD 96.63 94.55 (NE) 24 A/ W W -,W- PIT. W W W W W C B + BIT. BERM ------------= I Q B YD11 YD 96.40 94.40 (SE) W W W W W W W W # W wOROW W _uW W W - W HARDWOOD M RO 0 C LU VP 4 �D S DMH #2 - 3 9b S 1� ------- lm�#3-4 YD12 YD 96.40 93.93 (NW) 93.93 (SE) -------- DM S S S S S D S -- S X S ite Plan Approval n WQS01 S 97.00 Submission C B #2 93.00 (N) 9100 (S) CB #4 MHO OHW OHW OHW OHW OHW OHW OHW OHW 0HW OHW OHW OHW Ol - T1W - I 0 Revisions UP#2/45 GENERAL NOTE; REVISED PER TOWN COMMENTS 05-17-07 _R _U 46Z43 REMSED PER DPW COMMENTS 05-31-07 PIN IN LEAD W/ TRANSFORMER YD08 SHALL INCLUDE A TRAP INSTALLED ON THE OUTLET PIPE, 0 I SEE DETAIL REVISED PER DPW COMMENTS 06-21-07 4) IN 655X6" & LIGHT CB # 1 GRAN . BOUND RIM= 94. 99 FLUSH I NV. 6 "C P P(N) 91 -2.4 0 �NV, 6"C PP(E) = 91 . 16 TBM TOP SPINDLE HYDRANT > Date. Sheet Number � NV. 12 "RC _ 89. 9 ELEV- 97 . 18' May 15, 2007 0 Scale: Q 0 1D 20 40 60 1"=20'-O" SMH # SL- 21 ma E DMH # 1 - 2 Q) Drawn By 0 RIM= 93. 99 j__ PRA -_ Q4 ql,� <) P C Si m4 * u I I I I r--N e� r--N /i A i n -7 00 Chocked By. MBD EXIST. GROUND The SOIL EROSION AND SEDIMENT CONTROL SPECIFICATIONS: Berkshire 8" MIN. i . SOIL EROSION AND SEDIMENT CONTROL NAR11RATIVE: - 1 - 50' Mft Design ESAL ROCED.UEE. ER-0-S.1-ObL-=.SEDIMEN-TA"n,QN-QDABOL .CON$I QC ON STAGE PART I -GENERAL PART 3-EXECUTION I--- I EXIST. PAVEMENT Groupi, Inc. A-PRILICATION&W P R 'n SL 'INCT 1.1 SUMMARY 2.1 EROSION CONTROL BLANKETS Landscape Architecture STAGE 1: 1111i III Civil Engineering 4L I I I,, A. SOIL EROSION AND SEDIMENT MEASURES WILL BE INSTALLED A. THE WORK UNDER THIS SECTION INCLUDES BUT IS NOT TO A. EROSION CONTROL BLANKETS SHALL BE PLACED WHERE 11_�Ijl 11:Q11 III Planning PRIOR TO ANY SITE DISTURBANCE AND DEVELOPMENT WILL A. IMMEDIATE AFTER MOBILIZATION BUT PRIOR TO INITIATING PROVIDING ALL LABOR, EQUIPMENT AND MATERIALS FOR THE INDICATED ON THE CONTRACT DRAWNGS , WHERE DIRECTED Land Surveying GEOTE 2)MLE SEPARATION FABRIC PROCEED ACCORDING TO A SPECIFY CONSTRUCTION PHASING ANY SOIL-DISTURBING ACTIVITIES THE CONTRACTOR SHALL INSTALLATION OF REQUIRED SITE RELATED EROSION CONTROL BY THE EROSION CONTROL SUPERVISOR AND AS REQUIRED 2"-3" WASHED COARSE AS INDICATED ON THE CONTRACT DOCUMENTS. THE MAKE A GENERAL SITE ASSESSMENT TO ESTABLISH MEASURES. IF NOT OTHERWISE DIRECTED ON THE PLANS. TO ADHERE TO THE LATEST REVION OF THE LOCAL AND AGGREGATE OBJECTIVE IS TO MINIMIZE THE AMOUNT OF SEDIMENT CONSTRUC11ON LIMITS, DESIGNATE CONSTRUCTION ENTRANCES EROSION CONTROL SHALL BE IN STRICT CONFORMITY NTH STAT GUIDELINES FOR SOIL EROSION CONTROL AND SEDIMENT -LADEN RUNOFF THROUGH IMPLEMENTA11ON OF A VARIETY AND INSTALL ALL SPECIFIED SOIL EROSION 'AND SEDIMENT THE LATEST REVISION OF ALL LOCAL AND STATE GUIDELINES CONTROL. FOR FULL WDTH AND LENGTH OF CONVENTIONAL SOIL SEDIMENTAIION AND EROSION CONTROL MEASURES. FOR EROSION AND SEDIMENT CONTROL, CONTROL PRACTICES RECOMMENDED BY THE LOCAL AND B. EROSION CONTROL BLANKETS SHALL ALSO BE PLACED ON A; GENERAL NOTES: 4 Allen Place, Northampton, Massachusetts 01060 STATE GUIDELINES FOR EROSION AND SEDIMENT CONTROL 5-1 AIG E 2: 1.2 GENERAL NOTES EXPOSED CUT/ FILL SLOPPED TO PROTECT AGAINST (413) 582-7000 - FAX (413) 582-7005 PROCEDURES AND APPLICATION TECHNIQUES SHALL CONFORM A. CLEAR SITE AS REQUIRED ACCOMMODATING THE RAINFALL , IN AREAS WHERE SEED AND MULCH WILL NOT 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT TO THE ABOVE MENTIONED GUIDELINES AND THE DETAILS A. THE DISCHARGE OF SEDIMENT-LADEN WATER FROM THE STAY IN PLACE ALONE AND WHERE SEEDING IS, OUTSIDE THE WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO Emal: bdg@berkshiredesign.com SHOWN ON THE CONTRACT DRAWINGS. CONSTRU CTION.LEGALLY CUT AND CHIP BRUSH AND REMOVE PROJECT SITE IS PROHIBITED. ALL DISCHARGE WATER FROM GROWING SEASON. PUBLIC RIGHTS-OF�-WAYS. 1141S MAY REQUIRE TOP DRESSING, Web: httr://www.berkshiredesign.com STUMPS FROM THE SITE TO BE DISPOSED OF IN A PROPER DIEWATERING OPERA11ONS SHALL DISCHARGE INTO APPROVAL REPAIR AND/OR CLEAN OUT OF ANY MEASURES USED TO B. THE CONTRACTOR SHALL NAME ONE INDIVIDUAL AS AS MANNER. THE OWNER'S PERMISSION IS REQUIRED BEFORE DEWATERING MEASURES AS REQUIRED BY THE LATEST C. GRADE AND SMOOTH THE SLOPE TO PROVIDE ADHESION TO TRAP SEDIMENT. EROSION CONTROL SUPERVISOR WHOSE PRIMARY CLEARING BEYOND TREE LINE OR WOODED AREA DEFINED ON REVISION OF THE LOCAL AND STATE GUIDELINES FOR SOIL THE SOIL SURFACE. RESPONSIBILITY WILL BE THE MAINTENANCE AND REPAIR OF THE PLANS. EROSION AND SEDIMENT CONTROL. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO OF ALL ON-SITE EROSION CONTROL MEASURES. THE EROSION D. WHEN EROSION CONTROL BLANKETS TO ENHANCE PLANT ENTRANCE UPON A PUBLIC RIGHT-OF-WAY. CONTROL SUPERVISOR WILL KEEP A DAILY LOG OF THEIR B. ADDRESS ALL STOCKPILE MATERIAL AS INDICATED IN THE B. CONTRACTOR SHALL INSTALL ALL EROSION CONTROL GROWTH, APPLY FERTILIZER, LIME AND SEED PRIOR TO MAR ACTIVITIES AND COMPLETE A DAILY CHECKLIST ( ESTABLISHED EROSION CONTROL SPECIFICATION. MEASURES AS DEPICTED ON THE PLANS AND AS REQUIRED PLACING BLANKETS. 3. MEN WASHING IS REQUIRED, IT SHALL BE DONE ON AREA DARNOL_ BY THE CONTRACTOR) SIMILAR TO THE DETAIL SHOWN ON TO ADHERE TO THE LATEST REVISION OF THE LOCAL AND STABILIZED WITH CRUSHED STONE; THAT DRAINS INTO AN CIVIL T14F rONTRACT D0rIJMF'NTR - THE FROSION CONTROL C. EXCAVATE SITE TO SUB GRADE AND INSTALL ALL REQUIRED STATE GUIDELINES FOR SOIL EROSION AND SEDIMENT E. ANCHOR EROSION CONTROL BLANKETS AS RECOMMEND BY APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. No. 32451a SUPERVISOR SHALL ALSO MAINTAIN A SCHEDULE OF WEEKLY MEASURLS IU 51AUILILL ]tit blYLL ANU twREVENT SOIL CON I KUL Ift LK0511UN CONTROL 15LANKET MAINUFACTURCM. CONSTRUC11ON ACTIVITIES. THE CHECKLIST AND LOG SHALL EROSION AND CONTROL SEDIMENTATION, NO RAW CUTS OR BE MADE AVAILABLE TO INSPECTORS UPON REQUEST. FILL SHALL BE LEFT EXPOSED TO THE ELEMENTS. COVER; C. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR INSPECTING 3.2 SUBSURFACE DRAINAGE FABRIC TEMPORARY GRAVEL AND EXPOSED AREAS WITH PROTECTIVE EROSION CONTROL AND MAINTAINING ALL EROSION CONTROL MEASURES UNTIL CONSTRUCTION ENTRANCE EXIT C. THE CONTRACTOR SHALL PROVIDE THE OWNER WITH DAILY BLANKETS - IF NO WORK IS ANTICIPATED WITHIN A TWO (2) PROJECT IS COMPLETED. A. INLET PROTECTION NOT TO SCALE LOGS OF THE CONSTRUCTION PROCESS, UPDATED SCHEDULES, WEEK PERIOD OR IF SIGNIFICANT RAINFALL IS ANTICIPATED. AND CONDITIONS OF ON-SITE SEDIMENTATION AND EROSION TEMPORARY SEED ALL DISTURBED AREAS. 1.3 SUBMITTALS 1. INSTALL SUBSURFACE DRAINAGE FABRIC BETWEEN THE GRATE This drawing is not intended nor sholl it be used for corstruction CONTROLS/WATER QUALITY. AND FRAME OF INLET STRUCTURES THAT HAVE THE purposes unless the signed prcfessiorol seal a[ a registered MGE 3: A. PROVIDE PRODUCT DATA FOR THE FOLLOWING: POTENTIAL TO RECEIVE CONSTRUCTION STORMWATER. landscape archilect, civil engineer or land surveyor employed by D. THE RESPONSIBILITY FOR PERFORMING PERIODIC CHECKS OF The Berkshire Design Group, Inc. is affixed above. THE EROSION CONTROL MEASURES-PLACE AND TO A. SURVEY, STAKE, AND PLACE NEW IMPROVEMENTS INDICATED 1. EROSION CONTROL BLANKETS 2. INSTALL SUBSURFACE DRAINAGE FABRIC AROUND COORDINATE CLEANING AND REPAIRS SHALL BE ASSIGNED TO IDENTIFIED WITHIN THE WORK AREA AS SHOWN ON THE 2. SUBSURFACE DRAINAGE FABRIC SUBSURFACE DRAINAGE AS REQUIRED BY THE CONTRACT (D Copyright The Berkshire Design Group, Inc. THE EROSION CONTROL SUPERVISOR. CONTRACT DOCUMENTS. 3. SILT FENCE DRAWINGS. This drawing and all of its contents are the express property of 4. SEPARATION FABRIC WOOD STAKE, 8'-0" O.C. The Berkshire Design Group, Inc., and s1holl not be copied or E. ALL SEDIMENTATION AND EROSION CONTROL DEVICES SHALL B. MAINTAIN, CLEAN AND REPAIR EROSION CONTROL AND 5. CALCIUM CHLORIDE 3.3 SILT FENCE used in any way without the written consent of The Berkshire BE CHECKED FOR THE ADEQUACY OF THE CONTROL SYSTEMS SEDIMENTA71ON PROTECTION MEASURES AS RECOMMENDED BY 6. BONDED FIBER MATRIX/HYDRAULICALLY APPLIED MULCH 2"x2"x.3' STAXES, Design Group, Inc. AS OUTLINED IN THE LATEST REVIISION OF THE LOCAL AND THE LATEST REVISION OF THE LOCAL AND STATE GUIDELINES A. INSTALL SILT FENCE AS INDICATED ON THE CONTRACT FILTER FABRIC STAPLM STATE GUIDELINES FOR SOIL EROSION AND SEDIMENT FOR SOIL EROSION AND SEDIMENT CONTROL. PART 2-PRODUCTS DRAWINGS AND PER THE LATEST REVISION OF THE LOCAL TO POSTS, FABRIC TO 2 PER BALE CONTROL. AND STATE GUIDELINES FOR SOIL EROSION AND SEDIMENT BE BURIED IN TRENCH HAYBALES 2.1 EROSION CONTROL PRODUCTS CONTROL. MEN TWO SECTIONS ADJOIN EACH OTHER, THEY F. REPAIRS TO THE SEDIMENTA11ON CONTROL SYSTEMS SHALL BE OVERLAPPED BY SIX (6) INCHES, FOLDED AND Shoemaker Self DIRECTED BY THE EROSION CONTROL SUPERVISOR WILL BE A. RESPREAD TOPSOIL TO DIE I SIGNATED AREAS. A. SHALL BE NORTH AMERICAN GREEN OR ENGINEER APPROVED STAPLED. FLOW Storage OUTLINED IN THE LATEST REMS10N OF THE LOCAL AND EQUAL. THE TYPE OF BLANKET SHALL BE APPLICABLE TO STATE GUIDELINES FOR SOIL EROSION AND SEDIMENT B. INSTALL NEW PLANTING BEGIN WITH THE SITE PERIMETER THE USE IT IS INTENDED AND/OR AS INDICATED ON THE B. INLET STRUCTURES ARE TO BE SURROUNDED BY SILT FENCE 5-AR�110 CONTROL. PLANTING IN BUFFER YARDS TO ACHIEVE EARLY CONTRACT DOCUMENTS. AS INDICATED ON THE CONTRACT DRAWINGS, 4"x4" TRENCH 444 SHOEMAKER LANE STABILIZATION, AND SEDIMENT PROTEC11ON MEASURES IN A UNDISTURBED SOIL WiTH 13ACKRLL G. REPLACEMENT MATERIALS FOR THE DEVICES UTILIZED MUST PLACE UNTIL SITE IS STABILIZED AS APPROVED BY THE 2.2 SUBSURFACE DRAINAGE FABRIC C. ALL STOCKPILED MATERIAL (TOPSOIL, BORROW, ETC.) SHALL AGAWAM, MASSACHUSETTS BE READILY AVAILABLE FOR REPAIRS. ENGINEER. HAVE A SILT FENCE CONSTRUCTED AROUND THE PERIMETER. H. CLEANING OF SEDIMENTATION AND EROSION CONTROL C. CLEAN UP SITE BUT LEAVE REMAINING EROSION CONTROL A. WHEN SUBSURFACE DRAINAGE FABRIC IS REQUIRED IT SHALL TOPSOIL STOCKPILES LEFT IN PLACE FOR A PERIOD GREATER NOTE: SILT FENCE TO BE ERECTED WITHIN THE LIMITS OF CONFORM TO THE REQUIREMENTS OF TC MIRAFI PRODUCT THAN FOURTEEN (14) DAYS SHALL BE TEMPORALLY SEEDED THE SILTATION AREA ADJACENT TO THE HAYBALES SITE PLAN APPROVAL DEVICES WILL BE PERFORMED AS DIRECTED BY THE EROSION AND SEDIMENT PROTECTION MEASURES IN PLACE UNTIL SITE 14ON ORIAPPROVED EQUAL TO MINIMIZE EROSION OF THE SOIL CONSTITUENTS AND CONTROL OFFICER AND AS OUTLINED IN THE LATEST IS STABILIZED AS APPROVED BY THE ENGINEER. RELEASE OF SHOULD BE NUTRIENTS DURING WINDY NOT FOR CONSTRUCTION REVISION OF THE LOCAL AND STATE GUIDELINES FOR ,SOIL 1. GRAB TENSILE STRENGTH- 120 LBF (MINI,MUM); ASTM D CONDITIONS, STOCKPILED MATERIAL SHALL BE COVERED OR JUNE 21 , 2007 EROSION AND SEDIMENT CONTROL. D. MAINTAIN, CLEAN AND REPAIR EROSION CONTROL AND 4632. WATERED APPROPRIATELY TO PREVENT WIND EROSION. SEDIMENT PROTECTION MEASURES AS RECOMMENDED BY THE 2. TEAR STRENGTH, 50 LBF (MINIMUM); ASTM D 45,33. TYPICAL SILT FENCE 1. PLACEMENT OF TEMPORARY SEDIMENTATION AND EROSION LATEST REVISION OF THE LOCAL AND STATE GUIDELINES FOR 3. PUNCTURE RESISTANCE: 65 LBF (MINIMUM); ASTM D 3.4 SEPARATION FABRIC 2 AND HAYBALE BARRIER 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-1 (MINIMUM); ASTM D 4491. A. INSTALL AS INDICATED ON THE CONTRACT DRAWNGS. �.o NOT TO SCALE OPERATIONS, WILL BE PLACED AT THE DIRECTION OF THE EROSION CONTROL SUPERVISOR, ENGINEER AND LOCAL 5. APPARENT OPENING SIZE: NO. 70 (MAXIMUM); ASTMD 3.5 CALCIUM CHLORIDE AUTHORITY HAVING JURISDICTION. PLACEMENT OF SUCH 4751. MEASURES SHALL FOLLOW THE LATEST REVISION OF THE 2.3 SILT FENCE A. CONTROL DUST THROUGH THE APPLICATION OF CALCIUM LOCAL AND STATE GUIDELINES FOR SEDIMENT AND EROSION CHLORIDE OR WATER. AN AVERAGE APPLICATION OF ONE CONTROL MEASURES. A. WHEN SILT FENCE IS REQUIRED IT SHALL CONFORM TO THE POUND OF CALCIUM CHLORIDE PER SQUARE YARD OF REQUIREMENTS OF TC MARAFI PRODUCTS 140N OR EXPOSED AREA SHOULD BE CONSIDERED FOR EACH J. EARTHWORK COUNTERAC11ON ACTIVITIES WILL BE SCHEDULED APPROVED EQUAL. TREATMENT. THE EXACT NUMBER OF APPLICATIONS AND FOR PERIODS WHEN SOIL SATURATION IS LOW AND SOIL LOS AMOUNT OF DUST CONTROL SHALL BE BASED UPON FIELD HAZARD IS AT A MINIMUM RISK. 1. GRAB TENSILE STRENGTH: 124 LBF (MINIMUM); ASTM ID AND WEATHER CONDITIONS. IT SHALL BE SPREAD IN SUCH A Record 9Ager/Applicant: 4632. MANNER AND WITH SUCH DEVICES SO THAT UNIFORM K. SUSPEND EARTHWORK CONSTRUCTION ACTIVITIES FOR MAJOR DISTRIBUTION IS ATTAINED . CALCIUM CHLORIDE SHALL NOT Carlo Bonavita STORM EVENTS AND IMPLEMENT ADDITIONAL SEDIMENTATION 2. TEAR STRENGTH: 50 LBF (MINIMUM); ASTM D 4533. BE APPLIED WITHIN 50' OF A STREAM BANK OR WETLAND. AND EROSION CONTROLS AS NECESSARY. 3. PUNCTURE RESISTANCE: 60 LBF (MINIMUM); ASTIM D 1775 Main Street 4833. 3.6 RESTORATION Agawam, Massachusetts 01001 L. STAGE CONSTRUCTION ACTIVITIES SUCH THAT ONLY THOSE 4. PERMITTIVITY�. 0.10 SEC-1 (MINIMUM); ASTM, D 4-491. AREAS OF THE SITE SCHEDULED FOR IMMEDIATE 5. APPARENT OPENING SIZE- NO. 30 (MAXIMUM); ASTM A. AS SOON AS CONSTRUCTION IS COMPLETED IN A GIVEN DEVELOPMENT DISTURBED AND AC11MIlES SCHEDULED FOR 4751. AREA, IT SHALL BE TOP-SOILED, SEEDED, FERTILIZED LATER DEVELOPMENT ARE NOT STARTED PREMATURELY. 2.4 SEPRA11ON FABRIC AND/OIR MULCHED AS SPECIFIED ON THE DRAWINGS AND IN M. THERE WILL BE NO LARGE CUTS OR FILLS LEFT AS "RAW PART 2 OF THIS SPECIFICA11ON AREAS SUB-GRADE WILL BE ACHIEVED AS SOON AS A. WHEN SEPARATION FABRIC IS REQUIRED IT SHAL CONFORM B. THE RESPONSIBILITY FOR SATISFACTORY RESULTS ON THE POSSIBLE AND AN ESTABLISHED PROCEDURE OF TEMPORARY TO THE REQUIREMENTS OF THE TC MIRAFI PRODUCT 500 X WORK CARRIED OUT UNDER THIS ITEM RESTS ON THE SEEDING AND/OR COVER AND MULCH OR EROSION OR APPROVED EQUAL CONTRACTOR REGARDLESS OF THE PRIOR APPROVAL OF PROTECTION (EROSION CONTROL BLANKET FOR SOLES AND MATERIALS AND METHODS ON THE ENGINEER. THE MULCH OR EROSION CONTROL BLANKETS FOR FLAT AREAS); 1. GRAB TENSILE STRENGTH: 200 LBF (MINIMUM); ASTM D CONTRACTOR SHALL MAINTAIN THE RESTORED AREA UNTIL WILL BE FOLLOWED TO INSURE MINIMUM SOIL LOSS. 4632. SUCH TIME AS THE WORK IS ACCEPTED BY THE OWNER. Soil Pffwrosion and 2. TEAR STRENGTH: 75 LBF (MINIMUM); ASTM D 4533. MAINTENANCE SHALL BE INCLUDED ALL REGARDING, N. ALL SURFACES DESIGNATED FOR PAVING WILL HAVE THE 3. PUNCTURE RESISTANCE: 90 LBF (MINIMUM); ASTM D REFILTIONG, RESEEDING, REMULCHING ETC.. WHICH MAY BE SUB-BASE, BASE AND BINDER INSTALLED AS SOON AS 4833. NECESSARY IN THE OPINION OF THE OWNER AND ENGINEER. Sediment Control POSSIBLE. WHERE FEASIBLE THE STORM DRAINAGE SYSTEM 4. PERMITTIVITY: 0.05 SEC-1 (MINIMUM); ASTM D 4491. WILL BE INSTALLED TO PROVIDE CONTROL OF SURFACE 5. APPARENT OPENING SIZE: NO. 50 (MAXIMUM); ASTM 3.7 CONSTRUCTION ENTRANCE 3pecy1cation RUNOFF. 4751. A. A STABILIZED PAD OF CRUSHED STONE LOCATED AT ANY Narrative and Details 0. DUST CONTROL AND OFF-SITE STREET DEBRIS CAUSED BY 2.5 CALCIUM CHLORIDE POINT WHERE TRAFFIC MILL BE ENTERING OR LEAVIiqd THE THE CONTRACTOR'S EARTHWORK OPERATIONS WILL BE A. CALCIUM CHLORIDE SHALL CONFORM TO THE REQUIREMENTS CONSTRUCTION SITE TO OR FROM A PUBLIC RIGHT-OF WAY PREVENTED, DELAYED OR CLEANED UP IN ACCORDANCE WITH OF AASHTO M 144. ETHER REGULAR FLAKE CALCIUM OR STREET OR AS SHOWN ON THE DRAWINGS SHALL BE CONSTRUCTED FOR THE PURPOSE OF PREVENTING THE 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 2 MAY BE TRACKING OF SEDIMENTS ONTO PUBLIC RIGHTS-OF-WAY. a- USES, P. CONTROL MEASURES AS INDICATED ON THE CONTRACT B, DESIGN CRITERIA �Site Plan Aproval DOCUMENTS SHALL BE SUBJECT TO ADDITION AND OR 2.6 WATER MODIFICATIONS AS REQUIRED TO MEET ACTUAL SITE AND 1. USE 1.5 TO 2.5 INCH STONE WEATHER CONDITIONS AND ADHERE TO THE LATEST REVISION A. ALL WATER USED SHALL BE CLEAN AND FREE OF HARMFUL 2. USE 8" LAYER OF STONE Submission OF THE LOCAL AND STATE GUIDELINES FOR SOIL EROSION AMOUNTS OF OIL, SALT, ACIDS, ALKIALIS, SUGAR, ORGANIC 3. STONE PAD SHALL BE FULL WIDTH OF ENTRANCE AND SEDIMENTATION CONTROL. MATTER AND OTHER SUBSTANCES INCURIOUS TO THE 4. MINIMUM LENGTH SHALL BE 50', UNLESS OTHERWISE FINISHED PRODUCT, PLANT LIFE. OR THE ESTABLISHMENT OF AUTHORIZED BY ENGINEER. Revisions Q. THE CONTRACTOR SHALL PROTECT ANY EXISTING AND NEW VEGETATION. REVISED PER TOWN COMMENTS 05-17-07 INLET STRUCTURES, DRAINAGE SWALES , PROPERTY ETC.. WHICH MAY INTERCEPT RUN-OFF DUE TO CONSTRUCTION 2.7 STONE RENASED PER DPW COMMENTS 05-31-07 ACTIVITIES BOTH INSIDE AND OUTSIDE OF THE WORK LIMITS. �j A. REFER TO DIVIISION 2, EARTHWORK FOR ADDITIONAL REVISED PER DPW COMMENTS 06-21-07 INFORMATION. 2.8 SEEDING A. TEMPORARY SEEDING - REFER TO THE LATEST REVISION OF 0 THE LOCAL AND STATE GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL Date. Sheet Number May 15, 2007 2.9 BONED FIBER MATRIX/HYDRAULICALLY APPLIED MULCH C Scale: 0 0 10 20 4-0 60 NONE A. MATERIAL SHALL CONFORM TO THE MANUFACTURER'S Y Drawn By. 0 REQUIREMENTS AS APPLICABLE TO CONSTRUCTION REGION E W AND CONSTRUCTION TIME PERIOD. Sip 0 ChecAed By., MBD I L The 2e DIAMETER CAST IRON GRATE Berkshire WITH H-20 RATING` Design 24 ADS DRAIN INLET • FINISH GRADE--SURFACE 5' WITH 10" ADS ADAPTER (Group Inc, VARIES, SEE' PLANS � ' n a ' 24" CONCRETE SLAB COD aaa® » alga eaa� 15 SQUARE' HINGED _ o _ Civil Eng raeera'tag ctcare< PAVEMENT 4000 PSI °ao as°a°' CAST IRON FRAME AND I II1 ° o a° c'0,9 14�11- Planning SII ` {{y j0° O° ° � ( tyQaO` °Op° 12 MIN. AT PAVED AREAS' g 0° a o GRATE WITH H 20 W II I_ 1 g0� N° �°°Op o 1_ ��I' I�}II Land Surveying C= a RATING} APPROVED BY )�1 111 1 O 89 &00° �� 1 I J. ENGINEER +4,4 � ° ,off} � ��I YELLOW HIGH VOLTAGE TAPE < cam' �r�° ° f — MARKER TO RUN CONTINUOUS WITH ELECTRIC LINE/CONDUIT 8 .MIN, . _ . `\�\�• Ili "Al�Ppo1y'Q a COMPACTED GRAVEL BORROW 12" ADS RISER — - - INLET GRATE. ll l o UNDER PAVEMENT, COMPACTED 4 Allen Place, Northampton, Massachusetts'01�060 w_ " — . • �_ ° �" EXCAVATED (NATIVE) MATERIAL 12 x12 ADS TEEN: • . - . . (413) 5$2-7000 * FAX (413) 582-7005 t 0 0 00 UNDER NON—PAVED AREAS 12" ADS N12 0 HAND TAMPED BACKFILL Email: bdggberkshiredesign.com 0.75 SLOPE 7 z Web: http://www.berkshiredesign.com 3000 PSI CONCRETE ti COLLAR --- * MIN. COVERAGE REQUIREMENTS: X 4� I w PVC BODY I °.° ° c D ° a SEWER 4'-0" MIN. 111 I o ,,° ° 0.. WATER T-0" MIN. w COORDINATE INLET AND ` ° ° ° ✓' OF I `~I l ° Q °; ., UNDERGROUND SERVICES \��` BACKFILL<MATERIAL SHALL BE w OUTLET PIPE SIZES AND I�iI�- °10. , ��ll� & GAS 2-�s MIN. CRUSHED STONE OR GRAVEL` 1 ORIENTATION WITH THE j I ?0, M- off MARK B. G k` Q PLANS v lI�I I -- d NOTE: ENTIRI PIPE LENGTH MUST' Q DARNOLq MATERIAL MEETING CLASS 1 y m , BE FIRMLY SUPPORTED. OR 2 AS SPECIFIED IN ASTM ' — `� l ®/2 ��II ,� " CIVIL PLACED UNIFORMLY IN 12 WATER TIGHT ADAPTOR —�Il ��Q O° opo g©a No. 32459 LlrTS AND COMII`ACT'CD -� 6 ° °boo IIA"D TAMPM ©EDDINO I � P° o O o � (HAUNCHING}O J°o �+ L17 EN (III illli fllI ==.Ir I = PIII D + 2'-0 _FIRM 3'-0" MIN.- 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. YARD DRAIN INLET 2 TYPICAL MANHOLE 1 YARD DRAIN C-5.1 NOT TO SCALE. NOT TO :SCALE © Copyright The Berkshire Deign Group, Inc.. C-5.1 3 UTILITY TRENCH DETAIL This drawing and all of its contents are the express property of NOT TO SCALE SINGLE HEAD (FIXTURE TYPE The Berkshire Design Group, Inc., and shall not be copied or S2) AT 17' ABOVE GROUND used in any way without Lhe written consent of The Oerkshire ELEVATION Design Group, Inc. HOT MIX ASHPHALT WEARING COURSE BITUMINOUS CONCRETE BERM NOT MIX ASHPHALT BINDER COURSE; MODIFIED CAPE COD`STYLE BITUMINOUS CONCRETE WEARING COURSE ANCHOR BOLTS, NUTS AND WASHERS Shoemaker Self COMPACTED GRAVEL BASE MHD STANDARD CLASS I, TYPE 1-1 FURNISHED BY POLE MANUFACTURER AND Storage 95% MIN. DENSITY 12 BITUMINOUS CONCRETE BINDER COURSE INSTALLED PER POLE MANUFACTURER'S MHD' STANDARD CLASS 1, TYPE 1-1 REQUIRED BOLT PATTERN 4„ J �• COMPACTED GRAVEL BASE COURSE; 12" 3" „ t 45 DEGREE 444 SHOEMAKER LANE; 2-1/2 95% MIN. DENSITY FINISH GRADE BEVEL AGAWAM, MASSACHUSETTS -- 3/4" DIA. x 8'-0" LONG 1 \l/ % GROUND ROD 2 �i I ' � ROUND CONCRETE BASE WITH SITE PLAN APPROVAL Ir 75 f l 3000 PSI CONCRETE NOT FOR CONSTRUCTION 0O � �° C CONDUITS WITH CONDUCTORS /r\ �. \ �/ / 'f� C 0 t 1��1 AS SPECIFIED ON DRAWINGS ENE 1 , 007 \,/\/\ �\/\,%\/\/\,r\/\/\/\ Xj o //. '�r�/. �� /� y/ /� ' © REINFORCED CONCRETE PIER WITH � 4-#5 VERTICAL AND #5 AT 12" 0/C I . HORIZONTAL TIES UNDISTURBED OR COMPACTED Ill 1- �II�l= II '�-=III l-=�II� =III I= I�! VERIFY DIMENSIONS OF BASE SUBGRADE WITH LIGHTING MANUFACTURER EXTEND GRAVEL 12" BEYOND EDGE OF UNDISTURBED OR COMPACTED SUBGRADE 18" PAVING WHERE ROAD IS NOT CURBED NOTE: IF UNSUITABLE CONDITIONS ARE ENCOUNTERED, DEPTH OF BASE MATERIAL MAY BE INCREASED IN THE FIELD. 5 BITUMINOUS CONCRETE PAVING BITUMINOUS CONCRETE CURB' SITE LIGHTING FIXTURE DETAIL Record Owner/Applicant_: �5.1 NOT TO SCALE C-�5.1 NOT TO SCALE C-5`,1 NOT TO SCALE Carlo Bonavita 1775 Main Street Agawam, Massachusetts 01001 3000 PSI CONCRETE THRUST BLOCK AGAFRST 8'D.C. MAXIMUM' UNDISTURBED MATERIAL BEARING Eau101STM T FACE TOP RAIL i-5 8" BEARING AREA FrrA a PLANE. SEE $,`�i` f,#� '•. v�:y f ',• ,o-'� 1 "'9-GAUGE VINYL CLAD f fr` NOTE 2 BELO $, f �n vN, � STEEL BANDS TO FASTEN TO fed ; D.I. FORCE RAILS AND LINE POSTS » sq TUBE POST 3 SCH. 80 STEEL PIPE AT 12" O.C.STARTING 6" MAIN FROM SELVAGED EDGE' TYPICAL (�-1 2" DIA.) 1"50. PICKET n BEARING *n o ooa TRUSS':BRACE 1-5 " ca' TYPICAL » >o° FACE INTERMEDIATE RAIL: - /4"SQ. RAiL n 6 MIN. 2" SCH. 40 STEEL PIPE, TYP. ��'\�y"+y CC e°c" ...: gyp°°` nuu.°�o°'�. Site Details TYPICAL (2--3/'8 DIAL.) o TENSION BAR l UNDISTURBED' BEND 5 8 DIAM SELECTED MATERIAL T RNBUCKLE FINISH' GRADE, SEE EXCAVATED MATERIAL PLAN FOR MATERIAL 2" VINYL CLAD �Q� RFlHiSHED GRADE SECTION PLAN MESH FABRIC _ _ PLANPLAN ' I€�I { BOTTOM RAIL 1-5"8' -� 11: 1 177 1 1 1 1 e !I 1 = 11 =ll = 11 � 11 = II � II _= 11 till4f41 kill 11 =1I _L I - I ll— -Il 111 u !II' :hlil lIIIII= �!1 I I I III I I ! III=ll�llIII+l I + ' I�llll Il l II 3 8"x2" STEEL BAR, TWO PIECES NOTES: Jl �III w 11I1I1I1 I I II II Ill I FINISH GRADE-SEE _; •' a — — .i —I �' 1, ON BENDS AND TEES, EXTEND THRUST BLOCKS FULL LENGTH OF FITTING. PLAN FOR MATERIAL Ill it NOTES: S` ' IlILI .." III 1 FENCE TO BE AEGIS II "CLASSIC C3'' oR - III ` a CONCRETE FOOTING`; f ] r I_ ) 1 1-- a M It O e a CORNER R>INAL- *� -�-- „ �� -- -- .•, a oDa PSI' a' s a �. � APPROVED': — :, d : O.D. NE POST , _2 D. . LINE l . . FOOTING, llll a a.D. CONCRETE FO NG :; ;I POST 2 1/ n <. ., I I ► F PLUGS RUS _ . . III I �I I . � II ! 2. PLACE BOARD' IN FRONT 0 ALL U ,S BEFORE POURING TH T ..BLOCKS: ,. : ___ EOunr:- I l .� . I,l Site PlanApproval uIl ! k '. 3000 PSI M CONCRETE FOOTING l II l .. lIII, ll II-ti r ' „ . V r 2 ALL MATERIALS TO BE_G 90 GALVANIZED a a 12 ,DIAM. -CLASS 0 a ) ac _ .. : I T l Submission 3. POUR THRUST' BLOCKS AGAINIST UNDISTURBED 'SOIL. WHERE TRENCH TRENCH II. fVl. ILI I s EEL WITHIIIII '�, lllll :, .. 2" CLEAR 2 CLEAR I BLACK PERMACOAT 1lll� 4 WALL DISTRUBED, EXCAVATE LOOSES SOIL AND EXTEND THRUST BLOCK TO alit I UNDISTURBED SUBGRADE Il l II l III �tit= 12" — I 3) PICKETS TO BE `1" SO. X 16 GA:UNDISTRUB SOIL. F _F�POSTE F PCOOSRTNER II ,� I I — Ii I ' q a1 '��- 4) RAILS TO E3E 1-3f4" SQ.x 14 GA: TURBED ORReNAS1(?T1S 0 'PACTED �. �'ING ANY MUCK ENCOUNTERED SHALL BE R MOVED AND` UNDISTURBED R COM - 4 IN' BACK FILL r* . �� ` �.5) PASTS TO-BE 3 SQ. X 12 GA SUBGRADE l alp Ilall� I REVISED PER! TOWN COMMENTS OrJ 17 a7' REPLACED WITH ACCEPTABLE MATERIAL. 1, AFL. 1 �— �I �1 1: ALL POSTS MESH AND FASTENERS A BE VINYL CLAD. 2:rRuss®RACE AND TRUSS ROD DH ALL.SECTIONS CONTRACTOR TO SUBMIT SHOP DRAWINGS:oHs REVISED PER DPW COMMENTS 05-31-07 5. BACK FILL MATERIAL SHALL NOT INCLUDE ROCKS AND BOULDERS. REVISED PER DPW COMMENTS 06-21-07 U' O' AS BASED ON A SOIL BEARING CAPACITY OF 200 PSI=s. THRUST I3I_acK ARETYPICAL CHAIN LINK FENCE DETAIL 10 TYPICAL DECORATIVE LINK FENCE DETAIL 11 TYPICAL BOLLARD DETAIL AND LINE PRESSURE OF 250 PSI. C-5.1 NOT TO SCALE C-5,1 NOT TO SCALE C-5.1 NOT TO SCALE n- 7 ALL CONCRETE SHALL BE A MINIMUM 3000 PSI. o , fn C $ DETAIL OF TYPICAL THRUST BLOCKS Dater Sheet Number �' C-5,1 NOT TO SCALE` May 15, 2007 Scale m NONE m Drawn By. 9 Sip C �5 * 1 Checked By. MBq L� STONE/RIP RAP BLANKET HDPE FLAREb ENDrs ire INLET' OUTLET WQS01 NOTES: t71 f TLET ECTI N esign 1. STORMWATER TREATMENT SYSTEM WQS01 SHALL BE CONTECH MODEL `FOR S N T 'E TRY `rou , Inc. APPROVED HYDRANT : VARIES SEE PLAN 4'-0" DIA. HS48 OR EQUAL, 3--wAY SUPFR GFNTURION c Landscape Architecture 250 cORECUAL 2 a FLUSH MOUNT PEAK TREATMENT CAPACITY': 1.20 CFS Civil Engineering __ a FRAME AND COVER tannin PLAN E„ N4,4X, FINISH GLADE VIEW SEDIMENT STORAGE. O. Lands cif CF a (ALUMINUM COMPONETS NOT SHOWN FOR CLARITY) CHAMBER DIAMETER: 4 FT A a a 4" DIA. 2• WQS01 SHALL BE CONTAINED IN ONE CIRCULAR STRUCTURE. ° t, ADJUSTABLE US ABLE VALVE BOX ��f t O SHALL REMOVE SOS THE N. �.-.. 1711) � OF ET ANNUAL. TSS LOADING BASED ON 11D GATE VALVE �.._ .._ MICRON .. ? +. a a 4 Allen Place Northampton, Massachusetts 01060 . ANCHOR TEE ..� SIZE PARTICLE. a P 4, MAIN u��a 5` BACK UP HYDRANT ELBOW 5. APPROVED4 R YVI RESTRAINING Sty—.FT. 3000 PSI ,,, 4. 01 INVERTS AND`. OUT SHALL BE AT THE SAME ELEVATION. BLAND ( .) � �� CONCRETE PLACED Email: hdg erkshiredesign,cam AGAINST UNDISTURBED , .. . Web: htt .//www.berkshiredesign.com W�2SC}1 'SHALL NOT 8E �IMPRIMISED BY THE EFFECTS P MATERIAL °�-.� H ECTS OF DOWNSTREAM TAILWATER. < W SC11 SHALL HA VE AVE NO INTERNAL COMIONETS THAT SHALL_L OBSTRUCT MAINTENANCE FLAT ST014E OR ACCESS, PLAN CONCRCTE BLOCK a >» �3 PSI CONCRETE BACKING II~ LET RIPE MUST PERPENDICULAR TO THE STRUCTURE, 1 0 -- } �`a OF �4 AGAINST UNDISTURBED MATERIAL PROVIDE CU. FT _3 4 CRUSHED B. Slu AT LEAST 6ABOVE DRIP DRAIN DOLES.. PIPE GREINTATION MAY VARY; SEE SITE PLAN FOR SIZE` AND LOCATION, MARK B. HDPE DRAINAGE PI6PE; SIDE VARIES SEE PLAN o [�ARN(7LD 10. MANHOLE FRAMES AND PERFORATED COVERS SUPPLIED WITH CIVIL THE Y'STI=I�, CO+I�JTIAt�Tt�l�' r�oa 329 NUIE. HYDRANT TO BE LOCATED FT MIN. OFT. MAX TO CURB; 1 15 ff ON I'bi_E FOR R15ER5 AND INSTALLATION. N'a 11, CONTRACTOR SHALL PREPARE EXCAVATION AND PROVIDE EQUIPMENT FOR OFF—LOADING ( AL ` sl & SETTING AT TIME OF DELIVERY. k- — er PIPS ICE} i NA 1 . 24" ILIA. x 4"H MANHOLE FRAME AND PERFORATED COVER SMALL BE PROVIDED BY 5" MIN, MODIFIED RIPRAP - VORTECHI~ ICS AND SHALL BE CAMPBELL CASTING 1 DD A, OR APPROVED EQUAL CAST BLANKET WITH THE VORTECHNICS LOGO.: " This drawing is not intended nor shall It be used for construction FLOW purposes unless the signed professional seal of a registered landscape architect, civil engineer or land surveyor employed by 1 TYPICAL HYDRANT DETAIL The Berkshire Design Group, Inc. is affixed above'. C- 5.2 NOT TO SCALE ELEVATION , Gopyrjht The Berkshire Design Group, Inc. IEW DRAINAGE FABRIC UNDER RIP—BAP This drowning and all of its contents ore the express property of The Berkshire Design Group, Inc.,, and shall not be copied or 6" GRAVEL BASE used in .any way without the written' consent of The Berkshire 2 HYDRODYNAMIC MIC SEPARATOR iC IIIITECH MODEL UNDISTURBED OR Design Group;.. Inc; �5.2 NOT TO SCALE SECTION A—A COMPACTED BACKFILL 6' MIN SEE PLAN RIP—RAP TO EXTEND To B* Shoemaker er Self MIN 2 BELOW OVERFLOW ELEVATION Storage ' TOP OF BERM! TOP' OF BASIN TYPICAL FLARED ENS TAIL ELEV ss.ao 3 WITH OUTLET PROTECTION OVERFLOW PLAN WEIR RIP RAP TO WETLAND C— .2 NOT TO SCALE 444 SHOEMAKER LANE SEE 3 F* LOAM � EMERGENCY SPILLWAY AGAWAM, MASSACHUSETTS ELEV=95.50 B" LOAM & SEED, TYP n OUTLET PIPE SEE SE SET IN FULL BED DF PECIFICATIONS a a, .°v. i0 PLAN q _ SEE PLAN FOR SIZE; TYPE d� SLOPE SITE PLAN APPROVAL - = PRECAST REINFORCED CONCRETE MANIA RrSERS' , NOT FOR CONSTRUCTION -. MASONRY OR BRICK NOT MORE TH 1 �.e. � Dcs 4 X�• P.T. WOOD POSTS, CLAD IN JUNE 1 2 R ...SEE PLAN -'PIP FROM C — I AN FOR f�I,�TLET ONNEGTION TQ OUTLET CONTROL RIP—RAP P � , .... .._. A TO EXTEND TO r _. 1 2 CEDAR, PAINTS REDWOOD r AP D E 007 DISCHARGE LOCATION _. STRUCTURE «�...E .SEE DETAIL. TOE OF SLOPE BELOW EMERGENCY SPILLWAY n » n _ Wu Hy FONT TO BE CALISTO—MT A"fth1%ffjM a C L ALL JOINTS WITH APPROVED .— a r — M AM ko%r COLOR BY OWNER 11 I f—§ II PREFORMED R MEU PLASTIC CASK ET MATERIAL §II �� OR RUBBERBEi O RING 1 x18. CAST IRON SCRE 5. MIN '# '15tj0"% -"age Of Q , �,. �� FO-NT TO BE CALiSTO MT IllI 11 �IlI _flyI !II IllI ill► _IllI IlI = :fill fill � NEENA R-751 _ 3 - . COLOR BY OWNERCR APPROVED EQUAL EXISTING GROUND 2 64.5"xe TWCKC e.L.L EXCAVATE AND REMOVIE TOPSOIL APRON VATH 6X6X10 COMPACTED COMMON fl!�Z V COMPACTED GRAVEL SASE W ORDINARY BORROW Shoemaker Lane COMPACTED ElBGRADE I DUITET PIPE GENERAL MITI" DIA ORIFICE INV 93.00 IN D - 'Pie to 8. PIPES PENETRATING THE LOW PERMEABILITY CORE SHALL BE LdEDt7E[I ,. �� IN THE LOW PERMEABILITY CORE MATERIAL,_. % �Q Record Owner/ p tic t. GENERAL NOTES. CIO 0 1. ALL HARDWARE SHALL BE GALVANISED Carlo Bonavita 177 Main Street 4 UNDISTURBEI3 OB 2 CONTRACTOR SHALL, SUBMIT SHOD DETENTION BASIN CROSS SECTION _ Agawam, 01001 C�-5.2 NOT TO SCALE COMPACTED SUBGRADE DRAWINGS ACT COLOR SAMPLES 0 3. SIGN MATERIAL: SHALL BE ALUMINUM, RI COLOR SCHEME BY OWNER OUTLET CONTROL STRUCTURE C5.2 NOT TO SCALE °c . SEE UTILITY TRENCH DETAIL t 3/C-5.2 FOR ADI TIONAL . INFORMATION EXISTING INLET STRUCTURE' 15" DIA HDPE STORM 5 PROJECT SITE SIGN PIPE, OUTLET CONTROL PIPE G— ',2 NOT TO SCALE DetailsSite INN. ELEV 89.30 r� r :�r ✓. ` } e P an a Submission ERAL NQMS_ 1. CONTRACTOR SHALL CORE DRILL. Revisions OPENING FOR'. NEW STORM INERT: REVISED PER TOWN COMMENTS 05--17-0 '. STORM .DRAINAGE CONNEC11ONS ARE TO BE REVISED PER DPW COMMENTS 5•— 1-07 APPROVED BY THE TOWN' DPW PRIOR TO REVISED PER DPW COMMENTS 06— 1-07 TRENCH BAGKFILL , ALL SITE DISTURBANCE` DUE TO STORM MAIN Q CONNECTION SHALL BE RESTORED TO EXISTING CONDITION'S, o: m Date: Sheet Num'her TYPICAL CONNECTION T May 15, 2007 EXISTING CATCH BASIN Scale. C-5.2 NONE Drawn By. 0 Sip Cm592 rn Checked B : �,. - M B D