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8463_SITE PLAN CUMBERLAND FARMS CAR WASH SUFFIELD ST. �umbevland �a.rms C'c�r wash 11/20/2008 11 : 32 FAX 4138210631 12 001/005 0 is �Y A TOWN OF AGAW.AM .,department of f Public Works qW 1000 Suffield Street - Agawam, MA 01001 Tel (413) 8210600 • Fax (413) 821. 0631 John P. Stone . Superintendent FAX COVER SBEET Date: November 20,2008 To; Planning Bowd Fax #: 413 786-9927 Re- Sidewalk Curb Curt--Parthenon Restaurant and West Coast Video Scnder; I Vladimir Caceres Total Nwaber of Pages, ,Including Cover Sheet: 5 H'YOU DO NOT RECEX'V'E ALL THE PAGES,PLEASE CALL 413--821-0600. THANK YOU! Comments: CON +MENTIALITY NOTICE: The information and documents transmitted by this facsimile are privileged and contain i�nfnrma6 m intended only for the perso�n(s) named below. Any other distribution, copyiog or disclosure is strictly prob.ibited. if you have received this facsimile in error, please be aware that any disclosure, copying, distribution or use of the contents of this document is probibited and please notify us of this error, by telephone,as soon as possible. Thank you. Fax tray missions are solely for municipal purposes. Any personal or political use prohibited bylaw 11/20/2008 11 32 FAX 4138210631 002/005 TOWN OF AGAWAM _ .Department of Public Works 1000 Suffield Street * Agawam, MA 01001 Tel (413) 821-0600 • Fax (413) 821-0631 John P. Stone--Superintendent MEMORANDUM_ To; Planning Board and Building Deparment CC: File From: Engineering Division Data: November 18, 2008 Subject: Sidewalk Curb Cut- Parthenon Restaurant and West Coast Video _ Engineering has inspected the Parthenon Restaurant and West Coast lydea curb cuts at Cumberland Farms, 835 & 839 Suffield Street, Agawam, MA, and we have the following comment: During the inspection Engineering measured the slope and cross slope of the sidewalk curb cut to be aver the maximum of 8.33 and 2 percent respectively, as shown on attached field notes, Please review our field notes and repair the ramps so that it will be in compliance with ADA/AAB regulations. Please do not hesitate to contact our division with any questions or comments_ Sincerely, Vladimir C$ceres Michael C. Chase, P.E. Civil Engineer I Town Engineer 6.t8P'W77 CUMBERL ND FARMS CAR WwBH &*0_1-INGPECT10N CF CUR9 QmDoC 11/20/2008 11 :32 FAX 4138210831 003/005 �— 2.6% � � a rn w � xrn g � � y c -� P 4 .9 �� 11/20/2006 11 :32 FAX 4139210631 Ia 004/005 PIS m ,5!L O to �As a 9 m 0 11/20/2008 11 :32 FAX 4138210631 IA005/005 0 0 1^ 1 1 ' r OBl24/2007 10:08 FAX 4138210631 00021002 TOWN OF AGAWAM INTEROFFICE MEMORANDUM To: building CC: Planning l Bohler Engineering!John P. Stone!File From- Engineering Date: August 22,2007 Subject: Final Walk Througb -Cumberland Farms Car Wash- Suffield Street-SP 502 On Wednesday V22J07, a member from Engineering met with Lucien Distefano. Mr. Distefano works for Bohler Engineering, P.C., the design company for the subject site_ A filial walk through was performed at that time. We note the following: Our last requirement is to have a certification relating to the on-site detention pond submitted to Engineering- This certification should state that the d-pond has been constructed to the projects' plans and specifications. This certification should also state that the d-pond has been constructed with a storage volume that meets the projects' storm water design. Engineering will review this certification when submitted and make any comments if necessary. There are no further issues. Please, do not hesitate to contact our division with any questions or continents. Sincerely, zi P Riek . Seidnitzer 9 Michael C. Close, E.I,T. Civil Engineer I Interim Town Engineer 5:%PUQZ Cumba laad Farms-141 Suffield St144_finel welklthrough.doc Town of Agawam � 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 0 n72! � a 3 3� t-C-- to=_ January 19,2007 w Blaine Applebee Cumberland Farms,Inc. 777 Dedham Street Canton, MA 02021 Dear Mr. Applebee: At its duly called meeting held on January 18,2007,the Agawam Planning Board voted to approve the Site Plan entitled"Proposed Site Plan for Cumberland Farms,Inc.,Proposed Car`Nash"prepared by Bohler Engineering, P_ C. and dated September 12, 2005, revised January 16, 2007 with the comments contained in the Engineering memo dated January 18, 2007. If you have any questions, please contact the Planning Office at 786-0400, extension 283. Sincerely, 4in, Dennis B. Hopkins, Chairman Agawam Planning Board cc: Clerk Building Engineering Bohler Engineering Pile } TOWN OF AGA .AM i INTEROFFICE 11 i - MEMORANDUM To: j Planning CC: I Building/John P. Stone/File From. Engineering Date:j January 18, 2007 Subj4 Revised Site Plan-Cumberland Farms Car Wash- Suffield Street- SP 502 I We have reviewed the latest revised site plan from Bohler Engineering, P.C. titled "Cumberland Farms, Inc., Proposed Car Wash, 841 Suffield Street, Town of Agawam, Hampden County, Massachusetts; Prepared by: Mohler Engineering, P.C.; Scale: 1"=30'; Latest Revision: 1/16/OT'.We note the following: 1. �� Bohler Engineering has redesigned their storm drainage system with the addition of an emergency 5 foot wide overflow spillway w/rip-rap. This spillway is to be constructed through the curbing and connect with the proposed level spreader at the south end of the subject site,,As discussed in our previous memos, severe winter conditions may cause storm waters to flood the subject site. This spillway will now allow relief during extreme storm water conditions. As the sheet labeled "Land Title Survey" (existing topography) shows, the proposed elevation of this spillway (ele.;123.41) is at an elevation which retains these floodwaters on site. This should prevent storm waters from migrating Dff site and cause flooding problems on Suffield Street. i 2. Bohler Engineering has addressed all other comments from Engineering. I Engineering reserves the right to make additiorml comments as new information is submitted. PIease, do not hesitate to contact our division with any questions or comments. Sincerely, i Rick 9,. Seidnitzer Michael C. Chase, E.T.T. Civil€ngineer I Interim Town Eagineer SASI1502 Cumbuland Fmns-941 5utriald SWIdoc i I 01/18/2007 10:30 FAX 413821062/ fj002/002 ti 1 I TOWN OF AGAWAM INTEROFFICE MEMORANDUM To: Planning CC: i Building/John P. Stone/File From Engineering Date:f January 18, 2007 Subj4t: Revised Site Plan- Cumberland Farms Car Wash-Suffield Street- SP 502 I We have reviewed the latest revised site place from Bohler Engineering, P.C. titled "Cumberland Farris, Inc., Proposed Car Wash, 841 Suffield Street, Town of Agawam, Hampden County, Massachusetts; Psep d by: Bohler Engineering, P.C.; Scale: 1"=30%Latest Revision: 1/16/07". We note the following: 1. �� Bohler Engineering has redesigned their storm drainage system with the addition of an emergency 5 foot wide overflow spillway w/rip-rap. This spillway is to be constructcd through the curbing and connect with the proposed level spreader at the south end of the subject site. As discussed in our previous memos, severe winter conditions may cause storm waters to flood the subject site. This spillway will now allow relief during extreme storm water conditions. As the sheet labeled "Land Title Survey" (existing topography) shows, the proposed elevation of this spillway (ele,=-123.41) is at an elevation which retains these floodwaters on site. This should prevent storm watm from migrating oil`site and cause flooding problems on Suffield Street. i 2. Bohler Engineering has addressed all other comments from Engineering. i Engineering reserves the right to make additional comments as new information is submitted. Please, do not hesitate to contact our division with any questions or comments. i Sincerely, I Rick 51. Seidnitzer Michael C. Chase, E.1.7. Civil Engineer I Interim Town En&eeir I 53$M02 Cumbarlund Farmer-9415u1ficid SL ldac i I 352 Turnpike Road ROT L�R Southborough, MA 01772 .LJ 508.480.9900 ENGINEERING, Pc. 508.480.9080 fax January 17,2007 Town of Agawam �� Planning&Community Development Ur 36 Main Street REM Agawam,MA 01001 ,1AN 1 8 2007 ATTENTIaW: Ms. Deborah Dachos CONSERvATIoN Re: Cumberland Farms,Inc. COMMISSION 841 Suffield Street,Agawam,MA Dear Ms.Dachos: Per the January 4, 2007 Planning Board hearing held in association with the aforementioned project, the following Site Plan modifications have been made which address all of the outstanding comments to date. These comments include your Site Plan review comments dated January 2, 2007 as well as Rich Seidnitzer's review memorandum comments dated January 4, 2007 and also include modifications made as requested by the Planning Board. The following plan revisions have been made as depicted on the enclosed revised Site Plan documents: 1. The Town of Agawam standard landscape note has been added to the Landscape Plan. 2. Cut sheets and locations of exterior lighting has been provided on both the Site Plan and the Construction Details sheets and as previously provided at the 1/4/07 Planning Board meeting. 3. Grading & Drainage Plan modifications have been made to address Rick's comments relative to the proposed site drainage system. We have worked closely with Rick and have identified the most feasible alternative to addressing his concerns by introducing a small curb opening at the proposed carwash site driveway in the event of a rainfall event which would occur during the scenario which is likely, but rare. Additionally, we have added additional rip-rap at the proposed level spreader as well as at this proposed curb cut to prevent erosion. As confirmed with Rick Seidnitzer, the enclosed plan modifications address his concerns. 4. A note has been added to the Utility Plan which identifies that the invert of the existing sanitary sewer on-site shall be confirmed in the field prior to construction. 5. Modifications to Construction Details have been made which correspond with the Town's specifications as requested. 6. Per the request of the Board and per the site meeting held on 1/10/07,it has been determined that the location and configuration of the existing southerly site driveway is in fact the best scenario to address the concerns relative to safety, as previously raised by the Town staff. Therefore, there are no proposed modifications to existing site driveway,as all parties at the site meeting mutually agreed to. Other Office Locations: a Albany,NY ■Purchase,NY ■Ronkonkoma.NY ■Warren,NJ ■Chalfont,PA ■Towson,MD ■Sterling,VA ■Warrenton,VA 518.438.9900 914.251.9800 631.738.1200 908.668.8300 215.996.9100 410,821.7900 703.709.9500 540.349.4500 CIVIL&CONSULTING ENGINEERS ■SURVEYORS ■ TkAFFIC CONSULTANTS ■ ENVIRONMENTAL & GEOTECHNICAL ENGINEERS www.bohlereng.com � t 0 BOHLER ENGINEERING,P.C. Additionally, per discussions with Safety Officer Sgt.Niles at this site meeting,he has no concerns or comments relative to the proposed Site Plans. 7. The 4 ft. high fencing surrounding the proposed detention basin has been modified and is proposed to be 4 ft.high white vinyl picket fencing,as requested by the Board. 8. The proposed 6 ft. high stockade fence has been modified and is proposed to be 6 ft. high board on board fence painted white,as requested by the Board. We hope that you find our responses satisfactory and look forward to resolving these items. Should you have any questions or require any further information,please do not hesitate to contact me at(508)480-9900. Very truly yours, BOHLER ENGINEERING,P.C. Jam Cranston Cc: Manny Paiva,Cumberland Farms,Inc. Richard Sypek,Ross&Ross Steve Savaria,Fuss&O'Neill CIVIL&CONSULTING ENGINEERS m SURVEYORS a TRAFFIC CONSULTANTS ■ENVIRONMENTAL & GEOTECHNICAL ENGINEERS Memo To: Planning Board From: Sgt. Richard Niles Subject: Site Plan—Cumberland Farms Car Wash— Suffield Street Date: 01/11/2007 Based upon a site meeting, Town of Agawam and Cumberland Farms personnel were in agreement that it would appear to be in the best interest of safety to leave the present east side curb cut as it is refer than modify it. Respectfully Submitted Sgt. R. Niles Safety Officer Agawam Police Department 01/04/2007 12:43 FAX 4138210631 IA 002/003 F r s71_ TOWN OF AGA AM INTEROFFICE MEMORANDUM M To: Planning CC: Building/John P. Stone/File From: Engineering Date: January 4,2007 Subject: Revised Site Plan -Cumberland Farms Car Wash-Suffield Street- SP 502 Per your request dated December 26, 2006, we have reviewed the Revised Site Plan titled"Cumberland Farms, Inc., Praposed Car Wash, 841 Suffield Street, Town of Agawam, Hampden County, Massachusetts; Prepared by: Bohler Engineering, P.C.; Scale: V=30'; Latest Revision: 12114f067. We note the following. I. Due to the minimal availability of design depth at the subject site, the proposed drainage system is somewhat shallDw in places. This condition may cause drainage pipes to freeze in the wintertime resulting in site flooding problems. Also, there are two areas where storm waters will be retained within the proposed storm drainage system: One is at the location of the proposed 6" F.E.S. and proposed nearby area drain(1.30 ft_ deep). The other is at the Iocation of the proposed IT' F_E.S. entering the wooded area (+/- 1.60 ft. deep). This proposed drainage design relies partly on infiltration. A test pit in the proposed detention pond should be done as soon as possible to determine if existing soils are adequate for infiltration purposes (as well as determining the seasonal high water elevation in the d-pond). Of greater importance is that when the ground freezes in the winter, any storm waters that enter into the retention areas mentioned above may freeze to a level above both F.E.S. This will prevent storm waters from leaving the site thereby creating more severe site flooding and freezing problems.The downstream side from the proposed level spreader (at the 12" F.E.S_) should have the addition of an emergency spillway and a rip rap swale. This will prevent storm waters from causing any erosion once these waters reach the crest of this retention area. 2. Another critical location for design, depth is where the proposed sanitary sewer connects to the existing on-site sanitary sewer. Field verification of the existing invert elevation at the proposed tie-in must be determined before any construction should begin. This item is noted on the plans but should be performed at the same time as Item 2 in case design changes ace required. 3. Discussions continue with Rich Dnirey of Bohler Engineering. These discussions center on updating the construction details for the subject site to correspond with Town specifications. 01/04/2007 12:43 FAX 413821OG31 1J0031003 0 The following comments are from Engineering's previous memo dated December 15,2006: 1. Engineering strongly recommends to Planning that the southern most curb cut to the subject site be relocated approximately 27 feet south of its present location. This would align the entrancelexit with the opposing entrancelexit on the west side of Suffield Street The vehicular traffic exiting and tuning left onto Suffield St, from each of these two locations is experiencing problems with travel flow(vebacle paths converge in the middle of Suffield St.).Aligning the curb cuts opposite each other at this location would allow a more fluid pattern flow for vehicles attempting to make left guns onto Suffield St.Existing appurtenances in this new curb cut area to the subject site would have to be relocated. Doing this would require the removal of 2 or 3 parking spaces. 2. Engineering has been is contact with Rich Drurey of Bohler Engineering. Discussions have revolved around modifyirng Bohlex's construction details to correspond with the Town's specifications. Bohler is to submit to the Town a revised plan reflecting these changes. When Engineering receives these plans, we will review them and comment to Planning. Engineering reserves the right to make additional comments as new information is submitted. Please, do not hesitate to contact our division with any questions or comments. Sincerely, Rick S. Seidnitzer Michael C. Chase,E.I.T. Civil.Engineer l Interim Town Engineer HAMS *MEBR SM02 Cumbmiand Farms-941 Suffield 5t1024oc 12/19/2006 09:38 FAX 4138210631 Ij002/002 TOWN OF AGAWAM INTEROFFICE ;r MEMORANDUM �►�� To: Planning CC: Building I File From: Engineering Date: December 15,2006 Subject: Site Plan - Cumberland Farms Car Wash- Suffield Street- SP 502 Per your request dated November 29, 2006, we have reviewed the Site Plan titled "Cumberland Farms, Inc., Proposed Car Wash, 341 Suffield Street, Town of Agawam, Hampden County, Massachusetts; Prepared by: Bohler Engineering,P.C.; Scale: 1"=30% Revised: 10/09/06". We note the following: 1. Engineering strongly recommends to Planning that the southern most curb nut to the subject site be relocated approximately 27 Meet south of its present location.This would align the entrance/exit with the opposing entrance/exit on the west side of Suffield Street. The vehicular traffic exiting and turning left onto Suffield St. from each of these two locations is experiencing problems with travel flow(vehicle paths converge in the middle of Suffield St.). Aligning the curb cuts opposite each other at this location would allow a more fluid pattern flow for vehicles attempting to make left turns onto Suffield St. Existing appurtenances in this new curb cut area to the subject site would have to be relocated. Doing this would require the removal of 2 or 3 parking spaces. 2. Engineering has been in contact with Rich Dturey of Bohler Engineering. Discussions have revolved around modifying Bohler's construction details to correspond with the Town's specifications. Bohler is to submit to the Town a revised plan reflecting these changes. When Engineering receives these plans,we will review them and comment to Planning. Engineering reserves the right to make additional comments as new information is submitted. Please, do not hesitate to contact our division with any questions or comments. Sincerely, Is. IOLM Rick S. Seidnitzer Kchael C. Chase,E.I.T. Civil Engineer I Interim Town Engineer S.%3 NO2 Cumberland Fame-Suffield StW1.doe r Memo To: Planning Board From: Sgt. Richard.Niles Subject: Site Plan—Cumberland Farms Car Wash Suffield Street Date: 12/14/2006 Based upon information provided,there would appear to be little negative impact to pedestrian,bicycle, and or motor vehicle traffic safety. Respectfully Submitted 'V .V) . �/�LA Sgt. k, Niles Safety Officer Agawam Police Department 0 0 To: Planning Board From: Town of Agawam Commission on Disability Subject: Site Plan- Cumberland Farms Car Wash- Suffield St. Date: Monday, December 04, 2006 We received the site plans for Cumberland Farms Car Wash- Suffield St., on Friday, December 01, 2006. We found - that the set of prints didn't have certain specifications for us to review. We, do however,have a few questions. 1) The Handicap parking in front of the Cumberland Store itself, when a vehicle is parked, does it block curb cut access? 2) For the coin operated machines - do they comply with section 39.00 of 521 CMR We recommend that particular attention be paid to section 39.00, and 23.00 of 521 CMR, with strong recommendations of 23.3.3, in accordance to Local, State, and Federal Codes. Disability Commission Frankie Mazzei AGAWAM FIRE DEPARTMENT a�„�N 800 MALT STREFT i AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX(413) 786-1241 David A. Pisan© Chief of Department Stephen M. Martin Deputy Chief FIRES MEMO TO: PLANNING BOARD FROM: DEPUTY CHIEF STEPHEN M. MARTIN DATE: DECEMBER 4, 2006 RE: SITE PLAN- CAR WASH ON CUMBERLAND FARMS PROPERTY. The fire department has no outstanding issues with the site plan for the car wash. Thank you, r!� • oatSteph M. Martin Deputy Fire Chief i'" z_ . :4 0 ! AGAWAM OFFICE OF PLANNING &COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER. D. Dachos DATE: January 2, 2007 DATE RECEIVED: 11/28/06 DISTRIBUTION DATE: November 29, 2006 PLANNING BOARD MEETING DATE: January 4, 2007 APPLICANT INFORMATION 1. Name of Business: Cumberland Farms, Inc. Address: 841 Suffield Street, Agawam, MA 01001 2. Owner: Cumberland Farms, Inc. Address: 777 Dedham Street, Canton, MA 02021 Telephone: (781) 828-4900 Fax: (781) 830-4090 3. Engineer: Solder Engineering, P. C. Address: 352 Turnpike Road, Southborough, MA 01772 Telephone: (508) 480-9900 Fax: (508) 480-9080 PLAN REVIEW Scale: 1" = 30' Date: September 12, 2005, Revised December 14, 2006 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O. K. Description of Project: Proposed construction of a 867 sq. ft. car wash with driveway, two vacuum islands. i Site Plan Review Page 2 Description of Site: Existing site is wooded and is partially in the 100' buffer of a stream found on the south side of the site. The Agawam Conservation Commission has issued an Order of Conditions for the site. Provision for Traffic Flow: There will be no new curbcuts. A twelve foot driveway will provide access to the car wash. A traffic study has been prepared by Fuss & O'Neill. See Engineering comments for review of the study. Parking. Two (2) vacuum islands have been provided on the south side of the existing parking lot. Otherwise, no addition parking has been provided. 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: O. K. Exterior Lighting: Cut sheet and locations of exterior lighting must be provided. All lighting must be shielded. Rendering or Elevations: A color rendering or elevations must be provided. Dumpster Location: How will trash be handled? Who will ensure that the site is cleaned daily. Trash blown into the adjacent wooded area has been a problem in the past. Other Comments or Concerns: Print Page 1 of 1 _.. l 13rn 3 � �� ,R�I��•�} ,tom � J' 7 � Ory� 4579 Crl' 07 ___00NIFER DR R( Ya.% Interactive Map Parcel ID: IS 1 20 0 31 5 718 Owner: VSH REALTY Date: Parcel Address: 835 SUFFIELD ST Scale: 1"=359' (1:4308) 1/02/07 http://hosting.tighebond.corn/agawam/print,aspx?maptype-5&image=http%3a%2f'�/o2fproje... 1/2/2007 Bohler Engineering, P.c. 352 Turnpike Road Southborough, MA 01772 LETTER OF TRANSMITTAL Tel: (508) 480-9900 • Fax: (508) 480-9080 PROFESSIONAL ENGINEERING SERVICES TO: Town of Agawam/Town Hall DATE: December 21,2006 Planning Department RE: Cumberland Farms 36 Main Street 835 Suffield Street Agawam, MA 01001 Agawam, MA ATTENTION: Pamela Kerr JOB NO: W051620 We are sending you the following items via: FedEx ❑ Attached ❑Shop drawings ❑ Prints ®Plans ❑Specifications ❑Copy of letter ❑ Other Item # # of copies Date Description 1 4 9/12/05 Site Plans Rev. 12/14/06 These are transmitted: ❑ For approval ® For your use ❑As requested ❑ For review and comment Remarks: Enclosed please find four(4) sets of revised plans addressing the Town of Agawam Engineering Department's Comments for your review and use. Please note that we are scheduled for the upcoming Planning Board hearing on 114107. Should you have any questions, comments or require additional information, please do not hesitate to contact me at 508-480-9900. - - COPY TO: Manny Paiva, CFI SIGNED: James J.Cranston Rick Sypek, Ross &Ross Chuck Dauchy, Environmental Consultant Gregory Russell, Fuss &O'Neill_ _ If enclosures are not as noted, kindly notify us at once. MEMO TO: Engineering Department FROM: Planning Board SUBJECT: Revised Site Plan- Cumberland Farms - Suffield Street DATE: December 26, 2006 Please review and comment on the attached revised Site Plan for Cumberland Farms on Suffield Street prior to the Board's January 4th meeting. Thank you. DSD:prk MEMO TO: Engineering Dept,, Police Dept., Dept. Chief Steve Martin-Fire Dept., ADA Committee FROM: Planning Board SUBJECT: Site Plan-Cumberland Farms Car Wash- Suffield Street DATE: November 29, 2006 Please review and comment on the attached Site Plan for Cumberland Farms Car Wash on Suffield Street prior to the Board's December 21"meeting. Thank you. DSD:prk D n D 0 D D 0 D nz F1 I it Ft I D D a a a D -L- -F- /- A- o � ° no 0 0 0 0 no a a ° 0 UUOO 0 0 A YD L Y A i 1 �mn ef ' COVER SHEET 1 o f 10 I. .hl $ r ,:+ "• "� a f`t `�• +°nK„�� - ,,w`'w-z -_ "'IIG��iN Tf , ' ALTA/AGSM LAND TITLE SURVEY (BY OTHERS) 1 of 1 Sl E DEMOLITION & SOIL EROSION CONTROL PLAN 2 of 10 SITE PLAN 3 of 10 " A GRADING PLAN 4 of 10 DRAINAGE & UTIL`TY PLAN 5 of 10 LANDSCAPE PLAN 6 of 10 ir T CONSTRUCTION DETAILS 7 of 10 -s,� 'fir _^j�,�,� ��.,,,�'� +; _ _ -o- � a � a ., }::'� � e !'� � �q•� CONSTRUCTION DETAILS 8 of 10 ��> t..... .. "� k tx . i f � � CONSTRUCTION DETAILS 9 of 10 7'i # �`r.tn"`��3 Y'" t� � �°y z� zw�• u. , � • CONSTRUCTION DETAILS 10 of 10 ' a a 1�• ` `, ` . ' � SIGN DRAWING (BY OTHERS) 1 of 1 � _, 'r f a� �, ._ '°:�.-'�'�. q 4 � � > �t,.. � f• ski�� ,r� ,�� -. ` f s ib _ .. �+ F �,�� _ � EXTERIOR ELEVATIONS (BY OTHERS) A 1 , r �• d x:` '_�� r L,` ..•. ` � ; fi �'�,'s "".s '7�j �'x !.`. .t1�r '}�i - � EXTERIOR ELEVATIONS (BY OTHERS) A2 � ■� ; n I I°• FLOOR PLAN (BY OTHERS) A3 e_�'� � i• � �a T 7� S '_ 'I �i:� N It �i4� "�.u,,,,: y`i. ^+_w .`^a 3 '�'_T R..a'S • r $ r �i.'_ 7 -e A}r}s}l;y AL _ k. -�3!. ..1 '2 Fk lam• - A _ wi T 3 C [_ r _ BOARD ARAM P1 At (LOCUS MAP INFORMATION TAKEN FROM USGS MAPS) f PERMITTING ONLY NOT TO BE USED FOR CONSTRUCTION m 35z Turnpike R°aa BOHLER Southborough, MA 01772 5D8.480.99DD fax: 508.480.9080 LU ENGINEERING, P.C. z www.bohlereng.com �� ^V {a �I II 1O lj CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS [A Luu:�VV LJ\J IL��L��1 LI J Lj m o0 Other Office Locations: 0 w 0 o ■Chalfont, PA ■Melville, NY 05terling, VA ■Warren, NJ ■Towson, MD ■Albony, NY m � Z PROJECT: CUMBERLAND FARMS, INC. TITLE: ® ( ( y ] 1 "✓ I `I: i ��_ I �I: InV! �� In�il I ~I� �� _�� I l :� U PROPOSED CAR WASH ¢ a ASSESSOR'S MAP J8, LOT 20 ®�� rn z z z 7 z 841 SUFFIELD STREET, TOWN OF AGAWAM j HAMPDEN COUNTY, MA55ACHUSETTS wL�J a o 0 0 0 a a, ° a SCALE:(H) N 0 N E DATE: 09 12 05 o 0 oW.D . GOEBEL S, SEY V) NONE / SHEET N°: �a � N 6 0 j 2 DRAWN BY: PROJECT No: o 101 WXDUMRSEY 8PG W051620 r1kAl '' CHECKED BY: CAD I.D. w PROFESSIONAL ENGINEFR EIIg�Q �E GI PAD W05162dss5 OF 10 ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING a �' 40 N M TTs Uc s4z4 0 0 ¢ MASSACHUSETTS LICENSE No. 42644 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF - o NE 9308 THE FIRM. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST 7 N 110, 0 RHo4E ISLAND LICENSE No, 1854 o � -- o CONNECTIGUT LICENSE No. 21854 VERMO 114 REV. No. SIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE NEw HAMPSHIRE LICENSE No. 10289 CONNECTI No. 23862 MAINE LICENSE No. 9490 RHODE ISLAND LICENSE No. 7990 CONSTRUCTION CHECK DATE 5 SPECIFICATIONS, (NYS EDUCATION LAW SECTION 7209-2) I CASTLE HILL CONDOMINIUM COMPLEX UNITED INVESTORS NOF CCONNECTICUT Rom• 3 a* W BOOK 4644, PG_ 159 , am PIPE ��s ` :r � ` .[FM. , . � LOT 256] � FOLA�p xx F.I M. LOT 2551 (F. � M. LOT 2S4J �i 1 r•, V [FM. LOT 253] � 12�1 � 12�.s+ f � wF/1 � Cyr tm.•>!I�•�O°1` ° s- -} -126- ' HIGH -12 x f5r� FEAtT - T-f24- _ _ - - - - - - - -r24 -LOTZONE A3 1�-�. 1t7.11bt& ZONE LINE 124.4 - 6fi - - - - - � - - - — — _ — _ - - - -- -r 121 549"5 7 4 127- _ - _ — __ — —121 — -•-- •--- — — — — ,.:.._ — — _..5:24.94 t21IJ / 6w 1224i j - 1 -- - L--f22�3- - -. - - - 123-- - �21_. - _ .._ - � - � x 1�� f• 'l -1 � `3� �!'� / SITE 125.0 t 25.06 �- — _ IAA=r m81 pw f 18.08 _ _ _ _ _-- - ~' 121 i \ 6'H16H CHNN ,N r �" 08 124 �- '2�.64' 121.i6 ' ! �' �.1$-- -.. tt754 D rn, • bW FEA C£t250? w -122 122 / x 123?�' 1 - _ - .- - caNc gar 2 j "c'a�' 1Y3- r 5.46 c Iffif ' 123'M CM f2t.6G \ 125.04 c __ r 1�113 �� Es ,aa i 00 2 RC 11 1.03 r 12 217, 123.ii� 1 �R40 \ \ ' t ,� f22.2 G 1Z t2273 X. LOC UL. GAS PER ' I �� \ t1r ��o�. \ I uT1 w ',IL4Rour(SEE NOTE 3) \ yT t25 7S f GYLr=f 2.60 f _ - _ _ _ �_ ---��- �� 1 fA�E 4�� \ 1S J� LOCUS MAP 1G 4 5ti \ x 1 A'W-f 1$35/ cm WK � FAVE BA 1 \ 4 \ ` 1 4 G 12 / 0 SHM 2 t3 123- G 1 t2 \ , t �'i21IpIrieT.oemo. eatA,6wUIlA 1 iC 1 ASPhW r 3 1a \ 1 A} \ r rt'Mtrrr wa11r _16 %CTLA&a �' ' 1p•q � �"`'�� \ , F S a \ i 42}ts iZ t BUFFER PER -122REr .�• 1 \ I EAVF 42"J 27 I 07 +�•r" \tit10" 1 9-2 I I I I t 3,42 MAP .�B � � � � � 1�� tca LEGEND 11 I I ►u4a r wrr L 1c 1�S• 1a \ vf/9 y \� %� i ,u rApLE tfc. 1 �cow v1DEO` � BLOCK 1 � AMSONRY�8I�LL)kMG 14 �` 112353 12406 8' ELEm ABIFR 4UM, BER LOT 2D --- 123 --- EXISTING CONTOUR CVS' 9 . \1 1 PA1�11fEM7wLAN# FARMS, x r2i45 EXISTING SPAT ELEVATION 1 1� j tz 1zEsrAuwwr CCNC PAD �Nqw t23.42 I BOOK 5sB1, PG, 176 48 ,�1a2 \\ t ( #1 i.` 3T WOE DRAINAGE 1 23� I 1too. i 1300K 5535, PG. 510 1z� t1j to tt9g8� �''�� EASEMENT PER REF. #3 x rc 123.49 EXIST. TOP OF CURB ELEVATION Op 1 1 f STORY I [PARCEL C PER REF. 3] ,c i 121� X G 122.95 EXIST. GUTTER ELEVATION MAP J8 G 124' 1 I 1 'L� 1i '�. x BLOCK LOT 191 ASPIMLT � 124.3, EAV£ 1 � I I1t 1M � 1140 1 t24� zow 6USINIM A t4� � � 1734� !/' 12t 04,10 \ � LOT 6c ZONE LINE _ _ __,___,-_ t . X rf 12345 EXIST. TOP OF ISLAND ELEVATION P4VEIIIEM � 'iC 4ffly w FAR1l5 l'� ! 1 g3 N/F LANDS OF ..��..�- 173• SEE NOTE 10 .� /x / ,- ��, 12 \ � x r22.s� EXIST. BOTTOM 0 ISLAND ELEVATION AGAWAM CVS REALTY, LLC ASSP►i4tr / / / DE'JWA71W UNE PEA W. #7 X FF 123.46 EXIST. FINISHED FLOOR ELEVATION ` BOOK 10451, PG. 314 t' ! 1 m11 off t�VIiVl8r5 '° \ 4 RASP PAVFiI+ENI / 1 i '� ,�,� / \ � AS Aoc�A1E PER of 1? 1 a R4MP 120.1 ff 1140124J. I B �- -- 24� -- - / x \ \ 1 ` \ RESOURCE AREA DELKA7lW BY 7►1� : HYDRANT [PARCEL 'B' PER REF. 3] c>� g 1 �` I 3 APPIpIfI,iL LOIC, 11�`8 \ f _ �� // MASSACNVSETIS DERARTMENT OF ENVOMMENTA4 t►`V C� 1y ►2` SAN�F 8 y�i r9Z ,_1f2I� /j/t2341 \ p8� � �, '\ PROTECTON M BOOK:13Q2B, PC. 31D f� WATER VALVE Ian R71W 3' 11o, // \ 1 t23 J6'METAL f6'AAE'rAL 2 _ SEE MODE 3 9S ,c / ` i \ \ x GAS VALVE A 12354 FAVE". RAI{fP COVER (AP) ) 1YY � / � � s / / � � � � tt&� G f 23.4E g1 1 I VUR 290S£R ON I , i24 i j 1as - ' c' r2z 5s ! f — �' � � �121 / c3kt OVERHEAD WIRES t2 I .r 12� i� 11 -� 1 �� FMP LOT 1 MAP J8 -. - G- - APPROX. LOC. UNDERGROUND GAS LINE 12s I CGMC 1SLANR ) 1 .. I 7 � � s v, fir-J 19.2# � 1CG 12� �g � 1 �• �t x 122.�` \ \`_. , �f, , _ � 1 BLOCK 1 R_'.�,.' !�1 O � � f12� \ \ c�` LOT 21 s"�yc j i SUPER =� ( L>r )� �' ' - — = 1x \ �� N}: LANDS OF � _ 253 h 2 - -F- - APPROX. LOC. UNDERGROUND ,ELEC. LINE PHARMACY' ` �T_1228.2i11� I� 'a w I !` • APPROX. LOC, U.G. (3) 8,001) GAL \ ,1a4 \ \ \ PRINCESS REALTY, INC. - - �- — APPROX. LOC. UNDERGROUND TEL. LINE COLUMN IINV=1�W7 1 4. Its 124fo FtfGiltAR FAQ rANKS PER W 1'6 (SEE N07E 7) 2 `'• � / i23 ') 12371 11 • •• 12' AL / INV 1T892 � � r.� ` �\ � c� {VACANT) - w- _ APPROX. LOC. UNDERGROUND WATER LINE 1 Ak NOX LOC-96. ME PER � � 93 12 �J �-`-� Illl�frl'A64rdf((H/r(SEE NOT£3) ~ n cal 1 �� t2 111 2911 122 / taT �. tag LRlIf of fl-5G' No w1 tc +\+ �� t UTILITY. POLE `n BUFFER ZONE PER 'w CRT=1Z fig, r�a u-BOkLARIf I I t LD. SAGfV 78 87 �gp2e, PSG. 312 �' � \ UTILITY' POLE/LIGHT POLE IIV1�=12(13110 t23iS \ 12�42 1 (TYP,) y6 i 4, (,ANDP!'D.N. j2161 CfiA1BER1AMfl FARA15 �, '124� "� 4 ( �`1�• � � ,,0 \ �/13 � � #VVIN 1717 g 1Y 1 123 pARr!#7t�gN I 7 / ti4 \ \ AYI�=f 17.29 --T--� GUY WIRE `^ \ CC)4Z AWA i loc. U ! PFT I fi 26g 1FAWLY NWLESS' �i G 1Z4�1 ` - ' '`'2 123,46 t \ `r \ m GAS METER ` 1 y+t L1r1 fIY A AWOUr(SEE fYYJ 3) t'1 G CL G , AHaDM, LOC UG lAts PER Ufi21lY _ - , \ a� �: " •\ 173�.... I I ;� I \ AfARKgfIT f5 d 6 (SEE NOTE J)�. •''"124 Y' `" 4- ~ y\ "Amu C 10 ELECTRIC METER �j APPROX. La V.G. TELF PLIP •" 4, (01, LSAIG i I (JJ PA94WW PPI4IDX`'LUE a 8'1SITER PER O AAFA 1f�t� ` 41 ° ' wSIGN U71UIY U4RKOUr(SEE NDII'J) \ P. 6. g9 GRASS AREA Al1 c ! PER REF: 5 IVOr f1TLQ 1ERl D NH � AREA LIGHT 199.33' .` . �, 11 1Z4 G 124gt �1 G 124'4 l SEE NOTE 3) {l (: 2� AV---12J 41 � �... -- ---r�i--- -, � . o. -� � 5.6� 275.Oo' - �. . _ - .... _ _. -� AL �C-- iZ4 . 1 �` 12.. .. [m PAY PHONE G 123 ASPf1ALT WAtxN09` 7' "E GUY w11i2 3•� ASPfWT WALK V y ASSPMLr*WK r21. A3 [T WALK .60.6 3X-Aftiz- or9 �- tr�F .:. - C7 COLUMN STORM AfN 06E'OF IltYITE LAV �9, t?� T. 44 123. 1 32 bg 'j' ASr 1LT CURIE 1fi2 1 13 C= PAINTED ARROWS RYI�1=12J.48 PAVE4fhNr 12' ' }' 7 ASPtLALT �'�� I G 125 G 124--- 1 . 1a4 i2; ..13'�� 15'it P f_ . G 1 _ _ LANDSCAPED AREA -- -w w_..__..---w-- -- -..-_ w----�w�----w-----°w w- - -w---- _w-----w-----w---- ---�- w ------w--- _ w ----w- w--L L.S.A. 4MI rr9.93 --- r2T24 RfGOhEDf;7l5w GRT=12306 GRT=123.f9 T- _ - ^ _ � - - - - -� - _ - _ _ - _ _ = 7 " - - - - _ -- - - -� - - � _ - --- -- _ - � _ _ Sl IR! APPROX, LOG. U.C. ECEZ; PER lNV-11� 12340 INV=12f1.0i6 INV=f 5.59 8 STORM AIH - r15"i�CP-r '- - g4.4 SI{fRA/AN1- f�RCP - - , tZ5y6- - - 17 R�--12547_ C.L. GUTTER LINE U71iTY mwour(SEE NOTE 3 _ - 63 1JOU ?EIlOIf LINE 1235 / &� HIi�T L1pGrf3LE YELLOW tA1Ie 9 !!Y! '�- ASPIAALT RIGYIOINiIf b� rot7.� 12 125 PARKING SPACE COUNT 123 1f2, ra ,wv--lra. (aJ 12� , � ( / ir6Lr{ 1� _ r1p7Lr td ' i� is `lf �11 B ! �, t2�� GRT.123.92 w W f r� Li w------- w-- _.w._---.-w--..._._ td"a- B sAI� t2s A+W-117.f3 1 , / ) S'SMI SOLID NTNIE Lff -1 .2 ( - IlhdrrL Luce - � -- _ _ __ ffi [FM. LOT 2�QJ LOT � PER REF. ;�4 3.36 - ------ �=__---__---- T C FNALT _ -TZ ,P_-' A5PhG9LT Cu1dB `-w --- L--w---- v�� - - w- ---w---- • 8 A B $ SON. OL ASPHAt r CURR G 175 ' t2 - ASPflALr G1 23- � .._�'�-�-�ti234 ---��--- --- ASPHA[r- 23' .19 � 4.37 ------��-�,r:_..`-"�-' ---___•-_ - 251 1 �p ® AIR STATION DRAMY G 1a� G ' A Cr 123•y7 L71NYir r 63 G ' G i23 G 1Y4• IG tz �'� SAAt '� A$PfNtT ASP➢Y4t.T G ' G _ I ow La1�1VE11AY NE1r G T G 123 �VEII+AY APPROX LOr IIL:. 8"Sim P&� j5 I R!!f 12�35 G 1�11 ��r G 1�1 �Y I (A f22fifi GRT 122.99 GWT-12J.08 Ate' (AIOr nEZD D - 511 A1711:3f 1 Alitylr:673(� ,. 11W=1rk60 pW 119.59 InN 119.2J L L4Y=111�05(RJ A&FfWT k I an SUFFIELD STREET ff WE "�) (PUBUC 60' WIDE — 1969 TOWN LAYOUT) METES AND WUNDS DE5CRIP'TIQN LOT 20,..BLOCK 1. MAP J8 TOWN OF AGAWAM HAMPDEN COUNTY, MASSACHUSETTS BEGINNING AT A POINT -WHERE THE EASTERLY LINE OF SUFFIELD STREET (PUBLIC, 60 FOOT WIDE, 1969 TOWN LAYOUT1 15 INTERSECTED BY:THE DMDING .UNE T BETWEEN LOT 20 AN LOT 19 (N/F LANDS OF-ACAWAM CVS REALTY, LLC), BLOCK 1, AND FROM SAID POINT OF BEGINNING, RUNNING THENCE: 1. ALONG SAID DIV IDWO LINE, NOWM 72 DEGREES - 29 MINUTES - 18 SECONDS EAST, A DISTANCE OF 291.30 FEET TO AN IRON PIPE FOUND, THENCE; NOTES: 2. ALONG THE DIVIDING: LINE BETWEEN LOT `20 ANO THE WESTERLY LINE OF THE CASTLE DILL TO' FIRST AMERICAN TITLE INSURANCE CO., CUMBERLAND FARMS, INC.; ROSS & ROSS, P.C. 1. LOCUS KNOWN AS LOT 20. BLOCK 1, MAP J8, AS SHOWN ON THE TAX ASSESSOR'S MAP OF THE COi�UOMINIUM COMPLEX, SOUTH09 DEGREES, - 57 MINUTES - 42 SECONDS WEST, A TOWN OF AGAWAM, HAMPDEN COUNTY, COMMONWEALTH OF MASSACHUSETTS. DISTANCE OF 524.94 FRET TO A POINT, THENCE; 1 REV. NOTE: 5 M.D,B. a.0,6. 5-11-06 0 2. AREA = 146,497 S.F. OR 3.363 AC. NO. DESCRIPTION OF REVISION APP OVED DATE. .,: 3. CONTINUING ALONG .SAME AND ALONG THE DMDING LINE BMEEN LOT 20 AND LOT 21 DRAWN Lgchjlg DF y �tGROE1NQ UTILfr1ES ARE APPROXIMATE. ALL LOCATIONS AND SIZES_ AIDE BASED _ON (N/F LANDS OF PRINCESS REALTY; IIV.C.),.'.BLOCK. %L SOUTH 6O DEGREES - 07 MINUTES - UTILITY MARK-OUTS, ABOVE GROUND STRUCTURES THAT WERE VISIBLE & ACCESSI9LE IN THE FIELD, 00 SECONDS WEST, A DISTANCE Of 337.31 FE& TO A POINT, THENCE; THIS SURVEY HAS BEEN PERFORMED IN THE FIELD UNDER MY SUPERVISION, AND TO THE 13EST o AND THE MAPS A5 LISTED IN THE REFERENCES''AVAILABLE AT THE TIME OF THE SURVEY AVAILABLE aF 7 9 I Iw1 s Q In gRMA119N, TNI§ 5t9RV.tY HAS M.q PE t tE© ITV ACCORDANCE �Y ASBUILT PLANS AND UTILITY MARKOUT DOES NOT ENSURE MAPPING OF ALL UNDERGROUND -UTILITIES REFERENCES: 4. ALONG THE AFOREMENTIONED EASTERLY LINE 0F.SUFFIELD. STREET, NORTH. 09 DEGREES - WITH CURRENTLY ACCEPTED ACCURACY STANDARDS. 'z AND STRUCTURES. BEFORE ANY EXCAVATION IS TO BEGIN, ALL UNDERGROUND UTILITIES SHOULD = 57 MINUTES - 42 SECONDS EAST, A DISTANCE OF 606.39 FEET TO THE POINT AND PLACE cr BE VERIFIED AS TO THEIR LOCATION, SIZE AND TYPE EY THE PROPER UTILITY COMPANIES. CONTROL 1. THE OFFICIAL TAX ASSESSOR'S MAP OF THE TOWN OF AGAWAM, HAMPDEN COUNTY, COMMONWEALTH OF BEGINNING. POINT ASSOCIATES, INC. DOES NOT. GUARANTEE THE: UTILITIES SHOWN COMPRISE. ALL SUCH UTILITIES OF MASSACHUSETTS. MAP J8. a a IN THE AREA EITHER IN SERVICE OR ABANDONED. CONTAINING 146,497 SQUARE FEET OR 3.363 ACRES Z V p � 2. MAP ENTITLED "NATIONAL FLOOD INSURANCE PROGRAM, FIRM, FLOOD INSURANCE RATE MAP, TOWN 04 4. THIS PLAN IS BASED ON INFORMATION PROVIDED BY A SURVEY PREPARED 1N THE FIELD BY OF AGAWAM, MASSACHUSETTS, HAMPDEN COUNTY PANEL 2 OF 2" COMMUNITY-PANEL NUMBER t1d Ap CONTROL POINT ASSOCIATES, INC. AND OTHER REFERENCE MATERIAL AS LISTED.HEREON. THIS 250133 0002 A, EFFECTIVE DATE: FEBRUARY 1, 1978. W`- SURVEY IS ALSO PREPARED WITH REFERENCE TO A STUB SEARCH PREPARED BY ROSS & ROSS, * q y W o WHEREAS THEY HAVE SEARCHED THE GRANTOR & MORTGAGOR INDICES 1N THE HAMPDEN 3. MAP ENTITLED "SILVER HILL VILLAGE, DEVELOPED BY CARLO F. BONAVITA. ACAWAM. MASSACFIEJ5ETF5", Bi SI �� G h?Y , I REGISTRAR'S OFFICE AGAINST THE PREMISES DESCRIBED IN DB 5881, PG 176, FROM 11/28/1983 PREPARED BY C. E. ANDERSON ASSOCIATES, DATED: JULY 1972, FILED IN THE HAMPDEN COUNTY 'o ,� NOT A NAL C E EMBOSSED TH RAISED IMPRESSION OR BLUE INK SEAL z THROUGH 05/23/2OD6. OUR OFFICE HAS REVIEWED THE DOCUMENTS PROVIDED AND FIND THE REGISTRY OF DEEDS ON MAY 1, 1973 IN PLAN BOOK 143. PAGES 114-119. 4�t ltere�'A 0 H- b FOLLOWING SURVEY RELATED DOCUMENT TO EFFECT THE PREMISES: 762 _ a " 11E 00MUM NF UR of W1�,ICNJS M S NDIFIOIt1M BY EAC�IVY M. 4. MAP £NTITtED PLAN OF REVISE{} LOTS, SILVER .HILL VILLAGE, DEVELOPED BY UNITED INVESTORS 9--1t-fl6 C9p Z ot]1aNEns,OR AIK vFasoN PxtrAwNG ro as�twa THE E�ftIHY A) ORDER OF RESOURCE AREA DELINEATION IN BOOK 15028. PG. 310 RESTRICTS DEVELOPMENT ON CORP.. AGAWAM. MASSACHUSETTS". PREPARED E3Y C, E. ANDERSON ASSOCIATES, P.C., DATED: NOV. SURtAM ANYIN�lE IN rrg COMMOM M I' THE PROPERTY - DELINEATION, ZONE, NO WORK AND RIVERFRONT AREA LINES SHOWN. 1979, FILED IN THE HAMPDEN COUNTY REGISTRY OF DEEDS ON 12-27-1979 IN PLAN BOOK I M. _iwm GREG� ALLAS I . -1m Ir PAGES 83-85, < a 5. THIS SURVEY WAS PREPARED WITH REFERENCE TO A TITLE REPORT PREPARED BY FIRST AMERIAN MASSACHUSEaS PROFESSIONA4 EANI? SURVIYOR J40762 W TITLE INSURANCE CO., POLICY N0. 32310-V10135 WITH AN EFFECTIVE DATE OF 10/16/03. OUR 5. MAP ENTITLED "SUFFIELD STREET, STA. 99+00 TO STA. 111+00, INDUST$ML PAhK WATER MAIN. FIELD WE I oft OFFICE HAS ALSO REVIEWED A CERTIFICATE OF TITLE PREPARED BY ROSS & ROSS, P.C. DATED DEPARTMENT OF PUBLIC WORKS, AGAWAM, MASS.", PREPARED BY TIGHE & BOND/SCI, CONSULTING Z � 8-21-06, WHERE THE FOLLOWING SURVEY RELATED ITEM APPEARS: IUnEsr 6--8-a6 ALTO/AGSM ..ate ENGINEERS, DATED: JUNE, i980, LAST REVISED ON 6-4-198t. 22 .off a ORDI=R OF RESOURCE AREA DELINF.A7]ON IN D.B. 15028. PG. 314 - SHOWN. " FIEw 8"ND. ° ° rr� LAND TITLE SURVEY v 6. MAP ENTITLED SITE PLAN, CUMBERLAND FARMS, 837 SUFFIELD STREET - ROUTE 75. AGAWAM. THE FOLLOWING COMPANIES WERE NOTIFIED BY THE MASSACHUSETTS DIG SAFE SYSTEM $35 SUFFIELD STREET 6. BY GRAPHIC PLOTTING ONLY PROPERTY 15 LOCATED IN FLOOD HAZARD ZONE C (AREAS OF MINIMAL MASSACHUSETTS", DATED: JANUARY 7, 1984, LAST REVISED: NOV. 16, 2001, (1-888-344-7233) AND REQUESTED TO MARK OUT UNDERGROUND FACILITIES AFFECTING 06-.12 Q AND SERVICING THIS SITE. THE UNDERGROUND UTILITY INFORMATION SHOWN HEREON IS LOT 20, .BLOCK 1, MAP J8 0 rc FLOODING) PER REF. z. "EXISTING CONDITIONS PLAN, 835, 837, I339 SUFFIELD STREET, AGAWAM, BASED UPON THE UTILITY COMPANIES RESPONSE TO THIS REQUEST. nELD emK m TOWN OF AGAWAM, HAMPDEN COUNTY U�© 7. MAP EN71TLE0 SERIAL NUMBER{S): 20+]621g6451 ��a 7. UNDERGROUND TANK SIZES AND LOCATIONS ARE APPROXIMATE & ARE SUBJECT TO FIELD MASSACHUSETTS, PREPARED FOR: CUMBERLAND FARMS', PREPARED BY DUCHARME & WHEELER, INC., 69-75 COMMONWEALTH OF MASSACHUSETTS . V)l VERIFICATION, DATED: DECEMBER 20. 2004. GRAPHIC SCALE MAW .. d4z U'fliJjY COMPANY PHONE NUMBER f`� POINT ~a� 8. ELEVATIONS ARE BASED UPON DATA PROVIDED BY THE ENGINEERING DEPARTMENT OF THE TOWN OF 8. MAP ENTITLED "PROPOSED 5frE PLAN FOR CUMBERLAND FARMS, INC., PROPOSED CAR WASH. NEON COWUNICAVONS (508 616-7800 CONTROL 1 OIJ,1iT a - J.P. �� A MAP J9 7 a - AGAWAM, REFERENCE MON. 123, ELEVATION 126,48. ASSESSOR'S , LOT 20, 835, $37, 839 SUFFIELD STREET TOWN OF AGAWAM. AHMPD VERIZON 81 849 6311 - � AS SO C I A► T $ 5 INC. 0a 5 COUNTY, MASSACHUSETTS". PREPARED BY BOHLER ENGINEERING P.C. COMCAST 603 695-1457 Izc� fl r EN { 3p 8^ 15 3o so 33 TEMOLOGY DRIVL NtW ORMA N CORP01tA1E CENTER do 9. THE OFFSETS SHOWN ARE NOT TO BE USED FOR THE CONSTRUCTION OF ANY STRUCTURE, FENCE, BAY STATE GAS. 413 781-9200 �+��u: WARREN KIOM 160 MANOR DFM, SUfIt 120 PERMANENT ADDITION, ETC. WESTERN MASS ELECTRIC CO. 413 787-9039 ewu,FoNr,:�A 18914 arc a TENNESSEE GAS PIPELINE CO. 413 786-1933 W.P.H. 9n6.d66.0099 - 906.668.9595FATC tart w t '» z00 10, ZONING INFORMATION OBTAINED FROM TOWN BUILDING INSPECTOR VIA TELEPHONE. ON TARGET LOCATING 860 666-7717 { IN f'E ' ) p i inch = 80 ft. p�c�a. � APPROVED: BATE SCREE FllE N0. 011G, ND. Ui J.D.B. 8-28-06' 1"=30' C06217 'OF DEMOLITION NOTES: EROSION & SEDIMENT CONTROL NOTES 1. ALL DEMOLITION ACTIVITIES ARE TO BE PERFORMED IN STRICT ADHERENCE TO ALL FEDERAL, STATE AND LOCAL 1, ALL SEDIMENT AND EROSION CONTROL MEASURES SHALL BE DONE IN ACCORDANCE WITH ANY AND ALL FEDERAL, \ REGULATIONS. STATE, AND LOCAL REGUAATIONS. 2, PROCEED WITH DEMOLITION IN A SYSTEMATIC MANNER, FROM THE TOP OF THE STRUCTURE(S) TO THE GROUND, 2, THOSE AREAS UNDERGOING ACTUAL CONSTRUCTION WILL BE LEFT IN AN UNTREATED OR UNVEGETATED CONDITION FOR \ A MINIMUM TIME. AREAS SHALL BE PERMANENTLY STABILIZED WITHIN 15 DAYS OF FINAL GRADING AND TEMPORARILY 3, COMPLETE DEMOLITION WORK ABOVE EACH FLOOR OR TIER BEFORE DISTURBING ANY OF THE SUPPORTING MEMBERS OF STABILIZED WITHIN 30 DAYS OF INITIAL DISTURBANCE OF THE.SOIL IF THE DISTURBANCE IS WITHIN 100 FEET OF A STREAM THE LOWER LEVELS, OR POND. THE AREA SHALL BE STABILIZED WITHIN 7 DAYS OR PRIOR TO ANY STORM EVENT (THIS WOULD INCLUDE WETLANDS). 1 ` 4, DEMOLISH CONCRETE AND MASONRY IN ALL SECTIONS. 3. SEDIMENT BARRIERS (SILT FENCE, HAY BARRIERS, ETC.) SHOULD BE INSTALLED PRIOR TO ANY SOIL DISTURBANCE OF 5. REMOVE STRUCTURAL FRAMING MEMBERS AND LOWER THEM TO THE GROUND BY MEANS OF HOISTS, DERRICKS OR OTHER THE CONTRIBUTING DRAINAGE AREA ABOVE THEM. MULCH NETTING SHALL BE USED TO ANCHOR MULCH IN ALL AREAS WITH II 1 \ SUITABLE METHODS. SLOPES GREATER THAN 15 % AFTER OCTOBER 1ST. THE SAME APPLIES FOR ALL SLOPES GREATER THAN 8%. 6, BREAK UP CONCRETE SLABS-ON-GRADE, UNLESS OTHERWISE DIRECTED BY CUMBERLAND FARMS, INC. 4. INSTALL SILT FENCE AT TOE OF SLOPE TO FILTER SILT FROM RUNOFF. SEE SILT FENCE DETAIL FOR PROPER 1 / 7. LOCATE DEMOLITION EQUIPMENT THROUGHOUT THE STRUCTURE AND REMOVE MATERIALS 5Q A5 NOT TO IMPOSE INSTALLATION. SILT FENCE WILL REMAIN IN PLACE PER NOTE #5. I 1 \ EXCESSIVE LOADS ON SUPPORTING WALLS, FLOORS, 4R FRAMING. 5, ALL EROSION CONTROL STRUCTURES WILL BE INSPECTED, REPLACED AND/OR REPAIRED EVERY 7 DAYS AND IMMEDIATELY FOLLOWING ANY SIGNIFICANT RAINFALL OR SNOW MELT OR WHEN NO LONGER SERVICEABLE DUE TD SEDIMENT 8, PROVIDE INTERIOR AND EXTERIOR SHORING, BRACING AND SUPPORTS TO PREVENT MOVEMENT, SETTLEMENT OR COLLAPSE ACCUMULATION OR DECOMPOSURE. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE I I 1 OF STRUCTURES TO BE DEMOLISHED (AND ADJACENT FACILITIES, IF APPLICABLE). REMOVED WHEN DEPOSITS REACH APPROXIMATELY REMOVED WHEN DEPOSITS REACH APPROXIMATELY ONE HALF THE HEIGHT \ / ONE HALF THE HEIGHT OF THE BARRIER. SEDIMENT CONTROL DEVICES SHALL REMAIN IN PLACE AND BE MAINTAINED BY THE 9. DEMOLISH AND REMOVE ALL FOUNDATION WALLS, FOOTINGS AND OTHER MATERIALS WITHIN THE AREA OF THE CONTRACTOR UNTIL AREAS UPSLOPE ARE STABILIZED BY TURF, 1 DESIGNATED FUTURE BUILDINGS. ALL OTHER FOUNDATION SYSTEMS, IF ANY, SHALL BE DEMOLISHED TO A DEPTH OF NOT \ / LESS THAN ONE FOOT BELOW PROPOSED PAVEMENT GRADE, BREAK BASEMENT FLOOR SLABS. SEAL ALL OPEN UTILITY LINES 6. NO NEWLY CREATED SLOPES, EITHER PERMANENT OR TEMPORARY, SHALL BE STEEPER THAN TWO TO ONE (2 TO 1). WITH CONCRETE. / 7. IF FINAL SEEDING OF THE DISTURBED AREAS IS NOT COMPLETED 45 DAYS PRIOR TO THE FIRST KILLING FROST USE 10. ERECT AND MAINTAIN COVERED PASSAGEWAYS IN ORDER TO PROVIDE SAFE PASSAGE FOR PERSONS AROUND THE AREA TEMPORARY MULCH (DORMANT SEEDING MAY BE ATTEMPTED AS WELL) TO PROTECT THE SITE AND DELAY SEEDING UNTIL OF DEMOLITION. CONDUCT ALL DEMOLITION OPERATIONS IN A MANNER THAT WILL PREVENT DAMAGE AND PERSONNEL INJURY THE NEXT RECOMMENDED SEEDING PERIOD. f TO STRUCTURES, ADJACENT BUILDINGS AND ALL PERSONS. 11. REFRAIN FROM USING EXPLOSIVES WITHOUT PRIOR WRITTEN CONSENT OF CUMBERLAND FARMS, INC. AND APPLICABLE B. TEMPORARY SEEDING OF DISTURBED AREAS THAT HAVE NOT BEEN FINAL GRADED SHALL BE COMPLETED 45 DAYS PRIOR I CASTLE HILL CONDOMINIUM COMPLEX I MAP J8 1 \ ` / GOVERNMENTAL AUTHORITIES. TO THE FIRST KILLING FROST TO PROTECT FROM SPRING RUNOFF PROBLEMS. PROPOSED HAYBALE I ( BLOCK 1D SILTATION BARRIER 12. CONDUCT DEMOLITION SERVICES IN SUCH A MANNER TO INSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, WALKS 9. DURING THE CONSTRUCTION PHASE, INTERCEPTED SEDIMENT WILL BE RETURNED TO THE SITE AND REGRADED ONTO OPEN AREAS. N/F LANDS OF AND OTHER ADJACENT FACILITIES. DO NOT CLOSE OR OBSTRUCT STREETS, WALKS, OR OTHER OCCUPIED FACILITIES WITHOUT I I UNITED INVESTORS OF CONNECTICUT PRIOR WRITTEN PERMISSION OF CUMBERLAND FARMS, INC. AND ANY APPLICABLE GOVERNMENTAL AUTHORITIES. PROVIDE 10. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED ONCE THE SITE IS STABILIZED. DOOh< -1,0 44, r'O. i Fig �r � ` ` ALTERNATIYC ROVTC3 AROUND OL03ED OR 4D3TRUCTED TRArFIO wAY3. Ir noumCD DY Af PLICADLE GOVERNMENTAL CD REGULATIONS, 11, WETLANDS WILL BE PROTECTED W/HAYBALES AND/OR SILT FENCE INSTALLED AT THE EDGE OF THE WETLAND OR THE r BOUNDARY OF WETLAND DISTURBANCE. F.M. LOT 255] [F.M! LOT 2541 F.M. LOT 253] wF/1 \ 9if'� 13. USE WATERING, TEMPORARY ENCLOSURES AND OTHER SUITABLE METHODS, AS NECESSARY TO LIMIT THE AMOUNT OF IRON PIPE ` �� DUST AND DIRT RISING AND SCATTERING IN THE AIR, CLEAN ADJACENT STRUCTURE AND IMPROVEMENTS OF ALL DUST AND FOUND AREAS WITHIN 100 FEET OF A FLAGGED WETLAND OR STREAM SHALL HAVE AN EXPOSURE WINDOW OF NOT MORE 12, ALL I 1�0 ` DEBRIS CAUSED BY THE DEMOLITION OPERATIONS. RETURN ALL ADJACENT AREAS TO THE CONDITIONS EXISTING PRIOR TO THAN DAYS. -126 EXISTING TREE LINE ` 'yi` THE START OF WORK, --124- (TO REMAIN) 13, REVEGETATION MEASURES WILL COMMENCE UPON COMPLETION OF CONSTRUCTION EXCEPT AS NOTED ABOVE, ALL -r24- L 4 - - -123 1 _ ` _ �. 14. ACCOMPLISH AND PERFORM THE DEMOLITION IN SUCH A MANNER AS TO PREVENT THE UNAUTHORIZED ENTRY DF -123 * }�-^ PERSONS AT ANY TIME. DISTURBED AREAS NOT OTHERWISE STABILIZED WILL BE GRADED, SMOOTHED AND PREPARED FOR FINAL SEEDING A5 --r22-- 524.9 4 ■�* Q ` FOLLOWS: -122- -' 121 01 WETLAND„"'� Q / 309'57'42 W� T21 - - BUFFER (SEE NOTE F wF �o� �� 15. COMPLETELY FILL BELOW GRADE AREAS AND VOIDS RESULTING FROM THE DEMOLITION OF STRUCTURES AND A) FOUR INCHES OF LOAM WILL BE SPREAD OVER DISTURBED AREAS AND SMOOTHED TO A UNIFORM SURFACE. Lam__ 121- - I oN stTE R[ARj � SwAL� ` �fi�G / FOUNDATIONS WITH 504E MATERIALS CONSISTING OF STONE, GRAVEL AND SAND, FREE FROM DEBRIS, TRASH, FROZEN �.� 122 J MATERIALS, ROOTS AND OTHER ORGANIC MATTER. STONES USED WILL NOT BE LARGER THAN 6 INCHES IN DIMENSION. B) APPLY LIMESTONE AND FERTILIZER ACCORDING TO SOIL TEST. IF SOIL TESTING IS NOT FEASIBLE ON SMALL --- � OR VARIABLE SITES, OR WHERE TIMING IS Y �-122� � - � � � / MATERIAL FROM DEMOLITION MAY NOT BE USED AS FILL. PRIOR TO PLACEMENT OF FILL MATERIALS, UNDERTAKE ALL I LE 5TE G CRITICAL, FERTILIZER MAY BE APPLIED AT THE RATE OF 800 LB - -- _123 ` ♦, \,•.,.•• •. ••,. _ = \ C'0 A NECESSARY ACTION IN ORDER TO INSURE THAT AREAS TO BE FILLED ARE FREE OF STANDING WATER, FROZEN MATERIAL, PER ACRE OR 1&4 LB PER 1,000 SF USING 10-20-20 OR EQUIVALENT. APPLY GROUND LIMESTONE TRASH, DEBRIS. PLACE FILL MATERIALS IN HORIZONTAL LAYERS NOT EXCEEDING 6 INCHES IN LOOSE DEPTH AND COMPACT (EQUIVALENT TD 50% CALCIUM PLUS MAGNESIUM OXIDE) AT A RATE OF 3 TONS PER ACRE (138 LB PER 1,000 SF). EACH LAYER AT PLACEMENT TO 95% OPTIMUM DENSITY. GRADE THE SURFACE TO MEET ADJACENT CONTOURS AND TD C) FOLLOWING SEED BED PREPARATION, DITCHES AND BACK SLOPES WILL BE SEEDED TO A MIXTURE OF 47% CREEPING FES (TO BE �`� �\ f yQ PROVIDE SURFACE DRAINAGE. RED FESCUE, 5% REDTOP, AND 48% TALL FESCUE, THE LAWN AREAS WILL BE SEEDED TO A PREMIUM TURF MIXTURE CONC. MAT AS HALT URB f ` 4 -� REMOVED) �p / OF 44% KENTUCKY BLUEGRASS, 44% CREEPING RED FESCUE, AND 12% PERENNIAL RYEGRASS; SEEDING RATE IS \ J f PROPOSED INLET \ z 16. REMOVE FROM THE DESIGNATED SITE AT THE EARLIEST POSSIBLE TIME ALL DEBRIS RUBBISH, SALVAGEABLE ITEMS, >> C� � • 15 1.03 LEIS PER 1,000 SF LAWN QUALITY SOD MAY BE SUBSTITUTED FOR SEED. r 11 I ASPHALT PROTECTION FABRIC HAZARDOUS AND COMBUSTIBLE SERVICES, REMOVED MATERIALS MAY NOT BE STORED, SOLD OR BURNED ON THE SITE. PAVEMENT \` PORTION OF PIPE\ \ wF/ \ ` • �0� REMOVAL OF HAZARDOUS AND COMBUSTIBLE MATERIALS SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE PROCEDURES D) HAY MULCH AT THE RATE 4F 70-90 LBS PER 1,000 Sr. AHYDRO-APPLICATION OF ASPHALT. WOOD OR PAPER \ J I FAVE (TO BE REMOVED) �� Q AS AUTHORIZED BY THE FIRE DEPARTMENT OR OTHER APPROPRIATE REGULATORY AGENCIES AND DEPARTMENTS. FIBER SHALL BE APPLIED FOLLOWING SEEDING. A SUITABLE BINDER SUCH AS CURASOL OR RMB PLUS WILL BE MAP !8 INLET / \ \ �� \\ /Q USED ON HAY MULCH FOR WIND CONTROL. c BLOCK 1 - - - - \ 17. DISCONNECT, SHUT OFF AND SEAL IN CONCRETE UTILITIES SERVING THE STRUCTURE(S) TO BE DEMOLISHED BEFORE THE c---- - G--- - 123� LOT 20 I CONTRACTOR TO REMOVE ALL INVASIVE �� a�� COMMENCEMENT OF THE DESIGNATED DEMOLITION, MARK FOR POSITION ALL UTILITY DRAINAGE AND SANITARY LINES AND 14. ALL AREAS WITHIN 100 FEET OF FLAGGED WETLANDS OR STREAM SHALL FOLLOW APPROPRIATE EROSION CONTROL c- - FRAME I SPECIES. REMOVAL SHALL BE IN / MEASURES PRIOR TO EACH STORM IF NOT BEING ACTIVELY WORKED. } CONE. WALK SHED SAVE VHS RELATY I _.. _._.. o \ ti ` PROTECT ALL ACTIVE LINES. CLEARLY IDENTIFY BEFORE THE COMMENCEMENT OF DEMOLITION SERVICES THE REQUIRED ACCORDANCE WITH PROCEDURES I _ ASPHALT BOOK 5535, PG. 510 - - - w INTERRUPTION OF ACTIVE SYSTEMS THAT MAY AFFECT OTHER PARTIES AND NOTIFY ALL APPLICABLE UTILITY COMPANIES TO MULCH AND MULCH ANCHORING PAVEMENT CDNC. WALK ` OUTLINED BY VEGETATION CONTROL ` \ / INSURE THE CONTINUATION OF SERVICE. MULCH [PARCEL 'C'] -" PROPOSED LIMIT OF • SERVICES, INC. (TYP.) �� LOCATION MULCH RATE (1000 SF I CURB REMOVAL APPROXIMATE LIMIT OF EXISTING TREE / 18. CONTRACTOR SHALL VERIFY PRESENCE OF EXISTING UNDERGROUND SEPTIC SYSTEM. IF PRESENT, CONTRACTOR SHALL \ 11 I FAVE \ PROTECT AREA STRAW OR HAY 100 POUNDS Q 'YAMILY WIRELESS" I _- - 12 LINE (TO BE REMOVED) sp FILL SYSTEM WITH CRUSHED STONE, IN ACCORDANCE WITH W.P.C.A, AND TOWN REGULATIONS. CZ) `�' I } YJES7 COST VIDEO" I N. m J WINDY AREA SHREDDED OR CHOPPED 185-275 POUNDS m 11 EXISTING SECTION PROPOSED INLET WF/9 CORNSTALKS OF CURB PROTECTION FABRIC , STRAW OR HAY 100 POUNDS I I MULTIPLE ELEC. PANEL I - ---- \ 4 I & ELEC. METER (TO BE REMOVED) APPROXIMATE LIMIT OF \ N (ANCHORED)* I STORY o 14 1 EXISTING PAVEMENT I a ` MODERATE TO HIGH JUTE MESH OR AS REQUIRED MASONRY BUILDING 1 � I PARTHENON (TO BE REMOVED) _ - - Q �•' DISTURBANCE/GRADING 1 I �j RESTAURANT' CONE. PAD I , ACTIVITIES WO DED �� VELOCITY AREAS OR EXCELSIOR MAT AS REQUIRED APPROXIMATE LIMIT OF EXISTING PAVEMENT f APPROXIMATE AREA OF 9 �y \ STEEP SLOPES \1 I I I DISTURBANCE LINE II - - STRIPING (TO BE INVASIVE SPECIES REMOVAL 1 A GREATER THAN 3:1 7 STORY 4 REMOVED-TYP) a 24,562t S.F. (0.56t Ac) 2 MAP J8 ,I I EXISTING PARKING STRIPING ` / �j wL/10 \ 30' WIDE DRAINAGE GREATER THAN 3:1 MASONRY BUILDING } } RAMP ASPHALT _._ r \ 123 \ EASEMEN7 A HYDRO-APPLICATION OF ASPHALT, WOOD, OR PAPER FIBER MAY BE APPLIED FOLLOWING SEEDING. A SUITABLE FAVE I } (TO BE REMOVED-TYP I EXISTING TREELINE (TO I ..•� �� BLOCK 1 ----- -,.- f � BINDER SUCH A5 CURASOL OR RMB PLUS SHALL BE USED ON HAY MULCH FOR WIND CONTROL. N F .LANDS OF PAVEMENT _ u -___ CDNC. WALK l 1 BE REMOVED •• / \\� MULCH ANCHORING LOT 19 A ASPHALT CUMBERLAND FARMS" PAVEMENT / 7 I --- ---- }�- -- -- _ / �Z� `' WETLAND ANCHOR MULCH WITH PEG AND TWINE 1 SQ. YD/BLOCK): MULCH NETTING AS PER MANUFACTURER• ASPHALT EMULSION GAVVAM CVS REALTY, LLG �� I MULTIPLE CONDUITS I - ( ( )' DELINEATION LINE B00 1 C451, PG. 31 4 v I , EA T EXISTING LIGHT POLE / \\� MAP J8 (0.04 GALLONS PER 5Q. YD.); LIQUID ASPHALT (0,01 GAL. PER SO. YD); WOOD CELLULOSE FIBER (750 LBS/ACRE); �� f 4 i I l'I .= ��D BE RELOCATED - --Ii •' Q \ wF/11 BLOCK 1 CHEMICAL TACK (A5 PER MANUFACTURERS SPECIFICATIONS); USE OF A SERRATED STRAIGHT DISK. WETTING FOR SMALL o ! RAMP ; - •r / �ti LOT 21 AREAS AND ROAD DITCHES MAY BE PERMITTED. [PARCEL '8'] �� c7 9 1 C i I', : , $_ I I APPROXIMATE AREA OF 122� / ••' \ \\\ © CDNC. WALK J, II ^/ � __121 N/F LANDS OF �, } --- --- ----___ EMTING CATCH BASIN PROPOSED INLET _-_ -{, f DISTURBANCE= PRINCESS REALTY, INC, (TO BE REMOVED AND 1 1C3� PROTECTION FABRIC EXISTING SECTION I RAMP - I -F AVE RAMP REPLACED WITH NEW INLET OF CURB( T i ' r 20501 SF AC -��/ , CONTRACTOR TO REMOVE ALL INVASIVE \\` (VACANT) EROSION CONTROL NOTES DURING CONSTRUCTION FUEL DISPENSER ON I- --- do METAL I GRT_122,56 (TO BE REMOVED)I II r 1 •,�/ SPECIES. REMVAL SHALL BE IN 1. WINTER CONSTRUCTION PERIOD; NOVEMBER 1 THROUGH APRIL 15. ONE. ISLAND R ON CANOPY O.N, CATCH BA51N BOT-119.2t S.f _ ACCORDANCE WITH PROCEDURES �F,M. LOT 1] } I I COVER (TYP. 18" METAL 2. WINTER EXCAVATION AND EARTHWORK SHALL BE DONE SUCH THAT NO MORE THAN 1 ACRE OF THE SITE 15 WITHOUT ( FULL OF DEBRIS) - { f--- �122 OUTLINED BY VEGETATION CONTROL \\\ SIGN ` I II I Q o Q© ®Q • �• y COVER TYP. - _ ✓ -j - _ ___ I f�#23 SERVICES, INC. (TYP.) STABILIZATION AT ANY ONE TIME. DRIVE-TRHU wF/12 INL I I SUPER EXISTING PARKING PHARMACY" f I CANOPY I • � #Z \\ 3. EXPOSED AREA SHOULD BE LIMITED TO THAT CAN BE MULCHED IN ONE DAY PRIOR TO ANY SNOW EVENT. I COLUMN I ®■ STRIPING (TO BE �STIP�L � - 12"RCP PROPOSED HAYBALE �"'� '� Typ REGULAR REMOVED-TYP) TO BE REMOVED APPROXIMATE LIMIT OF T INV=178.92 SILTATION BARRIER ` I j I ( ) I • • PROPOSED LIMIT OF } b#STURBANCE/SAWCUT LINE \ y EXISTING PAVEMENT APPROXIMATE LIMIT \ \\ � 4. CONTINUATION OF EARTHWORK OPERATION ON ADDITIONAL AREAS SHALL NOT BEGIN UNTIL THE EXPOSED SOIL SURFACE ON THE PLUS 12'METAL CURB REMOVAL \ ( (TO BE REMOVED) OF WORK PROPOSED LIMIT . \�� ` AREA BEING WO EIGWO RED AS BEEN STABILIZED SUCH THAT NO LARGER AREA OF THE SITE 15 WITHOUT EROSION CONTROL PROTECTION INLET 1 I COVER TYP. �- �� EXISTING VEGETATION (TO BE OF INVASIVE WF/13 0 U-BOLLARD I I } I LD. SIGN (1 \ \ T,P� W ------- - H I ! `�124� \ REMOVED) ° .% \PECIES REMOVAL ` \��p\ ` 24"RCP 5. AN AREA SHALL BE CONSIDERED TO HAVE BEEN STABILIZED WHEN EXPOSED SURFACES HAVE BEEN EITHER MULCHED WITH LJ I ( L__I_ _CANOPY O.H. CUMBERLAND FARMS PARTNENON" I Z�\j I EXISTING LIGHT POLE BILL BOARD \ �� STRAW OR HAY AT A RATE OF 100 LB. PER 1,000 SQUARE FEET (WITH DR WITHOUT SEEDING) OR DORMANT SEEDED, MULCHED ` G 4SS AREA I I FAMILY WIRELESS" I i- (TO BE REMOVED} :° ` i AND ADEOUATELY ANCHORED BY AN APPROVED ANCHORING TECHNIQUE. \\ 1 caluc. ASPHALT CURB ` _ ;-.__ .... __ • ` \ 4 Q I M1 A HALT CURB 15A. & ............ ... ,•�i �1Z4� \ �F/= \\ HEADWALL CC 6. BETWEEN THE DATES OF OCTOBER 15 AND APRIL 1ST, LOAM OR SEED WILL NOT BE REQUIRED. DURING PERIODS OF ABOVE 3 VENTS ;-' EXISTING SHRUBS TO�� i GRASS AREA ;,,°,, ,,,,,,,,,,,,,, ~ \ WF/15 FREEZING TEMPERATURESTHE SLOPES SHALL BE FINEGRADED AND EITHER PROTECTED WITH MULCH OR TEMPORARILY SEEDED AND LS.A. & () } �"� UTILITY BOX _ ' N� 3 MULCHED UNTIL SUCH TIME AS THE FINAL TREATMENT CAN BE APPLIED, IF THE DATE IS AFTER NOVEMBER 1ST AND IF THE P. B I GRASS AREA REMAIN (UTILIZE TREE � STING SECTION OF � EDGE" OF WOODS �--- 12 } ON CONC. PAD �1,c 1 LET 100' WETLAND �' EXPOSED AREA HAS BEEN LOAMED, FINAL GRADED AND IS SMOOTH, THEN THE AREA MAY BE DORMANT SEEDED AT A RATE OF 200 PROTECTION FENCING) CUB TO BE REMOVED 4 L, , ,,,,,,' ,-, N BUFFER -125- 1TAL UlDET�11L F 124 - 300 % HIGHER THAN SPECIFIED FOR PERMANENT SEED AND THEN MULCHED. IF CONSTRUCTION CONTINUES DURING FREEZING 199.33' } --124 I t YY ° J WEATHER, ALL EXPOSED AREAS SHALL BE CONTINUOUSLY GRADED BEFORE FREEZING AND THE SURFACE TEMPORARILY PROTECTED AS HALT WALK N0T9 7+ +,E GUY WIRE ASPHALT WALK - ASPHALT WAL \ ASPHALT WALK 606.39' - FROM EROSION BY THE APPLICATION OF MULCH. SLOPES SHALL NOT BE LEFT UNEXPOSED OVER THE WINTER OR ANY OTHER -4 - a Q r aREA orr a o - -- - -err -- r EXTENDED TIME OF WORK SUSPENSION UNLE55 TREATED IN THE ABOVE MANNER. UNTIL SUCH TIME AS BE CONTROLLED BY THE- S #79 - - ---- G - - - G- - - G` --- - -- �-�_7rf. - -- - c --- - ---- - __G__ - - �- - - - -- - - - -- - -- - - - - - - GRA55 INSTALLATION OF BALES OF HAY OR STONE CHECK DAMS IN ACCORDANCE WITH THE STANDARD DETAILS. c AREA G.LAPPRDXIMATE ASPHALT CURB #80 ASPHALT CURB _ STORM MH SOLID WHITE LINE 24- 1z$� #81 EDGE OF ASPHALT LIMIT OF S WfilT£-LINE' 1 WHITE LiNE7. A) BETWEEN THE DATES OF NOVEMBER 1ST AND APRIL 15TH ALL MULCH SHALL BE ANCHORED BY EITHER PEG LINE, PAVEMENT INLET ? LC1B� - - -- w- -� w-----w-- w w- - - - - w- --- - w--- - - w- - --- w ----- w- w- -� 1-- --- w-- - - w- -- - w - w - - - w-DISTURBANCE- w-- - - - - - -- - -- - - - - MULCH NETTING, ASPHALT EMULSION CHEMICAL, TRACK OR WOOD CELLULOSE FIBER, w/CONDUITS - - 1 - - - - - -,-� - = --- STORM MH STORM MH - STORM MH --` B) MULCH NETTING SHALL BE USED TO ANCHOR MULCH IN ALL DRAINAGE WAYS WITH A SLOPE GREATER THAN 3%, �� (ASPHALT R ADMA INLET DOUBLE YELLOW LINF ��?S FOR SLOPE EXPOSED TO DIRECT WINDS AND FOR ALL OTHER SLOPES GREATER THAN 8%. DOUBLE YELLOW LINE // //�---- w---- w- w- W �'�---- w-- - - v"- - - - - w--- -- w-1 y/," C) MULCH NETTING SHALL BE USED TO ANCHOR MULCH 1N ALL AREAS WITH SLOPES GREATER THAN 15%. AFTER SOLID WHITE LINE SOLID WHITE LINE; � OCTOBER 1ST THE SAME APPLIES FOR ALL SLOPES GREATER THAN 8%. --- -- - w---- - w--- -- ---- w- --- - w- - - w- ---- w-- - - w- -- -AS w 8. AFTER NOVEMBER 1ST THE CONTRACTOR SHALL APPLY DORMANT SEEDING OR MULCH AND ANCHORING ON ALL BARE EARTH AT G.L. ASPHALT CURB � _- ASPHALT CURB G.L. ASPHAI T UR � - _____________�G_L___________ ASPHALT CURB ASPHALT ASPHALT ASPHALT ASPHALT APPROX. LOCATION OF EXISTING SAN. MH THE END OF EACH WORKING DAY. DRIVEWAY DRIVEWAY DRIVEWAY TREES TO REMAIN (UTILIZE TREE ASPHALT J n ASPHALT INLET- DRIVEWAY ��j \ QRI�£I- DRIVEWAY 9. DURING THE WINTER CONSTRUCTJOfI PERiOQ ALL �NOw �Hk� DE R€l��Y€B MR �R�� OF HEDN QED Macao PRIOR TO .�" ASPHALT €€�T€�fifBCJ €€N��tfuj CURB I PLACEMENT. ASPHALT CURB SUFFIELD STREET (PUBLIC - 60' WIDE - 1969 TOWN LAYOUT) U� u L a u m 352 Turnpike Road OHLER Southborough, MA 01772 5oa.4sQ.990099oa V Enfax: 508.480.9080rn N G IN E E R IN G, r.c. www.bohlereng.co z � � CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS Other Office Locations: of w z o ■Chalfont, PA ■Melville, NY ■Sterling, VA ■Warren, NJ *Towson, MD ■Albany, NY m W PROJECT: CUMBERLAND FARMS, INC. TITLE: DEMOLITION & n z J PROPOSED CAR WASH �Gt]0� p�a� u O QC a��O�CD COGS DCGO�D�DOa�, �0�� z z ° Z " ASSESSOR'S MAP J8, LOT 20 SOIL EROSION A O o D O E) 0 O Q 4 p U HAMPDENSUFFIELD USEOSAGAWAM TT CONTROL PLAN ��o�ooa ROD �gDWNav SCALE:(H) DATE: GRAPHIC SCALEo W. D . GOEBEL Ss P I f`4 EY V} NONE a9/12/0� SHEET No: w a DRAWN BY: �ROJECTWQ51620 30 0 15 30 60 120 n' � C_ 0_ 0Y 0 BPG i/ ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING PERMITTING ONLY W PROFESSIONAL ENGINEER R F E G CHECKED BY; RAD CADW05 620ss5 L//��LL.•JJ,• SPECIFICATIONS, UNLESS IT IS. UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF NOT TO BE USED FOR CONSTRUCTION - ~ OF 10 � � � � � o MA55ACHUSETTS LICENSE No. 42644 L 3 24 IN FEET N O m r, RHODE ISLAND LICENSE No. 7268 N 9308 THE FIRM. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST ( ) o CONNECTICUT LICENSE No. 21854 MAI 10 REV. No, SIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE 1 inch = 30 ft. N NEW HAMPSHIRE LICENSE No. 10280 cONNEC No. 23862 SPLCIFICATIONS. (NYS EDUCATION LAW SECTION 7209-2) MAINE LICENSE No. 9490 RHODE ISLAN LICENSE No. 7990 CONSTRUCTION CHECK GATE 5 SITE PLAN GENERAL NOTES: ` 1, A. PROPERTY LINE AND SITE INFORMATION TAKEN FROM A PLAN ENTITLED:ZONING ANALYSIS TABLE DATED/AGSM LAND TITLE SURVEYE PREPARED BY CONTROL POINT ASSOCIATES, INC., DATED AUGUST 28, 2006, REVISES THROUGH SEPTEMBER 11, 2006. B. WETLAND FLAGGING AND INTERMITTENT STREAM DETERMINATION MODIFICATION \ ZONE CRITERIA REQUIRED EXISTING PROPOSED MADE BY: GHARLES H. DAUGHY ENVIRONMENTAL CONSULTANT, 24 OLD LONG PLAIN ROAD, LEVERETT, MA 01054'(413) 548-8005. ZONING DISTRICT BUSINESS k \ 2. CONTRACTOR IS RESPONSIBLE FOR OBTAINING THESE DOCUMENTS AND USE! CAR WASH - ACCESSORY USE FAMILIARIZING HIMSELF WITH SAME FOR APPLICATION BOTH PRIOR TO AND DURING CONSTRUCTION. 1 \ MINIMUM LOT AREA N/A 146,497 SF NO CHANGE 3,. APPLICANT, \ CUMBERLAND FARMS, INC. MINIMUM LOT FRONTAGE N/A 606.39, NO CHANGE 777 DEDHAM STREET I \1 \1 MINIMUM FRONT YARD SETBACK 35' 97.5' (BUILDING) 13.7' CANTON, MA 02021 / 4. PARCEL DATA, LOT 15 SHOWN AS LOT 20, MAP J8, ON THE TOWN OF AGAWAM I ` MINIMUM SIDE YARD SETBACK N/A 89.0' NO CHANGE ASSESSOR'S MAPS. I 1 / MINIMUM REAR YARD SETBACK 25' •41.4' NO CHANGE 5. ALL HANDICAP PARKING SPACES SHALL BE CONSTRUCTED TO MEET ADA REQUIREMENTS. \ / ' 6. PRIOR TO STARTING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE TO MAXIMUM STRUCTURE HEIGHT 3 STORIES OR 45 < 45 < 45 1 ENSURE THAT ALL REQUIRED PERMITS AND APPROVALS HAVE BEEN OBTAINED. NO \ MAXIMUM COVERAGE 30% 8.1% 8.9% CONSTRUCTION OR FABRICATION SHALL BEGIN UNTIL THE CONTRACTOR HAS RECEIVED AND THOROUGHLY REVIEWED ALL PLANS AND OTHER DOCUMENTS BY ALL OT THE PARKING N/A 64 75 PERMITTING AUTHORITIES, \ 7. THE OWNER/CONTRACTOR SWILL BE FAMILIAR WITH AND RESPONSIBLE FOR ANY/ALL CERTIFICATIONS. INSPECTIONS, ETC. REQUIRED BY ALL GOVERNING JURISDICTIONAL AGENCIES DURING AND AFTER CONSTRUCTION FOR SIGN-OFF AND CERTIFICATE OF OCCUPANCY ISSUANCE, INCLUDING BUT NOT LIMITED TO PROCUREMENT OF SERVICES, SCHEDULING Of FIELD OBSERVATIONS AND COORDINATION WITH REPRESENTATIVES OF THE APPROPRIATE PARTIES, 1 \ / 8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND THE REQUIREMENTS AND STANDARDS OF THE LOCAL GOVERNING AUTHORITY. I OMPLEX WF/1 THROUGH WF/2 REPRESENTS 9, THE EOEL REPORT AND RECOMMENDATIONS SET FORTH THEREIN ARE A PART OF THH R E REQUIREDQUIRED CONSTRUCTION DOCUMENTS AND IN CASE OF CONFLICT SHALL TAKE CASTLE HILL CONDOMINIUM C BORDERING VEGETATED WETLANDS MAP U$ -� / PRECEDENCE UNLESS SPfCIFiCALLY NOTED OTHERWISE ON THE PLANS. THE BLOCK 1 ,^ \ (SEE NOTE 1.0) CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING OF ANY SUCH DISCREPANCY 1 LOT ??? t� / BETWEEN GEOTECHNICAL REPORT AND PLANS, ETC. f N/F L-ANDS OF ` CONTRACTOR TO REMOVE 10. THE PROPERTY SURVEY SHALL BE CONSIDERED A PART OF THESE PLANS. ` UNITED INVESTORS OF CONNECTICUT \ EXISTING SEDIMENT / 11, THESE PLANS ARE BASED ON INFORMATION PROVIDED TO BOHLER ENGINEERING, P.C. AT BOOK 4644, PG. 159 DOWNSTREAM OF F.E.S. +J THE TIME OF PLAN PREPARATION_ CONTRACTOR SHALL FIELD VERIFY EXISTING ,Z� \ CONDITIONS AND NOTIFY BOHLER ENGINEERING, P.C. IF ACTUAL SITE CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN, OR IF THE PROPQSED WORK WOULD BE INHIBITED r- ^4 QY LAZY 01-WrP C,TC CCATIIL'FC I F11A LDT 254 � , (rA! L0T �5�] � �T' 12. ALL DIMENSIONS SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR fr�rr lFM IOT '9ii WF/1 WF/2 THROUGH WF/6 �� PRIOR TO CONSTRUCTION, CONTRACTOR SHALE NOTIFY ENGINEER IN WRITiNC 7 ANY FOUND I 1 ` REPRESENTS BANK OF F / DISCREPANCIES EXIST PRIOR TO PROCEEDING WHH CONSTRUCTION. NO EXTRA U INTERMITTENT STREAK y/� COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR WORK HAVING TO BE REDONE LIMIT OF EXISTING DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF SUCH WETLAND (SEE NOTE 13) NOTIFICATION HAS NOT BEEN GIVEN. rr� ( ice �O 13, CONTRACTOR SHALL REFER TO THE ARCHITECTURAL/BUILDING PLANS FOR EXACT rJ 2 4.9 4 """'� ,,,-•,� W„' /jj LOCATIONS AND DIMENSIONS BUILDING OF ENTRY/EXIT POINTS, ELEVAT{DNS, PRECISE BUILDING � 104' WETLAND aO DIMENSIONS, AND EXACT BUILDING UTILITY LOCATIONS. S09'57'42"W BUUFFER (SEE NOTE PROPOSED 1O' 14. DEBRIS SHALL NOT BE BURIED ON THE SLlBJFCT SITE AND ALL UNSUITABLE EXCAVATED INLET I.B ON SITE PLAN) PROPOSED DIM WIDE GATE SHALL ` �/ MATERIAL AND DEBRIS (SOLID WASTE) SHALL BE DISPOSED OF 1N ACCORDANCE WITH INLET LIMIT OF cp ALL TOWN, COUNTY, STATE, AND FEDERAL LAWS AND APPLICABLE CODES. FENCE - `j / 15. CONTRACTOR IS RESPONSIBLE FOR ALL SHORING REQUIRED DURING EXCAVATION (TO BE 0. 25' REAR YARD SETBACK �_ 25' REAR YARD SETBAC wF/3/3 WF/5 ` � ` PERFORMED IN ACCORDANCE WITH CURRENT OSHA STANDARDS) AND ANY ADDITIONAL u,`� PROVISIONS TO ASSURE STABILITY OF CONTIGUOUS STRUCTURES, AS FIELD CONDITIONS �A / DICTATE. ` py� SPHALT CURB' ® ��, ` �� 15, CONTRACTOR IS TO EXERCISE EXTREME CARE WHEN PERFORMING ANY WORK ACTIVITIES PROPOSED DEEP1�1 00 ` / �e ADJACENT TO PAVEMENT, STRUCTURES, ETC. TO REMAIN. CONTRACTOR SHALL BE CONC. MAT A HALT URB WF/4 '� / RFSPONSIRI F FOR TAKING THE APPROPRIATE MEASURES AS NECESSARY TO ENSURE THE SUMP OB Ly ff STRUCTURAL STABILITY OF SIDEWALKS AND PAVEMENT TO REMAIN, AND TO PROVIDE A SAFE WORK AREA. 11 I PROPOSED STORMCEPTOR 900 ASPHALT PROPOSED PARKING ` 17. CONTRACTOR IS RESPONSIBLE FOR REPAIRING THE DAMAGE DONE TO ANY EXISTING ITEM N STORM WATER OlUALITY UNIT WF /` PAVEMENT / DURING CONSTRUCTION SUCH AS BUT NOT LIMITED TO DRAINAGE, UTILITIES. PAVEMENT, F�M I SPACE (TYP.) CONTRACTOR TO REMOVE ALL INVASIVE STRIPING, CURB, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND REPLACE I PROPOSED BITUMINOUS ALL SIGNAL INTERCONNECT CABLE, CONDUITS. AND ANY UNDERGROUND ACCESSORY MAP J 8 EAVE - Q SPECIES. REMOVAL SHALL BE IN INLET _ c O CONCRETE CURB ` Q EQUIPMENT DAMAGED DURING CONSTRUCTION. REPAIR SHALL BE EQUAL TO OR BETTER �� ` BLOCK 1 ACCORDANCE WITH PROCEDURES THAN EXISTING CONDITIONS. CONTRACTOR IS RESPONSIBLE TO DOCUMENT ALL EXISTING (n PROPOSED HOODED Q OUTLINED BY VEGETATION CONTROL DAMAGE AND NOTIFY CONSTRUCTION MANAGER PRIOR TO CONSTRUCTION START. LOT 20 PROPOSED THERMOPLASTI ` TRASH RECEPTACLE �� ` ��ti CONC. WALK FRAME EAVE T` 20' TYP �' �� SERVICES, INC. (TYP,} 78. ALL CONCRETE SHALL HAVE THE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS SHED VHS RELLTY TRAFFIC FLOW ARROWS (TYP.) PROPOSED PAVEMEN ( } I PROPOSED 3'x10' VACUUM ISLAND TYP Of 2 INDICATED IN SPECIFICATIONS UNLESS OTHERWISE NOTED ON THE PLANS, DETAILS ASPHALT 3 BOOK 5535, PG. 510 STRIPING TYP ( ) WF 8 / Q PAVEMENT I CONC. WALK (TYP) VACUUMS SHALL BE INSTALLED WITH AMAXIMUM / AND/OR GEOTECiINIGAL REPORT. PARCEL C' I ` COIN SLOT HEIGHT OF 54" PER 521 CZAR 6.6 ` ` 19, ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION METHODS/MEANS FOR COMPLETION q I [ ' aj OF THE WORK DEPICTED ON THESE PLANS NOR ANY CONFLICTS/SCOPE REVISIONS 1 n ` WHICH RESULT FROM SAME. CONTRACTOR IS RESPONSIBLE FOR DETERMINING PROPOSED STOP ¢ "FAMILY WIRELESS' I METHODS/MEANS FOR COMPLETION OF THE WORK PRIOR TO THE COMMENCEMENT OF o EAVE g� SIGN (TYP, OF 2) AND ` `'' q I WEST C05T VIDEC7" I CONSTRUCTION AND NOTIFICATION OF OWNER AND ENGINEER OF RECORD WHEN A I - "STOP' BAR wF/s WF/6 THROUGH WF/16 REPRESENTS CONFLICT IS IDENTIFIED. MULTIPLE ELEC PANEL I o a ,ROPOSFD "D0 NO'. v BORDERING VEGETATED WETLANDS PROPOSED BITUMINOUS `' 20. ENGINEER OF RECORD IS NOT RESPONSIBLE FOR JO$ SITE SAFETY NOR HAS HE BEEN 0 14 I & ELEC. METER 20' (TYP) ENTER" SIGN (TYP. OF 2) PROPOSED LIMIT OF �. ` (SEE NOTE 1.B) RETAINED FOR SUCH PURPOSL5. �.., � CONCRETE PAVEMENT (TYP) INVASIVE SPECIES REMOVAL 21. ALL CONTRACTORS MUST CARRY STATUTORY WORKER'S COMPENSATION INSURANCE, 1 STORY a PARTHENON I 20' TYP 4' PROPOSED �T MASONRY BUILDING 25,4 ( ) 25.4 ¢ ` EMPLOYER'S LIABILITY INSURANCE AND APPROPRIATE LIMITS OF COMMERCIAL GENERAL CVS' RESTAURANT" CONC. PAD PROPOSED HANDICAP I Fes- -� 1 ` LANDSCAPE AREA,\, �.WOCDFD LIABILITY INSURANCE (CGL). ALL CONTRACTORS MUST HAVE THEIR CCL POLICIES OPOSED $ HIGH BOARD ON AREA ENDORSED TO NAME BOHLER LNGINEERING, P.C., AND ITS SUB CONSULTANTS AS ` 1 I PARKING SIGN (PIP) 1 3 R 711 ` BOARD STOCKADE FENCE ADDITIONAL INSURED AND TO PROVIDE CONTRACTUAL_ LIABILITY COVERAGE SUFFICIENT TO PROPOSED LIMIT OF � ® INSURE THE HOLD HARMLESS AND INDEMNITY OBLIGATIONS ASSUMED BY THE I 1 STORY I PROPOSED HANDICAP I a PAINTED WHITE TYP 30' WIDE DRAINAGL MAP �8 f MASONRY BUILDING IEA AEI PARKING TYP RAMP I ASPHALT EXTRUDED CONCRETE 3,R 1 , s ( ) WF 10 - - - - CONTRACTORS. ALL CONTRACTORS MUST FURNISH BUNTER ENGINEERING, P.C. WITH ( } I CURB PROPOSED 15 X20 ROPOSED 14 HIGH POLE MOUNTE6 EASEMLNT GFRTIRCATIONS OF INSURANCE AS EVIDENCE OP THE REQUIRED INSURANCE PRIOR TO BLOCK 1 ASPHALT PAVEMENT COMMENCING WORK AND UPON RENEWAL OF EACH POLICY DURING THE ENTIRE PERIOD sUMBERLAND FARMS' 11 . ,ham HEATED CONCRE SINGLE AREA LIGHT ` \ OF CONSTRUCTION. IN ADDITION, ALL CONTRACTORS WILL, TO THE FULLEST EXTENT LOT 19 PAVEMENT _GONG. WOK __ PROPOSED 14 HIGH POLES PAD 5 CURB BREAK/EMERGENCY PEIZMIrrED BY LAW, INDEMNIFY AND HOLD HARMLESS soI�LER ENCINLERTNG, P.C, AND N/F LANDS OF v --- -L-J MOUNTED SINGLE AREA LIGHT O I ` OVERFLOW WETLAND ITS SUB CONSULTANTS FROM AND AGAINST ANY DAMAGES, LIABILITIES OR COSTS, AGAWAM CVS REALTY, LLC MULTIPLE CONDUITS I N DELINEATION LINE INCLUDING REASONABLE ATTORNEYS' FEES AND DEFENSE COSTS, ARISING OUT OF CR. IN BOOK 10451, PG, 314 o I I EA o PROPOSED INFILTRATION SYSTEM PROPOSED LEVEL MAP JS ANY WAY CONNECTED WITH THE PROJECT. INCLUDING ALL CLAIMS BY EMPLOYEES OF I _ 6 SPREADER RIP RAP /11 BLOCK 1 THE CONTRACTORS. PROPOSED AREA DRAIN / LOT 21 [PARCEL 'E3 C� ` 9 - I� , ' PROPOSED FITS (TYP OF 4) 22 NEITHER THE PROFESSIONAL ACTIVITIES OF BUNTER ENGINEERING, P.0 NOR THE CONC. WALK __�_J v+' 9 PROPOSED PK�ED 4 WOE I ` ` ` N�F LANDS OF PRESENCE OF BOHLER ENGINEERING, P.C. OR ITS EMPLOYEES AND SUB CONSULTANTS m - - CONCRETE SIDEWALK ' 7 � SEEDED WITH NATIVE PRINCESS REALTY, INC. AT A CONSTRUCTION/PROJECT SITE, SHALL RELIEVE THE GENERAL CONTRACTOR OF ITS ZZZZA (TYP) PAVEMENT PROPOSED PAVEMENT RAMP EA/E RAMP 10 8 10' PROPOSED DEEP STRIPING (TYP) "` SEED MIX, AREA TO BE ` VACANT OBLIGATIONS, DUTIES AND RESPONSIBILITIES INcLuowc BUT NOT LIMITED TO, ICIPOSED CAR SH PROPOSED TRENCH GRAIN MOWED ONCE A YEAR. ( ) CONSTRUCTION MEANS, METHODS, SEQUFNCE, TECHNIQUES OR PROCEDURES NECESSARY STRIPING ------- r- s°ME AL SUMP CB a '� (TYP, OF 2) ` FOR PERFORMING, SUPERINTENDING AND COORDINATING THE WORK IN ACCORDANCE T FUEL DISPENSER ON CANOPY �/�! J q 5 F f _ WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY PRECAUTIONS REOUIRED COVER TYP. PROPOSED 12'x20' >, r 1 CDNI;. ,ISLAND (TYP. I � 18"METAL «.123 t ... APPROXIMATE LIMIT OF ISM. L01 � BY ANY REGULATORY AGENCIES, BUNTER ENGINEERING, P.C. AND ITS PERSONNEL HAVE HEAPED CONCRETE PAD •Q NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY CONSTRUCTION CONTRACTOR OR o ® COVER (>�) PROPOSED 10' �' PROPOSED TREE LINE SIGN �� cF I i,` , , 42' f CONTRACTOR TO REMOVE ALL ITS EMPLOYEES IN CONNECTION WITH THEIR WORK OR ANY HEALTH OR SAFETY TIYINI PROPOSED 8 X8 CONCRETE l s PROPOSED CAR WASH ENTRANCE WF/12 PROGRAMS OR PROCEDURES. THE GENERAL CONTRACTOR SHALL BE SOLELY DRIVE-TRHU ` INLET I CANOPY I SUPER 6 WIDE GATE AND CLEARANCE BAR INVASIVE SPECIES. REMOVAL RESPONSIBLE FOR JOBSITE SAFETY. BOHLER ENGINEERING, P.C. SHALL BE INDEMNIFIED �fRANSFORMER PAD WITH PROTECTIVE PHARMACY" � m I I � SHALL BE IN ACCORDANCE BY THE GENERAL CONTRACTOR AND SHALL BE NAMED AS AN ADDITIONALLY INSURED ` I COLUMN • I BOLLARDS , _ PROPOSED 10' WIDE GATE UNDER THE GENERAL CONTRACTOR'S POLICIES OF GENERAL LIABILITY INSURANCE. REGULAR PROPOSED 14 HIGH POLE WITH PROCEDURES OUTLINED (T'P) I • PROPOSED PAVEMENT- MOUNTED SINGLE AREA PROPOSED BITUMINOUS \ y 8Y VEGETATION CONTROL 23. BOHLER ENGINEERING, P.C. SHALL REVIEW AND APPROVE OR TAKE OTHER APPROPRIATE I I PROPOSED HOODED LIGHT CONCRETE PAVEMENT TYP ACTION ON THE CONTRACTORS SUBMITTALS, SUCH AS SHOP DRAWINGS, PRODUCT DATA, Z I PLUS STRIPING (TYP) 41 PROPOSED AUTO ,4 (TYP) SERVICES, INC. (TYP.) ®�o O®�d 9 ® � I 12 METAL , TRASH RECEPTACLE R > SAMPLES, AND OTHER DATA: WHICH THE CONTRACTOR IS REQUIRED TO SUBMIT, BUT I 1D IP CASHIER �� y4 ONLY FOR THE LIMITED PURPOSE OF CHECKING FOR CONFORMANCE WITH THE DESIGN ' n INLET U-BOLLARD I I I.D. SIGN COVER (7?P• (�) � T PROPOSED STORMCEPTOR 450 WF/13� � j, CONCEPT AND THE INFORMATION SHOWN IN THE CONSTRUCTION MEANS 0R METHODS. �. (TYP) _ CANOPY O,H, _ CUMBERLAND FARMS (J STORM WATER QUALITY UNIT 35' FRONT YARD SETBACK 24"RCP COORDINATION OF THE WORK WITH OTHER TRADES, OR CONSTRUCTION SAFETY 35' FRONT YARD SETBACK PARTH a BILL BOARD PRECAUTIONS, ALL OF WHICH ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. � PROPOSED EDGE ROPOSED - � BUNTER ENGINEERING'S REVIEW SHALL BE CONDUCTED WITH REASONABLE PROMPTNESS GRASS AREA 'FAMILY WIRELESS" �, . `� OF PAVEMENT / DMH (TO REMAIN) CONC. WHILE ALLOWING SUFFICIENT TIME TO PERMIT ADEQUATE REVIEW, REVIEW OF A SPECIFIC ASPHALT CURB (TO BE MODIFIED-SEE ITEM SHALL NOT INDICATE THAT BOHLER ENGINEERING. P.C. HAS REVIEWED THE ENTIRE PROPOSED 4' HIGH ` HEADKWALL CO, ION DRAWING ASPHALT CURB WF�14 ASSEMBLY OF WHICH THE ITEM IS A COMPONENT, BUNTER ENGINEERING, P.C. SHALL o, ) 4 PROPOSED LANDSCAPING WHITE VINYL PICKET WF/15 W�L NOT BE RESPONSIBLE FOR ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOT may) LSA. v (3) DENTS NCE ` BROUGHT TO THE ATTENTION OF BOHLER ENGINEERING, P.C. IN WRITING BY THE UTILITY BOX A PROPOSED BITUMINOUS PROPOSED LANDSCAPING EDGE W"WOOS CONTRACTOR. BOHLER ENGINEERING, P.C. SHALL NOT BE REQUIRED TO REVIEW PARTIAL ON CONC. PAD G�S5 ARFA� CONCRETE SIDEWALK AT INLET 10 WETLAND WETLAND '�'� SUBMISSIONS OR THOSE FOR WHICH SUBMISSIONS OF CORRELATED ITEMS HAVE NOT P•0•B' ° PROPOSED UNIT OF BEEN RECEIVED. PROPOSED UTILITY TRENCH PROPOSED 14' HIGH POLE BUFFER METAL GUIDE RAIL 199.33` BITUMINOUS CONCRETE CURB o _ TC XI PROPOSED EXTRUDED MOUNTED $IN AREA LIGH 16 24. IN AN EFFORT TO RESOLVE ANY CONFLICTS THAT ARISE DURING THE DESIGN AND GUY WIRE ASPHALT WALK U' o" CONCRETE CURB TYP ASPHALT WALK CONSTRUCTION OF THE PROJECT OR FOLLOWING THE COMPLETION OF THE PROJECT, AS HALT WALK , ,� ASPHALT WALK 606.39 BOHLER ENGINEERING, P.C. AND THE CONTRACTOR MUST AGREE THAT ALL DISPUTES D Nag"57 42 E O O REA O 78 179 Off~ OFT- d ON O OIi BETWEEN THEM ARISING OUT BI DI RELATING N THIS AGREEMENT OR THE PROJECT _ GRASS AREA SHALL BE SUBMITTED TO NONBINDING MEDIATION UNLESS THE PARTIES MUTUALLY ---------- AGREE OTHERWISE. --- --------------------- ---- G.C.---- - ASPHALT CURB STORM MH SOLID WHITE LINE -��T 8 ASPHALT CURB 8I 25. THE CONTRACTOR MUST INCLUDE A MEDIATION PROVISION IN ALL AGREEMENTS WIH EDGE OF ASPHALT SOLID WHITE LINE PROPOSED 6' HIGH BOARD ON I TIT I INDEPENDENT SUBCONTRACTORS AND CONSULTANTS RETAINED FOR THE PROJECT AND PAVEMENT INLET 177 INIFT CURB INLET PROPOSED BITUMINOUS BOARD STOCKADE FENCE 11 TO REQUIRE ALL INDEPENDENT CONTRACTORS AND CONSULTANTS ALSO TO INCLUDE A w/CONDuITs CONCRETE SIDEWALK AT • PAINTED WHITE (TYP) 5 0 STORM MH SIMILAR MEDIATION PROVISION IN ALL AGREEMENTS WITH THEIR SUBCONTRACTORS. SUB STORM MH ° PROPOSED UTILITY TRENCH STORM MH CONSULTANTS. SUPPLIERS AND FABRICATORS, THEREBY PROVIDING FOR MEDIATION AS LOCATION #LATCH EXISTMG (ASPHALT ROADWAY) INLET DOUBLE YELLOW LINE THE PRIMARY METHOD FOR DISPUTE RE5OLUnON BETWEEN THE PARTIES TO ALL THOSE DOUBLE YELLOW LINE SOLID WHITE LINE pd D4 SOLID WHITE LINE: 26. IF THE CONTRACTOR DEVIATES FROM THE PLANS AND SPECIFICATIONS, INCLUDING THE NOTES CONTAINED THEREON, WITHOUT FIRST OBTAINING PRIOR WRITTEN AUTHORIZATION FOR SUCH DEVIATIONS FROM THE OWNER AND ENGINEER, IT SHALL BE RESPONSIBLE _ G.L. ASPHALT CURB --- --------------- ASPHALT CURB-----__ _ G.L. ------____- ASPHALT CURB -------~------ „-----G.L,___-____-_ ASPHALT CURB FOR THE PAYMENT OF ALi. COSTS TO CORRECT ANY WORK DONE. ALL FINES OR ----------- PENALTIES ASSESSED WITH RESPECT THERETO AND ALL COMPENSATORY OR PUNITIVE G.L. DAMAGES RESULTING THEREFROM. THE CONTRACTOR SHALL INDEMNIFY AND HOLD THE ASPHALT ASPHALT ASPHALT ASPHALT �N M� ASPHALT ASPHALT OWNER AND ENGINEER HARMLESS FROM ALL SUCH COSTS TO CORRECT ANY SUCH DRIVEWAY DRTAY DRIVEWAY DRIVEWAY DRIVEWAY WORK AND FROM ALL SUCH FINES AND PENALTIES, COMPENSATION AND PUNITIVE INLET INLET DRNPWAY INLET DAMAGES AND COSTS OF ANY NATURE RESULTING THEREFROM, ASPHAL r CURB ASPHAL T SUFFIELD STREET (PUBLIC - 50' WIDE - 1969 TOWN LAYOUT) o L 1.5 � m 352 Turnpike Road BOHLER Southborough, MA 01772 508.480.9900 Lfox: ENGINEERING, P•C. 508.480.9080 www.bohlereng.com z a Z CIVIL & CONSULTING ENGINEFRS ■ PROJECT MANAGERS 0 ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS Other Office Locations: z o ■Chalfont, PA ■Melville, NY ■Sterling, VA ■Warren, NJ ■Towson, MD ■Albany, NY J U uj PROJECT; CUMBERLAND FARMS, INC. TITLE: c� cr Z o PROPOSED CAR WASH Z o o `` ASSESSOR'S MAP A LOT 20 SITE PLAN z 3 z 841 SUFFIELD STREET, TOWN OF AGAWAM GRAPHIC SCALE a o o o HAMPDEN COUNTY, MASSACHUSETTS 3o p 15 as so 1zc rLu YIL SCALE:(H) 1"=30' QATE: 09 12 OS z . D . GOE13EL S SEY V) NONE / SIDE No: W Lo m 0 0 In 2 DRAWN BY: PROJECT No: I E E U5 U HE P BPG W051620 R THE ACCOMPANYING PERMITTING ONLY ( IN FEET " C3 `D 0 `� �couRSEr �' CHECKED 11Y: CAD I.D. : ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR ti PROFESSIONAL ENGINEER FJ L E R RAD W051 B20ss5 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF NOT TO BE USED FOR CONSTRUCTION 1 inch = 30 ft. �o ro N OF 10 0 o a MAS5ACHUSETTS LICENSE No. 42644 M NUZ4 N 38424 THE FIRM. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST NE RE LI s�os (V o cn RHODE ISLAND LICENSE No. 7258 SIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE o _ o MAI Rm5l CONNEC71CUT LICENSE No. 21854 VER � � OSPECIFICATIONS. (NYS EDUCATION LAW SECTION 7209-2) NEW HAICENSEE LICENSE No. 10280 CHOD 23862 `'� � "� N '- � MAINE LICENSE No. 9490 RHODE IS I E No. 7990 CONSTRUCTIONf CHECKDATE GRADING LEGEND GRADING & UTILITY NOTES: EXISTING PROPOSED DESCRIPTION 1. LOCATION OF ALL EXISTING AND PROPOSED SERVICES ARE APPROXIMATE AND \ - MUST BE CONFIRMED INDEPENDENTLY WITH LOCAL UTILITY COMPANIES PRIOR TO -123------ 123 CONTOUR COMMENCEMENT OF ANY CONSTRUCTION OR EXCAVATION. SANITARY SEWER AND ALL OTHER UTILITY SERVICE CONNECTION POINTS SHALL BE CONFIRMED INDEPENDENTLY X 123.45 123.45 SPOT GRADE BY THE CONTRACTOR IN FIELD PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ALL DISCREPANCIES SHALL BE REPORTED IMMEDIATELY IN WRITING TO THE ENGINEER, TC 123.95 TC=123.95 TOP OF CURB CONSTRUCTION\ SHALL. COMMENCE BEGINNING AT THE LOWEST INVERT (POINT OF X BC 123.45 BC=123.45 BOTTOM OF CURB CONNECTION) AND PROGRESS UP GRADIENT. PROPOSED INTERFACE POINTS (CROSSINGS) WITH EXISTING UNDERGROUND INSTALLATIONS SHALL BE FIELD VERIFIED BY TEST PIT PRIOR 1 \ TI 123.95 TI123.95 TOP OF ISLAND TO COMMENCEMENT OF CONSTRUCTION. X BI 123,45 9I=123.45 BOTTOM OF ISLAND 2. ALL UTILITIES AND SERVICES INCLUDING BUT NOT LIMITED TO GAS, WATER, I 1 ` ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, TW=123.95 TOP OF WALL ETC, WITHIN THE LIMITS OF DISTURBANCE SHALL BE VERTICALLY AND HORIZONTALLY X BW=123,45 BOTTOM OF WALL TW 123.95 LOCATED. THE CONTRACTOR SHALL USE AND COMPLY WITH THE REQUIREMENTS OF I \ / BW 123.45 THE APPLICABLE UTILITY NOTIFICATION SYSTEM TO LOCATE ALL THE UNDERGROUND 1 BC=123.45 BOTTOM OF CONCRETE UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY \ / MATCH EXIST. MATCH EXIST, GRADE EXISTING UTILITIES DURING CONSTRUCTION AT NO COST TO THE OWNER. 3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS \ ❑ ®t CATCH BASIN AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH 1 THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE RELATIVE CODES, IT IS I / � DRAIN MANHOLE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE"PROJECT ENGINEER OF RECORD 1 / IN WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL o CO CLEAN OUT RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS FLOW ARROW DEFINED BY THE DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL REGULATIONS\ AND CODES. \ 4. DEFINE AND LOCATE VERTICALLY AND HORIZONTALLY ALL ACTIVE UTILITY AND/OR 0=3 FLARED END SECTION SERVICE SYSTEMS THAT ARE TO BE REMOVED. THE CONTRACTOR IS RESPONSIBLE TO PROTECT AND MAINTAIN ALL ACTIVE SYSTEMS THAT ARE NOT BEING / REMOVED/RELOCATED DURING SITE ACTIVITY. CASTLE HILL CONDOMINIUM COMPLEX ' z MAP J8 ` / RIP-RAP 5. THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE APPLICABLE UTILITY SERVICE PROVIDER REQUIREMENTS AND IS RESPONSIBLE FOR ALL COORDINATION BLK I OT ??? d ` REGARDING UTILITY DEMOLITION AS IDENTIFIED OR REQUIRED FOR PROJECT. THE I /�I�� oNl�� 1 / CONTRACTOR SHALL PROVIDE THE OWNER WRITTEN NOTIFICATION THAT THE EXISTING b ` VTILITIC3 ✓+IYD OEreViOr-0 I I�VE: 0CF- r T-r,101 ^77D ^hD 0^r4DOF4[D ICJ ',000r:Dh�40 UNITE INVESTORS OF CON NEGTIGUT C WITH JURISDICTION AND UTILITY COMPANY REQUIREMENTS, I I BOOK 4644, PG, 159 1 r 6. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF SITE PLAN DOCUMENTS AND I / ARCHITECTURAL DESIGN FOR EXACT BUILDING UTILITY CONNECTION LOCATIONS, IRON PIPE [F,M, LOT 255] I F.M. LOT 254] 1 F.M. LOT 253] WF/1 \ ] GREASE TRAP REQUIREMENTS/DETAILS, DOOR ACCESS, AND EXTERIOR GRADING, THE UTILITY SERVICE SIZFS ARE TO BE DETERMINED BY THE ARCHITECT. THE FOUND I 1 ` \ F / CONTRACTOR SHALL COORDINATE INSTALLATION OF UTILITIES/SERVICES WITH THE -126 u I ` y/� / INDIVIDUAL COMPANIES, TO AVOID CONFLICTS AND ENSURE PROPER DEPTHS ARE - -125- ~ f - -124- ACHIEVED. THE JURISDICTION UTILITY REQUIREMENTS SHALL ALSO BE MET, AS WELL 124- ~ - '� --- -123 AS COORDINATING THE UTILITY TIE-INS/CONNECTIONS PRIOR TO CONNECTING TO 4. �. �D THE EXISTING UTILITY SERVICE. WHERE CONFLICTS EXIST WITH THESE SITE PLANS, 52 44 ` �Q / ENGINEER IS TO BE NOTIFIED PRIOR TO CONSTRUCTION TO RESOLVE SAME. S09°57'42W�121 -122- - - 121� - - � wETraNp-- WE O \ \\ \ >?I- - _- 171 -- \ BUFFER (SEE NOTE ~iC=i22.651 2 \ �C� �/ / 7. WATER SERVICE MATERIALS, BURIAL DEPTH, AND COVER REQUIREMENTS SHALL BE 921 ~ LET - 121- 7-g-ON-SITE PUMq) BC=122.15f � G SPECIFIED BY THE LOCAL UTILITY COMPANY. CONTRACTORS PRICE FOR WATER -92z _� MATCH EXIST. � SERVICE SHALL INCLUDE ALL FEES AND APPURTENANCES REQUIRED BY THE UTILITY TO PROVIDE A COMPLETE WORKING SERVICE. 12 8. ALL NEW UTILITIES/SERVICES, INCLUDING ELECTRIC, TELEPHONE, CABLE TV, ETC. ARE TO BE INSTALLED UNDERGROUND. ALL NEW UTILITIES/SERVICES SHALL BE \ / PROPOSED DA1H _ PROPOSED 15" FES \mot, �\ ` INSTALLED IN ACCORDANCE WITH THE UTILITY/SERVICE PROVIDER INSTALLATION 2 f - RIM-122.40t 4~� INV-118.00 \ o /(\ SPECIFICATIONS AND STANDARDS. (MATCH EXISTING) \ f'�\ ` �� 9. SITE GRADING SHALL BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND PROPOSED STORMOEPTOR 900 \ WF/7- PROPOSED SPECIFICATIONS AND THE RECOMMENDATIONS SET FORTH IN THE GEOTECHNICAL ` CB REPORT REFERENCED IN THIS PLAN SET. THE CONTRACTOR SHALL BE RESPONSIBLE STORM WATER QUALITY UNIT 1 /MAP JS I \ RIM=122.15 �� FOR REMOVING AND REPLACING WITH SU€TABLE MATERIALS AS SPECIFIED IN THE CPIINLET / I RIM=120.00t �i \\ �Q GEOTECHNICAL REPORT. ALL EXCAVATED OR FILLED MATERIAL SHALL BE COMPACTED `` \ \tip \ f BLOCK I I AS OUTLINED IN THE GEOTECHNICAL REPORT. MOISTURE CONTENT AT TIME OF 723 LOT 20 I \ \ `\\ / �� PLACEMENT SHALL HE SUBMITTED IN COMPACTION REPORT PREPARED BY A \ !!f I '�� \ C�� QUALIFIED GEOTECHNICAL ENGINEER, REGISTERED WITH THE STATE WHERE THE VHS RELATY WORK IS PERFORMED, VERIFYING THAT ALL FILLED AREAS AND SUBGRADE AREAS 800K 5535, PG. 510 WITHIN THE BUILDING PAD AREA AND AREAS TO BE PAVED HAVE BEEN COMPACTED \ \ IN ACCORDANCE WITH THESE PLANS AND SPECS, AND THE RECOMMENDATIONS SET [PARCEL 'C'] I ` I �t22 \ �. ` �p� FORTH IN THE GEOTECHNICAL REPORT, SUBBASE MATERIAL FOR SIDEWALKS, CURB, I I TC=123,88 OR ASPHALT SHALL BE FREE OF ORGANICS AND OTHER UNSUITABLE MATERIALS. \ I FAMILY WIRELESS" BC=123.38 1 ` �� SHOULD SUBBASE BE DEEDED UNSUITABLE BY OWNER OR OWNER'S ! "WEST COST V10E0" I I REPRESENTATIVE, SUBBASE 15 TO BE REMOVED AND FILLED WITH APPROVED FILL \ I TC=124,09 l23.50 \ WF/9 44 MATERIAL COMPACTED AS DIRECTED BY THE GFOTECHNICAL REPORT. MULTIPLE ELEC, PANEL I 8C=123.59! \ 123.20 l b € & ELEC. METER l MATCH EXI \ 10, ALL FILL, COMPACTION, AND BACKFILL MATERIALS REQUIRED FOR UTILITY ORK p i2350 122.75 t o \ �\ INSTALLATION SHALL BE AS PER THE RECOMMENDATIONS PROVIDED IN THE MASONRY BUILDING 1 PARTHENON I l GEOTECHNICAL REPORT AND SHALL BE COORDINATED WITH THE APPLICABLE UTILITY RESTAURANT" E. I PROPOSED AREA DRAIN \ I 4 \ �y COMPANY SPECIFICATIONS. CVS" RIM=122.80 123.29 l 119 iy 1TC=123 88 \ ) 11. THE CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH THE LATEST OSHA 1 STORY II I T23.38I BC=123.38 l \ 121�\ \ STANDARDS AND REGULATIONS, OR ANY OTHER AGENCY HAVING JURISDICTION FOR \ // \ WF/1© \ 30' WIDE DRAINAGE EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR IS RESPONSIBLE FOR MAP J8 I I MASONRY BUILDING I I 123.72 123.20 1 1 119.90 EASEMENT DETERMINING THE "MEANS AND METHODS" REQUIRED TO MEET THE INTENT AND BLOCK 1 1 l I MATC AST. TC=123.91 \\ J PERFORMANCE CRITERIA OF OSHA, AS WELL AS ANY OTHER ENTITY THAT HAS BC=123.41 \ \•LOT 19 � I � CUMBERLAND FARMS" I 123 77t 122 123 \ \ � \ \ ` / F LANDS OF _L------ - a--- -------- �� 123.67 / JURISDICTION FOR EXCAVATION AND/OR TRENCHING PROCEDURES. �J/ I T MATCH EXIST. TC=124Of / ��/ WETLAND AGAWAM CVS REALTY, LLC I ` \\ DELINEATION LINE 12. PAVEMENT SHALL BE SAW CUT IN STRAIGHT LINES TO THE FULL DEPTH OF THE BOOK 10451, PG. 314 I I 123.7$t BC=123,51 \ / \\ MAP J8 EXISTING PAVEMENT. ALL DEBRIS FROM REMOVAL OPERATIONS SHALL BE REMOVED MATCH EXIST. / WF/11 BLOCK 1 FROM THE SITE AT THE TIME OF EXCAVATION, STOCKPILING OF DEBRIS WILL NOT [PARCEL 'B'] I_ II TC=123.85 123.42 123.36 / / LOT 21 BE PERMITTED. _ / LLi- ©-----------_ ' J, I \ BC=f23.35t " 1 µw'} N F LANDS OF 4 -- '---� MATCH EXIST. 123.50 123.20 PRINCESS REALTY, INC. 13. THE TOPS OF EXISTING MANHOLES, INLET STRUCTURES, AND SANITARY CLEANOUT li �t23� 123.20s"J \ \\� (VACANT) TOPS SHALL BE ADJUSTED, IF REQUIRED, TO MATCH PROPOSED GRADES IN v _-________ _ _ PROP(3 D A17 . AStl 123.41 - r 36" METAL PROPOSED CO „/" 22 Ny \ ACCORDANCE WITH ALL. APPLICABLE STANDARDS. \ \\\ COVER TYP. 867 5•F.� PROPOSED 12" FES I V-118.34 14. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF EXISTING TOPOGRAPHIC I I \18"METAL RIM=12256 T [FM, for 1] INFORMATION AND UTILITY INVERT ELEVATIONS PRIOR TO COMMENCEMENT OF ANY ti� \ u�8 QO� I • '� COVER (TYP.) f� , (MATCH EXISTING) 123.20 121.70 A 2 123.35 \ \\\ ` CONSTRUCTION. CONTRACTOR TO ENSURE .75% MIN. SLOPE AGAINST ALL ISLANDS (�INLET I u I ' �_i ROPOSED 6 FES\ PROPOSED DMH WF/12 \\\J\ GUTTERS, CURBS; 1.07 ON ALL CONCRETE SURFACES, AND 1.5% MIN. ON 121.60 RIM=123,20 \ ` ASPHALT, TO PREVENT PONDING. ANY DISCREPANCIES THAT MAY AFFECT THE INV=121.60 -� -X TC=124. PUBLIC SAFETY OR PROJECT COST MUST BE IDENTIFIED TO THE ENGINEER IN BC=12 I • I 5D TC= 123 f245fl 23 - WRITING IMMEDIATELY. PROCEEDING WITH CONSTRUCTION WITHOUT NOTIFICATION IS ?HATCH EX EX BC=12400 \ STORM WATER QUALITY UNIT .30 PROPOSED STORMCEPTOR 450 \ \\\\ \ DONE SO AT THE CONTRACTOR'S OWN RISK. MATCH EXIST. 123.35 RIM=123.20 \ \ ` 15, PROPOSED TOP OF CURB ELEVATIONS ARE GENERALLY 6" ABOVE EXISTING LOCAL LIEU �0�-I 12"METAL \ I TC=124.03 \ \ '� ASPHALT GRADE UNLESS OTHERWISE NOTED. FIELD ADJUST TO CREATE A MINIMUM (� INLET I COVER (TYP.) - �� 1 ❑; 124r 1 2 8C=123.53 VS�/13 \ OF .75% GUTTER GRADE ALONG CURB FACE. ENGINEER TO APPROVE FINAL ` \ ` 24"RCP CURBING CUT SHEETS PRIOR TO INSTALLATION. BC 123,53 121,50 23.35/ 121.70 \ \ \\ \ 1 6. REFER TO SITE PLAN FOR ADDITIONAL NOTES.� � \ 124.30 ••� 1 ` \ CONC. 121,60 -124 -- ` lNF/14 \\ HEADWALL CC 17. IN CASE OF DISCREPANCIES BETWEEN PLANS OR RELATIVE TO OTHER PLANS, THE TC=124.61 123.35 - ` ` W SITE PLAN WILL TAKE PRECEDENCE. IMMEDIATELY NOTIFY THE ENGINEER IN WR71NG \ (3) VENTS 1Z4 TC=124.16} \ WF/15 / OF ANY CONFLICTS. UTILITY BOX BC=123.68t BC-i24.11 TC=124.03 N'�1 t2 P�g-B ON CONC. PAD\ ?y MATCH EX15f. INLET r- 8C-123,53 100' WETLAND 18. CONTRACTOR SHALL BE REQUIRED TO SECURE ALL NECESSARY PERMITS AND `__�\ [� o MATCH EXIST- ry BUFFER `• APPROVALS FOR ALL OFF-SITE MATERIAL SOURCES AND DISPOSAL FACILITIES. 199.33' -124---- -- - ^' -125--- 10 `-_ 124 \ CONTRACTOR SHALL SUPPLY A COPY OF APPROVALS TO ENGINEER AND OWNER Nog°J7'4Z"E GUY WIRE � � � ` \ 606.39' PRIOR TO INITIATING WORK. o ----�`+ 78 or+ 79 0 o 0 0 0 ou- STORM MH�------o----------� -- o-- - - PROPOSED OUTLET -- -124- CONTROL STRUCTURE80 �125� Si INLET 177 -wICONDUITS INLET INLET R1N=123.(}D �i ® sroRM MH �' GRAPHIC SCLE STORY MH STORM MH �- f` 30 0 15 30 60 120 INLET - - -------- --------- -------------- { ]N FEET ) ---- - ----- ----------- ---- 1 inch = 30 ft. INLET INLET INLFT SUFFIELD STREET (PUBLIC - 60' WIDE _ 1969 TOWN LAYOUT) v n a m oro Turnpike Roots BOHLER Southborough, MA 01772 508.480,990D V„ fax: 508.480.9080 N G IN EE R IN G, P.c. www.bohlereng.com z 0 :5 V) o z CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS a ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS Other Office Locotlons: o z z © ■Chalfont, PA ■Melville, NY ■Sterling, VA ■Warren, NJ ■Towson, MD ■Albany, NY < W J C] Z PROJECT: CUMBERLAND FARMS, INC. TITLE: _I o PROPOSED CAR wasH GRADING PLAN Z o `` ASSESSOR'S MAP JB, LOT 20 z z z 841 SUFLIELD STREET, TOWN OF AGAWAM a n HAMPDEN COUNTY, MASSACHUSETTS a a w . D . GOEBEL SY SEY SHEET No; SCALE: 1"=30' DATE: 09/12/05 Lj 0 0 0 0 o z (V) NONE Ln N � `� S DRAWN BY: PROJECT No: Of X � a E BP(; W051620 d PERMITTING ONLY ^ 0 0 fi CHECKED 6Y: CAD I.D. 1 ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING 0 M 00 N PROFESSIONAL ENGINEER %L�5NS E E R RAD W051620ss5 OF 10 SPECIFICATIONS, UNLESS J IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF NOT TO BE USED FOR CONSTRUCTION a o a MAssacHusETTs LICENSE No. 42644 ss cH s N 424THE FIRM. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST IN 9308 v o m r- RHODE ISLAND LICENSE No. 7258 � � T o � CONNECTICUT LICENSE No. 21854 VE E p REV. Na. SIGN, SEAL,DATE, AND DESCRIBE THE FULL. EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE NEW HAMPSHIRE LICENSE No. 10280 CO 23862 SPECIFICATIONS. (NYS EDUCATION LAW SECTION 7209-2) MAINE LICENSE No. 9490 RHOD No. 7990 CONSTRUCTION CHECK DATE 5 UTILITY LEGEND GRADING & UTILITY NOTES: EXISTING PROPOSED DESCRIPTION 1. LOCATION OF ALL EXISTING AND PROPOSED SERVICES ARE APPROXIMATE AND DRAIN PIPE MUST BE CONFIRMED INDEPENDENTLY WITH LOCAL UTILITY COMPANIES PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION OR EXCAVATION. SANITARY SEWER AND \ - - - ALL OTHER UTILITY SERVICE CONNECTION POINTS SHALL BE CONFIRMED INDEPENDENTLY - s SEWER SERVICE BY THE CONTRACTOR IN FIELD PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. 1 \ f ALL DISCREPANCIES SHALL BE REPCRTED IMMEDIATELY IN WRITING TO TOE ENGINEER. G G GAS SERVICE CONSTRUCTION SHALL COMMENCE BEGINNING AT THE LOWEST INVERT (POINT OF CONNECTION) AND PROGRESS UP GRADIENT, PROPOSED INTERFACE POINTS (CROSSINGS) w W WATER SERVICE WITH EXISTING UNDERGROUND INSTALLATIONS SHALL BE FIELD VERIFIED BY TEST PIT PRIOR TO COMMENCEMENT OF CONSTRUCTION. I I \ f OHW OHw OVERHEAD WIRES 2, ALL UTILITIES AND SERVICES INCLUDING BUT N07 LIMITED TO GAS, WATER, ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, \ / N/A UGE&E UNDERGROUND TEL & ELEC. ETC. WITHIN THE LIMITS OF DISTURBANCE SHALL BE VERTICALLY AND HORIZONTALLY I 1 LOCATED. THE CONTRACTOR SHALL USE AND COMPLY WITH THE REQUIREMENTS OF / N/A PROPOSED FUEL SUPPLY LINE THE APPLICABLE UTILITY NOTIFICAT#ON SYSTEM TO LOCATE ALL THE UNDERGROUND \ UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY N/A PROPOSED VENT/VAPOR LINE EXISTING UTILITIES DURING CONSTRUCTION AT NO COST TO THE OWNER. ` ME MATCH EXISTING 3• IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS I I AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE t \ / INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH `1 THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE RELATIVE CODES, IT IS I I / THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD 1 ` IN WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR / TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF WORK AS 1 DEFINED BY THE DRAWINGS AND IN FULL COMPLIANCE WITH LOCAL REGULATIONS / AND CODES. I CASTLE MILL CONDOMINIUM COMPLEX] I / 4. DEFINE AND LOCATE VERTICALLY AND HORIZONTALLY ALL ACTIVE UTILITY AND/OR MAP J8 1 ` / TORPICE ROTEC�TEMS THAT AND MAINTAIN F TO BE ALLL ACTIVE SO STEMSHTHATCONTRACTOR IS BEINGSPONSIBLE I I OTC?7o 1 -/ / REMOVED/RELOCATED DURING SITE ACTIVITY. N/F LANDS OF `( 5, THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE APPLICABLE UTILITY UNITED INVESTORS OF CONNECTICUT \ SERVICE PROVIDER REQUIREMENTS AND IS RESPONSIBLE FOR ALL COORDINATION I I BOOK 4644, PG. 159 1 r ` / REGARDING UTILITY DEMOLITION AS IDENTIFIED OR REQUIRED FOR PROJECT. THE S ` \ n CONTRACTOR SHALL PROVIDE THE OWNER WRITTEN NOTIFICATION THAT THE EXISTING I f IITYI ITIFS ANI) 4FRVICF�, HAVE RFFN TFRMINATFf) AND ABANDONED IN ACCORDANCE IRON PIPE F.M. L 0 T 255] I [F.M. LOT 254] 1 ,� [F.M. LOT 253] WF/1 WITH JURISDICTION AND UTILITY COMPANY REQUIREMENTS. FOUND 4' OF 15" HDPE, F APPROXIMATE S. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF SITE PLAN DOCUMENTS AND I S=D.005 \ y/ ARCHITECTURAL DESIGN FOR EXACT BUILDING UTILITY CONNECTION LOCATIONS, LOCATION OF DMH 9' OF 15" HDPE \ �� / GREASE TRAP REQUIREMENTS/DETAILS, DOOR ACCESS, AND EXTERIOR GRADING. THE NOT FIELD VERIFIED - 1 - -S=0_005 UTILITY SERVICE SIZES ARE TO BE DETERMINED THE ARCHITECT. THE O0 CONTRACTOR SHALL COORDINATE INSTALLATION OFF UTILITIES/SERVICES WITH THE _ ` �/� INDIVIDUAL COMPANIES, TO AVOID CONFLICTS AND ENSURE PROPER DEPTHS ARE j2L(,QL' 509"57'42"W 100� WETLAND WF/2 Q ACHIEVED, THE JURISDICTION UTILITY REQUIREMENTS SHALL ALSO BE MET, A5 WELL BUFFER (SEE NOTE PROPOSED �� / / AS COORDINATING THE UTILITY TIE-INS/CONNECTIONS PRIOR TO CONNECTING TO INLET lNLL'T 1.B ON SITE PLAN)PROPOSED DMH RIP RAP ` ` �/L THE EXISTING UTILITY SERVICE. WHERE CONFLICTS EXIST WITH THESE SITE PLANS, QS� / ENGINEER IS TO BE NOTIFIED PRIOR TO CONSTRUCTION TO RESOLVE SAME. \� GRT=122.41 GRT 122.73 RIN=122.40± (ME) INV=118.81 INV=118,08 -` INV=117.41± (M WF/3 / WF/5 WF/6 00 p` 7, WATER SERVICE MATERIALS, BURIAL DEPTH, AND COVER REQUIREMENTS SHALL BE 'f!p SPECIFIED BY THE LOCAL UTILITY COMPANY, CONTRACTOR'S PRICE FOR WATER SERVICE SHALL INCLUDE ALL FEES AND APPURTENANCES REQUIRED BY THE UTILITY 15 RCP - y PROPOSED 15" FES O �+ �Q TO PROVIDE A COMPLETE WORKING SERVICE. s /4 INV = 117.26 O, 3' OF 12' HDPE, CV 8. ALL NEW UTILITIES/SERVICES, INCLUDING ELECTRIC, TELEPHONE, CABLE TV, ETC. S=0.02 ` ` �� ARE TO BE INSTALLED UNDERGROUND. ALL NEW UTILITIES/SERVICES SHALL BE 12" I PROPOSED STORMCEPTOR 90D WF/7, /� INSTALLED 1N ACCORDANCE WITH THE UTILITY/SERVICE PROVIDER INSTALLATION STORM WATER OUAUTY UNIT Q�0 SPECIFICATIONS AND STANDARDS. APPROX ITY LOG. U.G. CAS PER MAP J$ I RIM=120.00± NE \ ` /Q 9. SITE GRADING SHALL BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND INLET UTILITY MARKOUT I PROPOSED £B ( GRT=122.60 r BLOCK 1 l RIM=122.15#(ME) INV IN=117.36± SPECIFICAT#DNS AND THE RECOMMENDATIONS SET FORTH IN THE GEOTECHNICAL - G----- G� T-- G J w --- G LOT 20 ! INV=117.4$ INV OUT=i 17.Z8± (0 REPORT REFERENCED IN THIS PLAN SET. THE CONTRACTOR SHALL BE RESPONSIBLE VHS RELATY I ` /�� FOR REMOVING AND REPLACING WITH SUITABLE MATERIALS AS SPECIFIED IN THE BOOK 5535, PG. 510 WF/$ / GEOTECHNICAL REPORT. ALL EXCAVATED OR FILLED MATERIAL SHALL BE COMPACTED AS OUTLINED IN THE GEOTECHNICAL REPORT. MOISTURE CONTENT AT TIME OF PLACEMENT SHALL BE SUBMITTED IN COMPACTION REPORT PREPARED BY A I I [PARCEL 'C] I I PROPOSED 2" WATER SERVICE - / � QUALIFIED GEOTECHNICAL ENGINEER, REGISTERED WITH THE STATE WHERE THE PROPOSED ELECTRIC METER TO BE I 5' DEPTH TO WATER LINE TO BE WORK IS PERFORMED, VERIFYING THAT ALL FILLED AREAS AND SUBGRADE AREAS 1` I 'FAMILY WIRELESS' I COORDINATED WITH ELECTRIC I MAINTAINED AT ALL LOCATIONS WITHIN THE BUILDING PAD AREA AND AREAS TO BE PAVED HAVE BEEN COMPACTED I I "WEST C05r VIDEO" COMPANY ` IN ACCORDANCE WITH THESE PLANS AND SPECS AND THE RECOMMENDATIONS SET PROPOSED SANITARY/WATER PROPOSED 6" FES INV=121,50 WF/9 FORTH IN THE GEOTECHNICAL REPORT. SUBBASE MATERIAL FOR SIDEWALKS, CURB, MULTIPLE ELEC. PANEL L , PROPOSE➢ PARTICLE AND GRITOR ASPHALT SHALL BE FREE OF ORGANICS AND OTHER UNSUITABLE MATERIALS, •a & ELEC. METER APPROXIMATE LOCATION OF CROSSING: CONTRACTOR TO ENSURE L SANITARY INVERT TBD SEPARATOR. CONTRACTOR TO COORDINATE SHOULD SUBBASE BE DEEDED UNSUITABLE BY OWNER OR OWNER'S 1 STORY \\"o I PROPOSED WYE CONNECTION I AT LEAST 10' OF HORIZONTAL '\ REPRESENTATIVE, SUBBASI IS TO BE REMOVED AND FILLED WITH APPROVED FILL PROPOSED WATER SERVICE WITH PLUMBING INSPECTOR TO ENSURE SONRY BUILDING I PARTHENON (HATCH EXISTING INVERT). I SEPARATION AND 18" OF VERTICAL MATERIAL COMPACTED AS DIRECTED BY THE GEOTECHNICAL REPORT. POINT OF CONNECTION COMPLIANCE WITH STATE PLUMBING CODE c� RESTAURANT" CONTRACTOR SHALL OBTAIN I SEPARATION BETWEEN WATER AND "CV5" INV = 118.72 10. ALL FILL, COMPACTION, AND BACKFILL MATERIALS REQUIRED FOR UTILITY \\ I INVERT INFORMATION AND I SEWER PIPES. OTHERWISE \ PROPOSED AREA DRAIN I I I DETERMINE UPSTREAM INVERTS I CONTRACTOR SHALL ENCASE PIPES lHV=121.94 INSTALLATION SHALL BE A5 PER THE RECOMMENDATIONS PROVIDED IN THE I t STORY I BEFORE CONSTRUCTION BEGINS. I IN CONCRETE 10' IN EITHER 10' OF 6" PVC, GEOTECHNICAL REPORT AND SHALL BE COORDINATED WITH THE APPLICABLE UTILITY NY WIDE DRAINAGE COMPANY SPECIFICATIONS. MAP J8 , 11 I MASONRY BUILDINC 1 I I #A 5=0.01 MIN WF/1Q EASEMENT NOTIFY ENGINEER OF RECORD IF DIRECTION FROM THE POINT OF _ _ BLOCK 1 �\ I 1 C NF IC S X1 T. ! CROSSING \\ PROPOSED ROOF DRAIN 3B OF 6" CORRUGATED 11. THE CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH THE LATEST OSHA LOT 19 'CUMBERLAND FARMS " � STANDARDS AND REGULATIONS, OR ANY OTHER AGENCY HAVING JURISDICTION FOR / - J' 2O` OF B PVC, `(TYP. OF 4) METAL PIPE, 5=0.41 MIN EXCAVATION AND TRENCHING PROCEDURES, THE CONTRACTOR IS RESPONSIBLE FOR N F LANDS OF �_ _ _-- _ _�__ __ " I - -- 137 OF 6 PVC, _ - 5, 10101 MIN z " WETLAND AVdAM CVS REALTY, LLC 1 1 0 4 OF 6 HDPE, S=O.Ot MIN DELINEATION LINE DETERMINING THE "MEANS AND METHODS" REQUIRED TO MEET THE INTENT AND 5=0.0f M NTT VAP J8 BOOK 10451, PG. 314 } \\ 1 1 3' OF 12" HDPE, S=0,01 PERFORMANCE CRITERIA OF OSHA, AS WELL AS ANY OTHER ENTITY THAT HAS WF/11 BLOCK 1 JURISDICTION FOR EXCAVATION AND/OR TRENCHING PROCEDURES. [PARCEL 'E3 ] ` + _ i PROPOSED LEVEL SPREADER ` LOT 21 S p-------- -_-�I I (NOT FIELD LOG. UG. S° SAN. PROPOSED WITH RIP RAP ` N/F LANDS OF 12. PAVEMENT SHALL BE SAW CUT IN STRAIGHT LINES TO THE FULL DEPTH OF THE I -- --- i / (NOT FIELD VERIFIED) TRENCH DRAIN PRINCESS REALTY, INC, EXISTING PAVEMENT. ALL DEBRIS FROM REMOVAL OPERATIONS SHALL BE REMOVED 0 ~ ff (TYP. OF 2) PROPOSED 12" FES ` (VACANT) FROM THE SITE AT THE TIME OF EXCAVATION, STOCKPILING OF DEBRIS WILL NOT \\ I PROPOSED CB ' PEIp¢$1*i INV=11S.36 BE PERMITTED. v 1 r }------- -----� 36' METAL RIM=122.56t(ME) 13. THE TOPS OF EXISTING MANHOLES, INLET STRUCTURES, AND SANITARY CLEANOUT FINV=119�56 861 Sf:t 30' OF 12" HDPE, S=0.005IIcoVER (rrP.� 18' METALFF x F.M. LOT 1] I • •� COVER �TYP.) r �-- / ` PROPOSED STORMCEPTOR 450 TOPS SHALL BE ADJUSTED, IF REQUIRED, 70 MATCH PROPOSED GRADES IN 4 1 6 8�0r1 IF� I Ir' STORM WATER QUALITY UNIT WF/12 ACCORDANCE WITH ALL APPLICABLE STANDARDS. INL 6' MA 1 I I I t� 20' OF 6" PVC, ` ` RIM=123.2) 14. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF EXISTING TOPOGRAPHIC •� ` ART--122.82 I ui I ®o r L' �`�- S=0.01 MIN I INV IN=118.76 ` INFORMATION AND UTILITY INVERT ELEVATIONS PRIOR TO COMMENCEMENT OF ANY APPRLIX. LOG U.G. 3) 8,000 GAL. VNV=11867 I I r INV OLI13.51 CONSTRUCTION. CONTRACTOR TO ENSURE .7SS� MIN. SLOPE AGAINST ALL ISLANDS I 1 FUEL TANKS 9 OF 6 HDPE, PROPOSED • \ GUTTERS, CURBS; 1.0% ON ALL CONCRETE SURFACES, AND 1.5% MIN. ON Al PROX LOC. U.G. TELE, PER I I 154' OF 12 HDPE, 5=0.01 MIN I PROPOSED DMH RIP RAP " � RIM=123.20 ASPHALT, TO PREVENT PONDING. ANY DISCREPANCIES THAT MAY AFFECT THE I UTILITY MARKOUT I `��o�UQ o �� I 12'METAL S=0.005 PROPOSED 6 FES ` " ��j PUBLIC SAFETY OR PROJECT COST MUST BE IDENTIFIED TO THE ENGINEER IN I INV=121.50 INV INI(12 )=110.79 WRITING IMMEDIATELY. PROCEEDING WITH CONSTRUCTION WITHOUT NOTIFICATION IS (� INLET 0 I I I I COVER (rYP.) \ WF/13 `�j, » .; {� V` GRT=123.11 � I-� -- 0 I INV IN(6")=11R.29 `� ` Z4 IMP DONE SO AT THE CONTRACTOR'S OWN RISK. INV-12(}31 --J PROPOSED UNDERGROUND PROPOSED LIMIT OF INV OUT=118.79 ` INV--117.29 15, PROPOSED TOP OF CURB ELEVATIONS ARE GENERALLY 6" ABOVE EXISTING LOCAL ` 1 APPROX. LOG U.G. ELEC. PER TELEPHONE AND ELECTRIC WORK/SAWCUT LINE (TYP)� APPRO . LOC. U.G. GAS PER UTIV PROPOSED DETENTION ASPHALT GRADE UNLESS OTHERWISE NOTED. FIELD ADJUST TO CREATE A MINIMUM I UTILITY MARxOUT SERVICES I - MARKOU ` BASIN CONC: OF .75% GUTTER GRADE ALONG CURB FACE, ENGINEER TO APPROVE FINAL 7' OF 6" HOPE, 5=0.01 vvr/14 . HEADWALL CON CURBING CUT SHEETS PRIOR TO INSTALLATION, " vV PROPOSED 2" PROPOSED OUTLET wF/15 w/D) 16. REFER TO SITE PLAN FOR ADDITIONAL NOTES, APPROXIMATE LOCATION OF 6 SEWER (3) VENTS I APPROX. LOC. U.G TELE. PER �� UTILITY BOX WATER SERVICE -/ CONTROL STRUCTURE �3 UTILITY MARKOUT \ P.O.B. I SERVICE. CONTRACTOR TO VERIFY a,� / / "I / "'� RIM=123.00 ! ON CONC PAD �// 1 INLET 100' WETLAND 17. IN CASE OF DISCREPANCIES BETWEEN PLANS OR RELATIVE TO OTHER PLANS, THE SIZE, LOCATION AND INVERTS UPSTREAM �a _ _ BEFORE CONSTRUCTION BEGINS J��'� L OKIINV 1I ,34 INV OUTt�119.36 BUFFER o /16 SITE PLAN WILL TAKE PRECEDENCE. IMMEDIATELY N071FY THE ENGINEER IN WRITING 199.33' _ OF ANY CONFLICTS. GUY WIRE 606.39' 18. CONTRACTOR SHALL BE REQUIRED TO SECURE ALL NECESSARY PERMITS AND - O 010 O _ - - - - - DH - G APPROVALS FOR ALL OFF-SITE MATERIAL SOURCES AND DISPOSAL FACILITIES. E __- - c -- -- --- - - -- - - - - --- - -I- G 8 G- -- - - - - - - - -- 7� - ----- - r-- - - - -- CONTRACTOR SHALL SUPPLY A COPY OF APPROVALS TO ENGINEER AND OWNER PRIOR TO INITIATING WORK. STORM MH �2a - - APPROX. LOG. U.G. 8 WATER ��. /8 " 81 RIM=12 12 RCP �Pt, 15 RCP=-- INV=119 3 -- - -1N - w----L7 ---_. '�-_ � w-_--_w-- - w--- T w-- - w� � w-�_-- w- --- w-- w_ - w- - -- w---- w - w- -w- - w � R1=123.-? w/COND#e CRT=123.016 GRT=123.19 - -- - - -- STORM MH APPROX l�QC U.C. ELEC. PER INV==119.99 1NV=i20.06 INV=119.59 B STORM MH � 15»RCP STL)RM MH - 15 RCP RIM=125.47 UnLfTYMARKovr R = INLET = fNv-l17.62A GRAPHIC SCALE INV=116,95 A � // - (1_ _ _ w INV=117378 RIM=12318 d � (� GRT=123.32 �jNV 118.398 w- - - w- - W- _ - w yv --- W----- vm----- w---- - w-� () A INV-116.84() 8"SAN• INV=117,13 1ti INV=I 18.80(g) g" N, _ INV=120.12 W so o 15 as eio iza ----- w--- 72 mu- ----w-7Z"R7P- __- -w---- -w- - - w--- - w -- - w - w � B -- --- ----------------- _ _-------- ------------------------ --- --------- _------------------ _ APPROXIMATE LOCATION OF PROPOSED� oy PROPOSED 2 WATER SERVICE CONNECTION TO EXISTING I SAN. MH TRANSFORMER PAD (IF REQUIRED), CONTRACTOR PROPOSED MAIN TO BE COORDINATED WITH LOCAL WATER RIM=124.55 ( IN FEET ) INLET INLET INLET PROPOSED CONNECTION TO EXISTING TO COORDINATE PAD REQUIREMENTS & LOCATION WATER SERVICE COMPANY. CONTRACTOR TO VERIFY ACTUAL LOCATION, INV=118.75(A) 1 inch = 30 ft. GRr 122.66 GRT=122.99 CRT=123,06 ELECTRIC AND TELEPHONE SERVICES WITH LOCAL UTILITY COMPANY. GATE VALVE INV=119.6n CONDITION AND SIZE OF EXISTING SERVICE PRIOR TO JNV=118.05(B) �;� CONTRACTOR TO COORDINATE W.IT1i ORS1CIUZ LBE,4TIN Of §AWCUT LIKE INWI.UT1159 OE 4fw 5EK6E. EACH UTILITY COMPANY FOR PROPOSED WATER SERVICE J APPROX LOG: U.G. 8" WA TER RESPECTIVELY) SUFFIELD STREET APPROX LOG. U G. ELEC. do TELE. (NOT f1ELD VERIFIFD) (NOT FIELD VERIFIED) (PUBLIC - 6 0' WIDE - 1969 TOWN LAYOUT) BEFORE CONSTRUCTION BEGINS, THE CONTRACTOR SHALL DIG A TEST PIT AND VERIFY THAT THE GROUND WATER ELEVATION IS AT LEAST ONE FOOT BELOW THE INVERT OF THE PROPOSED DETENTION BASIN. NOTIFY THE TOWN ENGINEERING DEPARTMENT WHEN THE TEST o a U g - 352 Turnpike Rood PIT IS SCHEDULED TO BE EXCAVATED. NOTIFY THE ENGINEER OF RECORD OF TEST PIT RESULTS, BOHLER Southborough, MA 01772 508.480.9900 fax; 508,480.9080 z - ENGINEERING, P.c. www.bohlereng.com ALL ALL EXCAVATION WITHIN SUFFIELD STREET W MUST BE BACKFILLED UTILIZING PLOWABLE a z CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS 2 Other Office Locations; FILL PER TOWN OF AGAWAM STANDARDS z z o ■Cholfont, PA ■Melville, NY ■Sterling, VA ■Warren, NJ ETowson, MD ■Albany, NY m W g PROJECT: CUMBERLAND FARMS, INC, TITLE: z `� m PROPOSED CAR WASH DRAINAGE &0 z Q o ASSESSOR'S MAP J8, LOT 20 g 3, z 3 z 841 SUFFIFLD STREET, TOWN OF AGAWAM UTILITY PLAN o_ o o HAMPDEN COUNTY, MASSACHUSETTS � a a Q a SCALE: 1"=30' DATE: ui w w w w w W.D . GOEBEL S �� URSEY V NONE 09/12/05 SHEEP No: E S o STEPH DRAWN BY: PROJECT W BPG W051620 PERMITTING ONLY 0 a 0 0 0: V ANY PERSON IS PROH181TED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING CHECKED BY: CAD I.D. #: N �, PROFESSIONAL ENGINEER L\ EER RAID WO51620ss5 OF 10 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF NOT TO BE USED FOR CONSTRUCTION T o p a MASSACHUSFTTS LICENSE No, 42644 I N 3s4za 0 9308 cV RHODE ISLAND LICENSE No. 7268 THE FIRM, IN THE EVENT SUCH ALTERATICNS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST 0 CONNECTICUT LICENSE No. 21854 v 8iio REV. Nv, SIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE SPECIFICATIONS. (NYS EDUCATION LAW SECTION 7209-2) NEW HAMPSHIRE LICENSE No. 10280 Co SE No. 23662 `n ") N MAINE LICENSE No. 9490 RHODE E LA LICENSE No. 7990 CCNSTRl1CTIDN CHECK DATE `J 1 \ 1 \ i I \ i I � 1 � i I CASTLE HILL CONDOMINIUM COMPLEX I 1 \MAP J8 LANDSCAPE SCHEDULE \ / BLOCK 1 1� LOT ??? o KEY � 0 NI�,��_CAL NAME COMMON NAM SIZE REMARK N F LANDS OF !' � \ / EVERGREEN. HRUB UNITED INVESTORS OF CONNECTICUT IGC 14 ILEX GLABRA COMPACTA DWARF INKBERRY HOLLY 24-30" 05 CAN I BOOK 4644, PG, 159 1� PROPSED LIMIT OF INVASIVE SPECIES JCPC 6 JUNIPERUS CHINENSIS 'PFITZERIANA COMPACTA' COMPACT PFITZER JUNIPER 18-24" SPRD. #3 CAN d REMOVAL (TYP.) C, / TH 10 "TAXUS MEDIA "HICKSII" HICKS YEW 30-36" 13+9 IRON PIPE �F.M. LOT 255] I [F.M LOT 254] rzr, (F,�1 LOT 253] � FOUND NF/1 0E \ 9s� 3$ 1 lit- GIUUM ZMW 1 �� CA 5 CLETHRA ALNIFOLIA SUMMERSWEET CLETHRA 24-30" J3 CAN MP 5 MYRICA PENSYLVANICA NORTHERN BAYBERRY 30-36" B+B _ _ T� pp PFA 6 POTENTILLA FRUTICOSA 'ABBOTSWOOD' ABBOTSWOOD CINQUEFOIL 18-24' #3 CAN 524.94 -� -�• \ ` . / SJLP 7 SPIREA JAPONICA 'LITTLE PRINCESS' LITTLE PRINCESS SPIREA 15-18, #3 CAN WF 50S'57'42"W 100' w�r�ANa 2\, O VC 4 VACCINlUM CORYMBOSUM HIGHBUSH BLUEBERRY 30-36' #5 CAN c BUFFER (SEE NOTE O], '�f / .27 1.B ON SITE PLAN) \ �/ \ , ��✓ /G?y NOTE: IF ANY DISCREPENCIES OCCUR BETWEEN AMOUNTS SHOWN IN THE PLAN AND THE PLANT LIST, THE. PLAN SHALL DICTATE. 25 REAR YARD SETBACK 25' REAR YARD SETBACK wFJ3 WF/ �0 / } \ / a \�I1 WF/4 \.11 00, cp M A�' J 8 I CONTRACTOR TO REMOVE ALL INVASIVE ` BLOCK 1 I SPECIES. REMOVAL SHALL BE IN '�r 411� :Nw: LOT 20 I ACCORDANCE WITH PROCEDURES /�VHS RELLYTY ! OUitJNED BY VEGETATION CONTROL �� a BOOK 5535, PG. 510 — SERVICES, INC. (TYP.) WF/8 [PARCEL 'C'] I 'FA MkY WRELESS" II I •WEST COST SIDED Ll \ I PROPOSED HYDROSEED LAWN WF/g 4 (6" TOPSOIL, TYP.) MASONRY BUILDING PARTXENCIN 12I COL �CaC�©�CC�pC �� Lr L] 7 CVS" RESTAURANT" I STORY , I � a 06 JCPC MAP J8 I MASONRY BUILDING I I 3 PFA WF/10 30' WIDE DRAINAGE EASEMENT BLOCK 1 I LOT 19 'CUMBERLAND FARMS" N F LANDS OF - - -------- r�--- ------ WETLAND AGAWAM CVS REALTY, LLC I — 4`� 1 ` DELINEATION LINE MAP J8 BOOK 10451, PG. 314 i I - k wF/ i BLOCK 1 [PARCEL 'B'j I� \ LOT 21 ----------'=J� 3 PFA ` Y ^'s .., r, r} + N/F LANDS OF Q PRINCESS REALTY, INC. PROPO M CAR WASH �'a 5 MP VACANT) I rff R*i e 5 CA \ .[EM. LOT r] J ;®; 114,10 4 VC CONTRACTOR TO REMOVE ALL INVASIVE WF/12 j •« APPROX. LOCATION OF EXISTING- 10 TH{ ACCORDANCE WITH PROCEDURES SPECIES. REMOVAL SHALL BE IN Oa I 1 � SHRUBS TO REMAIN UTILIZE TREE • OUTLINED BY VEGETATION CONTROL \ PROTECTION FENCING} SERVICES, INC. (TYP.) \ Y� \ WF/13 �j, 3s FRONT YARD SETBACK \ IRRIGATION NOTE: 35 FRONT YARD SETBACK 1 _ 7IGC CONTRACTOR TO PROVIDE AN IRRIGATION DESIGN \ \ ` FOR BOTH LAWN & BED AREAS_ DESIGN IS TO BE 7IGC ` WF/14 Cl SUBMITTED TO THE PROJECT LANDSCAPE ARCHITECT y y ]] WF/15 w/ FOR IS AT AC PRESSURE ND APPROVAL. V L. CONTRACTOR ON TODESIGN,ACTOO R FY P.O.B. F 8 19� 100' WETLAND ~� CONTRACTOR I5 ALSO RESPONSIBLE FOR ANY 0 4 tP a "p � ¢ 7 SJLPd Y BUFFER PRESSURE REDUCING DEVICES REQUIRED TO MEET MAXIMUM PRESSURE REQUIREMENT. SYSTEM N09°5742E 606.39' DESIGN TO SHOW ALL VALVES, PIPING, LEADS, . a Q �� _� Q OH o. o - on -oN - - —0H BACK FLOW PREVENTION, METERS AND ____._---_ ___ '� ______-__________-__ -- CONTROLLERS. ALL SLEEVES IN PAVEMENT AREAS APPROX. LOCATION OF EXISTING MUST BE SHOWN. SHRUBS TO REMAIN (UTILIZE TREE - *PROTECTION FENCING) TREES TO REMAIN (UTILIZE TREE APPROXIMATE LIMIT OF INVASIVE o SPECIES REMOVAL (TYP.) PROTECTION FENCING _ GRAPHIC SCALE — 30 p 15 3D so 120 ----------------------- ------ -------------- ------------------------ ------------------------------- - ( IN FEET ) 1 inch - 30 ft. ALL PLANTING MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY ABUTTING THE PARCEL AND INCLUDING THE TREEBELT SHALL BE n a } 352 Turnpike Road MAINTAINED IN A SAFE AND ATTRACTIVE CONDITION " ~ BOHLER Southborough, MA 01772 BY THE OWNER OF THE PARCEL. 508.480.990 J ENGINEERING, P.0 fax: 5�J8.48 090$0 www.bohleren corn z o LI) CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMLNTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS U LU Other Office Locations: o z Z o ■Chalfont, PA ■Melville, NY ■Sterling, VA ■Warren, NJ ■Towson, MD ■Albany, NY '`q ' J V m Z PROJECT: CUMBERLAND FARMS, INC. TITLE: � PROPOSED CAR WASH LANDSCAPE o ASSESSOR'S MAP J8, LOT 20 o 0 0 � 541 SUFFIELD STREET, TOWN OF AGAWAM PLAN a 8 R HAMPDEN COUNTY, MASSACHUSETTS OUj W.D . GOEBEL RSEY SCALE:(V) 1 -No DATE: V NONE 09/12/05 SHLLT Nu z:LU N �? N ^ V) M �`� DRAWN BY: PROJECT No: w .L.I �l w o o BPG W051620 m w Er m a .0 STEPHEN P - n w w to ^1i CHECKED BY: CAD I.D. #: w PROFESSIONAL ENGINEER )FFS$VKAL E' EER RAD W051620ss5 ANY PERSON 1S PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING � �. � N � OF 10 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF o RHODE ISLAND LICENSE o. 68 s I SH�I �Ns 9308 THE FIRM. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST a N v p ^o RHODE ISLANb LICENSE No. 7268 M REV. No. CONNECTICUT LICENSE No. 21854 SIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE N NEW HAMPSHIRE LICENSE No. 1028D core OVAL 23a62 5 SPECIFICATIONS. (NYS EDUCATION LAW SECTION 7209-2) fyIAINE LICENSE No. 9490 RHODE E No. 7990 CONSTRUCTION CHECK DATE TOP COURSE, 1 1/2" 30" 41.x4" WOOD POSTS BINDER COURSE, 1 1/2" LIMIT OF CDNC. PAVED SURFACE ENCASEMENT FINISHED GRADEy N 8" THICKNESS FOR 12" GRAVEL BASE EXIST. ASPHALT a B 40. 0 LE CQNc c TE v,.r/rr k3ER MESH REINFORCED CONCRETE LOCATIONS N � 1"x4" WOOD SLATS (VERY. & HORIZ.) TAR SEAL nn AS REQUIRED Detal! ® I ^" I� I ) J� C - — — — — — ° o UTILITY NEW °EXIST.° �j n C sJa 6 x 6 x 6 0a. W.W.M. 'uS 12" GRAVEL BASE CONC. ENCASEMENT NOT REQUIRED IF ,S___"___,♦ �,_..�,•„_„# ' ��UUUU IJ LL��11JJ LESS �j ass area SAWCUT � CLEAR DISTANCE BETWEEN PIPES 15 0 v NOTES: F 6" g" GREATER THAN 18" I 1. FINAL CONCRETE & PAVING DESIGN SHALT. BE SPECIFIED BY THE OWNER, 0 \. 2. EXISTING SUITABLE GRAVEL MATERIAL MAY BE USED ON SITE IF FEASIBLE, >y T �/� �� O A. 1/4" x 1/2" L.G. �j � �1I118�1 pavement ONSITE CONCRETE & PAVING DETAIL PIN "°• BOLTS WITH z O NUTS & LOCK WASHERS \� fn 353 T T A o SUPPORT PIPE ON r INVERT OF PIPE — — — — — — — 1l1!llilll!!1l11lllllllltlll Ill J NO 0 SCALE 0 B. R5-1 SIGN CONCRETE BLOCK u' III I I I II — III I I III > o C. WHITE LET ERS WHEN PLACING _ 1 1/2'x 1 1/2"x 1/4 GALV. SEAT ANGLE O ENCASEMENT 3000 PSI I II w I � I III SEE GRADING PLAN ¢ o D. WHITE BAR \ \\\/\\/ CONC. FOOTING I �� come Ad�ealy� w/2" STUDS EMBEDDED IN CONC. FOR RIM ELEV. I p E. RED CIRCLE CONCRETE TO BE PLACED AGAINST I L III- I NEENAH TYPE A GRATE COVER o UNDISTURBED EARTH OR SHEETING IFII- CAST IRON CATALOG No. R-4999-FX 0 F. WHITE BACKGROUND TRENCH BOTTOM THE SHEETING IS TO REMAIN IN PLACE III I 1 II �I I TRAP BY OR APPROVED EQUAL I I I�= NEENAH' R3701 NOTES: - PIPE MUST BE BRACED VERTICALLY & HORIZONTALLY TO PREVENT FLOATATION DURING PLACEMENT OF CONCRETE OR APPROVED - ALL CONCRETE ENCASEMENT SHALL BE KEPT 12" BELOW THE BOTTOM OF ASPHALT PAVEMENT 12'G EQUAL 1 SEE GRADING 1 /2 PLAN FOR RIM 1 1/>� » >> MIN. A ELEV DO NOT ENTER SIGN CONCRETE ENCASEMENT DETAIL NOT To SCALE AT UTILITY CIl0 1NG STOCKADE FENCE DETAIL EXTRUDED CONCRETE CURB DETAIL 1 12" NOT TO SCALE NOT TO SCALE FLOW 12' 1'-0" MIN. NOT TO SCALE 5-0.005 MIN, . NOTE: FENCE POSTS TO HE PRESSURE TREATED LUMBER 4 Z,_0„ 0 0 0 0 0 o MIN. (SUMP 0 0 0 0 o c a o 0 o a c ) DISABLED PARKING SIGN - ,o�o„On0 0 ,o,, onono ONLY 4n MIN MIN. 30 ----- --- SEE SITE PLAN FOR INV. WWF 4x4; W1.4xW1,4 1 CEMENT WASH I� 1.) 12"x1 8", 5' TO BOTTOM OF SYMBOL 0 a o 0 0 0 0 0 < o 0 0 o a 2.) LOCATED SO THAT IT CANNOT BE 0 ono 0 ono�o 0 0 o R1-1 SIGN 18 OBSCURED BY A CAR PARKED 1N THE SPACE. (2' BEHIND CURB OR 2' 6" DIA. STEEL PIPE 12,, COMPACTED FILLED WITH CONCRETE /! � BEHIND WALK, AS APPLICABLE) 4"x4" WOOD POSTS 12' 0" GRAVEL SECTION A-A o � RED BKGND 3.) CONFORM TO LOCAL CODES PAINT PIPE YELLO00 W POURED IN PLACE CONCRETE TRENCH DRAIN WHITE LETTERS NOT TO SCALE u I 1"x4" WOOD SLATS (VERY, & HORIZ.) fri FINISHED GRADE p DISABLED STALL 1/4" x 112" LG. PIN HD. BOLTS T FI ARED_ END_ SECTIONS o w rH NUTS & LOCK WASHERS 7"R CIRCLE z 00 1" GROUT J05AM SERIES 58480 CAST IRON CLEANOUT DRESSER COUPLING ° 0 PE THREADED ROD WITH PLUG (SET 9" BELOW GRADE) °o W/�NC NUTS (SEE NOTE) (WATER TIGHT) 4" DIAMETER. o o = 1 -3 I FINISH GRADE I 0 a o I 6" HOPE o °o N III—TIE I ,I B � l { ROOF DRAIN 4" P.V.C. R15ER ° — I — L oIIIIII , e- I � IIIIIIII�III�- (2) 4" P.V.C. 45° BENDS IF 9� 14" LONG #fi III—I II- S'TOP SIGN ry � BARS EACH WAY I I I ° Qe o =I I I- —III— I I—III—III—III T I E—I 6" x 6" x 4" T-REDUCER 1 r 0- THRU PIPE e 4 4 I I I_ II I II — 11 I I I Ij I I A�-----R -_____-I A NOT TO SCALE e �, I I_ TOP VIEW 3000 PSI .3T,�HT SIDE VIL1► 6 4 o CONC. FOOTING uI 4" P.V.C. SEWER ° Q ° _ CONCRETE CRADLE 1'-O" NOTE: WHEELCHAIR SYMBOL PAINT SHALL CONFORM TO THE STRIPING PAINT SPECIFIED 2'-0" DIAMETER III III III III g AND SYMBOL SHALL BE CENTERED IN THE CONCRETE SASE d d —I II — - CLEANOUT DETAIL 1/4" x 1/2" LG. PIN HD. BOLTS STALL. WITH NUTS Sc LOCK WASHERS T NOT To SCALE RESERVED L J �� 12 FRO yl GREEN LETTERS DISABLED PARKING SPACE MIN. PST ° PIPE A H(HAX) H L 24" PARKIN WHITE BACKGROUND PAINTING DETAIL STOCKADE FENCE DETAIL 2'-p" NOT TO SCALE 1210-NP 12" 6.5" 10" Fv- 25" 99" 12" AZURE BLUE NOT TO SCALE u 300 mm 185 264 5 mm 835 7 1210-NP 15" 8.5" 10" 88.5" 25" 20" 1 1810-NP 18" 7.5" L5" 8.5" 32" 35" ° 6s� ]BOLLARD NOTE: FENCE POSTS TO BE PRESSURE TREATED LUMBER 450 mm 190 mm 3110 mm 185 mm 812 mm 590 mra D NOT TO SCALE 2410-NP 24" 7"5" 18" 6.5" 36" 45" WHITE BACKGROUND 800 mm 190 5" 450 A 185 Irl>gfl 900 " 1140 min "HANDICAPPED PARKING ONLY" SIGN 9012-NF 30" 6 m N/A 7.0" 53" 5 B'-�` N VAN BLACK LETTERS 1 1/2" BITUMINOUS CONCRETE TOP COURSE H ACCORDANCE WITH ADA GUIDE LINES) 750 mm 288 mltn 178 mm 1345 mm 1725 mm ACCESSIBLE { 3812-NP 38" 10.5" N/A 7.0" 53" 68" 4" w€DLO WHITE 900 mm 286 mm 178 mm 1345 mm 1725 mm a ° E: PS THREADED ROD If/1fING NUTS PROVIDED FOR END z ° 3 1/2" BITUMINOUS CONCRETE BINDER COURSE CURB STRIPING (TYP.) SECTIONS iE'-24". 90" & Be" END 36CT10N3 TO SS � o PERMANENT MELDED TO PIPE PER 11ANUFACTURIII RSCOIMNDATIONS. Lo 0 4" WIDE AZURE BLUE ° TEMPORARY BITUMINOUS CONCRETE CURB ��■ O q STRIPING TVA. FINISH GRADE IT DAU s 9" m a SAWCUT { ) LIU. !-u_n a EXISTING JACK HAMMER OR SAWCUT SAWCUT R=2" xm: Mu.DncBNsrnxs A&6 NONixAs. o.p. w-a-oa r'�i is-s-rr ' mr-sre PAVEMENT EDGE FOR TEMP. }PAVEMENT EXISTING 6'-4 1/2" "STOP" BAR DETAIL HANDICAP PARKING SIGN DETAIL PAVEMENT o TOPSOIL NOT TO SCALE NOT TO SCALE PAINTED O -o O III_III \ SURFACE COURSE CONCRETE HA AZURE BLUE) HANDICAPPED ''—' —= ,12" PROCESSED GRAVEL BASE COURSI SYMBOL COMPACTED IN 6" LIFTS (54"W x 60"H) II II pogo BITUMINOUS CONCRETE (FLOWABLE FILL (FULL DEPTH) MAY BE II 6 9 J Jo0 0000 BASE COURSE REO'D BY DPW SUPT . 5'-4 I�I , o a o a N PAVEMENT IN GRASS o 0 0 0 —_ _.. ..._. . — 000000000°0 GRAVEL BASE 6" LOAM, SEED AND MULCH 12" MIN. TfII 1)0o°o°00000000 COURSE OR LIMITS OF II a o 0 0 0 0 0 0 0 0 0 0 1'-0" x 2 1 2" PAVEMENT OR CRUSHED STONE FOR SLOPES DISPLACED 10'-0" a' o" 10'-0" _I �0 0 0 0 0 0 0 0 0 0 0 KEY (INCIDENTAL) (INCIDENTAL) PAVEMENT 4 -0 GRANULAR COMPACTED IN MATERIAL I (OR AS REQUIRED BY CODE) —I I IfI 11-I I I I I I I I I. III I I I-I I I.. COMPACTED SUBGRADE T NOTE; (� CONCRETE ((�� jj 7 WHITE ARROW PAINTED ON Eff. EO�IEPETE P4VEMENT Nv 1 �: ALL PAY€AO A �T�ISUR SURFACE IHIFIN uS TEMP ATURqT Of EATER AHAN 07. P GRIST MUMINOUS CONCRETE 1�UR173 DETAIL APPLIED TO A DRY SURFACE WHEN THE TEMPERATURE 15 GREATER THAN 40"F. PAINT SHALL PAVEMENT (SEE SITE PLAN IN 3 COURSES TO MEET I. TEMPORARY PAVEMENT OVER TRENCHES IN STREET TO REMAIN BE APPLIED AT A MINIMUM OF 0.015" (15 MIL) FILM THICKNESS o FOR LOCATION & QUANTITY) EXISTING (INCIDENTAL) OR Dl 7 /� �I pp�� NOT TO SCALE AS SHOWN ON PLANS v FOR A MINIMUM 01 60 DAYS. TEMPORARY PAVEMENT 3" BINDER HANDICAPPED STALL MARKINGS & C o COURSE IN ONE LIFT - COLD PATCH KNOWN AS "QPR" MAYBE USED T ��++r�+ NOTE: EXISTING SUITABLE GRAVEL MATERIAL MAY BE USED ON SITE IF FEASIBLE U WHEN TYPE -1 IS UNAVAILABLE. PARKING LOT STRIPING RIPING DETAIL IF SUITABLE EXCAVATED MATERIAL z o`� (INCIDENTAL) OR GRAVEL BORROW � 2. REMOVE TEMPORARY PAVEMENT AND REPLACE WITH PERMANENT NOT TO SCALE AS DIRECTED —___—._ � PAVEMENT ca o (COMPACTED IN 6" LAYERS) - I a > 352 Turnpike Road Cam \�r\r 3. PAVEMENT THICKNESS TO BE 5" MINIMUM, OR GREATER TO MATCH ~ 0 BOHLER Southborough, MA 01772 \/' EXISTING CONDITIONS. 508.480.9900 GRAVEL BORROW COMPACTED //\\\! € U fax: 508.480.9080 IN 6" LAYERS (INCIDFNTAL) -_----__ — /�r 4. WHFRF PAVEMENT IS CUT 2'-0" OR LESS FROM EDGE OF ROA^, z www.bohleren com REPAVING TO EXTEND TO EDGE OF ROAD. Lu ENGINEERING, P.C. g 2" z o z CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS O.D• =_--j 5. EDGE OF EXISTING PAVEMENT SHALL BE TREATED WITH A TACK Other Office Locations: o z �' ■Chalfont, PA ■Melville, NY ■Sterlin , VA ■Warren, NJ ■Towson, MD ■Albany, NY PAINTED ARROW COAT PRIOR TO PLACEMENT OF THE PERMANENT PATCH. x w z p g 1_� AINTED ARRO f►DETAIL BEDDING COMPACTED IN 6" o 0 LAYERS WITH NO STONE LARGER 6. EXCEPT A5 OTHERWISE DIIRECTED BY THE D.P.W. SUPT., THE EDGE m o � z PROJECT: CUMBERLAND FARMS, INC. TITLE: NOT TO SCALE z z J o PROPQSED GAR WASH CONSTRUCTION THAN 3" IN ANY DIRECTION OF PAVEMENT ADJACENT TO PATCH SHALL BE HEATED WITH z a `` 0 ASSESSOR'S MAP J8, LOT 20 (INCIDENTAL) r f/�i Yj��. INFRARED EQUIPMENT TO SEAL THE JOINTS. Z z c� z g o 0 0 0 841 SUFFIELD STREET, TOWN OF AGAWAM DETAILS 6" MIN. (1'-6 IN LEDGE) IL U � U HAMPDEN COUNTY, MASSACHUSETTS PERMANENT PAVEMENT o 1'-0' T - ... � � a ,l � SCALE:(H) NONE DATE: SHAPE BEDDING TO CONFORM TO LOWER REPLACEMENT DETAIL Lii o � Ld W. D . GOEBEL S. z� 4 �� SriY (V� NONE 09/12/OS SHEET No: O.D. + 2'-0" 10% OF PIPE. PIPE TO BE SUPPORTED � a i 5TEPH BPG W051620 DRAWN BY: PROJECT No: N.T,S. � � � � E o �` FOR THE FULL LENGTH OF THE BARREL, PAY LIMIT EXCAVATE FOR BELLS (INCIDENTAL) o 0 o 0 0 ;' CHECKED BY: CAD I.D. #: ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING N Ld PROFESSIONAL ENGINEER P 0fj4s N ER RAIDW051620535 of 10 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF o o Q MASSACHUSETTS LICENSE No. 42644 s I E F 6424 r T u n\i o m RHODE ISLAND LICENSE No. 7268 °• 9308 THE FIRM.. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST PIPE '1'RLi'NC11 DETAIL o a o M , REV. No, SIGN, SEAI_,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE NEWCON HAMPSHECTICUT LICENSE No. o. 10 CO o. NOT TO SCALE U-) � � N � � NEW HAMPSHfRE LECENSE No. 10280 CONN No. 23862 5 [ SPECIFICATIONS, (NYS EDUCATION LAW SECTION 7209-2) MA€NE LICENSE No. 9490 RHODE ISLAND LICENSE No. 7990 CONSTRUCTION CHECK DATE 24" SQ. HEAVY DUTY FRAME & GRATE C.1.,LeBARON LF-244 3-FLANGE OR APPROVED EQUAL (SEE GRADING & UTILITY SHEET FOR RIM ELEVATIONS) FROM r TEE—WYE BUILDING 4#40E+� / FINISH GRADE � FINISH GRADE CLASS A CONCRETE COLLAR _ BRASS CAP �ep�aILIA p�ao� 24" SQ. HEAVY DUTY FRAME & GRATE TO BE PLACED WHEN op q C.I.,LeBARON LF-244 3-FLANGE OR (SEL RISER od a �g TWO COURSES OF BRICK APPROVED EQUAL (SEE GRADING & PERMANENT PAVEMENT IS 4" TYP, DETAIL) BOLT STAINLESS STEEL ANGLE FRAME OUTLET CONTROL TO OUTLET CONTROL STRUCTURE „ PLACED, PAYMENT UNDER #4 HOOP STRUCTURE WITH STAINLESS STEEL BOLTS �_� �_� =�j f=� �= 2 D =1 I=� �_�,�_�)I�_� MASONARY MINIMUM, FOUR UTILITY SHEET FOR RIM ELEVATIONS) FRAMES AND COVERS" CHISELED v' LocATIpN = I I—"I I—III=III=1 1 I I—I I�1=1I1=I I I= MAXIMUM, BED FRAME AND MARK ON CURB PRECAST REINFORCED 6" A BRICK WORK IN 3/8" MN. FINISH GRADE 6" TYP. / MINIMUM SLOPE 1/4" PER FOOT THICK CONCRETE CONE TO FULL MORTAR BED. _ BRICK COURSES _ _ _ _ _ A \ A "Y" BRANCH OR e k5 OR 8" THICK FLAT VARIES �_�_^ AS REQUIRED DOUBLE LID (WHERE BURIAL _I I �� I I— _ _III— (2 MIN., 4 MAX.) 2'-0" BRANCH "Y, SANITARY SEWER N OI IS SHALLOW). COMPRESSIBLE FILLER h� ! I — _ 1/8 BEND - (BUTYL RUBBER) PRECAST REINFORCED — LONG SWEEPS 1/4" THICK x 1/4" STAINLESS STEEL GRATE. f I - 4'-0 MIN ALL JOINTS I' .I r, � � ( ) NON-SHRINK CONCRETE FLAT SLAB TOP 4 TYP. WELD TO STAINLESS STEEL ANGLE FRAME WITH MORTAR @ PIPE `� #4 TIE OPENINGS ALL _FLOW - GAS TRAP TO CONSIST 6" MIN_ 1" CHAMFER f ^- PLAN 1.5"x1.5" OPENINGS. OF ONE HALF OF A TWO 8" 2'-0" 2" CLEAR STAINLESS STEEL ANGLE FRAME AROUND SEE PLAN INV. PIECE LAP TYPE COUPLING COVER. #6 BUILDING FOR 18" HELICAL OR BUTYL RUBBER o ANNULAR CORRUGATED SEALANT a'-0" E11A• PRECAST REINFORCED d' OUTFLOW PIPE I z ALUMINUM PIPE. ATTACH TO CONCRETE BARREL -- - 2" CLEAR \ ¢ (12" DIA, TYP•) o TEE BRANCH OR SADDLE 5„ I WALL OF CATCH BASIN WITH COVER TEE WITH RUBBER SEAL 12" MIN, N LAG BOLTS AND LEAD (OPENING TO BE DRILLED IN PIPE) . ANCHORS. SEAL JOINT NON-SHRINK 4'.-0" SECTION B—B CO BETWEEN TRAP AND WALL MORTAR 0 PIPE iga12" COMPACTED GRAVELti 5 WITH SILICONE CAULKING. AROUND PLAN ALL �FLow PLAN OF PRECAST SLAB � 048 OVERLAP HALVES (IF NECESSARY) SEE PLAN FOR •� 0 \\\ TO ACHIEVE REQUIRED TTT=1 1=III LENGTH. INV, `r o OD OUTFLOW PIPE B� NOTES COMIPACTED SUBGRADE (SEE GRADING & 1.rrn iTv Di aKi rnP 5" �� NOTE: CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR REVIEW 1. ALL STRUCTURES SHALL BE SUITABLE FOR H-20 LOADING AND SHALL PIPE SIZES) ,lo FOUNDATION CUSh'ION-/ - \ { Np •^nnnOVAL �m,on TO 001•40MUOT10P4. MEET THE REQUIREMENTS OF ASTM C478. 8 72" COMPACTED GRAVEL SECTION /� 2. USE PRECAST FLAT SLAB TOP FOR SHALLOW INVERT APPLICATIONS. _j � TrF r1 TF � TRASH RACK D E TA IL NOT TO SCALE 3. CONTRACTOR SHALL SIZE MANHOLE ACCORDINGLY TO ACCOMMODATE ALL COMPACTED SUBGRADE I DRAINAGE PIPE PENETRATIONS. SECTION A—A STANDARD SANITARY CONNECTION DETAIL TYP. PRECAST CONCRETE CATCH NOT TO SCALE BASIN L/ HOOD PRECAST FLAT SLAB TOP NOTE: REFER TO UTILITY PLAN FOR PIPE SIZES, VERIFY WITH ARCHITECTURAL PLANS. NOT TO SCALE FOR CATCH BASIN CONTACT ENGINEER WITH ANY CONFLICTS PRIOR TO ANY SEWER CONNECTION WORK. NOT TO SCALE DR.CK. BY: Hydro r o Conduit DID BY: \ OUTLET STRUCTURE TOP OF BERM 123.30 � Hydro Conduit CK. BY: �L� Y cK. BY: O-_ STC 450i Precast Concrete Stormceptor DATE: ® STC 9D0 Precast Concrete Stormceptor DATE StOf"mG�eptor 450 U5 Gallon Ca acit StormcWtor 90D U5 Gallon Ca acit SCALE N.T.S. / PROJECT SCALE: N,T,S, PROJFCT. LDcaTiflN DWG,# L©CATIEN: Vv IV FRAME & GRATE TO BE PROPOSED CURB Box WITH SEED WITH GRASS ��,�r.<a.^•-•< LeBARON LA264-2/L26G5 OUTLET MARKED "WATER" (SEE SITE °,I•�� A. OR APPROVED EQUAL STORMCEPTOR FRAME PLAN FOR LOCATION 3) TOP OF GRADE AND COVER TO BE TOP OF GRADE STORMCEPTOR \ LeBARON LC324/L32C4 FRAME AND s•,• .«, -- CURB LINE ; „" .i. OR APPROVED EQUAL Vfl �• �� >,: ;.�. 6' HOPE 5 32' COVER STREET SURFACE b GRADE ADJUSTERS GRADE ADJUSTERS TO 0 �— SUIT FINISHED GRADE 5 IMPERVIOUS CORE a 4 " .. 6" TOPSOIL 6 � OIL BERM TO BE COMPACTED 24" 8" LOW PERMEABILITY FILL 8" a 3D"� PORT �24"0 DETENTION BASIN 6„ OUTLET 1 6" CURB 80X EXTENSION TYPE ARCH PATTERN NOT TO SCALE RISER a HANDLE FOR 4°��, PVC P#PE (Y6110 BASE REMOVABLE VARIES 72"0 7" ME AND TE MIN, 15" HIGH 072„ PORT , DO w/4 CAP VARIES — _ — 24"SO. HEAVY DUTY STORMCEPTOR STORMCEPTOR 2" GROUND KEY CURB STOP AND INSERT I DRAIN, FORDAPPROVED EQUAL LeBARONLaBARO& LFR FRAME 2 44-200 - TRASH GUARD INSERT WEIR (4" HIGH CASTING) OR SEE NOTE APPROVED EQUAL WITH DOWN PIPE INLET J WEIR OUTLET 4 '� PVC PIPE - - CORPORAT1oN STOP OUTLET CLEANOUT/VENT PIPE 7' PROPOSED 2" TYPE K RIM=123.00 OUTLET 6" PROPOSED 2" SERVICE PRECAST CATCH BASIN STRUCTURE RiM=123,00 EXISTING COPPER WATER SERVICE Z, 4"0 OUTLET a ORIFICE WATER MAIN 12" MAX- BASE AND RISER 12 RISER PIPE PLATE 45' -1 a.. 1�- 18" 6 '�ORIFICE o SECTIONS F min. 6Q" INLET I : INLET TEE 24"0 OUTLET a INLET PROPOSED WATER SERVICE CONNECTION TOP=122.3E 4"� INLET 4"� DUTL ° — I OUTLET 8" DROP PIPE RISER PIPE TRASH RACK min• PLAN VIEW OF INSERT NOT TO SCALE DOWN PIPE RISER PIPE SEE DETAIL I (REMOVABLE) NEE IF 8„ 4" ° ° 4 NOTE: 1 •6" DIA, INLET ORIFICE f A MIN. OF 5' OF COVER SHALL BE MAINTAINED 48"0 a 5" OVER THE PROPOSED WATER SERVICE. INV 121,5E 8„ _ SECTION THRU CHAMBER 4" ORIFICE 4" TO 6" INV 121.5E OVERLAP 1.6" ORIFICE a a INSERT DOME AND TEE HERE -' ti !NV 121.5E (TEE OPENINGS TO FACE SIDE WALLS) 8" NOTE SECTION THRU CLAMBER 1, THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED BOND BOTTOM `\ SECTION THRU PLAN VIEW AT THE INLET AND OUTLET WHERE APPLICABLE. BOTTOM OF POND •• � ELLV, 12 l.b0 NOTE 2. THE COVER SHOULD BE POSITIONED OVER THE 24"0 1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED OUTLET RISER PIPE AND THE 6"0 OIL PORT. 6 - 4" ORIFICE AT THE OUTLET WHERE APPLICABLE. 3, THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR INV 121.5E 6" HOPE MORE OF THE FOLLOWING U.S. PATENTS: #4985148, #549$331, CLEANOUT/VENT PIPE AND THE 4"0 INLET DOWN PIPE. #5725760, #5753115, 5849181, #6068765, #6371690. ENLARGED INLET PIPE_ 2- THE COVER SHOULD BE POSITIONED OVER THE 4"� 12" COMPACTED ' 3. THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR MORE TEE DROP PIPE GRAVEL INV=119,36 OF THE FOLLOWING U,S. PATENTS: #4985148, NOTE `� `J"` 5498331 MAINTENANCE SCHEDULE #572�760, #57�J11 #5949181 #6065765, #6371690: Th� STORMC MANHOLE -RAMS AND COVER } MANHOLES 0' TO 8' DEEP SHALL BE ��TO� SHAD. �� INSPECTED POST CONSTR�JCTIOIVj TO BE LeBARON L26C2 COVER �, SINGLE WALL CONSTRUCTION (6 ) QUARTERLY FOR THE FIRST YEAR, AND A MINIMUM OF DNCE A MARKED "Bf�AW WITH LI<116A MANHOLES 8' �0 12' DEEP SHALL eE - - 3. THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR MORE YEAR THEREAFTER. CLEANING WILL BE NECESSARY WHEN THE _ _ DOUBLE WALL CONSTRUCTION (12") SECTION A-A OF THE FOLLOWING U.S. PATENTS: #4985145, #5498331, SEDIMENT LEVEL REACHES 157. OF THE TOTAL STORAGE VOLUME. ELEVATION VIEW #5725760, #5753115, #5849181, #6068765, #6371690. r� 1/2" MORTAR COAT I OUTLET ��/ TLET CONTROL STRUCTURE MAINTENANCE SCHEDULE (OUTSIDE ONLY) THE STORMCEPTOR SHALL BE INSPECTED POST CONSTRUCTION, I NOT TO SCALE QUARTERLY FOR THE FIRST YEAR, AND A MINIMUM OF ONCE A YEAR THEREAFTER. CLEANING WILL BE NECESSARY WHEN THE PRECAST CONC. MANHOLE A A SEDIMENT LEVEL REACHES 15% OF THE TOTAL STORAGE VOLUME. 0 0 U w 10 0 m 352 Turnpike Road BOHLER Southborough, MA 01772 508.480.9900 fox: 508.480.9080 • I z www.bohlereng.com 11 � 1r�� vr1 1� 1� 71�� r�l a� w ENGINEERING, P.C. S T O R M C E A TOR 4501 S T O RN 1°a C E P T �.! R 9 ® O � 6 1 B„ J o � CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS NOT TO SCALE > 2" FILL PAL SIDES ! 0 w J o ■Chalfont, FA ■Melville, NY ■Siefling,tVA Office Loc warren, NJ ■Towson, MD ■Albany, NY NOTTOSAE I J — w Z PROJECT: CUMBERLAND FARMS INC. TITLE: CONSTRUCTION BRICK INVERT TO BE SHAPED WHEN 0w Z o i MANHOLE IS COMPLETED z z :2PROPQSED CAR WASH 6" (TYP.) J d z o " ASSESSOR'S MAP J8, LOT 20 z 3 Z z 841 SUFFIELD STREET, TOWN OF AGAWAM DETAILS 400E PSI CONCRETE AT 28 DAYS 0 ° ° HAMPDEN COUNTY, MASSACHUSETTS 4" OF 3/4" CLEAN � Ix Q I CRUSHED STONE a a. a LL a_ SEY SCALE:(H) NONE DATE: SHEET No COMPACTED SUBGRADE o maow WWWw W. D • GOEBEL S Y � NONE 09/12/05 SECTION A-A SECTION BB � E E o �,�� v�, DRAWN $Y: PROJECT No: O � ff nf S y BPG W051620 STORM S E 11 .IL:.1 R MANHOLE o 0 0 0 0 � CHECKED BY: CAD !.D_ 1 ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING �-,+ -u.-a 1 d � � � � � � PROFESSIONAL ENGINEER ESSIP�I�IE.L EN ER RAID, 1Af051620ss5 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF NOT TO SCALE a MA55AcwusErrs ucLNse No. 4z6aa M A $$ gr�sE o 6424 OF 10 fV b rn � RHaDE ISLAND LICENSE No, 7268 NE ERE LIC 9308 THE FIRM. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST o r c� o MAI CONSIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND OR IN THE NEW HAMPSH LICENSE LIGIE No. o. 10 VIER t REV, No. / NOTE: CONTRACTOR SHALL SIZE MANHOLE ACCORDINGLY � � � N � � NEW P'AMPSHIRE LICENSE No. 102SO CONK 2�862 SPECIFICATIONS. (NYS EDUCATION LAW SECTION 7209-2) TD ACCOMMODATE ALL DRAINAGE PIPE PENETRATIONS. a MAINE LICENSE No. 9490 RHODE 1111 L No. i990 CONSTRUCTION CHECK DATE 5 SECURE PLANTING SPECIFICATIONS ® PLANTING NOTES : "MIRAFI 100X" \ PROPOSED BUILDING FILTER FABRIC 1. PLANT MATERIAL SHALL BE FURNISHED AND INSTALLED AS INDICATED; INCLUDING ALL LABOR, CHICKEN WIRE 1, SCOPE OF WORK A. PLANTING PITS SHALL BE DUG WITH LLVLL BOTTOMS, WITH THE MATERIALS, PLANTS, EQUIPMENT, INCIDENTALS, AND CLEAN-UP. SUPPORT A. THIS WORK SHALL CONSIST OF PERFORMING, CLEARING AND WIDTH TWICE THE DIAMETER OF ROOT BALL. THE ROOT BALL SHALL 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PLANTING AT CORRECT GRADES AND ALIGNMENT, SOIL PREPARATION, FINISH GRADING, PLANTING AND DRAINAGE, REST ON UNDISTURBED GRADE. EACH PLANT PIT SHALL BE LAYOUT TO BE APPROVED BY OWNERS REPRESENTATIVE PRIOR TO INSTALLATION, INCLUDING ALL LABOR, MATERIALS, TOOLS, EQUIPMENT, AND BACK FILLED WITH THE FOLLOWING PREPARED SOIL MIXED 3. PLANTS SHALL BE TYPICAL OF THEIR SPECIES AND VARIETY; HAVE NORMAL GROWTH HABITS; WELL 6" MIN. ANY OTHER APPURTENANCES NECESSARY FOR THE COMPLETION OF THOROUGHLY; DEVELOPED BRANCHES, DENSELY FOLIATED, VIGOROUS FOOT SYSTEMS AND BE FREE FROM DEFECTS AND INJURIES, THIS PROJECT. 4. CONTRACTOR SHALL REPORT ANY SOIL OR DRAINAGE CONDITIONS CONSIDERED DETRIMENTAL TO THE 1/2" DEPTH TYPICAL 2. MATERIALS 1 PART PEAT MOSS GROWTH OF PLANT MATERIAL. 4' CONTRACTION JOINTS A. GENERAL - ALL MATERIALS SHALL MEET OR EXCEED I PART COW MANURE BY VOLUME 5. ALL PLANT MATERIAL SHALL BE GUARANTEED BY THE CONTRACTOR TO BE IN VIGOROUS GROWING SPECIFICATIONS AS OUTLINED IN THE RIDOT MANUAL OF 3 PARTS TOPSOIL BY VOLUME CONDITION. PROVISION SHALL BE MADE FOR A GROWTH GUARANTEE OF AT LEAST ONE YEAR ROADWAY AND BRIDGE CONSTRUCTION 1998 OR APPROVED 21 GRAM 'AGRIFORM' PLANTING TABLETS AS FOLLOWS: FROM THE DATE OF ACCEPTANCE FOR TREES AND SHRUBS, REPLACEMENTS SHALL BE MADE PLAN / ( ) AT THE BEGINNING OF THE FIRST SUCCEEDING PLANTING SEASON. ALL REPLACEMENTS SHALL HAVE EQUAL. 2 TABLETS PER 1 GAL. PLANT A GUARANTEE EQUAL TO THAT STATED ABOVE, PROP. CONC, CURB W B. PLANTS - ALL PLANTS SHALL BE HEALTHY OR NORMAL GROWTH, 3 TABLETS PER 5 GAL. PLANT 6. INSOFAR AS IT IS PRACTICABLE, PLANT MATERIAL SHALL BE PLANTED ON THE DAY OF DELIVERY. FLUSH WITH WALKWAY SEE SITE PLAN / 4 TABLETS PER 15 GAL. PLANT IN THE EVENT THIS IS NOT POSSIBLE, THE. CONTRACTOR SHALL PROTECT STOCK NOT PLANTED. 4" AIR ENTRAINED CONC. / WELL ROOTED, FREE FROM DISEASE AND INSECTS. PLANTS SHALL NOT REMAIN UNPLANTED FOR LONGER THAN A THREE DAY PERIOD AFTER DELIVERY. 4,000 P.S.I. © 28 DAYS C. TOPSOIL - LOAMY SILT, HAVING AN ORGANIC CONTENT NOT LESS a LARGER PLANTS (2) TWO TABLETS PER 1/2" DIAM. ANY PLANTS NOT INSTALLED DURING THIS PERIOD WILL BE REJECTED. PAVEMENT THAN 57, pH RANGE BETWEEN 4,5 -- 7, BE FREE OF DEBRIS, ROCKS OF TRUNK CALIPER 7. QUALITY AND SIZE OF PLANTS, SPREAD OF ROOTS, AND SIZE OF BALLS SHALL BE IN ACCORDANCE BACKFILL AFTER LARGER THAN TWO INCHES (2"), WOOD, ROOTS, VEGETABLE MATTER WITH ANSI Z6.0.1 (REV. 2001) "AMERICAN STANDARD FOR NURSERY STOCK" AS PUBLISHED BY THE INSTALLATION OF APPROVED COMPACTED SUBGRADE AND CLAY CLODS. B. PREPARED 501E SHALL BE TAMPED FIRMLY AT BOTTOM OF PIT, AMERICAN NURSERY & LANDSCAPE ASSOCIATION. INLET FABRIC PROPOSED D. MULCH - DOUBLE SHREDDED HARDWOOD BARK MULCH. FILL PREPARED SOIL AROUND BALL OF PLANT 1/2 WAY, AND 8. ALL PLANTS SHALL BE PLANTED IN AMENDED TOPSOIL THAT IS THOROUGHLY WATERED AND TAMPED AS SECTION BUILDING INSERT PLANT TABLETS. COMPLETE BACK FILL AND WATER BACK FILLING PROGRESSES, PLANTING MIX TO BE AS SHOWN ON PLANTING DETAILS. LARGE PLANTING NOTE: AREAS TO INCORPORATE FERTILIZER AND SOIL CONDITIONERS AS STATED IN PLANTING SPECIFICATIONS. 1. CONTRACTOR IS TO CLEAN INLET 3. FERTILIZER AND SOIL CONDITIONER THOROUGHLY. 9. PLANTS SHALL NOT BE BOUND WITH WIRE OR ROPE AT ANY TIME SO AS TO DAMAGE THE BARK OR FILTER AFTER EVERY STORM 1. MIN. CROSS SLOPE 1/4" PER FOOT PITCHED AWAY FROM BUILDING, BREAK BRANCHES. PLANTS SHALL BE HANDLED FROM THE BOTTOM OF THE BALL ONLY. 2, CONTRACTOR TO REMOVE FABRIC 2. PROVIDE 1/2" PRFMOLDED BITUMINOUS EXPANSION JOINT AT 12' INTERVALS. A. ORGANIC FERTILIZER - SHALL BE PROCESSED SEWER SLUDGE C. ALL PLANTS SHALL BE SET SO THAT, THEY REAR THE SAME RELATION 10. PLANTING OPERATIONS SHALL BE PERFORMED DURING PERIODS WITHIN THE PLANTING SEASON WHEN AND MESH JUST PRIOR TO WITH MINIMAL CONTENT OF 1% NITROGEN AND 2% PHOSPHORIC TO THE REQUIRED GRADE AS THEY BORE TO THE NATURAL GRADE WEATHER AND SOIL CONDITIONS ARE SUITABLE AND IN ACCORDANCE WITH ACCEPTED LOCAL PRACTICE. PAVING. PLANTS SHALL NOT BE INSTALLED IN TOPSOIL THAT IS IN A MUDDY OR FROZEN CONDITION. ALL PLANT rg t �} �p� �j ACID,. EQUAL TO 'NITROHUMIS . BEFORE BEING TRANSPLANTED. MATERIAL SHALL BE SPRAYED WITH 'WILT INLET FILTER DETAIL -PRUF' OR EQUAL AS PER MANUFACTURER'S INSTRUCTIONS. ONSI E SIDEWALK DETAIL B. ORGANIC FERTILIZER AND SOIL CONDITIONER - SHALL BE 'GRO- D. PREPARE RAISED EARTH BASIN A5 WIDE AS PLANTING HOLE OF 11 NO PLANT, EXCEPT GROUND COVERS, SHALL BL PLANTED LESS THAN TWO FEET FROM EXISTING NOT TO SCALE POWER' AND ORGANIC BASE MATERIALS COMPRISED OF STRUCTURES AND SIDEWALKS. NOT TO SCALE EACH TREE. DECOMPOSED ANIMAL AND VEGETABLE MATTER AND COMPOSTED TO 12. SET ALL PLANTS PLUMB AND STRAIGHT, SET AT SUCH LEVEL THAT, A NORMAL OR NATURAL RELATIONSHIP SUPPORT BACTERIAL CULTURES, CONTAINING NO POULTRY, ClvvlN yr Ir1t rV lvl vYll" Ir1r t,NIJUNU DJMrhtl,t uvILL nt C�)IIAnLIJr1LU. wlr�rr_ rLFINT IN Tric E. WATER IMMEDIATELY AFTER PLANTING. WATER SHALL BE CENTER OF THE PIT. 2 RE-BARS, STEEL PICKETS OR ANIMAL OR HUMAN WASTE. GUARANTEED ANALYSIS (5-3-1) APPLIED TO EACH TREE AND SHRUB IN SUCH MANNER AS NOT TO NITROGEN 5%. PHOSPHATE 3�, POTASH 17;. 50� HUMUS AND 13. ALL INJURED ROOTS SHALL BE PRUNED TO MAKE CLEAN ENDS BEFORE PLANTING UTILIZING CLEAN, 2"x 2" STAKES 1 1/2' TO 2' IN bISTURB BACK FILL AND TO THE EXTENT THAT ALL MATERIALS IN SHARP TOOLS. IT IS ADVISABLE TO PRUNE APPROXIMATELY 1/3 OF THE GROWTH OF LARGE TREES GROUND, DRIVE STAKES FLUSH 157 �UMIC ACIDS. (2" CALIPER AND OVER) BY THE REMOVAL OF SUPERFLUOUS BRANCHES, THOSE WHICH CROSS, NOTES: WITH BALES THE PLANTING HOLE ARE THOROUGHLY SATURATED. THOSE WHICH RUN PARALLEL, ETC, MAIN LEADER OF TREES WILL NOT BE CUT BACK. LONG SIDE 4. GENERAL WORK PROCEDURES BRANCHES, HOWEVER, MUST BE SHORTENED. 1. NO SOIL OR MULCH SHALL BE PLACED AGAINST ROOT COLLAR OF PLANT. A. LANDSCAPE WORK SHALL COMMENCE AS SOON AS THOSE PORTIONS F. PRUNE ALL PROPOSED TREES DIRECTLY ADJACENT TO WALKWAYS 14. EACH TREE AND SHRUB SHALL BE PRUNED IN ACCORDANCE WITH STANDARD HORTICULTURAL 2• REMOVE ALL ROPE FROM TRUNK & TOP OF ROOT BALL. FOLD BURLAP BACK 1/3 FROM TOP OF ROOT BALL OF THE SITE ARE AVAILABLE. CONTRACTOR TO UTILIZE WORKMANLIKE TO A MIN. OF 7' BRANCHING HEIGHT. PRACTICE TO PRESERVE NATURAL CHARACTER OF PLANT. PRUNING SHALL BE DONE WITH 3, PLANTING DEPTH SHALL BE THE SAME AS GROWN IN NURSERY. CLEAN, SHARP TOOLS. 4. THOROUGHLY SOAK THE TREE ROOT BALL AND ADJACENT PREPARED SOIL SEVERAL TIMES DURING THE ANGLE FIRST STAKE TOWARD �. STANDARDS IN PERFORMING ALL LANDSCAPE CONSTRUCTION. THE SITE APPROVED FILTER FABRIC MEET 15 TO BE LEFT IN A CLEAN STATE AT THE END OF EACH DAYS WORK. g, GROUND COVER FIRST MONTH AFTER PLANTING AND REGULARLY THROUGHOUT THE FOLLOWING TWO SUMMERS. APPLICABLE STATE/TOWN REGULATION WOOD OR METAL PREVIOUSLY LAID BALE 15. ALL EXISTING TREES TO REMAIN SHALL BE PRUNED TO REMOVE ANY DAMAGED BRANCHES AS A ALL DEBRIS, MATERIALS, AND TOOLS SHALL BE PROPERLY STOCKPILED RESULT OF CONSTRUCTION OPERATIONS. ALL EXISTING TREES SHALL BE FERTILIZED WITH A REGULAR 5. THE BOTTOM OF PLANTING PIT EXCAVATIONS SHOULD BE ROUGH TO AVOID MATTING OF SOIL LAYERS SPECIFICATIONS (3'-0" WIDE} FENCE POSTS SPACED A, ALL GROUND COVER AREAS SHALL RECEIVE A 1/4" LAYER OF AS NEW SOIL IS ADDED. IT IS PREFERABLE TO TILL THE FIRST LIFT (2 TO 3 IN.) OF PLANTING SOIL 8'-0" O.C. M GARDEN FERTILIZER (5-10-5} UPON COMPLETION OF WORK. THE ENTIRE LIMB OF ANY DAMAGED AREA OF OR DISPOSED OF. ALL PAVED SURFACES SHALL BE SWEPT CLEAN AT HUMUS RAKED INTO THE TOP 1" OF PREPARED SOIL BRANCH SHALL SF CUT OFF AT THE TRUNK. CONTRACTOR TO ENSURE THAT CUTS ARE SMOOTH AND INTO THE SUBSOIL. FLOW r DISTURBANCE Al _- - THE END OF EACH DAYS WORK. STRAIGHT, ANY EXPOSED ROOTS SHALL BE CUT BACK WITH SHARP TOOLS AND FILLED AROUND WITH AVOID PURCHASING TREES WITH _..Z� .- PRIOR TO PLANTING GROUND COVER. TOPSOIL. COMPLETELY SATURATE THESE AREAS WITH WATER. ROOTS SHALL NOT BE LEFT EXPOSED TWO LEADERS OR REMOVE ONE S. WEEDING FOR MORE THAN ONE (1) DAY. CONTRACTOR IS TO PROTECT ALL EXISTING TREES TO REMAIN BY AT PLANTING. OTHERWISE, DO NOT BOUND BALES PLACED B. SPACING AND VARIETY OF GROUND COVER SHALL BE AS SHOWN ON ERECTING TREE PROTECTION FENCE AT THE DRIP LINE. THIS WILL ENSURE NO COMPACTION OF THE PRUNE TREE AT PLANTING EXCEPT FLOW 2'-0" MIN. ON CONTOUR A. BEFORE AND DURING PRELIMINARY GRADING AND FINISH UCTURAL ROOT MASS. FOR SPECIFIC STR CORRECTIONS. DRAWINGS. lit GRADING, ALL WEEDS AND GRASSES SHALL BE DUG OUT BY THE FOLD BURLAP AWAY FROM TOP -SILT -- -_ _ 16. ALL PLANTING BEDS SHALL BE MULCHED WITH 3" LAYER OF DOUBLE SHREDDED HARDWOOD BARK MULCH. OF ROOT BALL -- _- -- ROOTS AND DISPOSED OF AT THE CONTRACTOR'S EXPENSE. C. IMMEDIATELY AFTER PLANTING GROUND COVER, CONTRACTOR 17, NEW PLANTING AREAS AND SOD SHALL BE ADEQUATELY IRRIGATED OR WATERED TO ESTABLISH 6" � SHALL THOROUGHLY WATER GROUND COVER. THE PROPOSED PLANTS AND LAWN. DO NOT STAKE SET ROOT BALL FLUSH TO GRADE OR 6. TOPSOILING OR WRAP TRUNK SEVERAL INCHES HIGHER IN POORLY A. CONTRACTOR TO PROVIDE FOUR INCHES (4") MINIMUM THICK 18. PRIOR TO THE ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY, THE PROPOSED LANDSCAPE AS DRAINING SOILS. DRAINAGE AREA NO MORE THAN 1 4 AC. PER 100 FEET OF STRAW BALE DIKE D. ALL GROUND COVER AREAS SHALL BE TREATED WITH A PRE-- SHOWN ON THE APPROVED LANDSCAPE PLAN MUST BE INSTALLED, INSPECTED AND APPROVED BY THE TWICE THE 6' EXISTING TOPSOIL LAYER IN ALL PLANTING AREAS. TOPSOIL SHOULD MUNICIPAL LANDSCAPE ARCHITECT. THE MUNICIPAL ENGINEER AND LANDSCAPE ARCHITECT SHALL 4" BUILT-UP EARTH SAUCER DIG 6" WIDE AND 6" 2'-0" UNDISTURBED FOR SLOPES LESS THAN 25% EMERGENT BEFORE FINAL LANDSCAPE INSPECTION. GROUND WIDTH OF THE DEEP TRENCH, BURY GROUND BE SPREAD OVER A PREPARED SURFACE IN A UNIFORM LAYER TAKE INTO ACCOUNT SEASONAL CONSIDERATIONS IN THIS REGARD AS FOLLOWS, THE PLANTING NOTES; COVER AREAS SHALL BE WEEDED PRIOR TO APPLYING PRE- OF TREES, SHRUBS, VINES OR GROUND COVER AS REQUIRED BY OR ASSOCIATED WITH A ROOT BALL 3" DOUBLE-SHREDDED HARDWOOD BOTTOM 1'-0" OF FILTER SUBDIVISION OR SITE PLAN APPROVAL BY THE PLANNING BOARD OR ZONING BOARD OF ADJUSTMENT BARK MULCH (DO NOT PLACE MULCH FABRIC, TAMP IN PLACE 1. BALES SHALL BE PLACED AT THE TOP OF A SLOPE OR ON THE TO PRODUCE A FOUR INCH (4") COMPACTED THICKNESS. TOPSOIL EMERGENT. PRE-EMERGENT TO BE APPLIED AS PER SHALL BE INSTALLED DURING THE FOLLOWING PLANTING SEASONS: PREPARED SOIL FOR TREES BARK CONTACT WITH TREE TRUNK) CONTOUR AND IN A ROW WITH ENDS TIGHTLY ABUTTING THE ADJACENT PRESENT AT THE SITE, IF ANY, MAY BE USED TO SUPPLEMENT MANUFACTURER'S RECOMMENDATION, 1 PART PEAT MOSS TYPE DATES BEFORE PLANTING ADD 3 TO 4" BALES. TOTAL AMOUNT REQUIRED. CONTRACTOR TO FURNISH AN ANALYSIS 1 PART COW MANURE PLANTS 3/15 TO 12/15 3 PARTS TOPSOIL OF WELL-COMPOSTED LEAVES OF ON-SITE TOPSOIL UTILIZED IN ALL PLANTING AREAS. ADJUST pH 10. FINISH GRADING I-Ill r _ _ OR RECYCLED YARD WASTE TO 1. PLACE SILT FENCE AT LOCATIONS AS SHOWN ON THE SOIL 2. EACH BALE SHALL BE PLACED SO THE BINDINGS ARE HORIZONTAL. LAWN 3/15 TO 6/15 I III- II III III" BED AND TILL INTO TOP 6" EROSION AND SEDIMENT CONTROL PLAN. AND NUTRIENT LEVELS AS REQUIRED TO ENSURE AN ACCEPTABLE A. ALL AREAS WILL BE RECEIVED BY THE CONTRACTOR AT I- - - _ _ OF PREPARED SOIL. 2. THE SLOPE OF THE LAND FOR AT LEAST 30 FEET ADJACENT g/15 TO 12/1 UNDISTURBED I I-I I�- I I=I I-III- TO ANY SILT FENCE SHALL NOT EXCEED 5 % 3. BALES SHALL BE SECURELY ANCHORED IN PLACE BY EITHER TWO SUBSTANTIALLY PLUS/MINUS .1 FOOT OF FINISH GRADE. SUBGRADE I-�I I=�I I _ _ _ _ - - - 4-6" DEEPER THAN ROOT BALL STAKES OR RE-BARS DRIVEN THROUGH THE BALE, THE FIRST STAKE IN GROWING MEDIUM. -Lill- I 11 3. SILT FENCE SHALL $E INSTALLED 50 WATER CANNOT FURTHERMORE, THE FOLLOWING TREE VARIETIES SHALL NOT BE PLANTED DURING THE FALL - -I =III-� -_-_- - PLANTING SEASON DUE TO THE HAZARDS ASSOCIATED WITH PLANING THESE TREES IN THIS -I 1111-III-III-� I-III- I . BYPASS THE FENCE AROUND THE SIDES. EACH BALE SHALL BE DRIVEN TOWARD THE PREVIOUSLY LAID BALE AT 7. SOIL CONDITIONING B. ALL LAWN AND PLANTING AREAS SHALL BE GRADED TO A SMOOTH, SEASON. DIG WIDE, SHALLOW HOLE CUT BANDS OF WIRE BASKET AND 4. INSPECTION SHALL BE FREQUENT AND REPAIR OR REPLACEMENT AN ANGLE TO FORCE THE BALES TOGETHER. STAKES SHALL. BE DRIVEN EVEN AND UNIFORM PLANE WITH NO ABRUPT CHANGE OF SURFACE, ACER RUBRUM POPULUS VARIETIES WITH TAMPED SIDES FOLD AWAY FROM TOP OF ROOT BALL SHALL BE MADE AS PROMPTLY AS POSSIBLE. FLUSH WITH THE BALE. A. CULTIVATE ALL AREAS TO BE PLANTED TO A DEPTH OF 6". ALL BETULA VARIETIES PRUNUS VARIETIES TAMP SOIL SOLIDLY AROUND 5. SILT PENCE SHALL REMAIN IN PLACE FOR THE DURATION OF UNLESS OTHERWISE DIRECTED BY LANDSCAPE ARCHITECT, SET ROOT BALL ON FIRM PAD IN BOTTOM OF HOLE THE PROJECT UNLESS OTHERWISE INSTRUCTED BY THE DEBRIS EXPOSED FROM EXCAVATION AND CULTIVATION SHALL BE CARPINUS VARIETIES PYRUS VARIETIES BASE OF ROOT BALL TOWNSHIP ENGINEER. 4. INSPECTION SHALL BE FREQUENT AND REPAIR REPLACEMENT SHALL DISPOSED OF AT THE CONTRACTOR'S EXPENSE. SPREAD EVENLY SOIL AREAS ADJACENT TO THE BUILDINGS SHALL SLOPE AWAY. CRATEGUS VARIETIES QUERCUS VARIETIES BE PROMPTLY AS NEEDED. KOELREUTERIA SALIX WEEPING VARIETIES IN ALL PLANTING AREAS AND TILL (2 DIRECTIONS) INTO TOP LIQUID AMBER STYRACIFLUA TILIA TOMENTOSA C. ALL PLANTING AREAS SHALL BE GRADED AND MAINTAINED TO LIRODENDRON TULIPIFERA ZELKOVA VARIETIES c 5. BALES SHALL 13E REMOVED WHEN THEY HAVE SERVED THEIR 4" WITH THE FOLLOWING PER 1,000 SQ. FT.: PLATANUS ACERFOLIA T� D �+ T r� p 7 SILT FENCE USEFULNESS SO AS NOT TO BLOCK OR IMPEDE STORM FLOW OR 150 POUNDS 'GRO-POWER' ALLOW FREE FLOW OF SURFACE WATER. EVERGREEN ERGREEN TREE PLANTING ING DETAIL DRAINAGE. ANY PLANTINGS INSTALLED IN CONFLICT WITH THIS REQUIREMENT MUST RECEIVE THE WRITTEN NOT TO SCALE NOT TO SCALE 100 POUNDS AGRICULTURAL GYPSUM 11. CUARANTLL APPROVAL BY THE MUNICIPAL ENGINEER OR LANDSCAPE ARCHITECT, PRIOR TO PLANTING. FAILURE TO COMPLY WITH THESE REQUIREMENTS WILL REQUIRE THE REMOVAL OF THE PLANTING IN BALE DETAIL 20 POUNDS NITROFORM (COURSE) 38-0-0 BLUE CHIP A. CONTRACTOR SHALL GUARANTEE ALL PLANTS FOR A PERIOD QUESTION, THIS REQUIREMENT DOES NOT APPLY TO SEEDING OR SODDING OR PLANTINGS STRAW OF ONE (1) YEAR FROM ACCEPTANCE OF JOB. OWNER TO SPECIFICALLY FOR SOIL STABILIZATION PURPOSES. THE PLANTING ASSOCIATED WITH ANY NOT TO SCALE SECURE A MAINTENANCE BOND FROM THE CONTRACTOR FOR TEN LOT GIVEN A CFRTIFICATE OF OCCUPANCY OUTSIDE THESE PERIODS SHALL BE PROVIDED DURING SOIL MODIFICATIONS: THE PREVIOUS OR NEXT APPROPRIATE SEASON. THOROUGHLY TILL ORGANIC MATTER INTO THE TOP 6 TO 12 IN. PERCENT (10%) OF THE VALUE OF THE LANDSCAPE INSTALLATION OF MOST PLANTING SOILS TO IMPROVE THE SOIL'S ABILITY TO RETAIN WHICH WILL BE RELEASED AT THE COMMENCEMENT OF THE GUARANTEE 19. ALL DISTURBED USPECIFICATION AREAS TON BE S SHED WITH 4" TOPSOIL & SEEDED IN ACCORDANCE WITH PERIOD AND PASSES A FINAL INSPECTION BY THE OWNER OR OWNERS WATER AND NUTRIENTS. USE COMPOSTED BARK, RECYCLED YARD REPRESENTATIVE. WASTE, PEAT MOSS, OR MUNICIPAL PROCESSED SEWAGE SLUDGE, ALL PRODUCTS SHOULD BE COMPOSTED TO A DARK COLOR AND BE FREE 12. CLEANUP PREPARE 501E IN THE ENTIRE OF PIECES WITH IDENTIFIABLE LEAF OR WOOD STRUCTURE. RECYCLED A. UPON THE COMPLETION OF ALL PLANTING WORK AND BEFORE BED USING PROCEDURES OUTLINED IN 501E CHART MATERIAL BY THE SUPPLIER. AVOID MATERIAL WITH A pH HIGHER THAN FINAL ACCEPTANCE, THE CONTRACTOR SHALL REMOVE ALL AVOID PURCHASING TREES WITH MATERIAL, EQUIPMENT, AND DEBRIS RESULTING FROM HIS WORK. doe TWO LEADERS OR REMOVE ONE 7.5. dd ° ° AT PLANTING: OTHERWISE, DO NOT FOR CONTAINER-GROWN SHRUBS, USE FINGER ALL PAVED AREAS SHALL BE BROOM CLEANED AND THE SITE LEFT °s PRUNE TREE AT PLANTING EXCEPT PLANT SHALL BE TRANSPLANTED IN A NEAT AND ACCEPTABLE CONDITION AS APPROVED BY THE FOR SPECIFIC STRUCTURAL CORRECTIONS. OR SMALL HAND TOOLS TO PULL THE ROOTS MODIFY HEAVY CLAY OR SILT (MORE THAN 40% CLAY OR SILT) BY NOTES: AT THE SAME GRADE AS IT BORE OUT OF THE OUTER LAYER OF POTTING SOIL- OWNER'S AUTHORIZED REPRESENTATIVE. °. IN THE NUFSERY PLOT PRIOR ADDING COMPOSTED PINE BARK (UP TO 30% BY VOLUME) AND/OR • FOLD BURLAP AWAY FROM TOP 1. NO SOIL OR MULCH SHALL BE PLACED AGAINST ROOT COLLAR OF PLANT. THEN CUT OR PULL APART ANY ROOTS THAT TO BALLING AND PING- BURLA CUT AND REMOVE BURLAP FROM GYPSUM. COARSE SAND MAY BE USED IF ENOUGH 15 ADDED TO d do OF ROOT BALL 2. REMOVE ALL ROPE FROM TRUNK & TOP OF ROOT BALL, FOLD BURLAP B CIRCLE THE PERIMETER OF THE CONTAINER BRING THE SAND CONTENT TO MORE THAN 60% OF THE TOTAL MIX. MAINTAIN TRLLS, SHRUBS AND OTHER PLANTS BY PRUNING, CULTIVATING SET ROOT BALL FLUSH TO GRADE OR BACK 1/3 FROM TOP OF ROOT BALL. TOP ONE-THIRD OF ROOT BALL AND WEEDING AS REQUIRED FOR HEALTHY GROWTH. RESTORE PLANTING a= o °o SEVERAL INCHES HIGHER IN POORLY 3. PLANTING DEPTH SHALL BE THE SAME AS GROWN IN NURSERY. AS SHOWN (D DOUBLE-SHREDDED HARDWOOD BARK MULCH IMPROVE DRAINAGE IN HEAVY SOILS BY PLANTING ON RAISED DO NOT STAKE (DO NOT PUT MULCH AGAINST THE BASE MOUNDS OR BEDS AND INCLUDING SUBSURFACE DRAINAGE LINES. SAUCERS. TIGHTEN AND REPAIR STAKE AND GUY SUPPORTS AND RESET OR WRAP TRUNK ° n DRAINING SOILS. 4. THOROUGHLY SOAK THE TREE ROOT BALL AND ADJACENT PREPARED OF THE PLANT) TREES AND SHRUBS TO PROPER GRADES OR VERTICAL POSITION AS 4" BUILT-UP EARTH SAUCER SOIL SEVERAL TIMES DURING THE FIRST MONTH AFTER PLANTING REQUIRED. RESTORE OR REPLACE DAMAGED WRAPPINGS. SPRAY WITH PREPARED SOIL FOR TREES 3" DOUBLE-SHREDDED HARDWOOD AND REGULARLY THROUGHOUT THE FOLLOWING TWO SUMMERS. 8-12' MODIFY EXTREMELY SANDY SOILS (MORE THAN 85% SAND) BY ADDING 1 PART PEAT MOSS TWICE THE BARK MULCH {DO NOT PLACE MULCH 5. THE BOTTOM OF PLANTING PIT EXCAVATIONS SHOULD BE ROUGH TO ORGANIC MATTER AND/OR DRY, SHREDDED CLAY LOAM UP TO 30% HERBICIDE AS REQUIRED TO KEEP TREES AND SHRUBS FREE OF INSECTS 1 PART COW MANURE WIDTH OF THE PLANTING MIX: FINISHED GRADE AND DISEASE. 3 PARTS TOPSOIL ROOT BALL N CONTACT WITH TREE TRUNK) AVOID MATTING OF SOIL LAYERS AS NEW SOIL IS ADDED. 1T IS 1 PART PEAT MOSS �. . .ti OF THE TOTAL MIX. BEFORE PLANTING ADD 3 TO 4° PREFERABLE TO TILL THE FIRST LIFT (2 TO 3 IN.) OF PLANTING SOIL 1 PART COW MANURE OF WELL-COMPOSTED LEAVES INTO THE SUBSOIL. 3 PARTS TOPSOIL AI PLACE SHRUB ON MAINTAIN LAWNS BY WATERING, FERTILIZING, WEEDING, MOWING, TRIMMING, B&B CONTAINER FIRM SOIL IN 8. PLANTING - ` ,.T, ,� ;TT...r, ;,.J _ _ OR RECYCLED YARD WASTE TO PLANTING MIXTURE WILL �'I=� � " I I-III-I�I. BED AND TILL INTO TOP 6" CHANGE WfTH SOIL CONDITIONS BOTTOM OF HOLE POSITION TREES AND SHRUBS AT THEIR INTENDED LOCATIONS A5 PER THE AND OTHER OPERATIONS SUCH A5 ROLLING, REGRADING AND REPLANTING I i I I�I I- r `�'~ I-I I-III= OF PREPARED SOIL. AS REQUIRED TO ESTABLISH A SMOOTH, ACCEPTABLE LAWN, FREE OF UNDISTURBED I- ARCHITECT BEFORE -III-III _ _ _ - - - UNDISTURBED PLANS AND SECURE THE APPROVAL OF THE LANDSCAPESUBGRADE -I i!- 4-6" DEEPER THAN ROOT BALL -- _ EXCAVATING PITS, MAKING NECESSARY ADJUSTMENTS AS DIRECTED. ERODED OR BARE AREAS. I� III I II -_- - BEFORE PLANTING, ADD 3 TO 4" I SUBGRADE =I I „ CUT BANDS OF WIRE BASKET AND DIG WIDE, SHALLOW HOLE !I-III- OF WELL-COMPOSTED LEAVES AND WITH TAMPED SIDES FOLD AWAY FROM TOP OF ROOT BALL RECYCLED YARD WASTE TO BED AND 13. MAINTENANCE {ALTERNATE IN TAMP SOIL SOLIDLY AROUND SET ROOT BALL ON FIRM PAD IN BOTTOM OF HOLE TILL INTO TOP 6" OF PREPARED SOIL 24" MINIMUM SOIL SURFACE ROUGHENED COST PER MONTH AFTER INITIAL 90-DAY MAINTENANCE PERIOD. BASE OF ROOT BALL TO BIND WITH NEW SOIL DECJDUOUu TREE PLANTING DETAIL DEcILDDOU� AND EVERGREEN 2HRUB PLANTING DETAIL NOT TO SCALE NOT TO SCALE AREA OF SITE CONSTRUCTION 18" STAKE INTO UNDISTURBED PLANT MATERIAL SPACED AS GROUND EVERY 30" O.C. f AREA WITHIN PROTECTION ZONE/TREE SPECIFIED ON CENTER (O.C.) DRIP LINE (SEE SPACING ON LANDSCAPE PLAN) PLANTING BED FENCE TO FOLLOW TREE DRIP LINE INCORPORATE 2" OF PEAT INTO 3/16%4" METAL EDGING 3" THICK LAYER OF OR 6' FROM TRUNK - WHICH EVER IS GREATER HYDROSEED SPECIFICATIONS o Q v L, m 352 Turnpike Road 6" OF PLANTING MIXTURE, AS SHREDDED HARDWOOD BOHLER Southborough, MA 01772 SPECIFIED 4' WOOD & WIRE SNOW FENCE W/STEEL 1. PRIOR TO SEEDING, AREA IS TO BE TOPSOILED, FINE GRADED, �'� 508.4$0.9900 LAWN AREA BARK MULCH (TYP,) STAKES 18" O.C. AND RAKED OF ALL DEBRIS LARGER THAN 2" DIAMETER. ENGINEERING, P•C• fax: 508.4eng.co0 2-3" SHREDDED HARDWOOD 2. PRIOR TO SEEDING, CONSULT MANUFACTURER'S RECOMMENDATIONS w www.bohlereng.com BARK MULCH. FINISHED GRADE AND INSTRUCTIONS. ca v7 z o z CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS FINISHED GRADE '. t +{+�. +'+ PLAN 3. SEEDING RATES: E Other Office Locations: TOPSOIL PERENNIAL RYEGRASS 1/2 LB/1000 5Q FT F'.`.'+`}' a z z o ■Chalfont, PA ■Melville, NY ■Sterling, VA ■Warren, NJ ■Towson, MD ■Albany, NY II sI J 0 MINIMUM 4" TOPSOIL i WOOD 8c WIRE SNOW FENCE USED KENTUCKY BLUEGRASS 1 LB/1000 SQ FT m �' w PROJECT: CUMBERLAND FARMS, INC. TITLE: AS TREE GUARD TO PREVENT DAMAGE o � CONSTRUCTION ��T RED FESCUE 1/2 LB/1 SQ FT ca z PROPOSED CAR WASH L lv r] 11� 1. 1L 1V EXISTING SUBSOIL -� -�-E I I I I I-I I I I-1 _ _ FROM CONST. EQUIP. z Q o _ -I I -III III-III--III- SPREADING FESURE 1/2 LB/1000 SQ FT z a o ASSESSOR'S MAP J8, LOT 20 TREE DRIP LINE/TREE PROTECTION ZONE FERTILIZER (16.32.15) 2 LB/1000 SQ FT z � z z 841 SUFFIELD STREET, TOWN OF AGAWAM DETAILS Ill i III I o 0 0 HAMPDEN COUNTY, MASSACHUSETTS AREA WITHIN TREE PROTECTION ZONE TO LIQUID LIME 1 GAL/800 GAL. TANK MIRAFI WEED BARRIER REMAIN UNDISTURBED DURING TACKIFIER 35 LB/800 GAL. TANK w W w o SCALE:(H) NONE DATE: - I I - CONSTRUCTION a a_ L' bi W. D . GOEBEL A SE Y 09 12 05 SHEET No: FIBER MULCH 30 LB/1000 5Q FT (V) NONE / PERENNIAL/GROUND COVER PLANTING DETAIL FABRIC UNDISTURBED �_ • 4' WOOD & WIRE SNOW FENCE W/STEEL 4. GERMINATION RATES WILL VARY AS TO TIME OF YEAR FOR SOWING, to i v_ v2 v) 5 DRAWN BY; PROJECT No: SUBGRADE STAKES 10' O.C. CONTRACTOR TO IRRIGATE SEEDED AREA UNTIL AN ACCEPTABLE STAND I o BPG W051620 NOT TO SCALE C� OF COVER IS ESTABLISHED BY OWNER. f x o 2 STEPHE.N G CHECKED BY: CAD I.D. #: ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESE DRAWINGS AND/OR THE ACCOMPANYING MULCH BEDDING INSTALLATION DETAIL ELEVATION ry LJ PROFESSIONAL ENGINEER P S 4E I ' RAID W051620ss5 OF 10 NOT TO SCALE o o ¢ MASSACHUSETTS LICENSE No. 42644 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER OF © NEW ETT N a &4 TREE PROTECTION DURING CONSTRUCTION � N o � � RHODE ISLAND LICENSE No, 7268 THE FIRM. IN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST o - o o MAINL o. e '4 REV. No. NOT TO SCALE CONNECTICUT LICENSE No. 21854 SIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE NEW HAMPSHIRE LICENSE No. 102BO CONNOEC om 62 MAINE LICENSE No. 9490 RHODE IS L . 7990 CONSTRUCTION CHECK DATE 5 SPECIFICATIONS. (NYS EDUCATION LAW SECTION 7209-2 a reflectors protected U.S.Patent No. 83! Swr-Fif 0 `�T• CHALLENGER® G�I,�LLENGER (Venous 1 p w . ) HOUSING-Rectangular shaped,multi-radiused,one-piece,die-cast aluminum aeR•e with cast mounting arm. All hardware is stainless steel or electro-zinc plated LUMINAIRE ORDERING INFORMATION re Ground ` steel. � Rod _ — DOOR FRAME-One-piece,die-cast aluminum door frame secures to the 250 PSMV-Pulse start Metal Halkle CT-Corrtoured Clear 48OV BRZ Bronze 1 T, `——^ 1 I I I I ( III" Typ" Vertical Burn 2 Type tl t s 12 l I I l 1 1 Concrete Slab housing with two internal hinges. Two stainless steel captive door fasteners CHV 3-7 111 32 50 320 400,750,1000 Wa Impact-resistant Mufti Ta BLK-Black 1 i I 1 "' rwardThrow p r---�. - _�_._.. _._..� allow easy access. Door frame may be removed without tools. A one-piece super TT-Tr1-Tap PLP Platinum Plus 1 1E. _._.._.. a I L— —— 1_ — _ _..�._ .. L 1 See NQie extruded sitieone gasket seals the door frame against the housing. The Pedmete 400 ; standard housing/door seal design prevents external Contaminants from FA- omotro f 000 eta allele Wfrsen entering the Challenger,resulting in an IP65 rating for all versions. Foward Throw 250,Metal Watt i Rerrtfore g 5 TypeV MHR-Metal Halide Reduced OPT-Graphite i �) � I Sea NoteT� LENS/GASKET•Contoured clear impact'resistant glass lens for vertical lamp Envelope 1000 Watt , HPS--High Pressure Sodium optics. A tempered flat clear glass lens or contoured clear Impact resistant hr � 250,400,7502 Watt I I I I I 1 I I I Max, I l glass lens is offered for horizontal lamp optics. A one-piece extruded silicone CUtort / t�T«. Po LE I I i I gasket seals the lens to the die-cast aluminum doorframe. c�itkatlan. Horizontal Bum 3--Type111 250 SMH-Super Metal Halide F-Flat Clear t�-� tCepwesa Fourldatlofll 1r""� GHH FT-Forward Throw 400 250,4S10 Watt Tempered �jQ IDo SE t] Apmm A SOCKETS Porcelain mogul-hose sockets. All sockets are factory prewired f 5-TypeV 750 MH-Metal Halide Glass i ��„� T T• rt�o•O °�"d I I 1R with a disconnect plug for the ballast. All sockets are pulse-rated. t 1000 250,400 watt 1 iR wwllel i 1 1 l i l J ". MHR-Metal Halide Reduced CT-Contoured Clear I Dllpll �+ < < law LIGHT SOURCES-Pulse-Start Meal Halide,Super Metal Hallde,Metal Halide, _ 20• Envelope 1000 Watt Impact resistant I Primery seaondpry t A T , �() t l l r- r i Metal Halide Reduced Envelope,or High Pressure Sodium.Clear lamp is BPS-High Pressure Sodium Closes I I r- I # 1 l 1 11 Z"Typ. �+°- I 1 supplied as standard. 6-1 12. 250,494,7592 Watt ; i rF 11010 � L —-i_—_L BALLASTS-High-power factor ballast with removabIl lhinged ballast tray. 3_ . :;` 1 r I ii..-tom s': t L ... 1 _ J — ... .-..._,. _ .a L J Pulse-Start Metal Halide fixtures feature a Super CWA type ballast. Metal 28° Halide,Super Metal Halide,and High Pressure Sodium fixtures feature a 81 `` �, Well F►ofnt ACcsBs CWA type ballast All ballasts are designed for-20°F operation. Optional ti see t Gfound 2 Quick Connect package includes supply wiring plus modular plugs for easy -' � CHV 5 1000 MHR CT MT PLP PCR 1 14 Cu. ¢>� �' PCR-Photoelectric Control I �' ♦ 1 12' $' 18 ballast wiring. 18= 7 Receptacle y .,;REFLECTORS/DISTRIBUTION PATTERNS:Vertical Burn systems include: 2 818 l _ EXAMPLE OF A TYPICAL ORDER OC-quick Connect Package Type 11(2),Type II I(3),Type V(5),Automotive Forward Throw(FA), 2112" GR-Ground Relarnpinga L__--_ «----_- __-„",---_--,.,' �� I 83" �r. and Perimeter Forward Throw(FP). Horizontal Bum systems include* p 0 Gr°� Rod _ Type IIi(3),TypeV(5)and Forward Throw(Fo.'AII reflectors are field- Upsweep Bracket-BKU•BO-S-19 go.t_ is Weight 15lbs. E.P.A,=.04 ;;:. rotatable,enabling generous flexibility In distribution patterns,without fixture r mO mont. r hatomotri4 data io tootod.[n GOOO�nrioo.r,th ICRNA guidolino i Y4 Two..-—11.61.1,.I UOO W.l neUU. V-k.°....¢ek 6' °p—M.4 iOOV•977V.a SOU Q TA Tap 1°¢6' d.Mnda,d ter C....dl....ppliaall°ne. Tri_T¢p e¢n¢iety of 977W. and 347V.Trap is pre-wired for highest vottago.Alterrratu vahages wit!require field t 2 Wlten ordering 75D Watt High Pressure Sodium,voltage muss be speuifieri, re wlrin f.Or1C1'at11! Slalb BRACKETS-Cast mounting arm is fiat for square pole appllcations. Fixture 3 use to match varur�r appearance, g' I Ground Cl°'r'p t TOP view 3 � 34m Chg�r Ground � P g f1 accessory Cast Arm whh Fidenslan Arm 7-Factory installed PCR requires field wiring to proper voltage. On CC version,PCR is sc 28= I may also be mounted to round poles using the round pole adaptor accesso Challenger 4-For International vahages,consult factory. factory pre•wired to highest voltage. Ahemab3 voltages will require geld re-wiring. i CIimp (RPPC),which must be ordered separately..An extruded 6"arm extension 5 MT-Multi Tap Is shipped Mandard unless otherwise specified.Multi Tap consists of B-Ground*clamping option is avaailable for CHV only. Maximum tool length 15 n. See Ill f �•Tyke r--�- FNfl3hed Is required for 090°,Q90°,T90° and TN T20° fixture configurations. A '■ single 1.B 2.0 2.2 2.3 12{IV,2a3V,240V,and 277V. Multi Tap is pre wired far highest voltage.Alternate below for Gmund Lamp Changer. Ors"~ CompreWon * •>! • •�•K•a,'F •v `•. •• 4■ 6fadA voltages will require field re-wiring. 7 Strand CrRrtrrgctar I • +' . °e� , iocltitlg nut.secures two through bolts and a relnforcing plate to the pole, w-■ 0190° 3.7 4.1 4.3 4.6 &C "moo � 1z �'' • • • ,, •*. v o r& a �r a•r' • stabilizing it for easy fixture mounting. % 090° 3.9 4,3 1 • a•i • °,a� • • , r •.` is ,I� Cu gero Lam^-` 4'• a'► r •►'• • • a *-+ • FINISHES-Each fixture is finished wall LSI's i uraGrip®polyester powder coat rap. Tg0' Extension Arm 8.1 6.5 ° 13e*Or"" - _ - ` . finishing process. The OuraGrip finish withstands extreme weather changes Required 7 st,•and .�� _-. .1•., r.- _. Sand t' without cracidng or peeling,and is guaranteed for five full years. Standard THT2O° 6.3 6.9 r ORDER r ' p: 5'Wiv,Rod SAC 9431(1e .gO0.o0 w•��Q " $4a MOtA colors Include bronze,black,platinum plus,buff,white,green,and graphite. 490° 7.7 8.6 f Description order Humber veaorlatlon this*Hember Detail AA 5 c tamed Note; F-FlatGIMss Cr-contoured KI20V-Pllatocell 122514 CHH/C - rnalH Id 143586BLK+ F'HOTOMETRiGS-Please visit our web site at tllrww.Isl-inrlustrles.eftm for PC208V Photocell 122 1HFVCHV 3 HSS External House S' a Shield 1435878 +`_ I f,� Q. Note: House Side cattauRtactory. 12a COMPACTED iitocetl 1 - 43587BLK+ 0 C. 0 0 se f7 GRAVEL/CRUSHED ROCK detailed photometric data. k'1 PC2TN-Photocell _ �_12z5.)7 -- CCHH& VFPTIS. - rtemalFianaaSiidaS�ri 14358MLK _ PG480V--Photocell 1225180 RPPG-Round Pole Plate 141940OLR NOTES: , c �E is �P�15 ;° fK27�1--5inole Fusing FK277y B -B0�•f:GCrCLR Extension Anti u o p� dA Z UITED � This STANDARD ctavers ificatiorls for the t;,or>«Stntction of oundin fora pad- wet DFK400V-Double psino T,� QV •S� G- g p FIG.2 - SECTION A-A wal IacatEon - ^ FK347V-Single fusing FK347V Groisntl Lamp Changer 50,32O A 146018A mounW umsformer. Dote: Grounds g by electrical Cont=tor. HOUSE SIDE SHIELDS (zso,3zowatt) {40pStd,looeWafiRaducada75owattHPs) +Black only. Install 4110 7 strand bare soft drawn copper'wire loop V-0" below grade. y. Bond to all exposed metallic conduit and leave 3 r-0" of VV'=above pad for grounding transformer NOTES: ' TYPE II TYPE HI AND FORWAH THROW(FAiFO) eft two opposite points in the cable conduit openiup. 1.SCOPE�-This STANDARD covers specifications for the construction of a concrete (143586BLK) (1435873LK) foundation for pad-mounted transformel'S" Install two $' galvanized steel(3l4") ground rods and approved connectors below ground. Leave ®2004 LSE INDUSTRIES INC. Q�2004 L51 INDUSTR1E5lHC. grid exposed until 1)t]SpCCifed by Lilfrutilitycompany. 2, CQND!U1T- Install as shown before slab is poured. Use 36"radius bends, with couplings, I{Y nipples and bushings as required. Bends for primary cables shall be galvanized steel. Project Home F i' M Fixture Type F o o w Project Name __ f Ftlmfre type r --- -- -- - -� Terminations of conduits shall be located as shown in Figure 2. Catalog Gates t Connections to ground grid to be made as shown in DetaUs A and D except than exothermic welding("f adweld") shall be an acceptable alternative to compression or bolted connections. The nipple and bushing shall be installed alter the transformer is placed and before the cables are pulled. C H A L L E N G E� L I G ET-_. .. 0 LE DETAIL Nofie; The short time fusing current o£1/0 - 7 strand bare Copper wire is 15,000 amperes ,vS ,. Graves and samd shall his placet�as shown in Fi �;the vet for one second. If the maximum fault ctment at the particular location exceeds gore gra NOT TO SCALE this value consult Duct Engineering, being compacted and the swill thoroughly wetted just Wore planing the Concrete. 4. CONCRETE - to conform to GS 0211 of latest date,(Mix M-4) for ready mix Concrete. All " '� B 3s . ,s:��Fc � fir• �' �T E E G" !� T N D I N G E r� I L exposed edges to have a 3/4" ehatrnfer. 1 - �J 1 1 5, niFQRCYNG -Reinforcing to be#�4 Grade 60 bars and shall confonn to ASTM CHALLENGER WALL SCONCE adousreflectorsareprote o.6,46437a. NOT TO SCALE ,p,,,e,,� CHALLENGER® WALL SCONCE HOUSING-The aerodynamic aluminum pausing is a rectangularshape. All mounting STANDARDA-615 of latest date. Reinforcing rods to be located in center of the stab,with a hardware is stainless sleel or eiectro-zinc plated steel. LUMINAIRE ORDERING INFORMATION xnintmwm of 2"clearance m face of concrete. WALL MOUNT-A gavmnized-steel universal wall mounting plate easily mounts directly to a 4"octagonal or square junction box An EPDM gasket is supplied to he installed between the mounting plate and junction box,sealing the janetion box CHWS 59 14-Metal Ha11de F Fiat Clear 208 BRZ-Bronze _G1tQUND CiRI�-To be installed a5 per G5 2586, from entrance of water. The galvanized-steel universal piste allows the tenure to be (Small} Foswatd Threw 7a 75 Watt Tempered G 240 B Black suspended while malting wiring connections. A unique damping design seCurey as 190 HP5 High Pressure 5o I 277 H locks the fixture to the wall mounrting plate by utiidrig two hex head screws. The 175 50.79,too,l5o watt 347 - Plus universal plate permits the fixture to be mounted in the uplighting position(fisted for GR Buff FTM-Forward 26 CFL-Compact Fluoresr�nt F-Rat Clear UE-Universal GRN-Groan R RMER damp locations)or downlightlng position(listed for wet locations). Throw Medium 32 Single 25,32,42 Watt Tempered Glass Electronic GIRT-Graphita PAD MOUNTED T A'�A N S F O F. 42 CFl2-Compact Fluorescent FPC-Flat Clear (120-277V 501WHx) MSV-Metallic Silver DOOR FRAME-The aluminum dear frame with two stainless steel captive fasteners Flea-lensed fudares Double 26,32,42 Waft Polycarbonate DETAIL allows easy access into the fixture. A one place extruded silicone gasket seals the meet uESNA 3474 full cutoff door frame against the housing. The door swings open and is held in place by a ' classification. WW Wall Wash CFL Compact Fluorescent 10' 10'-0" ± 6 retainer. 51n, le 26,32,42 Watt TOP OF BERM CHWM 3-Type 111 260 PSMH-Pulse Start Metal Halide F flat Clear 120 ELEV, 123.00 NOT TO SCALE LENSIGASitET-A flat clear tempered glass lens,which is sealed to The door frame ' (Medium) FT-Forward 320 250,320 Watt Tempered Glass 208 with EPi1M gasketing,is standard. An optional polycarbonate lens is available oil Throw 400 PSMHR-Pulse Start Metal 240 Halide Reduced 400 Watt 277 most Gompact FluorescentTixtures. SMH-Su pet Metal Halide 347 2'-t)" 1 o'-0" SOCKETS-HID lampholders are glazed porcelain,medium base for the Small fixture 250 waft 480 and mogul base for the Medium torture,4KV pulse rated.The Compact Fluorescent SMHR-Super foetal Halide o 1-6 2:1 TYP• o LEVEL AREA a Reduced Envelope C SPILLWAY ELEV. 119.90 fixtures feature a one-piece thermoplastic socket. 400 Watt - - - --- LIGHT SOURCES-The fixture Is designed to operate with horizontal Pulse-Start r- MH250 Watt Halide �a Metal Halide,Pulse-Start Metal Halide Reduced,Super Metal Halide,Super Metal L MHR-Metal 1 a10de Reduced118.34 3 1 Halide Reduced,Metal Wide,Metal Halide Reduced,High Pressure SddNm,and L ~r 11 Envelope 400 Watt INV. 1 18.34 single,double or fr'sple Compact Fluorescent lamps. Lamps supplied as standard HPS High Pressure Sodium o HID(clear,shipped installed),and Compact Flu er�essent(coated,4100K shipped in 250 400 Watt 4"-8" STONE SIZE 3:1 TYP. separate carton}, C 32 F Tempered Glass UE Electronic y f Flat CFL-Com ct Fuorescerd C s w d .Y BALLASTSJELECTRI CAL COMPONENTS-Electrical components are factory 42 Single 57,ct Wart FPG Flat Clear (12D-277V 5018M) 57 CFL2 Compact Fluorescent Polycarbonate2 mounted in hviusing and prewired with voltage�ecKic Isade which extend out the sa- EXIST. GRADE _. A O e �'t•ti S grommet prevents the a of E 7f3 Double 57,7a Watt 3474 C�- Itthrou through grommet. This entry CFL3-CompactFluarescem - - _ k F -s o" MIN. THICKNESS OF back of the unit A p F / insects,dust and mos tore into The#fixture.The need to open the fixture to make F}? t wiring,due and is eliminated,thus making Installaa needtio open t e easy.UL listed 3 4" :a=.'? t; s�:.• '' 4"-8" STONE SIZE (TYP.) HID componentswith hi h• ewer factor ballasts rated for-20o F starting. Compact g p ` 1' THICK GRAVEL BEDDING Fluorescent ballasts are Electronic Universal Voltage(120-277V,5MHz)or 34N ienatlon sox (60Hz),OaF starling. Compact Fluorescent fixtures with UE(Unversal Electronic) D centoatnn CHWS 3 175 MH 120 BRZ $QT PC1120-Button-Type Photocell �q PCI208 Button-Type Pholaceg C� ® S S S E C T I N C E M S — SECTION A B C I] E PCI240 Button-Type Photocell 3 `tl voltage are available with an optional dimming ballast for multiple types of oo►ttrols EXAMPLE Of A TYPICAL ORDER � such as building lighting controls and occupancy sensors. Available battery back-up Small 1 0 17-1/2' 5-21N- 9-51tt B-aW PCI277-Button Type-Photocell Medium 2-318" 19 7lB' B-5l8' 3 7ltfi'10ti314' PCI347-Butte oo TX"-Photocell f"tILLWAY DETAIL Is voltage specific wltt132°F sated starting temperature for O.S.applfcatlans for 2li TP Tamper Pro LEVEL PRE A DER SPILLWAY • __ _ , ,__ __ PMA-PokMolntAde rlcrusewitirsgwnAoias waft throu h 70watt lam Consult facto for avalla6le wafides ind WNW #aT ...'. ._ .Mount_-apt-._.__...___round - g pS. ry PMA-GFL Control V Adaptor for use with round pdes 1-Supplied whh a HX HPF translormeras standard. Also available with a 120U277 volt CWAtranstarmar.Consulttacta use in Canada. AA N- OW-.CFL Central Voltage Dimming Ballast° 0 o b o o 2-It a polycarbonete Ions ES roqulrod on an UpIIgM Medlum fixture In 70 CFL2 or 42 CFL3,the glass lens with Palyearbonato C-Coated MH or PSMH Lamp NOT TO SCALE NOT TO SCALE EMERGENCY.OPERATION-A variety of integral emergency options are available �� 5- Shlald iCHwM PLS)aceesaa must be ordered. SOT-Standby Quartz(Time Iklay}�e to comply with Life Safety Codes which require emergency lighting airing the path . � 3 Far infarnadonalvotlages,consuaiacfary. SOH-Standby 0uenei(Non Tlma Doloh of agressw the building's exterior,so building occupants can okit safely. Intagral a o v p o e -CFLEma Battery 4uantrtz{sa�era circuit-HID only}° 4-347V CFL is not available with dimming ballast(DIM)option, Consult factotylot battery back-up(BB)option. BeBB-CFL Battery Back-up Emergency Battery Back-up option is available on Compact Fluorescent units. 7-314 S Tamper-Proof Scrawdhhw must be ordered aspera*(see Aaeessory Ordut4v lntormatlan) ENAi-one Einergaliyi2V dlw@ Provision with Emergency Quartz option is offered on HI D units. Options lot one or two 12 volt Universal Mounting Plate 6-CFL Dimming Cmtrolbyothers. ra 24' MIN. 4' MIN. 3$watt 4talogen Lamp separate ciretlit(s},for use With Up t0 35 watt Halogen lamp(s)are available Ori bolt 7-SON or SOT avallable on 100 watt minimum HID fi)imreo. EMILL•tine Emergency 12V Circuit l'm&on PROPOSED &Fbdures 250 wart and below are shipped with 100 watt quartz lamp,320 and 400 Watt tbdures are shipped wit 250 watt quartz lamp. 'ore.Mogen Apra GRADE Compact FlutDrescent and HID units. EM2•Twoimergermy12YarcuitPravisions — TOP OF BERM &Battery Bak-up ava@able on single,double and triple w0 specific unit on double and tdpra units,one lamp will be energized µbgr{2)35 watt Halagen Lampa7° ELEV. 123.00 REFLECTORSIOlSTR1BUTI0N PATTERNS-Forward Throw(FTM.I T}and Type Ill - eattet sari*upp(Be option.eastsry Badaup somCpllss wlt�i Moans of Egress'requlrameata only used[n camecuon wrm c w4Y - ran or and 42 watt lamp In dewnl ht poablon. onsurt factory for sp2r lob applNatun tampaaltca EM2LL-lion Emergency 12V circuit Provisions (3)reflectors are available on small and medium. Wall Wash(UV4Uy reflectors are CaMlog Humber Est weight(rYa.) Lenpt(in.) Iwt■,{ia) Heipin(it.l 1U•U11hes GY6.35 socket(s).12 volt separate circuits)required. •Less Mogen Lampsra V o U 0 m also available on small. All are high performance,full cut-off distribution as dated CHws-HlD 22 24.25 15:5 13.5 LL-Leas Lam BOHLER 352 Turnpike Road by theIESHA(dmnlightpositionony). PhotometticdataIstestedInaccordance CHWM-HID 32 24.25 15.5 16.5 Southborough, MA 01772 508.480.9900 " With IESNAguidelines. CHWS-CFL 17 24.25 15.5 13.6 Deuripdan tkierNttmiter Deaelyreon Order TOP OF SPILLWAY , fox; 508.4$0.90$0 CHWM-CPL 24 24.25 15.5 16.5 Flt120 sinIaFsl FK120+ CHWSPLS-PolvcarhonateShleldfor5tnall _ 172738_ __ -^• ELEV. 119.90 ENGINEERING, P.c. www.bohlereng.com FINISHES-Each fixture s finished with LSI's DuraGHPO polyester-powder finishing Fx277•Stno a Fuslno -- FK277+-_ CHWM PLS-Polvearbonate Shield far Medium 172757 3:1 OR FLATTER w process. The DoraGrip finish withstandsextreme weather changes without cracking c e us DFic2os 24o Double IeFuskt D S4VBLK-SerfproofSace pmdriver tUdl3xtx t731g� A z o z CIVIL & CONSULTING ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS or peeling and is guaranteed for five full ears. Standard colors include bronze, b e F DFFK34 P y hlSiFe FK347-single Fusing FK347+ J o w black,platinum plus,buff,white,green,metallic silver,and graphite. wee looattan +Avellable on HID tdures only. Fusing to be InataHed in a compatible junction box suppled by contractor. Other Office Locations: o z z o ■Chalfont, PA ■Melville, NY ■sterling, VA ■Warren, NJ ■Towson, MD ■Albany, NY I'HOTOMETRICS Please visit our wan site at www.lsl-Ind for detailed (fla■ned! ++Available on HID Medium ftxture only. Fusing to be installed in a compatible lunctEon box suppled by caetractar. xr W +++SW BL•It not compatiblevft PMA or PMAR option. ¢ J J U photometric data. n�Pi t-e�a+::aiead�lweattr) CROSS — SECTION m U � Z PROJECT: CUMBEKAND FARMS, INC. TITLE: Project Name � �- <'1RW+4M FlXhtreh#pe CWtitS tl CONSTRUCTION 0ZnLaiINDUSTRIESINC. Z p PROPOSED CAR WASH - - -- _ ®2oo6LstlNousrnlESlNc. z a o `` ASSESSOR'S MAP J8 LOT 20 *GUL t FtxluralyFe i LE V E L S � E A D E R z z z 841 SU'I=FIELD STREET TOWN OF AGAWAM DETAILS sane HAMPDEN COUNTY, MASSACHUSETTS NOT TO SCALE SCALE:(H) NONE DATE: SHEET No: or LlghgTeg a d [if� � a 09/12/05 W o w W. D . GOEBEL S.P. F SEY (�� NONEI' � L 0 0 `" 2 y, cy DRAWN BY: PROJECT No: CHALLENCEV WALL-SCONE DETAIL �1> C2) a= �s BPG W051620 NOT TO SCALE A DeCOU CHECKED BY: CAD 1.D. #: ANY PERSON IS PROHIBITED FROM ALTERING ANYTHING ON THESF DRAWINGS AND/OR THE ACCOMPANYm ,� PROFESSIONAL ENGINEER SSI EN R RAD W051620ss5 SPECIFICATIONS, UNLESS IT IS UNDER THE WRITTEN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER DE d N a MAssACHusETTs LICENSE No. 4zs44 NEW c s E LIC 3084 OF 10 o THE FIRM. fN THE EVENT SUCH ALTERATIONS ARE MADE, THE PROFESSIONAL ENGINEER OF THE FIRM MUST o `' o o BHODEONNE ISLAND LICENSE No. 1854 MAINE Qf c 4 REV. No. CONNECTICUT LICENSE No. 21854 VERMD SIGN, SEAL,DATE, AND DESCRIBE THE FULL EXTENT OF THE ALTERATION ON THE DRAWINGS AND/OR IN THE NEW HAMPSHIRE LICENSE No. 10280 CONNEC 23862 SPECIFICATIONS. {NYS EDUCATION LAW SECTION 7209-2) �' ¢ "' N MAINE ucENse No. s4so RLooE 15LA No. 7990 CONSTRUCTION CHECK DATE 5 m ber-land EXISTING TO REMAIN-cum • Farms Farms TENANT EXISTING TO REMAIN \-24 sq. ft \-24 sq. ft 24 sq. ft 24 sq, ft: 12 sq. ft. TOTAL SQ. FT. = 84 sq. ft. 12 sq. ft. TOTAL SO. FT. = 95 sq. fit. 24 sq. ft 12 sq. ft. PROPOSED 2'—C" x 6'-0" CAR VVA S H 24 sq. ft CAR WASH SIGN [TENANTBLUE LETTERS 0 z z EXISTING TO REMAIN4-- TENANT U� U� X X W UNLEADED LLJ UNLEADED ' M M 9 1 ® EXISTING TO REMAIN C® 10 1vv U) � I I EXISTING EXISTING LEI EX ST NG PROPOSED SCALE: 30" = V-0" SCALE: 30" = 1'-0" i REVISIONS V# 1085 835 — 839 Suffield Street — Route 75 DATE REV. BY DESCRIPTION Store 00201 A G A WA M 9 M A S S A R HI I�" S E T Tc� `" 12120105 CFD REVISED FOR TOWN R�—FiLlNG # SCALE: A5 NOTED Gas Station# 852165 DATE: August 05, 2005 FILE: SIGN.pj/coioniol.db DRAWN BY: M.D.T. 777 Dedham Street Canton, Massachusetts 02021 CHECKED BY: SIGN DRAWING I� k IFAA G E N E S I S modular carwash building systems SHEETMETAL TRANSOM PANEL(TYP.) SHEET METAL FASCIA WHITE SHEETMETAL FRIEZE PANEL AND TRIM "The Only TRUE Modular Carwash" These drawings and all information hereon are of a confidential nature and remain the property of o Genesis Modular Carwash Building System (Genesis). Any use or reproduction of these drawings for any purpose, except by written permission from Genesis Modular Carwash Building Systems is strictly prohibited 0 Corporate Office �. 631-13 Indian Trail Road WHITE SHEETMETAL Lllburn, GA 30047 COLUMN(TYP.} 1.888.GENWASH o Engineering Office 942 Green St. Suite B Conyers, G.430D12 THIN BRICK TO MATCH 770.fi02.4261 T (Q LAWRENCEVILLE BRICK& www.genwash.com ao TILE CO. 3-619 MSC BURLINGTON r No. Description Date \\ \\ \\ \\ \\ \\ \\ 0 '-v in GRADE 0 1/2"TEMPERED GLASS 6- 11" 27'-8" W/ 1/2" BUTT JOINT 41'-6" 1 Carwash Side 318" = 1'-0" SHEET METAL FASCIA WHITE SHEETMETAL FRIEZE PANEL AND TRIM 0 cn 0 LID \ ` WHITE SHEETMETAL COLUMN (TYP.) ; \\ \\ Cumberland _ TWIN BRICK TO MATCH r c° LAWRENCEVILLE BRICK& co TILE CO. 3-619 MSC Farms BURLINGTON 42' i ng le Bay Exterior Elevations 2'-61/2" 10'-0" 2'-61/2" 8'-o" 15'- 1" 6 8'-0" Project number 23'-7" G05-016 2 Entrance Side Ir 318" = 1'-0" Address Agawam, MA Manufacturer No. Date Issue Date Drawn by Author Q Checked by Checker ti �n A 1 0 0 0 N Scale 318" = 1'-0" CD f woo— PA G E N E S I S SHEET METAL FASCIA modular carwash building systems AND TRIM "The Only TRUE Modular Carwash" These drawings and all information hereon are of o a confidential nature and remain the property of c� Genesis Modular Carwash Building System (Genesis). Any use or reproduction of these drawings for any purpose, except by written permission from Genesis Modular Carwash o Building Systems is strictly prohibited Corporate Office 631-B Indian Trail Road WNITIP- qWr-r:TMFTAI Lilburn, CA 30047 COLUMN(TYP.) 1.888.GENWASH 0 Engineering Office 942 Green St. Suite B Conyers, GA 30012 m CERTAINTEED 4" 770.602.4261 0o EXPOSURE ROUGH SAWN PVC CELL#D-0 CEDAR www.genwash.com SIDING OVER 7116"APA RATED SHEATHING No. Description Date i ca 9'-6" 22'-U" 9'-6" Equipment Room Side 318" = 1'-0" SHEET METAL FASCIA AND TRIM WHITE SHEETMETAL FRIEZE PANEL 0 M 0 ti WHITE SHEETMETAL COLUMN (TYP.) Cumberland r Farms r , / THIN BRICK TO MATCH ' LAWRENCEVILLE BRICK& i TILE CO. 3-619 MSC BURLINGTON 42 Single Bay Exterior Elevations 0 Project number W $' �" G05-016 - 15'- 1" I 2 Exit Side Address 318" = 1'-0" Agawam, MA Manufacturer No. Date Issue Date Drawn by Author Checked by Checker N ti A2 N ti r r Scale 3/8" = 1'-0" Glazing Schedule Door Schedule Mark Count Description Length Height Area Type Mark Mark Count Description Finish JFrame Typ2l Frame Finish =Heiuht Width Lockset Closer Hand 1 1 Clear Anodized Aluminum Frame WI 27' - 8" 8'-0" 221 SF 1 1 1 Hollow Metal Door Paint to Match 2" Metal Paint to Match Interior 7' - 0" 3' - 0" Standard Standard RH 1/2" Tempered Glass W/ 1/2" Butt Interior and Exterior and Exterior IrAd Joints (4'-0" O/C Max.) G E N E S I S 2 1 Ryko Doors Four Window Bi-Fold - - 9' - 11 314" 10' - 0" NA NA NA 3 1 1 Ryko Doors JFour Window Bi-Fold - - 9' - 11 3/4" 10' - 0" INA INA INA modular carwash building systems "The Only TRUE Modular Carwash" �A7 1 42'-3"010 STEEL BUILDING These drawings and all information hereon are of 1/ " 41'-6"0/0 STEEL FRAME 4 1/ " a confidential nature and remain the property of - _ Genesis Modular Carwash Building System 6'- 11" 27"-8"010 WINDOW 6'- 11" (Genesis). Any use or reproduction of these 3'-0" 3" 9'_2" 3" 91-0" drawings for any purpose, except by written permission from Genesis Modular Carwash Building Systems is strictly prohibited Corporate Office 1 631-B Indian Trail Road Lilburn, GA 30047 1.888.GENWASH 16'- 1" 9'-4"GRATE DRAIN 16'-1' Engineering Office oo 942 Green St. Suite B N Conyers, GA 30012 - 770.602,4261 www.genwash.com N T ti No. Descri Lion Date ip W W J V 04 Z 3 Al 2 d O 0 2 2 A6 e � � _ r + O u5 O W � r O (V 2 A2 i;q 0 Z_ J D ro ii Z! w w N O d. N N N cD � SD N N C — MN tD CV W J 00 J N t LU 0 4 A5 2 CDo o � od CO O 3 0N r~ Cumberland Farms CV FFK _ 42' Single Bay - Floor Plan 2Z-6" 11 " 22'-6" 1/ " 9'-6" 23'-3" 9'-6" Project number G05-016 Address 1 Agawam, MA Manufacturer No. Date Issue Date 1 Finished Floor Drawn by Author 2 1 2" = 1'_0" Checked by Checker 1- In A3Ln N Scale 1/2" = 1'-0" 0 0 bohler Engineering, P.c. 352 Turnpike Road Southborough, MA 01772 LETTER Of TRAN�M_ ITTAL Ter (508) 480-9900 • Fax: (508) 480-9080 PROFESSIONAL ENGINEERING SERVICES TO: Town ofAgawarn DATE: Novemeber,27 2006 Building Department RE: Cumberland Farms 1000 Suffield Street 835 Suffield Street Agawam,MA 01001 Agawam,MA ATTENTION: Dominic Urbunati JOB NO: W051620 We are sending you the following items via: FedEx ❑Attached ❑Shop drawings ❑Prints ®Plans ❑Specifications ❑Copy of letter ❑ Other Item # #of copies Date Description 1 10 08/28/06 Final ALTA/AGSM Land Title Survey REV09/11/06 —T, r-r. o These are transmitted: ❑ For approval ® For your use ❑As requested ❑ For review and comment Remarks: A Enclosed please find four(10) ALTA/ACSM Land Title Surveys for the Cumberland Farms Car wash for the.-- 841 Suffield Street submission(11/22/06). t� Should you have any questions, comments or require additional information, please do not hesitdt.6 to cant me at 508-480-9900. V� �1 11 COPY TO: File SIGNED: Rich Drurey ?� If enclosures are not as noted,kindly notify us at once. AGAWAM PLANNING BOARD Form D _ Application for Site Plan Approval ,. 14A Please complete the following form and return it and 10 copiJo fhe Site Plan to: Agawam Building Department T 36 Main Street c Agawam, MA 01001 �, I. Name of Business Cmberland Farms, Inc. - n Address 841 Suffield Street a rn _ _. _.. _ cn Telephone (781 ) 828-4900 Fax ( 781 ) 830-4090 2. Name of Applican.t/Owner Cumberland Farms, Inc. Address 777 Dedham Street, Canton, MA 02021 Telephone (781 ) 828-4900 . Fax (781 ) 830-4090 3. Name of Engineer/Architect Bohler Engineering, P.C. Address 352 Turnpike Road, Southborough, MA '01772 Telephone (508 ) 480-9900 Fax ( 508) 480-9080 4. Please give a brief description of the proposed project: The proposed development includes the construction of a 867-1 sq. ft. building/car wash with a driveway, two vacuum islands and appropriate site amenities. Stormwater and landscaping improvements are also proposed. Revised 8/14/03 352 Turnpike Road BOHLER Southborough, A80 9900 ENGINEERING, PC. 508,480.9080 fax November 21,2006 Town of Agawam 36 Main Street Agawam,MA 01001 1--) RE: Proposed Cumberland Farms Car Wash o 841 Suffield Street - j � Map J8,Lot 20 Agawam,MA 01001 m C Dear Members of the Board, o raj On behalf of Cumberland Farms, Inc,please accept the enclosed Site Plan Approval associated with the above referenced location. The proposed work consists of the construction of a 867 sq. ft. car wash with a driveway,two YxIO' vacuum islands and associated site amenities. The Car Wash is proposed to the east of the existing convenience store and parking lot. Please note that we are currently in the permitting process with the Conservation Commission and have addressed comments from the Engineering Department that were issued under their review(see attached). Enclosed please find the following items for your review: 1. Ten (10)sets of site plans(signed/sealed)dated 9/12/05 and revised 10/9/06 2. Ten(10)copies of a completed"Form D Application for Site Plan Approval" 3_ Three(three)copies of the Drainage Report 4. Three(three)copies of the Traffic Report 5. Ten(10)letters addressing Engineering Department comments 6. Letter of Authorization from applicant We understated that the submittal of this application will a4low us to present the application and proposal before you at the monthly meeting scheduled for December 7ib. Should you have any questions or require any further information, please do not hesitate to contact me at(508)480-9900. Sincerely, Boh r Engineering,P.C. ' YJe .Cranston Cc. Manny Paiva, Cumberland Farms, Inc. Rick Sypek,Ross&Ross Chuck Dauchy, Environmental Consultant Gregory Russell, Fuss&O'Neil Other Office Locations: ■Albany,NY ■Purchase,NY ■Ronkonkoma,NY ■Warren, NJ ■Chalfont,PA ■Towson,MD ■sterling,VA ■Warrenton,VA 518.438.9900 914.251.9800 631.738.1200 908.668.8300 215.996.9100 410.821.7900 703.709.9500 540.349.4500 CIVIL&CONSULTING ENGINEERS■ SURVEYORS ■ TRAFFIC CONSULTANTS■ENVIRONMENTAL& GEOTECHNICAL ENGINEERS www.bohlereng.com L 0 352 Turnpike Road BQHLER Southborough, MA 01772 508.480.9900 ENGINEERING, P.C. 508.480.9080 fax November 21, 2006 - 1 Town of Agawam Engineering Department 36 Main Street "; ; C:) y Agawam, MA 01001 -s F\ rQ o _J z ATTENTION: Mr. Rick S. Seidnitzer ` =" to T rri Re: Town Engineering Dept. Plan Review Comments _< Cumberland Farms,Inc. o C-) 841 Suffield Street,Agawam, MA Cn Dear Mr. Seidnitzer. The following is a response to your plan review comments dated September 28. 21006. The following are your comments with our responses: 1. Due to a clogging potential, a minimum diameter of 4" is required for the inlet to the detention basin's Outlet structure. The current design calls for the inlet to be 1.6" in diameter. An opening of at least 4" in diameter will minimize any debris from clogging this inlet. We also recommend the addition of a trash rack at this opening to further help with this situation. Since this requirement will significantly impact the overall design of the site, the review of the stormwater calculations has not been completed. Response: Per our discussions, due to the minor increase in paved surfaces on the subject parcel anything larger than a 1.6" diameter orifice will not detain the required now. Per your suggestion, we have modified the outlet control structure so that the orifice provided for attenuation is internal to reduce the likelihood of clogging as discussed. Additionally, we have provided a connection to this outlet control orifice upstream with a trash rack proposed externally. This trash rack will protect the external 4"opening and prevent clogging. 2. The plans should show all Riverfront/Wetlands boundaries. Response: The plans do show all existing wetland boundaries and the required buffer areas; however, the Riverfront areas are not shown as we are taking the position that this drainage ditch/depression is not a river and will be requesting an Order of Conditions from the Conservation Commission stating same. 3. The N.O.I. should include the total Riverfront area and the proposed alteration to this Riverfront. Response: Non-Applicable. See response to item #2 above. Other Office Locations: ■Albany,NY ■Purchase,NY ■Ronkonkoma,NY ■Warren,NJ s Chalfont,PA ■Towson,MD ■Sterling,VA ■Warrenton,VA 518.438.9900 914.251.9800 631.738.1200 908.668.8300 215.996.9100 410.821.7900 703.709.9500 540.349.4500 CIVIL&CONSULTING ENGINEERS■ SURVEYORS■ '11�AFFIC CONSULTANTS■ ENVIRONMENTAL & GEOTECHNICAL ENGINEERS www.bohlereng.com BOHLER ENGINEERING, P.C. 4. Engineering and the Conservation Commission are currently waiting to see what the D.E.P. requirements and comment will be regarding the activity proposed within the Riverfront Area. Response: Comment noted. 5. Engineering requests to be notified when the test pit is to be excavated in.the proposed detention basin at the subject site. Response: A note has been added to Sheet #5, Drainage & Utility Plan which requires that the Contractor notify the Town Engineering Department when the test pit is scheduled to be excavated. 6. The detention basin should be designed to maintain positive flow from all directions to the outlet structure so that ponding does not occur. There is a spot elevation in the detention basin(ele.=]21.40) which is lower than the outlet structure's inlet(ele.=121.50). Response: The bottom of the detention basin's elevations have been modified per your request. 7. The three feet of S"HDPE pipe between the proposed DMH and the proposed Stormceptor 450 (both structures in the d-basin) may become a restricting element when the outlet structure's inlet diameter is increased as explained in Item 3 above. It will be necessary for the proponent to submit a re- calculated stormwater design for the subject site to access the impact of all design changes (on-site or into the wetlands). Response: The three(3)feet of 8"pipe was an error and the plans have been revised to propose a 12" HDPE pipe. A recalculated report should not be necessary due to this modification of increasing the outlet pipe. 8. The plans should include the following note: "All excavation within Suffield Street must backfilled utilizing flowable fill per Town of Agawam standards". Response: A note has been added to Sheet#5,Drainage& Utility Plan that indica(es same. We hope that you find our responses satisfactory and look forward to resolving these items. ulthou have any questions or require any further information, please do not hesitate to contact me at;-, (508)480-9900. Very truly yours. y IE Tl SO ER ENGINEERING, P.C. < o �c- w M 777 C�o Ja es J. Cranston Cc: Manny Paiva,Cumberland Farms, inc. Richard Sypek,Ross&Ross was 1620 Lit,Seidikzcr 1 1-.I-06,doe CIVIL&CONSt3LT1NG ENGINEERS■ SURVEYORS■ TRAFFIC CONSULTANTS r ENVIRONMENTAL & GEOTECHNICAL ENGINEERS 000 C •R"f Farms® 777 DEDHAM STREET,CANTON,MASSACHUSETTS 02021-9118 Law Department f. PHONE;781-828-4900 WEBSITE: WWWAUMBERLANDFARMIPW V rny, February 14, 2006 � ..j i Mrn cn To Whom It May Concern: C © c7 rn Cumberland Farms, Inc., with a usual place of business in Canton, Massachuts,gbes hereby authorize the employees of Bohler Engineering,P.C. to apply for and represent Cumberland Farms, Inc. in filing of any applications for required permits and/or approvals for the construction, operation and maintenance of a convenience store/self- service gas station, car wash located in Agawam, Massachusetts, including, but not limited to, appearing before any governmental agency at general meetings or public hearing addressing such construction/improvement of Cumberland Farms retail facilities. Cumberland Farms, Inc. Devra G. Bailin Senior Counsel,Real Estate On this 14`h day of February, 2006, before me, the undersigned notary public, personally appeared Devra G. Bailin proved to me through satisfactory evidence of identification, which were her driver's license, to be the person whose name is signed on the preceding or attached document in my presence. Notary Public: Pamela A. Sinned My Commission Expires: 2/25/2011 `,��i �P►.Sll y�, �i�� J:1Law\Agawam,MA113oWcr Authorization L,tr.doc ��,�' •9 dR F �� t►�11tii1i�� G u�C E7 ON L�J BRANDED PRODUCTS 1 M x � .a- y � Ln M Traffic Impact Study Cumberland Farms Car Wash M6 1 Cumberland Farms, Inc. Canton, MA September 2006 1 1 1 FUSS &O,NEILL ' Disciplines to Deliver 1 Fuss & O'Neill 78 Interstate Drive West Springfield, MA 01089 1 1 FUSS&O'NEILL rTRAFFIC IMPACT STUDY CUMBERLAND FARMS CAR WASH AGAWAM, MA ' INTRODUCTION The following traffic report summarizes the traffic assessment for a new car wash to be located on Suffield Street in Agawam. This report presents the results of a field investigation, traffic data collection, and analysis of the estimated traffic to be generated by the site. Figure 1 shows the site location in Agawam. ' PROJECT DESCRIPTION The proposed project is a single bay automated car wash which will be located on the property of the existing Cumberland Farms gas station/convenience store at 837 Suffield Street. The site is currently occupied by the existing Cumberland Farms, a West Coast Video store, and the ' Parthenon Restaurant. The existing structure will not be altered by the addition of the car wash. Access to the site will be provided via the two existing driveways on Suffield Street. ' EXISTING TRAFFIC CONDITIONS Suffield Street (State Route 75) is a two-lane collector road providing access to Route 57 and West Springfield to the north. Suffield Street also provides access to Bradley International Airport,which is located approximately 10 miles to the south. Suffield Street has a pavement width of approximately 30 to 35 feet in the vicinity of the site. Suffield Street carries average ' daily traffic (ADT) of approximately 12,000 vehicles per day. Suffield Street is under the jurisdiction of the Town of Agawam. ACCIDENT HISTORY ' Accident historyfor the most recent three year period was researched based on available crash Y data on record with the Massachusetts Highway Department. Data for the years 2002, 2003, ' and 2004 was reviewed for the Suffield Street intersections with the driveways of CVS, Cumberland Farms,and the shopping plaza located opposite of Cumberland Farms. A summary of the crash data is appended. ' The intersections of Suffield Street with the site driveways experienced an average of P g approximately 1.3 accidents per year. A crash rate for the intersections was calculated using ' methodology of the Massachusetts Highway Department (MHD).A crash rate of 0.25 accidents per trillion entering vehicles was calculated. This is lower than the MHD District 2 unsignahzed intersection average of 0.85,indicating no significant safety deficiency or predominant hazardous conditions exist. PROJECTED TRAFFIC ' In order to evaluate the generated traffic f o s Impact on study area roadways ffi enerated by the proposed car p y p wash, traffic conditions were projected to a future year in accordance with standard practice. A FAP200510913W017'raffic Impact Study 0906.doc 1 Report(MA) 1 ' FUSS&O'NEILL five-year projection (year 2010) was analyzed in this study.The background traffic on Suffield Street was increased to reflect traffic growth within that time period. An annual traffic increase ' of 1.00 percent per year was used as the growth rate for background traffic. This is a conservative estimate based on MHD traffic count sources in the surrounding area. Figures 4 and 5 indicate the estimated future peak hour traffic without the proposed development,i.e. the NO BUILD condition. TRAFFIC EXPECTED FROM THE PROJECT iAn estimate was made of the traffic volume to be generated by the fully automated, 1-bay car wash.These traffic estimates are based on trip rates published by the Institute of ' Transportation Engineers JTE) in their report, `Trip Generation", Seventh Edition, 2003. Land Use Activity Code 948,Automated Car Wash was used to estimate the number of new trips expected due to the project. Table 1 indicates the estimated site traffic volume for the weekday ' AM and PM peak hours. It is estimated that the project will generate approximately 18 vehicles (9 entering and 9 exiting) ' during the weekday morning peak hoar and 18 vehicles (9 entering and 9 exiting) during the weekday evening peak hour.The morning peak hour period is typically 7:00 to 8:00 AM,while the afternoon peak hour for existing traffic was 4:30 to 5:30 PM on Suffield Street. Figwes 6 ' and 7 indicate the estimated traffic generated by the proposed development as it is distributed to tuming movements at the driveways. ' TABLE 1 SITE TRIP GENERATION ESTIMATES ' T New Trips_ ' Weekday Morning Peak Hour Entering 9 Exitin 9 Total J � _ 18 ' Weekday Evening Peak Hour Entering 9 ' Exiting 9 Total 19 Highway-oriented businesses, which generally include automated car washes and gas station/convenience stores,typically generate a significant proportion of driveway traffic volumes by attracting vehicles from the existing traffic already using the transportation network in the vicinity of the site. This amount of traffic which enters and leaves the ' proposed project not as a primary origin or destination but as an intermediate stop in a trip made for some other purpose is defined as the "pass-by"trip percentage. This percentage is applied to the total trip generation of the proposed project to calculate the total amount of F V200S1091RAI01Traffic Impact Study 0906.doc 2 Report(NfA) FUSS&O'NEILL new traffic that will be added to the adjacent transportation facilities as a result of the development. For this project, no credit was taken for pass--by trips, or for trips that are expected to be combined with gas or convenience store purchases, providing a conservative estimate of the ' traffic to be generated by the proposed project. All traffic using the car wash was therefore treated as new traffic for purposes of impact analysis. ' IMPACT OF ADDED TRAFFIC The presence of the cat wash will result in less than a 2 percent increase in peak hour traffic on Suffield Street for the year 2010. These increases are within the daily fluctuations in traffic volumes and should not be noticeable by users of the study area road network. ' Figmes 8 and 9 indicate the result of adding the project traffic to the NO BUILD peak hour traffic at the existing driveway intersections with Suffield Street.These figutes represent the BUILD Condition for an average month. ' TABLE 2 WEEKDAY MORNING PEAK HOUR ' INTERSECi'ION CAPACITY ANALYSIS SUMMARY 2005 Existing- 2010 No Build 2010 Build ' Intersection Movement Delay LOS Del. LOS Delay LOS Suffield Street at CVS& EB LT/TH/RT 16.0 C 16.8 C 16.9 C North Getty Driveways WB LT/TH/RT 15.7 C 16.5 C 16.6 C NB LT/TH/RT 8.5 A 8.6 A 8.6 A SB LT/TH/RT 7.9 A 8.0 A 8.0 A Suffield Street at South EB LT/THIRT 15.1 C 15.9 C 16.0 C Getty&North WB LT/TH/RT 13.4 B 13.8 B 14.1 B Cumberland Farms NB LT/TH/RT 8.4 A 8.5 A 8.5 A Driveways SB LT/TH/RT 7.9 A &0 A 8.0 A 1 Suffield Street at South EB LT/TH/RT 16.6 C 17.5 C 17.8 C Cumberland Farms and WB LT/TH/RT 14.7 B 15.4 C 16.0 C ' Shopping Plaza Driveways NB LT/TH/RT 8.4 A 8.5 1 A 1 8.5 A SB LT/TH/RT 1 7.9 A 7.9 A 8.0 A Capado Ana jhsis ' A capacity analysis of traffic during the peak periods of the day was conducted to determine the relative quality of traffic operation, defined as level of service (LOS), for traffic at the existing driveway intersections with Suffield Street.Tables 2�and 3 indicate the LOS for the intersections ' for the AM and PM peak periods,respectively. F:\P200510913NAIO\Traffic Impact Study 0906.doc 3 Report(MA) FUSS&O'NEILL ' Level of Service has been determined by the methodology of the "2000 Highway Capacity Manual"published by the Transportation Research Board to describe the operating condition of an intersection. LOS is a measure of the Control Delay experienced by stopped vehicles at an intersection,which is rated on a scale from A to F,with each letter grade assigned a range of delay values in seconds per vehicle.LOS A describes a free flowing condition of very low delay ' {less than 10 seconds per vehicle), and LOS F describes a congested condition where delays will exceed 50 seconds per vehicle. Control Delay treasures the time accumulated when a motorist approaches an intersection including the initial deceleration, queue move-up time, stopped ' delay,and final acceleration delay. Therefore,intersections with longer Control Delay times are less acceptable to most drivers. ' TABLE 3 WEEKDAY EVENING PEAK HOUR INTERSECTION CAPACITY ANALYSIS SUMMARY 2005 E isting 2010 No Build 2010 Build ' Intersection Movement De la LOS Delay LOS Delay LOS Suffield Street at CVS& EB LT/TH/RT 22.6 C 24.4 C 24.8 C North Getty Driveways WB LT/TH/RT 29.8 D 33.5 D 34.2 D NB LT/TH/RT 9.1 A 9.2 A 9.3 A SB LT/TH/RT 8.9 A 9,0 A 9.1 A ' Suffield Street at South Getty EB LT/TH/RT 1%8 C 21.1 C 21.6 C &North Cumberland Farms WB LT/TH/RT 30.0 D 34.2 D 37.5 E Driveways NB LT/TH/RT 8.9 A 9.0 A 9.0 A SB LT/TH/RT 8.9 A 9.1 A 9.1 A Suffield Street at South EB LT/TH/RT 132.2 F 193.2 F 212.6 F Cumberland Farms and WB LT/TH/RT 28.8 D 33.4 D 35.6 E Shopping Plaza Driveways NB LT/TH/RT 9.0 A 9.1 A 9.1 A 5B LT/TH/RT 8.8 A 8.9 A 9A A ' The additional traffic attributed to the proposed car wash is expected to have tninitraal impacts on traffic operations along Suffield Street.The majority of traffic movements are expected to ' operate with the same Level of Service under all 2010 traffic conditions,i.e. with or without the additional site traffic. The significance of a lack of change in Level of Service is that regular roadway users are unlikely to notice a change to traffic operations.The only approaches which will be subject to a change in Level of Service are the existing Cumberland Fauns driveways. Under the projected PM peak traffic conditions, the Cumberland Farms driveways are expected to go from LOS D under No Build conditions to LOS E with the additional car wash traffic. These changes in Level of Service are produced by incremental increases in delay of only a few 1 seconds per vehicle, however, due to the No Build delay being close to the LOS E threshold. These levels are typical of other commercial &retail business driveways along Suffield Street, and occasional delays to exiting traffic can be accommodated on the site exit driveway. FQ200%9131A I Mraffic Impact Study 0906.doc 4 Report(MA) FUSS&O'NEILL The left-turn movement out of the shopping center driveway is expected to continue to be characterized during the afternoon peak period by relatively long delays, but only occasionally by queues of stopped vehicles. This condition is related to the heavy flow on Suffield Street and the infrequency of adequate gaps for side street vehicles, which has long characterized operations at this location. Demand is still below capacity for the driveway left turn movement ' however, indicating that severe congestion is not resulting from this condition and that patient drivers familiar with the operation can anticipate the potential for opportunities to enter Suffield Street without having to accept smaller than normal gaps. As a result, this location is expected to operate safely under projected demand conditions. SITE ACCESS AND CIRCULATION ' The proposed car wash will be located in the southeast corner of the site. A 12 foot wide internal driveway will bring vehicles from the parking area to the entrance of the car wash.The wash driveway will provide storage for 8 to 10 vehicles. An additional 6-8 vehicles can be accommodated within the site without impacting driveway operations.A bypass lane has been included to allow vehicles to leave the queue prior to reaching the entrance of the car wash. ' The proposed access and circulation plan developed for the site isolates wash traffic from the parking area, minimizing conflicts between parking and wash vehicles. Adequate ' queuing length is provided to ensure free flow of traffic through the site and prevent on-site congestion. The provision of the bypass lane should eliminate any potential for unusual or disorderly movements in the wash queue. ' CONCLUSIONS Based on the traffic analysis discussed above, the following is concluded: 1. The operation of a single bay automatic car wash is expected to generate approximately 18 vehicle trips (9 entering and 9 exiting) during the weekday morning peak period and approximately 18 vehicle trips (9 entering and 9 exiting) during the weekday evening peak hour period. ' 2. Peak hour traffic volumes on Suffield Street are expected to increase by less than 2 percent as a result of this project. 3. The proposed driveway intersections will provide safe and efficient traffic operations under stop sign control with no other off site improvements necessary. 4. Adequate site access, queue storage, and circulation are provided by the site as designed to minimize the potential for off-site impacts under maximum demand conditions. FA1P2005109131A101Traffic Impact Study 0906.doc 5 Report(MA) ' FUSS&O'NEILL APPENDIX FIGURES ACCIDENT DATA TABLE TURNING MOVEMENT COUNT SUMMARIES CAPACITY ANALYSIS WORKSHEETS 1 F:T2 0 05109 1 31AI O%Traffic Impact Study 0906.doc Report W) • ;� y ��< , 4• !North +. i fA qr ; ��. 35 ...... . . To4nIf i$h ' zl� •• � �~• •,, • , � ;� • mow . •.ir -v...� , - � •� I � � .�� • ''••:;: 1 ti j `.•••' . :'►s'.• ': Phelps •;�: '� sch • ,r__' SITEP. • .�'• r= '• '. ••� ow l �� •. o S Id • er yt .•••�� rq 49 +' � — till I �`� I "'r ■• •• •• • J y Sp uth St rt to SCALE- PFtoJ No 20OW913.AIO HpFt2 V-15W DATE.SEPTEWER 200fi lATL1A. VERT_ Q0 FUSS & OTNEILL SITE LOCUS MAP "oRx 44 Disclpllnrs to Deliver VERT CUBERLAND FARMS CARWASH P ,� Iwo FIG 1 26 IXTMTATE=V1,VEST SP•..11ELS,IM O.9 GRAPHIC SCALE 41&•52o1a3 ...F.wa— I AGAWAM MASSACHUSMS i tzi i rn 4 t }moo �2 GETTY DRIVEWAY �3 CVS DRIVEWAY 0 6 cn Jam+ Z-21 GETTY DRIVEWAY �j—9 CUMBERLAND FARMS DRIVEWAY 01 i uo" L25 4� ♦—3 SHOPPING CENTER DRIVEWAY \V—17 CUMBERLAND FARMS DRIVEWAY 16-� ooNa� SCALE: PRO,No_25OW13At0 HORZ NTS AM PEAK HOUR DATE:SEPTEMeEA zoos OATUM VERT.: FUSS &ONEILL 2W5 EXISTING TRAFFIC VOLUMES RORZ, %p Disciplines to Deliver VERT CUMBERLAND FARMS CARWASH o AF!G 2 19 MEN=ME gm mil=w moo GRAPHIC SCALE 413 a D11E v yra AGAWAM MASSACHUSETTS c m m r 0 M m V -3 GETTY DRIVEWAY �— CVS DRIVEWAY 2°!Z mmw +-34 GETTY DRIVEWAY i� 21 CUMBERLAND FARMS DRIVEWAY NWT L20 ♦--2 SHOPPING CENTER DRIVEWAY ^14 CUMBERLAND FARMS DRIVEWAY 37—� N SCALL PRO.1 No.:205p0wo HORZ:NTS AdWil FM PEAK HOUR DATE,SEPTEMBERM OATjjM VERT., FUSS &O'NEILL 2005 EXISTING TRAFFIC VOLUMES NORZ', WR Discipline.+to Deliver vERT: CUMBERLAND FARMS CARWASH .s ,o FIG 3 GRAP141C SCALE 413A67A&" �. I .AGAWA141 AIASSACLIUSETCS c m m 0 th m rri i U O z2 .-0 GETTY DRIVEWAY rG—3 CVS DRIVEWAY N 1 .+� NWN +--22 J �1 GETTY DRIVEWAY 9 CUMBERLAND FARMS DRIVEWAY eJ— + v CA W� N C�II W `26 J /---3 SHOPPING CENTER DRIVEWAY �—tg CUMBERLAND FARMS DRIVEWAY 17—+ t2m Ln m scuE. �HOR2.:NT5 AM PEAK HOUR DATE:sEPrEMeER20% 77��ii((�� pp�� 17�� Y7 7 DATUM' VERT: PUSS & O1VEILL Wffl 2010 NO BUILD TRAFFIC VOLUMES HORZ.', Discipline.%fo Deliver vERT: CUMBERLAND FARMS CARWASH o FIG 4 s t r NTERMW murc VW fROpFEA W own MAPHiC SCALE 413A62640 w`Iwl0.erw AGAWAM MASSACHUSEM c m m Q UN Im —A 4-3 JV v N L 11 GETTY DRIVEWAY ` 2 CVS DRIVEWAY m N VWi �36 +-f GETTY DRIVEWAY li�22 CUMBERLAND FARMS DRIVEWAY ITr a M CA � V +-21 SHIPPING CENTER DRIVEWAY 1 " — 5 CUMBERLAND FARMS DRIVEWAY 96 39- 14itw SCALE PROD.Np_:2MM13A70 HORZ:NTS p- r7�� 7 PM PEAK HOUR DATE:SEPTEMBER M DATUM: VERT.; FUSS & O 1V EILL 2010 NO BUILD TRAFFIC VOLUMES HOR2.. Disciplines to Deliver VERT.: CUMBERLAND FARMS CARWASH FIG 5 0 s t 71 KrUff=OWE,IM WV&Win0.IM mCW GRAP141C SCALE 413AGLG+M A(jADAA),i MASSACHUSETTS 2i r) v rn m GETTY DRIVEWAY CVS DRIVEWAY I aN Z-2 GETTY DRIVEWAY r-2 CUMBERLAND FARMS DRIVEWAY I � NW SH❑PPING CENTER DRIVEWAY CUMBERLAND FARMS DRIVEWAY (A SCALE m SCALE'. PROD.No.:20050913AID HORZ.,NTS AM PEAK.HOUR DATE:SEPTEMBER29m «RT: FUSS &OINEILL DATUM: SITE TRAFFIC HORZ Disciylfne.s 90Deliver VERT,: CUMBERLAND FARMS CARWASH o .5 � FAG 6 GRAPHIC SCALE 41&o oo f�mw .AGAWAX4 k ASSACHUSETFS c m m v m GETTY DRIVEWAY 1 CVS DRIVEWAY 1 r N 41 2 GETTY DRIVEWAY r�3 CUMBERLAND FARMS DRIVEWAY N GI N L 2 SH❑PPING CENTER DRIVEWAY ►--2 CUMBERLAND FARMS DRIVEWAY Tf SCALE: PROD.No.:20050913AID HORZ.:NT9 AdmL PM PEAK HOUR DATE'SEPTEMBER 2006 VERT.' FUSS &O'NEILL on,uM SITE TRAFFIC HORZ' WR Discipline.,go Deliver VERT., CUMBERLAND FARMS CARWASH 5 FIG 7 GRAPH[C SCALE 413AOIA" waJ•e,o.an AGAW.M4 MASSACHUSETCS 1 c m v rm r Lo tNnc�no L_2 GETTY DRIVEWAY s CVS DRIVEWAY rZ_24 GETTY DRIVEWAY 11 CUMBERLAND FARMS DRIVEWAY 0 5--+ .Kira r ra c"Up +----28 SHOPPING CENTER DRIVEWAY ` 21 CUMBERLAND FARMS DRIVEWAY 4� �mw SCALE HORZ NTS zoos AM PEAK HOUR DATE SEPTEMSF_�. 0. 7�y T7 7 VERTU FUSS &OINEILL DATUM- zaia BUILD TRAFFIC VOLUMES HOSZ., Disciplin¢.�to Deliver VERT,: CUMBERLAND FARMS CARWASH s FIG 8 >eW^ww woomA utc,m GRAPHIC SCALE u>Lretaae w St ft w AGAWAM I-ASSACHUbETTS V) c v m 1 � VNN �_11 GETTY DRIVEWAY 2 CVS DRIVEWAY g 1—� ITr tcou 00 i i4-4 GETTY DRIVEWAY ,V^25 CUMBERLAND FARMS DRIVEWAY Q�► •-_23 SHOPPING CENTER DRIVEWAY � 7 CUMBERLAND FARMS DRIVEWAY ITrs� �D m �2 SCALE. PFOJ.No.20050913A10 HOR2.:NTS PM PEAK HOUR DATE:SEPTEMBER 20W VERT_: DATUM FUSS & O'NEILL 2010 BUILD TRAFFIC VOLUMES HORZ: Wffl Disciplines to Deliver VERT, CUMBERLAND FARMS CARWAS14 5 1 FIG 9 GRAPHIC SCALE a1&4W-04-6 AGAWAM MASSACHUSETTS TABLE 4 INTERSECTION ACCIDENT SUMMARY- 2002 THROUGH 2O04 SUFFIELD ST AT TOTAL ' DRIVEWAYS YEAR 2002 1 1 2003 1 1 2004 2 2 TOTAL 4 4 Average No.of Crashes 1.3 - Crash Rate 0.25 TYPE ANGLE 1 I REAREND 1 1 HEADON 1 1 UNKNOWN/OTHER 1 1 TOTAL 4 4 SEVERITY PROPERTY DAMAGE 3 3 ' PERSONAL INJURY 1 1 FATALITY 0 0 UNKNOWN 0 0 TOTAL 4 4 WEATHER CLEAR 4 4 RAIN 0 0 SNOWACE 0 0 CLOUDS 0 0 FOG 0 0 UNKNOWN 0 0 TOTAL 4 4 TIME 7:00 AM-9:00 AM 1 1 4:00 PM-6:00 PM 0 0 OTHER 3 3 TOTAL 4 4 Fuss & O'Neill 78 Interstate Drive ' West Springfield, MA 01089 File Name : PM_CVS&Getty 413 452-0445 Site Code : 00000003 Start Date : 12/0812005 Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles Suffield Street CVS Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound 1 Start Rig Thr Pad App. Rig Thr Pad App. Rig Thr Ped App. Rig Thr Ped App. Int. Time ht u Left s Total ht a Left s Total ht u Left s Total ht a Left s Total Total Factor tol 1.0.1 1.0 1.01 1 1.01 1.0 1 1.0 1 1.0 1 1.01 1.01 1.0 1.0 1.0 1 1.0 11.0 1 1.0 04:00 PM 14 124 3 0 141 2 0 2 0 4 6 147 7 0 .160 6 0 0 0 6 311 ' 04:15 PM 11 114 2 0 127 2 1 5 0 8 8 120 4 0 132 6 1 6 0 13 280 04:30 PM 5 146 1 0 152 4 1 1 0 6 5 143 10 0 158 4 0 2 0 6 322 04:45 PM 10 139 4 0 153 3 0 2 0 5 10 147 7 0 164 6 1 2 0 9 331 Total 40 523 10 0 573 11 2 10 0 23 29 557 28 0 614 22 2 10 0 34 1244 1 05:00 PM 8 167 3 0 178 1 2 3 0 6 10 158 0 0 168 7 0 1 0 8 360 05:15 PM 12 145 3 0 160 2 0 5 0 7 8 143 1 0 152 3 0 4 0 7 326 05:30 PM 7 138 2 0 147 6 0 2 0 8 12 139 6 0 157 2 0 2 0 4 316 05:45 PM 5 137 4 0 146 1 1 5 0 7 5 148 6 0 159 5 0 2 0 7 319 Total 32 587 12 0 631 10 3 15 0 28 35 588 13 0 636 17 0 9 0 26 1321 Grand 72 111 22 0 1204 21 5 25 0 51 64 114 41 0 1250 39 2 19 0 60 2565 Total 0 5 92. 41. 49. 91. 65. 31. Apprch% 6.0 2 1.8 0.0 2 9.8 0 0.0 5.1 6 3.3 0.0 0 3.3 7 0.0 Total% 2.8 43. 0.9 0.0 45.9 0.8 0.2 1.0 0.0 2.0 2.5 44. 1.6 0.0 48.7 1.5 0.1 0.7 0.0 2.3 Suffield Street CVS Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total 1 Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersectl 04:30 PM on Volume 35 597 11 0 643 10 3 11 0 24 33 591 18 0 642 20 1 9 0 30 1339 92 41. 12. 45, 92 66, 30 Percent 5.4 8 1.7 0.0 7 5 8 O.D 5.1 1 2.8 0.0 7 3.3 0 0.0 05:00 8 167 3 0 178 1 2 3 0 6 10 158 0 0 168 7 0 1 0 8 360 Volume ' Peak 0.930 Factor High Int. 05:00 PM 05:15 PM 05:00 PM 04:45 PM Volume 6 167 3 0 178 2 0 5 0 7 10 158 0 0 168 6 1 2 0 9 Peak 0.90 0.85 0.95 0.83 Factor 3 7 5 3 Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 0y 04:30 PM 05:00 PM 04:30 PM 04:15 PM Approach Volume 35 597 11 0 543 10 3 15 0 28 33 591 18 0 642 23 2 11 0 36 92 35. 10. 53. 92 63. 30 Percent 5.4 8 1.7 0.0 7 7 6 0'0 5.1 1 2.8 0.4 9 5.6 6 0.0 ' High Int. 05:00 PM 05:30 PM 05:00 PM 04:15 PM Volume 8 167 3 0 178 6 0 2 0 8 10 158 0 0 168 6 1 6 0 13 Peak 0.90 0.87 0.95 0.69 Factor 3 5 5 2 1 : i 1 Fuss & O'Neill 78 Interstate Drive West Springfield, MA 01089 File Name : PM_CVS&Getty 413 452-0445 Site Code : 00000003 Start Date : 12/08/2005 ' Page No : 1 Groups Printed- eavy Vehicles Suffield Street CVS Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound ' Start Rig Thr Ped App. RigMhrPed App. Rig Thr Ped App. Rig Thr Ped App. Int Time ht a Leo s Total hto s Total ht u Leo s Total ht u Left s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 7 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 3 ' 04:30 PM 0 1 0 0 1 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 6 04:45 PM 0 3 0 0 3 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 5 Total 0 7 0 0 7 0 0 6 0 0 0 13 1 0 14 0 0 0 0 0 21 05:00 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 06:15PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 ' Total 0 4 0 0 4 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 7 Grand 0 11 0 0 11 0 0 0 0 0 0 16 1 0 17 0 0 0 0 0 28 Total ' Apprch% 0.0 100 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94. 5.9 0.0 0.0 0.0 0.0 0.0 Total% 0.0 39. 0.0 0.0 39.3 0.0 0.0 0.0 0.0 0.0 0.0 57.1 3.6 0.0 60.7 0.0 0.0 0.0 0.0 0.0 Suffield Street GVS Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound Start Rig I Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int Left Left Left Left Time ht u s Total ht u s Total ht u s Total ht u s Total Total Peak dour From 04:00 PM to 05:45 PM-Peak 1 of 1 tntersecti 04:00 PM on ' Volume 0 7 0 0 7 0 0 0 0 0 0 13 1 0 14 0 0 0 0 0 21 Percent 0.0 1000 .0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 7.1 0.0 0.0 0.0 0.0 0.0 04:00 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 7 Volume ' Peak I0.750 Factor High Int. 04:00 PM 3:45.00 PM 04:30 PM 3:45:00 PM Volume 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 ' Peak0.53 0.70 Factor 0 Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 ' Approach 04:30 PM 04:00 PM 04:00 PM 04:00 PM Volume 0 8 0 0 8 0 0 0 0 0 0 13 1 0 14 0 0 0 0 0 Percent 0.0 1000 0.0 0.0 - - - - 0.0 92. 7.1 0.0 - - - - High Int 04.45 PM - - - - _ 04:30 PM - Volume 0 3 0 0 3 0 5 0 0 5 - - - Peak 0.66 _ 0.70 Factor 7 0 i ' Fuss & O'Neill 78 Interstate Drive ' West Springfield, MA 01089 File Name : PM_CF&Getty 413 452-0445 Site Code : 00000002 Start Date : 12/08/2005 ' Page No : 1 Groups Printed-Passenger Vehicles-Heav q Vehicles Suffield Street Cumberland Farms Driveway Suffield Street Getty Driveway Southbound Westbound I Northbound Eastbound ' Start Rig Thr Ped App. Rig [!11P1.0 Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Time ht u Left s Total ht eft s Total ht u Left s Total ht u Left s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 1.0 1 1.0 1 1.0 1 __I.0 1 1.0 1 1.0 1 1.0 05:00 PM 17 0 2 0 19 8 0 8 0 . 16 2 0 2 0 4 3 0 2 0 5 44 05:15 PM 7 0 2 0 9 4 0 3 0 7 0 0 5 0 5 2 0 1 0 3 24 ' 05:30 PM 11 0 5 0 16 9 0 5 0 14 1 0 5 0 6 4 0 2 0 6 42 05:45 PM 7 0 8 0 15 7 1 5 2 15 3 0 10 0 13 4 0 0 0 4 47 Total 42 0 17 0 59 28 1 21 2 52 6 0 22 0 28 13 0 5 0 18 157 ' 06:00 PM 15 0 5 0 20 8 3 5 0 16 0 0 3 0 3 6 0 1 0 7 46 06:15 PM 13 0 8 0 21 10 0 6 1 17 1 0 1 0 2 2 0 2 0 4 44 06:30 PM 12 0 12 0 24 7 0 8 0 15 0 0 2 0 2 3 0 1 0 4 45 06:45 PM 12 0 9 0 21 11 1 2 0 14 5 0 3 0 8 3 0 0 0 3 46 Total 52 0 34 0 86 36 4 21 1 62 6 0 9 0 15 14 0 4 0 18 181 Grand 94 0 51 0 145 64 5 42 3 114 12 0 31 0 43 27 0 9 0 36 338 Total ' Apprch% 64. 35, 56. 36. 27. 72 75. 25. 0.0 8 0.0 2 0.0 1 4.4 8 2.6 9 Q.0 1 0.0 0 0.6 0 Total% 2 8 0.0 15.t 0.0 42.9 18. 1.5 12.4 0.9 33.7 3.6 0.0 9.2 0.0 12.7 8.0 0.0 2.7 0.0 10.7 Suffield Street Cumberland Farms Driveway Suffield Street Getty Driveway Sorthbound Westbound Northbound Eastbound Start Rig Thr I Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. Time ht u s Total ht u s Total ht u S Total ht u s Total Total Peak Hour From 05:00 PM to 06:45 PM-Peak 1 of 1 Intersecti 05:45 PM on Volume 47 0 33 0 80 32 4 24 3 63 4 0 16 0 20 15 0 4 0 19 182 ' 58 41 50. 2 78, Percent t3 0.0 3 38 D.0 8 6.3 1 0. 80 4.$ Q o.D 0 21 D.Q 9 0.0 1 0.0 flm Volume 7 0 8 0 15 7 1 5 2 15 3 0 10 0 13 4 0 0 0 4 47 e Peak 0.968 Factor High Int. 06:30 PM 06:15 PM 05:45 PM 06:00 PM Volume 12 0 12 0 24 10 0 6 1 17 3 0 10 0 13 6 0 1 0 7 Peak 0.83 0.92 0.3$ 0.67 Factor 3 6 _ 5 9 Peak Hour From 05:00 PM to 06:45 PM-Peak 1 of 1 By 06:00 PM 05,45 PM 05:00 PM 05:30 PM Approach Volume 52 0 34 0 86 32 4 24 3 63 6 0 22 0 28 16 0 5 0 21 60 39 5o. 38 21. 78 76. 23 Percent 5 0.0 5 0.0 8 6.3 1 4.8 4 0.0 6 0.0 2 0.0 8 0.0 High Int. 06:30 PM 06:15 PM 05:45 PM 06:00 PM Volume 12 0 12 0 24 10 0 6 1 17 3 0 10 0 13 6 0 1 0 7 Peak 0.89 0.92 0.53 0.75 Factor 6 6 8 0 t ' Fuss & O'Neill 78 Interstate Drive ' West Springfield, MA 01089 File Name : PM_CF&Getty 413 452-0445 Site Code : 00000002 Start Date : 12/08/2005 ' Page No :.1 Groups Printed-Heavy Vehicles Suffield Street Cumberland Farms Driveway Suffield Street Getty Driveway Sorthbound Westbound Northbound Eastbound ' Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Pad App. Rig Thr Pod App. lnt Time ht u Left s Total ht u Left s Total ht u s Total ht u Left s Total Total Factor 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 05:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 01 0 06:00 PM 0 0 Q 0 0 0 0 Q 0 0 0 0 0 0 0 0 Q 0 Q 0 0 06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06.45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Apprch% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Suffield Street Cumberland Farms Driveway Suffield Street Getty Driveway ' Southbound Westbound Northbound Eastbound Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Time ht u deft s Total ht u Leo s Total ht u Left s Total ht u Leo s Total Total Peak Hour From 05:00 PM to 06:45 PM-Peak 1 of 1 ntersecti n 05:00 PM Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Percent 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 05.45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Volume Peak 0.000 Factor High Int. 4:45:00 PM 4.45:00 PM 4:45:00 PM 4:45:00 PM ' Volume Peak Factor ' Peak Hour From 05:00 PM to 06:45 PM-Peak 1 of 1 9y 05:00 PM 05:00 PM 05:00 PM 05:00 PM Approach Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' Percent _ - - - - - - - - - - - - - - - - - High Int. Volume Peak _ Factor Fuss & O'Neill 78 Interstate Drive ' West Springfield, MA 01089 File Name : PM_CF&Plaza 413 452-0445 Site Code : 00000001 Start Date : 12/08/2005 ' Page No : 1 Grou s Printed-Passenger Vehicles-Heavy Vehicles Suffield Street Cumberland Farms Driveway Suffield Street Shopping Pura Driveway Southbound Westbound Northbound Eastbound ' Start Ring I Thr I Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Fed App. Int. Time ht u Leo s Total ht u LBft s Total ht u Left s Total ht u Leo s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.01 1.0 1.01 1.01 1.01 1.0 1.0 04:00 PM 33 85 6 0 124 6 1 4 0 11 12 125 9 0 146 5 2 17 0 24 305 ' 04:15 PM 23 96 9 0 128 9 0 3 0 12 11 105 10 0 126 18 0 19 0 37 3113 04:30 PM 37 107 5 0 149 2 0 3 0 5 10 135 18 0 163 7 1 19 0 27 344 04:45 PM 31 107 6 0 144 11 0 3 0 14 13 129 16 0 158 6 0 16 0 22 338 Total 124 395 26 0 545 28 1 13 0 42 46 494 53 0 593 36 3 71 0 110 1290 ' 05:00 PM 42 125 9 0 176 5 0 3 0 8 10 147 10 0 167 10 1 22 0 33 384 05:15 PM 32 102 6 0 140 2 2 5 0 9 8 108 10 0 126 14 4 29 0 47 322 05:30 PM 31 91 9 0 131 6 0 5 0 11 11 121 17 0 149 11 0 25 0 36 327 05:45 PM 32 106 6 0 144 4 0 3 0 7 13 118 20 0 151 12 0 26 0 38 340 ' Total 137 424 30 0 591 17 2 16 0 35 42 494 57 0 593 47 5 102 0 154 1373 Grand 261 819 56 0 1136 45 3 29 0 77 88 988 110 0 1186 83 8 173 0 264 2663 Total ' 23. 72. 58. 37. 83. 31. 65. Apprch 4.9 O.Q 3.9 D.0 T.4 9.3 0.0 3.0 0.0 0 1 4 7 3 4 5 Total% 9.8 30. 2.1 0.0 42.7 1.7 0.1 1.1 0.0 2.9 3.3 37.1 4.1 0.0 44.5 3.1 0.3 6.5 0.0 9.9 Suffield Street Cumberland Farms Driveway Suffield Set Shopping Plaza Driveway Southbound Westbound Northbound Eastbound Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int, Time ht u LBO s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersecti 04:30 PM on Volume 142 441 26 0 609 20 2 14 0 36 41 519 54 0 614 37 6 86 0 129 1388 ' 23. 72. 55. 28. Percent 4.3 0.0 5.& 38 O.D 6.7 8.8 0.0 4.7 0.03 4 6 9 84 5 66 7 7 05:00 42 125 9 0 176 5 0 3 0 8 10 147 10 0 167 10 1 22 0 33 384 Volume ' Peak 0.904 Factor High Int. 05:00 PM 04:45 PM 05:00 PM 05:15 PM Volume 42 125 9 0 176 11 0 3 0 14 10 147 10 0 167 14 4 29 0 47 ' Peak 0.86 0.64 0.91 0.6- 8 Factor 5 3 9 6 Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 ' Approa13 04:30 PM 04:00 PM 04:15 PM 05:00 PM Volume 142 441 26 0 609 28 1 13 0 42 44 516 54 0 614 47 5 102 0 154 23. 72. 66. 31 84 30, 66 Percent 3 4 4.3 0.0 7 2.4 9 0.0 7.2 0 6.8 0.0 5 3.2 2 0.0 ' High Int. 05:00 PM 04:45 PM 05:00 PM 05:15 PM Volume 42 125 9 0 176 11 0 3 0 14 10 147 10 0 167 14 4 29 0 47 Peak 0.86 0.75 0.91 0.81 Factor 5 0 9 9 1 ' Fuss & O`Neill 78 Interstate Drive ' West Springfield, MA 01089 File Name : PM_CF&Plaza 413 452-0445 Site Code : 00000001 Start Date : 12/08/2005 ' Page No : 1 Groups Printed-Heavy Vehicles Suffield Street Cumberland Farms Driveway Suffield Street Shopping Plaza Driveway Southbound Westbound Northbound Eastbound ' Start Rig Thr Ped App. Rig Thr Ped App. Rig !UE Ped App. Rig Thr Ped App. Int. Time ht u Left s Total ht u Left s Total htft s Total ht u Left s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 7 ' 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 2 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 5 04:45 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 Total 0 4 0 0 4 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 18 ' 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 05:15 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 ' Total 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 3 Grand 0 5 0 0 5 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 21 Total ' Apprch% 0.0 1000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100 0.0 0.0 0.0 0.0 0.0 0.0 Total% 0.0 23. 0.0 0.0 23.8 0.0 0.0 0.0 0.0 0.0 0.0 76. 0.0 0.0 76.2 0.0 0.0 0.0 0.0 0.0 ' Suffield Street Cumberland Farms Driveway Suffield Street Shopping Plaza Driveway Southbound Westbound Northbound Eastbound Start Rig Thr I Left Left Left Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped Apnt. Time ht u s Total ht u s Total ht u s Total ht u Left p. I s Total Total ' Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersecti 04:00 PM on ' Volume 0 4 0 0 4 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 18 Percent 0.0 100 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100 0.0 0.0 0.0 0.0 0.0 0.0 04.00 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 7 Volume ' Peak 0.643 Factor High Int. 04:00 PM 3:45:00 PM 04:00 PM 3:45:00 PM Volume 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 ' Peak 0.50 Factor 0 - 0.70 Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Approach :00 04 PM 04:00 PM 04:00 PM 04:00 PM Volume 0 4 0 0 4 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 Percent 0.0 100 0.0 0.0 - - - - 0.0 100 0.0 0.0 - - - - High Int. 04:00 PM 04:00 PM- - - - - - - - Volume 0 2 0 0 2 0 5 0 0 5 - Peak 0.50 _ 0.70 Factor 0 0 ' Fuss & O'Neill 78 Interstate Drive West Springfield, MA 01089 File Name : AM_CVS&Getty 413 452-0445 Site. Code : 00000004 Start Date : 12/08/2005 ' Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles Suffield Street CVS Driveway Suffield Street Getty Nveway(North) Southbound Westbound Northbound Eastlwund Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. j Thr Ped App. Int. Time ht u Leh s Total ht u Left s Total ht u Leh s Total u Lefts Total Total Factor 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1A 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 7 131 0 0 138 1 0 0 0 . 1 0 87 3 0 90 2 0 1 0 3 232 ' 07:15 AM 6 149 0 0 155 0 0 0 0 0 0 70 1 0 71 2 0 3 0 5 231 07:30 AM 5 126 0.---- 0 131 0 0 1 0 1 2 87 5 0 94 1 0 1 0 2 228 07A5 AM 6 98 0 0 104 1 0 2 0 3 2 81 3 0 86 1 0 2 0 3 196 Total 24 504 0 0 528 2 0 3 0 5 4 325 12 0 341 6 0 7 0 13 887 ' 08:00 AM 4 95 2 0 101 1 0 1 0 2 2 85 1 0 88 2 D 5 0 7 198 0815 AM 4 100 0 0 104 0 1 1 0 2 4 83 1 0 88 0 0 3 0 3 197 08:30 AM 7 104 2 0 113 0 1 3 0 4 1 86 0 0 87 0 2 1 0 3 207 08:45 AM 2 87 1 0 90 0 0 1 0 1 3 100 7 0 110 1 0 5 0 6 207 ' Total 17 386 5 0 408 1 2 6 0 9 10 354 9 0 373 3 2 14 0 19 809 Grand 41 890 5 0 936 3 2 9 0 14 14 679 21 0 714 9 2 21 0 32 1696 Total ' 95 21. 14, 64, 95. 28. 65. Apprch 96 4,4 0.5 D.0 0.0 2.0 2.9 0-06.3 0.0 1 4 3 3 1 1 6 Total% 2.4 52. 0.3 OA 55.2 0.2 0.1 0.5 0.0 0.8 0.8 40. 12 0-0 421 0.5 0.1 1.2 0.0 1.9 ' Suffield Street CVS Driveway Suffield Street Getty Driveway(North) Southbound Westbound Northbound Eastbound Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App, Rig Thr Ped App. Int. Left Left Left Left Time hi u s Total ht u s Total ht u s Total ht u s Total I Total Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersecti 07:00 AM on ' Volume 24 504 0 0 528 2 0 3 0 5 4 325 12 0 341 6 0 7 0 13 887 95 40. 60 95 46. 53 Percent 4.5 5 0.0 0.0 0 0.0 4 0.0 1,2 3 3.5 0.0 2 0.0 8 0.0 07:00 7 131 0 0 138 1 0 0 0 1 0 87 3 0 90 2 0 1 0 3 232 Volume ' Peak 0.956 Factor High Int. 07:15 AM 07A5 AM 07:30 AM 07:15 AM Volume 6 149 0 0 155 1 0 2 0 3 2 87 5 0 94 2 0 3 0 5 ' Peak 0.85 0.41 0.90 0.65 Factor 2 7 7 0 Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 ' By 07:00 AM 07:45 AM 08:00 AM 08:00 AM Approach Volume 24 504 0 0 528 2 2 7 0 11 10 354 9 0 373 3 2 14 0 19 95 18. 18. 63. 94 15. 10. 73. Percent 4.5 5 D.D 0.02 2 6 O.D 2.7 9 2.4 0.0 8 5 7 0.D High Int. 07-15 AM 08.30 AM 08:45 AM 08:00 AM Volume 6 149 0 0 155 0 1 3 0 4 3 100 7 0 110 2 0 5 0 7 Peak 0.85 0.68 0.84 0.67 Factor 2 8 8 9 1 1 Floss & O'Neill 78 Interstate Drive ' West Springfield, MA 01089 File Name : AM_CVS&Getty 413 452-0445 Site Code : 00000004 Start Date : 12/08/2005 ' Groups Printed-HeavyVehicles Page No : 1 Suffield Street CVS Driveway Suffield Street Getty Driveway(North) Southbound Westbound Northbound Eastbound Start Rig ThrKLeft:rPed, App. Rig Thr Ped App. Rig Thr Pad App. Rig Thr Ped App. int Time ht u Total ht u Left s Total ht u Left s Total ht u Left s Total Total Factor 1.0 i.0 1.0 1.0 1.0 iA 1.0 1.0 1.0 7.0 1.0 1.0 TO 1.0 1.0 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 0715 AM 0 7 0 0 7 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 10 07:30 AM 0 2 0 0 2 0 0 a 0 0 1 6 0 0 7 0 0 0 0 0 9 07:45 AM 0 5 0 0 5 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 9 Total 0 14 0 0 14 0 0 0 0 01 1 13 0 0 14 0 0 0 0 0 28 ' 08:00 AM 0 3 0 0 3 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 9 08:15 AM 0 7 0 0 7 0 0 0 0 0 0 9 0 0 9 0 0 1 0 1 17 08:30 AM 1 3 0 0 .4 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 7 08:45 AM 0 9 0 0 9 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 17 Total 1 22 0 0 23 0 0 0 0 0 0 26 0 0 26 0 0 1 0 1 50 Grand 1 36 0 0 37 0 0 0 0 0 1 39 0 0 40 0 0 1 0 1 78 Total ' Apprch% 2.7 97. 0.0 0.0 0.0 0.0 0.0 0.0 2.5 97. 0.0 0.0 0.0 0.0 1000 0.0 Total% 1.3 46. 0.0 0.0 47.4 0.0 0.0 0.0 0.0 0.0 1.3 50, 0.0 0.0 51.3 0.0 0.0 1.3 0.0 1.3 Suffield Street CVS driveway Suffield Street Getty Driveway{North) Southbound Westbound Northbound Eastbound Start Rig Thr Left Ped App. Rig Thr Left Ped App, Rig Thr Left Ped App. Rig Thr Left Ped App. Int. ' Time ht u s Total ht u s Total ht u s Total ht u s Total Total Peak Hour From 07.00 AM to 08:45 AM-Peak i of 1 Intersects 08:00 AM on ' Volume 1 22 0 0 23 0 0 0 0 0 0 26 0 0 26 0 0 1 0 1 50 Percent 4.3 95. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100 0.0 0.0 0.0 0.0 100 0.0 08:45 0 9 0 0 9 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 17 ' Volume Peak 0.735 Factor High Int. 08.45 AM 6,45:00 AM 08:15 AM 08:15 AM Volume 0 9 0 0 9 0 0 0 0 0 0 9 0 0 9 0 0 1 0Peak 1 Factor 0 69 0.7 0.20 Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 By 06:00 AM 07:00 AM 07:30 AM 07:30 AM Approach Volume 1 22 0 0 23 0 0 0 0 0 1 25 0 0 26 0 0 1 0 1 Percent 4.3 95. 0.0 0.0 - - - - 3.8 96. 0.0 0.0 0.0 0.0 i00 0.0 7 2High Int. 08:45 AM - - - 08:15 AM 08:15 AM Volume 0 9 0 0 9 - 0 9 0 0 9 0 0 1 0 1 Peak 0.63 _ 0.72 0.25 Factor 9 2 0 1 Fuss & O'Neill 78 Interstate Drive West Springfield, MA 01089 File Name : AM_CF&Getty 413 452-0445 Site Code : 00000003 Start Date : 12108/2005 Page No : 1 Groups Pdrited-Passenger Vehicles-Heavy Vehides Suffield Street Cumberland Farms Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound 1 Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 1.01 0 1.0 1.0 1.0 1.0 1.0 1 1.0 1 1.0 07:00 AM 0 0 4 0 4 10 1 2 0 13 1 0 2 0 3 1 0 2 0 31 23 1 0715 AM 5 0 2 0 7 3 0 3 0 6 0 0 1 0 1 2 0 0 0 2 16 07.30 AM 3 0 4 0 7 4 0 2 0 6 0 0 3 0 3 2 0 1 0 3 19 07:45 AM 3 0 1 0 4 4 0 2 0 6 0 0 1 0 1 0 0 1. 0 1 12 Total 11 0 11 0 22 21 1 9 0 31 1 0 7 0 8 5 0 4 0 9 70 08:00 AM 5 0 2 0 7 3 0 1 0 4 0 0 1 0 1 0 0 1 0 1 13 08:15 AM 5 0 7 0 12 8 0 1 0 9 1 0 1 0 2 1 0 2 0 3 26 08:30 AM 10 0 2 0 12 1 0 3 0 4 0 0 3 0 3 0 0 2 0 2 21 08:45 AM 2 0 1 0 3 1 0 0 0 1 0 0 2 0 2 1 0 2 0 3 9 1 Total 22 0 12 0 34 13 0 5 0 18 1 0 7 0 8 2 0 7 0 9 69 Grand 33 0 23 0 56 34 1 14 0 49 2 0 14 0 16 7 0 11 0 18 139 Total 1 58. 41. 69. 38. . Apprch°Jo Q.0 0.0 2.0 28 0.0 Q.0 0.0 0.0 0.0 9 1 4 6 12. 87. 61 5 5 9 1 23 16 24. 10. 10 Total°b 7 a.0 5 a.a 40.3 5 0.7 1 O.a 35.3 1.4 a.0 0.0 11.5 5.0 0.0 7.9 Q.0 12.9 1 Suffield Street Cumberland Farrns Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Left Left Left Lgft ' Time ht u s Total ht u s Total ht u s Total ht u s Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersecti 07:45 AM on Volume 23 0 12 0 35 16 0 7 0 23 1 0 6 0 7 1 0 6 0 7 72 65. 34. 69. 30 14. 85 14. 85. Percent 7 0.0 3 Q.0 6 0.0 4 0.0 3 0.0 7 0.0 3 0.07 0.0 WAS 5 0 7 0 12 8 0 1 0 9 1 0 1 0 2 1 0 2 0 3 26 Volume Peak 0.692 Factor High Int. 08:15 AM 08:16 AM 08:30 AM 08:15 AM Volume 5 0 7 0 12 8 0 1 0 9 0 0 3 0 3 1 0 2 0 3 4 Peak 0.72 0.63 0.58 0.58 Factor 9 9 3 3 Peak Hour From 07.00 AM to 08:45 AM-Peak 1 of 1 ' By 07:45 AM 07:00 AM 07:00 AM 07.00 AM Approach Volume 23 0 12 0 35 21 1 9 0 31 1 0 7 0 8 5 0 4 0 9 65 34 67, 29 12. 87 55. 44 Percent 7 0.0 3 0.0 7 3.2 0 0.0 5 0.0 5 0.0 6 0-04 0.0 High Int. 08:15 AM 07:00 AM 07:00 AM 07:00 AM Volume 5 0 7 0 12 10 1 2 0 13 1 0 2 0 3 1 0 2 0 3Peak I Factor 0.799 0.569 o.67 0.701 i 1 1 1 Fuss & O'Neill 78 Interstate Drive West Springfield, MA 01089 File Name : AM_CF&Getty 413 452-0445 Site Code : 00000003 Start Date : 12/08/2005 ' Page No : 1 Groups Printed-Heavy Vehicles Suffield Street Cumberland Farms Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound ' Start Rig Thr Pod App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Factor 1.0 1.0 1 A 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07.00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 ' 0&00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 2 0 2 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 4 08:30 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total - 1 0 2 0 3 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 5 Grand 1 0 2 0 3 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 5 Total ' Apprch% 3 0.0 66. 0.0 100 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0.0 Total% 20. 0.0 40. 0.0 60.0 40. 0.0 0.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Suffield Street Cumberland Farms Driveway Suffield Street Getty Driveway Southbound Westbound Northbound Eastbound Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. ' Left1. Left Left Left Time ht u s Total ht u s Total ht u s Total ht u s Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 lntersecti 07:45 AM on ' Volume 1 0 2 0 3 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 5 Percent 33. 0.0 66. 0.0 100 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 08:15 0 0 2 0 2 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 4 ' Volume Peak 0.313 Factor High Int. 08:15 AM 08:15 AM 6:45:00 AM 6.45:00 AM Volume 0 0 2 0 2 2 0 0 0 2 ' Factor 0.35 0.20 Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 ' By 07:45 AM 07.30 AM 07:00 AM 07:00 AM Approach Volume 1 0 2 0 3 2 0 0 - 0 2 0 0 t} 0 0 0 0 0 0 0 Percent 33. 0.0 66. 0.0 100 0.0 0.0 0.0 - - - - - - - - High Int. 08:15 AM 08:15 AM - - - - - - - - - - - Volume 0 0 2 0 2 2 0 0 0 2 Peak 0.37 0.25 Factor 5 0 Fuss & O'Neill 78 Interstate Drive ' West Springfield, MA 01089 File Name : AMCF&Plaza 413 452-0445 Site Code : 000_00001 Start Date : 12/08/2005 ' Page No : 1 Groups Printed-Passenger Vehicles-Heavy Vehicles Suffield Street Cumberland Farms Driveway Suffield Street Shopping Center Driveway Southbound Westbound Northbound Eastbound Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 9 95 5 0 109 7 1 1 0 9 9 65 3 0 77 3 2 3 0 8 203 07:15 AM 10 121 3 0 134 4 1 9 0 14 8 63 5 0 76 3 1 2 0 6 230 07:30 AM 5 129 4 0 138 9 1 5 0 15 10 70 6 0 86 6 0 3 0 9 248 07:45 AM 9 81 0 0 90 5 0 2 0 7 7 86 6 0 991 4 1 10 0 15 211 Total 33 426 12 0 471 25 3 17 0 45 34 284 20 0 3381 16 4 18 0 38 892 08:00 AM 10 87 1 0 98 2 0 1 0 3 3 65 4 0 72 8 0 9 0 17 190 08:15 AM 18 77 1 0 96 2 0 3 0 5 7 65 5 0 77 8 1 15 0 24 202 08:30 AM 18 74 1 0 93 2 0 4 0 6 3 79 10 0 92 6 1 6 0 13 204 08:45 AM 5 79 2 0 86 5 0 3 0 8 3 97 6 0 106 6 0 9 0 15 215 ' Total 51 317 5 0 373 11 0 11 0 22 16 306 25 0 347 28 2 39 0 69 811 Grand 84 743 17 0 844 36 3 28 0 67 50 590 45 0 685 44 6 57 0 107 1703 Total ' 10. 88. 53. . . Apprch% 0 0 7 1 1 3 2.0 O0.04.5 41 8 86 41 53.0.0 7.3 6.6 0.0 5.6 0.0 Total% 4.9 43. 1.0 0.0 49.6 2.1 0.2 1.6 0.0 3.9 2.9 34. 2.6 0.0 40.2 2,6 0.4 3.3 0.0 6.3 ' Suffield Street Cumberland Farms Driveway Suffield Street. Shopping Center Driveway Southbound Westbound Northbound Eastbound Start Rig I Thr Left Ped App. Rig I Thr Ped App. Rig Thr Left Ped App. Rig Thr left Ped App. Int Left Time ht u s Total ht u s Total ht u s Total ht u is Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersecti 07:00 AM on ' Volume 33 426 12 0 471 25 3 17 0 45 34 284 20 0 338 16 4 18 0 38 892 90 55. 37 10. 84. 42. 10. 47. Percent 7.0 4 2,5 0.0 6 6.7 8 0.0 1 0 5.9 0.0 1 5 4 0.0 07:30 5 129 4 0 138 9 1 5 0 15 10 70 6 0 86 6 0 3 0 9 248 Volume ' Peak 0.899 Factor High Int. 07:30 AM 07:30 AM 07:45 AM 07:45 AM Volume 5 129 4 0 138 9 1 5 0 15 7 86 6 0 99 4 1 10 0 15 Peak 0.85 -0.755 0.85 0.63 Factor Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 ' By 07:00 AM 07:00 AM 08:00 AM 07:45 AM Approach Volume 33 426 12 0 471 25 3 17 0 45 16 306 25 0 347 26 3 40 0 69 90 55. 37 88 37. 58 Percent 7.0 4 2.5 0.0 6 6.7 8 0.0 4.6 2 7.2 0.0 7 4.3 0 0.0 ' High Int. 07:30 AM 07:30 AM 08:45 AM 08:15 AM Volume 5 129 4 0 138 9 1 5 0 15 3 97 6 0 106 8 1 15 0 24 Peak 0.85 0.75 0.81 0.71 Factor 3 0 8 9 TWO-WAY STOP CONTROL SUMMARY neral Information Site Information alyst GJR Intersection SUFFIELD ST/CVS DRIVEWAY encylCo. FUSS 8.ONEILL Jurisdiction ate Performed 12/8/2005 Analysis Year 2005-EXISTING al sis Time Period TOO TO 8:p0AM .ect Description st/West Street: CVS DRIVE/NO. GETTY DRIVE orthlSouth Street: SUFFIELD STREET ROUTE 75 Intersection Orientation: North-South tud Period hrs : 0.25 hicle Volumes and Adjustments or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R erne 12 325 4 0 504 24 k-Hour Factor,PHF 0.96 0.96 0.96 0.96 0.96 0.96 rty Flow Rate,HFR 12 338 4 0 525 25 rcent Heavy Vehicles 0 -- -- 0 -- — dian Type Undivided Ghannelized 0 0 es 0 1 0 0 1 0 figuration LTR L TR stream signal 0 0 Mtnor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 3 0 2 7 0 6 ak-Hour Factor.PHF 0.96 0.96 0.96 0.96 0.96 0.96 uriy Flow Rate,HFR 3 0 2 7 0 6 rcent Heavy Vehlcles 0 0 0 0 0 0 ercent Grade(%) 0 0 red Approach N N rage 0 0 T Ghannelized 0 0 es 0 1 0 0 1 0 nfiguration LTR LTR 1a Queue Length,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ne Configuration LTR LTR LTR LTR ph) 12 0 5 13 m)(vph) 1030 1228 342 339 0.01 0.00 0.01 0.04 /a queue length 0.04 0.00 0.04 0.12 ontrol belay 8.5 T9 15.7 16.0 5 A A C C roach Delay — — 15.7 16.0 proach LOS — — C C 000� cop5mgM IJ 2003 tkivmiry ofFierida.A3I nights kesc ed Va3 cm 4.td 1 1 TWO-WAY STOP CONTROL SUMMARY Iarsection eral Information Site tnformation lyst GJR Intersection SUFFIELD ST/NO. CLIMB.FMS. DR. ncy/Co. FUSS&ONEILL urisdiction e Performed 12/8/2005 nalysis Year 2005-EXISTING l sis Time Period TOO TO 8:00AM ect Descri tion t/West Street: NO. CUMB. FMS/SO. GETTYDRIVES orth/South Street: SUFFIELD STREET Orientation: North-South IStudy Period hrs: 0.25 icle Volumes and Adjustments or Street Northbound Southbound Ivk-Hour ement 1 2 3 4 5 6 L T R L T R me 7 316 1 11 491 11 Factor,PHF 0.96 0.96 0.96 0.96 0.96 0.96 IT"tream rty Flow Rate,HFR 7 329 1 11 511 11 ent Heavy Vehicles 0 — — 0 — — ian Type Undivided Channelized 0 Q es 0 1 0 0 1 0 figuration LTR LTR Signal 0 0 or Street Westbound Eastbound vement 7 8 9 10 11 12 El L T R L T R !2i 9 1 21 4 0 5 ur Factor,PHF 0.95 0.96 0.96 0.96 0.96 0.96 udy Flow Rate,HFR 9 1 21 4 0 5 rcent Heavy Vehicles 0 0 0 0 0 0 roent Grade(°Iaj 0 0 red Approach N N rage 0 0 T Channelized 0 0 es 0 i 0 0 1 0 nfiguration LTR LTR De-lay,Queue Length,and Level of Service proach NB SIB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ane Configuration LTR LTR LTR LTR ph) 7 11 31 9 (m)(vph) 1055 1241 460 364 0.01 0.01 0.07 0.02 6 queue length 0.02 0.03 0.22 0.08 ontrol Delay 8.4 7.9 13.4 15.1 S A A B C proach Delay — — 13.4 15.1 pproach LOS -- - 8 C hts Reserved 1p an Copyright C 2003 University orrlonda,All Rights Reserved Versian 4.Id Version 4.1 d 1 1 TWO-WAY STOP CONTROL SUMMARY irsection eral Information Site Information yst GJR Intersection SUFFIELD ST/SHOPPING PLAZA OR cy/Co. FUSS&ONOLL urisdiction Performed 12/$12005 aiysis Year 2005-EXISTING sis Time Period 7:00 TO 8:00 AM ct Descri tionWestStreet: CUM8_FMS./SWOPPING PLAZA DR. North/South Street: SUFFIFLD STREET Orientation: North-South IStudy Period hrs : 0.25 jak-Hour icle Volumes and Adjustments or Street Northbound Sorthbound ement 1 2 3 4 5 6 L T R L T R me 20 281 34 12 460 33 Factor,PHF i.00 }.QO 1.00 1.00 i.00 1.Q0 rly Flow Rate,HFR 20 281 34 12 460 33 ent Heavy Vehicles 0 — 0 — — ian Type Undivided Channelized 0 0 es 0 1 0 0 1 0 figuration LTR LTR tream Signal 0 0 nor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R Otume 17 3 25 18 4 16 ak-Hour Factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00 urly Flow Rate,HFR 17 3 25 16 4 16 'Dr Heavy Vehicles 0 0 0 0 0 0 rcent Grade(%) 0 0 red Approach N N rage 0 0 RT Channelized 0 0 nes 0 1 0 0 1 0 nfiguration LTR LTR ela Queue Length,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 one Configuration LTR LTR LTR LTR ph) 20 12 45 1 38 (m)(vph) 1081 1257 417 347 0.02 0.01 0.11 0.11 queue length 0.06 0.03 0.36 0.37 ontrol Delay 8.4 7.8 1 14.7 1 18.6 S A A B C proach Delay — — 14.7 16.6 pproach LOS -- B C hts Reserved �ppprer Copyright S 2003 University of Florida,All Rights Reserved 4'ersion 4.1 d Version 4 1 d TWO-WAY STOP CONTROL SUMMARY neral Information Site Information lysi GJR Intersection SUFFIELD ST/CVS DRIVEWAY ncy/Co. FUSS 8 O'NEILL Jurisdiction Pate Performed 121WO05 Analysls Year 2010-NO BUILD al sis Time Period 7.00 TO.8:00 AM I eot Descri Lion tlWestStreet: CVS DRIVE'NO. GETTYDRIVE North/South Street SUFFIELD STREET ROUTE'75rsection Orientation. North-South IStudy Period hrs: 0,25 Ioustreafn icle Volumes and Adjustments or Street Northbound Soulhbound ement 1 2 3 4 5 6 L T R L T R me 13 342 4 0 530 25 k-Hour Factor,PHF 0.96 0.96 0,96 0.96 0.96 0.96 e rly Flow Rate,HFR 13 356 4 0 552 26 nt Heavy Vehicles 0 — — 0 — — ian Type UndividedChannelized 0 0 es 0 1 0 0 1 0 figuration LTR LTR Sl nai 0 0 jin Street Westbound Eastbound ment 7 8 9 10 11 12 L T R L T R e 3 0 2 7 0 6 Hour Factor,PHF 0.96 0,96 0.96 0.96 0.96 0.96 y Flow Rate,HFR 3 0 2 7 0 6 nt Heavy Vehicles 0 0 0 0 0 0 nt Grade(°/o) 0 0 Approach N N ge 0 0 hannelized 0 0 0 1 0 0 1 0 guratlon I LTR 9 LTR May, Queue Length,and Level of Service roach NB Se Westbound Eastbound ement 1 4 7 8 9 10 11 12 e Configuration LTR LTR LTR LTR h) 13 0 5 13 m)(vph) 1006 1210 319 319 0.01 0.00 0.02 0.04 queue length 0.04 0.00 0.05 0.13 ontrol Delay 8.6 8.0 16.5 16.8 S A A C C math Delay -- — 16.5 16.8 pproach LOS — -- C C 000M Copyright C 2003 University of AoH4 All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY moral Information Site Information alyst GJR Intersection SUFFIELDST/NO. CUMe. FMS.DR. ency/Co. FUSS&O'NEILL Jurisdiction ate Performed 12I8/2005 Analysis Year 2010-NO BUILD na1 sis Time Period T00 TO 8:00 AM o'eGt Description st/West Street: NO. CUMB.FMS/SO. GETTY DRIVES North/South Street: SUFFIELD STREET Intersection Orientation: North-South IStudy.Period hrs : 0.25 hicle Volumes and Adjustments or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R lume 7 332 1 12 516 12 ak-Hour Factor,PHF 0.96 0.96 0.96 0.96 0.96 0.96 ourly Flow Rate,HFR 7 345 1 f2 537 12 rcent Heavy Vehicles 0 — — 0 — — dian Type Undivided Channelized 0 0 nes 0 1 0 0 1 0 nfiguration L TR LTR stream.Signal 0 0 Indr Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R plume 9 1 22 4 0 5 ak-Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 urly Flow Rate,HFR 9 1 22 4 0 5 rcent Heavy Vehicles 0 0 0 0 0 0 ercent Grade(%) 0 0 red Approach N N rage 0 0 Channelized 0 0 nes 0 1 0 0 1 0 n6guration LTR LTR la ,Queue Length,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR vph) 7 12 32 9 (m)(vph) 1031 1224 443 342 0.01 0.01 0.07 0.03 %queue length 0.02 0.03 0.23 0.08 nlrol Delay 8.5 8.0 118 15.8 S A A B C proach Delay — -- 13.8 15.8 proach LOS - — B C thts Reserved F000,u Copyright®2003 University of Florida,All Rights Re uwcd Version A.ld Version A.Id 1 TWO-WAY STOP CONTROL SUMMARY nera( Information Site Information alyst GJR Intersection SUFFIELD ST/SHOPPING PLAZA DR envy/Co. FUSS&ONEILL urisdiction ate Performed 12/812005 alysis Year 2010-NO BUILD ls al sis lime Period 7:00 TO 8:00 AM 'ect Description t/West Street: CUMS.FMS.I SHOPPING.PLAZA DR. North/South Street: SUFFIELD STREET' Intersection Orientation: North-South tud Period+ hrs : 0.25 hicle Volumes and Adjustments .or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R ume 21 295 36 13 483 35 k-Hour Factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00 early Flow Rate,HFR 21 295 36 13 483 35 Cent Heavy Vehicles 0 -- — 0 -- - dian Type Undivided T Channelized 0 0 es 0 1 0 0 1 0 nfiguration L TR LTR stream Signal 0 0 nor Street Westbound Eastbound vement 7 8 9. 10 11 12 L T R L T R olume 18 3 26 19 4 17 ak-Hour Factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00 urly Flow Rate,HFR 18 1 3 26 19 4 17 reent Heavy Vehicles 0 0 0 0 0 0 rcent Grade(%) 0 0 red Approach N N rage 0 0 RT Channelized 0 0 es 0 1 0 0 1 0 nfiguration LTR LTR I ,Queue.Length,and Level of Service each NB S8 Westbound Eastbound ment 1 4 7 8 9 10 11 12 Configuration LTR LTR LTR LTR h) 2f 13 47 40 )(vph) 1058 1240 393 327 0.02 0.01 0,12 0,12 queue length 0A6 0.03 0.40 0.41 ontrol Delay 8.5 7.9 15.4 17.5 S A A C C roach Delay — — 15A 17.5 preach LOS — — C C hts Reserved pppw Copyright C 2403 University oFT1oridt,All Rights Reserved Version 4.1 d Versinn,lAd TWO-WAY STOP CONTROL SUMMARY neral Information Site Information alysl GJR Intersection SUFFIELD S TIC VS DRIVEWAY encylCo. FUSS&ONEILL Jurisdiction ate Performed 12/9/2005 Analysis Year 2010-BUILD al sis Time Period 7-00 TO 8:00 AM 'ect Description sVWest Street: CVS DR1VFl NO. GETTY DRIVE NorthlSouth Street: SUFFIELD STREET ROUTE 75 lIntersection Orientation: North-South IStudy Period hrs : 025 jalk-Hour ide Volumes and Adjustments or Street Northbound Sou#hbound ement 1 2 3 4 5 6 L T R L T R me 13 346 4 0 535 25 Factor,PHF 0.96 0.96 0.96 0.96 0.96 0.96 riy Flow Rate,HFR 13 360 4 0 557 26 ent heavy Vehicles 0 — — 0 — — ian Type Undivided Channelized 0 0 es 0 1 0 0 1 0 figuralion LTR LTR tream Signal 0 0 Minor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 3 0 2 7 0 6 ak-Hour Factor,PHF 0,96 0.96 0.96 0.96 0.96 0.96 udy Flow Rate,HFR 3 0 2 7 0 6 rcent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 red Approach N N rage 0 0 T Channelized 0 0 nes 0 1 0 0 1 0 nfiguration LTR LTR Vela ,Queue Length,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ne Configuration LTR LTR LTR LTR ph) 13 0 5 13 (m)(vph) 1001 1206 316 315 0.01 0.00 0.02 0.04 queue length 0.04 0.00 0.05 0.13 ontrol Delay 8.6 8.0 16.6 16.9 S A A G C proach Delay -- - 16.6 16.9 proach LOS -- C G hts Reserved 200" Copyright C 20W University of Florida,All Rights Reserved Vmion 4.1 d Version 4.I d 1 TWO-WAY STOP CONTROL SUMMARY neral Information Site Information ;ate lyst GJR lntersezuon SUFFIELD STMO, CUMB.FMS. DR. ncylCo, FUSS 8 O'NEILL Jurisdiction Performed 121912005 Analysis Year 2010-BUILD ls a[ sis Time Period TOO TO 8:00 AM 'ect Description tlWest Street: NO. COMB.FMS/SO.GETTY DRIVES North/South Street: SUFFIELD STREET Intersection Orientation: North-South [Study Period hrs : 0.25 hicle Volumes and Adjustments 'or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R ume 7 334 2 14 519 12 k-Hour Factor,PHF 0.96 0.96 0.96 0.96 0.96 0.96 ourly Flow Rate,HFR 7 347 2 14 540 12 cent Heavy Vehicles 0 — — 0 — — dian Type Undivided T Channelized 0 0 es 0 1 0 0 1 0 nfiguralion LTR LTR stream Signal 0 0 11nor Street Westbound Eastbound ement 7 8 $ 10 11 12 L T R L T R ume 11 1 24 4 0 5 k-Hour Factor,PHF 0.96 acid 0.96 0.96 0.96 0.96 rly Flow Rate,HFR 11 1 25 4 0 5 cent Heavy Vehicles 0 0 0 0 0 0 cent Grade(%) 0 0 ed Approach N N rage 0 0 Channelized 0 0 es 0 1 0 0 1 0 figuration LTR LTR ela pQueue Length,and Level of Service roach v NB SB Westbound Eastbound e an, 1 4 7 8 9 10 11 72 Configuration LTR LTR LTR LTR ph) 7 14 37 9 lirl000m m)(vph) 1028 1221 433 336 0.01 0.01 0.09 0.031.queue length 0.02 0.03 0.28 0.08trol Delay 8.5 8.0 14.i 16.0S A A S Croach Delay -- — 14.1 16.0 roach LOS — — 6 C ts Reserved Copyright C 2003 Univmity of Flotift A31 Rights Reserved Version 4,1 d Version 4.ld TWO-WAY STOP CONTROL SUMMARY neral Information Site Information lyst GJR Intersection SUFFIELD STISHOPPING PLAZA DR encylCo. FUSS&O'NE;LL Judsdiction ate Performed 12/9/2005 nalysis Year 2010-BUILD al sis Tlme Period 7:00 TO 8:00 AM 'ect Description stlWest Street: CUMa.FMS./SHOPPING PLAZA DR. NorthlSouth Street: SUFFIELD STREET nlersection Orientation: North-South IStudy Period Mrs): a25 hicle Volumes and Adjustments o►Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R ume 21 296 39 16 485 35 k-Hour Factor,PHF 1,00 1.00 1,00 1.00 1.00 1.00 ourly Flow Rate,HFR 21 296 39 1 16 485 35 cent Heavy Vehicles 0 -- -- 0 -- - dian Type Undivided T Channelized 0 0 es 0 1 0 0 1 0 nfigu ration LTR LTR stream Signal 0 0 Minor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 21 3 28 19 4 17 ak-Hour Factor,PH 1.00 1.00 1.00 1.00 1.00 1.00 urly Flow Rate, HFR 21 3 28 19 4 17 rcent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 red Approach N N rage 0 0 T Channelized 0 0 es 0 1 0 0 1 0 nfiguration LTR LTR eta ,Queue Len th,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ne Configuration LTR LTR LTR LTR h) 21 16 52 40 {m)(vph) 1056 1236 380 322 0.02 0.01 0.14 0.12 /a queue length 0.06 0.04 0.47 0.42 ontrol Delay 8.5 8.0 16.0 17.8 S A A C C roach Delay — 16.0 17.8 i proach LOS — — C C hts Reserved p om Copyright®2003 UnivtnityofFlori44,All Rights Reserved Version 4.Id V ersicn 4-1 d TWO-WAY STOP CONTROL_SUMMARY [tection l Information Site Information GJR Intersection SUFFIELD S TIC VS DRIVEWAY Co. FUSS&ONEILL Jurisdiction rformed 1219/2005 Analysis Year 2005-EXISTING Time Period 4:30 TO 5:30 PM Descri tion stStreet: CVS/GETTY DRIVEWAYS NorthlSouth Street: SUFFlELQ STREET Orientation: North-South IStudX Period hrs : 0.25 Irrstrearn lcle Volumes and Adjustments or Street Northbound Southbound ement 1 2 3 4 5 6 L T R L T R me 18 591 33 11 597 35 k-Hour Factor.PHF 0.93 0.93 0.93 0.93 0.93 0.93 dy Flow Rate,HFR 19 635 35 11 641 37 cent Heavy Vehicles 6 — — 0 -- - ian Type Undivided Channeiized 0 0 es0 1 0 0 1 0 Si nal 0figuration LTR LTR 0 jercent r Street Westbound Eastbound ment 7 8 9 1i} 11 12 L T R L T R 11 3 10 9 1 20 -Hour Factor,PHF 0.93 0.93 0.93 0.93 0.93 0.93 y Flow Rate,HFR 11 3 10 9 1 21 nt Heavy Vehicles 0 0 0 0 0 0 Grade(°/°) 0 0 d Approach N N ge 0 0 hannelized 0 0 s 0 1 0 0 1 0 nfiguration LTR LTR IaY,Queue Length,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 no Configuration LTR LTR LTR LTR ph) 19 11 24 31 m)(vph) 895 930 169 235 0.02 0.01 0.14 0.13 /o queue length 0.07 0.04 0.48 0.45 trol Delay 9.1 8.9 29.8 22.6 S A A D C proach Delay — — 29.8 22.6 pproach LOS — — D C hts Reserved •Oomt+ Copyright G 2W3 University oflaodda,All Rights Reserved Version 4.i d Version 4.1d TWO-WAY STOP CONTROL SUMMARY neral Information Site Information alyst GJR Intersection SUFFIELD STREET/NO. CUMB.FMS envy/Co. FUSS 8 OWEILL Jurisdiction ale Performed 12/9/2005 Analysis Year 2005-EXISTING al sis Time Period 4:30 TO 5:30 PM 'ect Description st/West Street: NO, CUMB. FMS/SO. GETTY DRIVES North/South Street: SUFFIELD STREET Intersection Orientation: North-South [Study Period hrs : 0.25 hicle Volumes and Adjustments 'or Street Northbound Soulhbound vement 1 2 3 4 5 6 L T R L T R ume 19 603 5 26 556 46 k-Hour Factor,PHF 0.93 0.93 0.93 0.93 0.93 0.93 ourly Flow Rate,HFR 20 648 5 1 27 597 49 cent Heavy Vehicles 0 1 0 than Type Undivided T Channelized 0 0 es 0 1 0 0 7 0 nflguration LTR L TR stream Signal 0 0 Inor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 21 4 34 5 0 16 4-Hour FacloT,PHF 0.93 0.93 0.93 0.93 0.93 0.93 urly Flow Rate,HFR 22 4 36 5 0 17 ereent Heavy Vehicles 0 0 0 0 0 0 rcent Grade(%) 0 0 red Approach N N rage 0 0 T Channeiized 0 0 es 0 i 0 0 1 0 nfiguration LTR LTR Isla ,Queue Length,and Level of Service proach N B SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ne Configuration LTR LTR LTR LTR Ph) 20 27 62 22 (m)(vph) 949 943 205 266 0.02 0.03 0.30 0.08 /o queue length 0.06 0.09 1.22 0.27 ntrol Delay 8.9 6.9 30.0 19A S A A D C roach Delay — -- 30.0 19.8 proach LOS — -- D C hts Reserved Qggiv Copynght 9)2tW3 Unimsity orFlmda,Ali Rights Res ed Version 4.1 d Version 4,1 d TWO-WAY STOP CONTROL SUMMARY nerat Information Site Information larsecfion tyst GJR Intersection SUFFIELD ST/SO. CUMB. FMS DR ncylCo. FUSS 8 O'NEILL Jurisdiction e Performed 12/9/2005 Analysis Year 2005-EXISTING l sis Time Period 4:30 TO 5:30 PM ect Descri tion t/West Street: SO. CUMB. FMS/PLAZA DRIVEWAYS North/South Street: SUFFIELD STREET Orientation: North-South J.StudyPeriod hrs : 025 Idian icle Volumes and Adjustments r Street Northbound Southbound ement 1 2 3 4 5 6 L T R L T R me 54 521 41 26 425 142 k-Hour Factor,PHF 0.90 0.90 0.90 0.90 0.90 0.90 rly Flow Rate,HFR 60 578 45 28 472 157 ent Heavy Vehicles 0 -- -- 0 — — Type Undivided Channetized 0 0 es 0 1 0 0 1 0 figuration LTR L TR ream Signal 0 0 11,nor Street Westbound Eastbound ement 7 8 9 10. tt 12 L T R L T R ume 14 2 20 86 6 37 k-Hour Factor,PHF 0.90 0.90 0.90 0.90 0.90 0.90 rly Flow Rate,HFR 15 2 22 95 6 41 cent Heavy Vehicles 0 0 0 0 0 0 cent Grade(°!o) 0 0 red Approach N N rage 0 0 Channelized 0 0 es 0 1 0 0 1 0 figuration LTR LTR r'ela 'Queue Length,and Level of Service ach NB SIB Westbound Eastbound ent 1 4 7 8 9 10 11 12 Configuration LTR LTR LTR LTR ph) 60 28 39 142 m)(vph) 963 968 190 144 0.06 0.03 0.21 0.99 queue length 0.20 0.09 0.75 7.17 ontrol Delay 9.0 8.8 26.8 132.2 S A A D F roach Delay 28.8 132.2 proach LOS -- - D F is Reserved ppprM Copyright b 2003 Univasiry of Florida,Ali Rights Resm-ed Venion 4.id Version 4.Id 1 TWO-WAY STOP CONTROL SUMMARY n o' Information Site Information GJR Intersection SUFFIELD ST/CVS DRIVEWAY /Co. FUSS&ONEILL urisdiction erformed 12/9/2005 alysis Year 2010-NO BUILD s Time Period 4:30 TO 5.30 PM Descri tion estStreet: CV&GETTYDRIVEWAYS North/South Street: SUFFIELD STREET Orientation: North-South IStudy Period hrs : 0.25 [Fi—cle Volumes and Adjustments Street Northbound Southbound ment 1 2 3 4 5 6 L T R L T R e 19 62f 35 12 627 37 Hour Factor, PHF 0.93 0.93 0.93 0.93 0,93 0.93 y Flow Rate,HFR 20 667 37 12 674 39 nt Heavy Vehicles 6 -- — 0 — — n Type Undivided hannelized 0 0 0 1 0 0 1 0 uration LTR LTR eam Signal 0 0 M I Street Westbound Eastbound ment 7 8 9 10 11 12 L T R L T R me 12 3 11 9 1 21 Factor,PHF 0.93 0.93 0.93 0.93 0.93 0.93 y Flow Rate,HFR 12 3 11 9 1 22 nt Hearty Vehicles 0 0 0 0 0 0 ercent Grade(%) 0 0 red Approach N N rage 0 0 T Channelized 0 0 es 0 1 0 0 1 0 figuration LTR LTR lne'lLax,Queue Len th and Level of Service roach NB SB Westbound Eastbound ement 1 4 7 8 9 10 11 12 e Configuration LTR LTR LTR LTR ph) 20 12 26 32 m)(vph) 869 903 152 217 0.02 0.01 0.17 0.15 4 queue length 0.07 0.04 0.60 0.51 ontrot Delay 9.2 9"0 33.5 24.4 A A D C roach Delay — — 33.5 24.4 proach LOS — — D C is Reserved pp�N Copyright V 2003 University of Florida,All liighis Il�ed Version 4.Id Version 4.Id TWO-WAY STOP CONTROL SUMMARY neral Information Site Information tyst GJR Intersection SUFFIELD STREET/NO. CUMS,FMS eneylco. FUSS&ONEILL Jurisdiction ale Performed 121912005 Analysis Year 2010-NO BUILD al sirs Time Period 4:30 TO 5:30 PM ect Description stlWest Street: NO, CUMB. FMS/SO. GETTY DRIVES orthlSouth Street: SUFFIELD STREET Intersection Orientation: North-South - -AStudy Period hrs): 0.25 Wide Volumes and Adjustments or Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R ume 20 634 5 27 584 48 k-Hour Factor,PHF 0,93 0.93 0.93 0.93 0.93 0.93 surly Flow Rate,HFR 21 681 5 29 627 51 cent Heavy Vehicles 0 -- -- 0 — — dian Type Undivided T Channelized 0 0 es 0 1 0 0 1 0 nfiguration LTR LTR stream Signal 0 0 nor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 22 4 36 5 0 17 ak-Hour Factor,PHF 0.93 0.93 0.93 0,93 0.93 a93 urly Flow Rate,HFR 23 4 38 5 0 18 ercent Heavy.Vehicles 0 0 0 0 0 0 rcent Grade(%) 0 0 red Approach N N orage 0 0 T Channelized 0 0 es 0 1 0 0 1 0 nfiguralion j I LTR LTR ela ,(queue Length,and Level of Service proach NB SB Westbound Eastbound vtment 1 4 7 8 9 10 11 12 ne Configuration LTR LTR LTR LTR h) 21 29 65 23 (m)(vph) 923 917 187 247 0.02 0.03 0.35 0.09 queue length 0.07 0.10 1.46 0.30 trot Delay 9.0 9.1 34.2 21.1 S A A D C proach Delay -- - 34.2 21.1 proach LOS — — D C hts Resen--ed 2pppu Cnpyright @ 2003 University off borida,All Rights Rc vrvcd version 9,1 d Version 4.1 d TWO-WAY STOP CONTROL SUMMARY neral Information Site Information alyst GJR Intersection SUFFIELD ST/SO. CLIMB.FMS DR ency/Co. FUSS&ONEILL urisdiction ate Performed 121912005 alysis Year 2010-NO BUILD al sls Time Period 4:30 TO 5:30 PM F ctDescri tion /West Street: SO. COMB.FMSIPLAZA DRIVEWAYS NorthlSouth Street: SUFFIELO STREET section Orientation: North-South Pudy Period (his): 0.25 hicle Volumes and Ad'ustments .or Street Northbound Southbound avement 1 2 3 4 5 6 L T R L T R ume 57 548 43 27 447 149 k-Hour Factor,PHF 0.90 0.90 0.90 0.90 0.90 0.90 oudy Flow Rate,HFR 63 608 47 30 496 165 cent Heavy Vehicles 0 — — 0 — — dian Type Undivided T Channelized 0 0 es 0 1 0 0 1 0 nfiguration LTR LTR stream Signal 0 0 'nor Street Westbound Eastbound 'In 7 8 9 10 11 12 L T R L T R olume 15 2 21 90 6 39 k-Hour Factor,PHF 0.90 0.90 0.90 0.90 0.90 0.90 urty Flow Rate,HFR 16 2 23 100 6 43 ercent Heavy Vehicles 0 0 0 0 0 0 rcent Grade N 0 0 Ired Approach N N rage 0 0 T Channelized 0 0 es 0 1 0 0 1 0 nfiguration LTR LTR I/. Queue Length,and Level of Service roach NB SB Westbound Eastbound ment 1 4 7 8 9 10 11 12 Configuration LTR LTR LTR LTR h) 63 30 41 149 )(vph) 937 942 167 129 0.07 0.03 0.25 1,16 queue length 0,22 0,10 6.92 8.83 1'000tm ntrol Delay 9.1 8.9 33.4 193.2 S A A D F proach Delay — — 33.4 193.2 proach LOS — — D F hts Reserved C'Wyright®200.1 University of Moridk All Rights Reserved Version 4A d Version 4.1d TWO-WAY STOP CONTROL SUMMARY neral Information Site Information ite lyst GJR Intersection SUFFIELD ST/CVS DRIVEWAY ncy1co. FUSS&ONEILL urisdiction Performed 12/9/2005 Analysis Year 2010-BUILD 1'te l sis Time Period 4:30 TO 5:30 PM 'ect Descri tion VWestStreet: CVS/GETTYDRIVEWAYS NorthlSouth Street: SUFFIELDSTREET rsectlon Orientation: North-South tudy Period hrs : 0.25 hicle Volumes and Adjustments 'or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R u me 19 625 35 1 12 632 37 k-Hour Factor,PH 0.93 0.93 0.93 0.93 0.93 0.93 ourly Flow Rate,HFR 20 672 37 12 679 39 cent Heavy Vehicles 6 — — 0 -- - dian Type Undivided T Channelized 0 0 es 0 1 0 0 1 0 nfigoratlon LTR LTR stream Si nal 0 0 nor Street Westbound Eastbound vement 7 a 9 10 11 12 L T R L T R olume 12 3 11 9 1 21 k-Hour Factor,PHF 0.93 0.93 0.93 0.93 0,93 0.93 urly Flow Rate,HFR 12 3 11 9 1 22 ercent Heavy Vehicles 0 0 0 0 0 0 rcent Grade(%) 0 0 red Approach N N rage 0 0 T Channetized 0 0 nes 0 1 0 0 1 0 nfiguration LTR LTR Delay,Queue Length,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ane Configuration LTR LTR LTR LTR ph) 20 12 26 32 (m)(vph) 865 899 149 214 0.02 0.01 0.17 0.15 queue length 0.07 0.04 0.61 0.52 ontrol Delay 9.3 9.1 34.2 24.8 S A A D C proach Delay — — 34.2 24.8 proach LOS — — D C hts Reserved '000TU Copyright®2003 University ofFlondi.All Rights Reserved Version4.ld Version 4_ld TWO-WAY STOP CONTROL SUMMARY neral Information Site Information alyst GJR Intersection SUFFIELD STREET/NO. CLIMB.FMS ency/Co. FUSS&O'NEILL Jurisdiction ate Performed 12/9/2005 Analysis Year 2010-BUILD PnIe l sis Time Period 4:30 TO 5:30 PM ect Descri liont/West Street: NO. CUMS.FMS/S0. GETTY DRIVES Narth!$outh Street: SUFFIELDSTREET rsection Orientation: North-South IStudy Period hrs : 0.25 hicle Volumes and Adjustments or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R lume 20 636 6 30 586 48 ak-Hour Factor,PHF 0.93 0.93 0.93 0.93 0.93 0.93 ourly Flow Rate,HFR 21 683 6 32 630 51 rcent Heavy Vehicles 0 — — 0 -- - ian Type Undivided T Channelized 0 0 ^nes 0 1 0 0 1 0 nfiguration LTR LTR stream Signal 0 0 inor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 25 4 38 5 0 17 ak-Hour Factor.PHF 0.93 0.93 0.93 0.93 0.93 0.93 urly Flaw Rate,HFR 26 4 40 5 0 18 rcent Heavy Vehicles 0 0 0 0 0 0 ercent Grade(%) 0 0 red Approach N N rage 0 0 T Channetized 0 0 nes 0 1 0 0 1 0 nfiguration LTR LTR Delay.queue Len th and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ne Configuration LTR LTR LTR LTR vph) 21 32 70 23 (m)(vph) 921 915 179 240 f 0.02 0.03 0.39 0.10 queue length 0.07 0.11 1.71 0.31 ontrol Delay 9.0 9.1 37.5 21.6 S A A E C roach Delay — — 37.5 21.6 pproach LOS — — E C Ihts Reserved 1000N Copyright 02003 University of Florida,AM Rights Reseved Version 4.1d Version 4.id TWO-WAY STOP CONTROL SUMMARY neral Information [ntersection te Information alyst GJR SUFFIELD ST/SO.CLIMB_FMS DR ency1co. FUSS&ONEILL risdiction ate Performed 1218 W5 alysis Year 2010-BUILD at is Time Period 4.30 TO 5.30 PM 'ect Description st/West Street: SO, CLIMB.FMSIPLAZA DRIVEWAYS North/South Street: SUFFIELD STREET Intersection Orientation: North-South [Study Period hrs : 0.25 hicle Volumes and Adjustments 'or Street Northbound Souhbound M15vernent 1 2 3 4 5 6 L T R L T R ume 57 549 46 29 450 149 k-Hour Factor,PHF 0.90 0.90 0.90 0.90 0,90 0.90 ourly Flow Rate,HFR 63 610 51 32 500 165 rcent Heavy Vehicles 0 -- -- 0 - -- dian Type Undivided Channelized 0 0 es 0 1 0 0 1 0 nfiguration LTR LTR stream Signal 0 0 Ivor Street Westbound Eastbound vement 7 a 9 10 11 12 L T R L T R olume 17 2 23 90 6 39 ak-Hour Factor,PHF 0.90 0.90 0.90 0.90 0.90 0.90 udy Flow Rate,HFR 18 2 25 100 6 43 rcent Heavy Vehicles 0 0 0 0 0 0 ercent Grade(°/u) 0 0 red Approach N N rage 0 0 T Channelized 0 0 nes 0 1 0 0 1 0 nfiguration LTR LTR lay,Queue Length,and Level of Service proach NB SB Westbound Eastbound vement 1 4 7 8 9 10 11 12 ne Configuration LTR LTR LTR LTR rph) 63 32 45 149 ) 934 937 162 124 0.07 0.03 0.28 1.20 e length 0.22 0.11 1.07 9.20 Ipntrol Delay 9.1 9.0 35.6 212.6 A A E F roach Delay -- - 35.6 212.6 roach LOS - - E F C�Or*+ Capyrigb,.S 2M Univemry arFlorida,All Rights Rmc ed V mian 4.I Z Version 4.14 [� ,— /at,Aw�n•� CHALLENGER° (Various reflectors are protected by U.S.Patent No.6,464,378.) 35 S uFFt o S T, HOUSING •Rectangular shaped,multi-radiused,one-piece,die-cast aluminum with cast mounting arm. All hardware is stainless steel or electro-anc plated steel. DOOR FRAME-One-piece,die-cast aluminum door frame secures to the F housing with two internal hinges. Two stainless steel captive door fasteners r allow easy access. Door frame maybe removed without tools. A otte-piece extruded silicone gasket seals the door frame against the housing. The t standard housing/door seal design prevents external contaminants from entering the Challenger, resulting in an IP65 rating for all versions. a, LENS/GASKET- Contoured clear impact resistant glass lens for vertical lamp p, optics. A tempered flat clear glass lens or contoured clear impact resistant r, Flat-12n5Cd fU(tUfC5 glass lens is offered for horizontal lamp optics. A one-piece extruded silicone meetrESNA full cutoff gasket seals the lens to the die-cast aluminum door frame. 0classification. SOCKETS- Porcelain mogul-base sockets. All sockets are factory prewired r with a disconnect plug for the ballast. All sockets are pulse-rated. r LIGHT SOURCES-Pulse-Start Metal Halide,Super Metal Halide,Metal Halide, f — 2011 Metal Halide Reduced Envelope,or High Pressure Sodium.Clear lamp is supplied as standard. 6_1 12 BALLASTS -High-power factor ballast with removablelhinged ballast tray. 3_1 Pulse-Start Metal Halide fixtures feature a Super CWA type ballast. Metal 28" Halide,Super Metal Halide,and High Pressure Sodium fixtures feature a CWA type ballast. All ballasts are designed for-20°F operation, OptionaleUpsweep 3-1/2" Quick Connect package includes supply wiring plus modular plugs for easy ballast wiring.REFLECTORS/DISTRIBUTION PATTERNS -Vertical Burn systems include: 2 3/a" ,Type II (2),Type ill (3),Type V(5),Automotive Forward Throw(FA), Z 1�" and Perimeter Forward Throw(FP). Horizontal Burn systems include: Type ill (3),Type V(5)and Forward Throw(FT). All reflectors are field- et-BKU-B0-S-19 rotatable,enabling generous flexibility in distribution patterns,without fixture . E.P.A.=.04 movement. Photometric data is tested in accordance with IFSNA guidelines. BRACKETS-Cast mounting arm is flat for square pole applications. FixtureLUMINAIRE EPA CHART may also be mounted to round pales using the round pole adaptor accessory Cast arm wim Extension Arm (RPPC),which must be ordered separately. An extruded 6"arm extension Challenger F T F CT is required for D900,090e,T90e and TN 120e fixture configurations. A -0 Single 1.8 2.0 2.2 2.3 locking nut secures two through bofts and a reinforcing plate to the pole, f-M play° 3.7 4.1 4.3 4.6 stabildrlg it for easy fixture mounting. % 090° 3.9 4.3 FINISHES-Each fixture is finished with LSI's DuraGrie polyester powder coat wqm T90° Extension Arm 6.1 6.5 finishing process. The DuraGrip finish withstands extreme weather changes TN1Z0° Required 6.3 6.9 ' without cracking or peeling,and is guaranteed for five full years. Standard colors include bronze,black,platinum plus, buff,white,green,and graphite. Q901 7.7 8.6 r°'a PHOTOMETRICS- Please visit our web site at www.isi-industries.com for core: r nac class cr coetoarea ` detailed photometric data. Note: House Side Shield adds to fixture EPA.Consult factory. �! �$ IP65 LISTEd wet location h;t?E 2004 1 Sl INDUSTRIES AG. tit f ✓ �„ uV FP YO0 W d r j t t�lyde F__ t!►i/ . .. .... r Fiylme Type _- k CHALLENGER° LUMINAIRE ORDERING INFORMATION Luminaitc r Line 'Ire Dist6bulion Light Souii;$ Lefts Voltage Prefix Watlacle Vertical Burn 2-Type It 250 PSMV—Pulse-Start Metal Halide ��EA5l 480V BRZ-Bronze CHV <FAA- ell[ 320 250 320,404,750,10001 WalkMT-Multi Taps BLK-Black rward Throw —Super e a a I e TT Tri lap PLP Platinum Plus rimete 400 Watt omotive 100D M etal Halide n rhteFoward Throw 250,400 Watt n 5-Type V MHR—Metal Halide Reduced GPT-Graphite Envelope 1000 Watt HPS—High Pressure Sodium x; 250,400,7502 Watt L` FT_ Po L E ;.yi•. Horizontal Burn 3—Type III 250 SMH—Super Metal Halide F—Flat Clear CHH FT—Forward Throw 400 250,400 watt Tempered P"e P--.rE0 5—Type V 750 MH-Metal Halide Glass 1000 250,400 Watt MHR—Metal Halide Reduced CT—Contoured Clear a Envelope 1000 Watt Impact-resistant HP5—High Pressure Sodium Glass, . ' 250"400"7502 Watt CHV 5 1000 MHR CT MT PLP PCR PCR-Photoelectric Control Receptacle7 EXAMPLE OF ATYPICAL ORDER OC-Quick Connect Package GR-Ground Relampinga FFOOTNOTES: 1- Tri-Tap not available in 1 DOD Watt PSMV. Voltage must be specified�-120V,277V,of 3471'. 6- Tri-Tap is shipped standard for Canadian applications. Tri-Tap consists of 120V,277V,_. p ti'"• 2- When ordering 750 Watt High Pressure Sodium,voltage must be specified, and 347V.Tri-Tap is pro-wired for highest voltage. Alternate voltages vrill require field re-wiring. 3- Use to match vertical appearance. 7- Factory installed PCR requires field wiring to proper voltage. On GC version,PCR is `.; 4-For international voltages,consult facto '. rY- Factory pro-wired to highest voltage. Alternate voltages will require field re-wiring. 5- MT—Multi Tap is shipped standard unless otherwise specified.Multi Tap consists of 8-Ground relamping option is available for CHV only. Maximum tool length 15 ft. See 120V.208V,240V,and 277V. Multi Tap is pre-wired for highest voltage.Alternate below for Ground lamp Clanger. voltages will require field re-wiring. ACCESSORYORDERING INFORMATION Description Order Number Uescriplion Order Number PC120V—Photocell 122514 CHH/CHV 2 HSS—Extemai House Side Shield _ 143586BLK+ P0208V—Photocell 122515 CHH/CHV 3 HSS—External House Side Shied 143587BLK+ P0240V—Photocell 122516 CHHICHV FA HSS—External House Side Shield 143587BLK+ PC277V--Photocell 122517 CHH/CHV FP HSS—External House Side Shield 1435B7BLK+ PC480V—Photocell 1225180 RPPC—Round Pole Piate 141940CLR FK120VSingle Fusing FK120V BKS-BQ-WM-'-CLR Wall Mount Plate 123111GLR FK2777VSingle Fusing - FK27� ^BKA-8Q-EC-6-CLR Extension Arm DFK208.240V-Double Fusing DFK208.240V Requ'red for multiple mounting 9 all 900&120°conflglfrations 142862CLR QFK480V-Double Fusing DFK480V _ RKI I-130-S-19-C.I R l Ipsweep Bracket for round and square,nnles 144191 CLR FK347V-Single Fusing FK347V Ground Lamp Changer 132678A 146018A (250,320 Wan) (400 Std,1 Dot)watt RKuced 8 750 Watt HIPS) HOUSE SIDE SHIELDS +$lack only. TYPE II TYPE ill AND FORWARD THROW(FA/FP) (143586BLK) (143587BLK) (D?004 LSI INDUSTRIES INC. Fcatqlog t 4 wam 1 1 DRA12VAGE REPORT for m c3 Cumberland Farms, Inc. rQ o Proposed Car Wash Facility cn rrn > ' 835, 837, 839 Suffield Street Map J8, Lot 24 Town of Agawam ' Hampden County, Massachusetts Prepared by: BOHLER ENGINEERING,P.C. 352 Turnpike Road ' Southborou h,MA 01772 ° STEP EN P C1w� o. 6424 Step sey P.E. Massachusetts .E.Lic.#36424 BoHLER EGIEENG, P.c. ' September,2006 BEPC#WO51.620 1 r r TABLE OF CONTENTS ' Introduction t on .� Methodology Drainage .Areas (Existing) rDrainage Areas (Proposed) Project Summary r 1 ' APPEUICE.S ' A. Existing Drainage Area Plan B. Proposed Drainage Area Plan ' C. ,Stormwater Calculations D. Supporting Documentation 1 r 1 � . r 1 i 1 ' Introduction This report provides an analysis of the existing and proposed stormwater drainage conditions associated with the development of a car wash facility, which is located on the ' east side of Suffield Street within the Town of Agawam, MA. This report will also provide a detailed analysis of the proposed stormwater treatment devices to improve overall water quality and the comprehensive measures taken to aid in the reduction of stormwater outflow (peak runoff rates) resulting from the post-developed site for the 2, ' 10, 25 and 100-year storm events. ' Methodoloa This report examines the site under the existing and proposed conditions for the 2, 10, 25 ' and 100-year storms. This task was performed by utilizing the NRCS (formerly SCS) Method and insures that the proposed peak runoff rates are equal to or less than the ' existing stormwater runoff rates. The pre and post development rates were computed and the proposed pipe sizes were modeled using "Hydrocad", a computer program by ' App tied.Microcomputer Systems. -The�drainage-area.--and-eutletfnforrnation-were=Wred into the program, which routes storm flows based on NRCS TR-20 and TR-55 methods. Other components of the model were determined following standard NRCS procedures for Curve Numbers (CNs) and times of concentration. The rainfall data for these ' calculations were taken from the Massachusetts Department of Environmental Protection's"Hydrology Handbook for Conservation Commissioners",Appendix D, Section F-1 and are as follows: ' Frequency 2 year 10 year 25'year 100 year Rainfall (Inches) 3.0 4.6 5.3_ 6.5 1 The proposed development has been designed with the following constraints: 1. No net increase in the peak rate of runoff. 2. Improve the overall runoff water quality for the entire site. 1 1 t ' The enclosed appendices feature all calculations and supporting documents for both pre- and post conditions of the project site. ' Drainage ,Areas (Existing) The site is specifically identified as Map J8, Lot 20 as shown in the Town of Agawam ' Assessors Maps, with a street address 841 Suffield Street. The total area of the site is 3.36 +/- acres and 'the total area of disturbance is 20,221+/- sf. The.site is currently occupied with a 1-story 11,980+/- sf brick building and gas station. The area of development is located at the southwest corner of the lot and currently consists of a ' parking area, a grassed area and woods. The site fronts along Suffield Street,which is Town maintained roadway with one lane of traffic in each direction. It is bordered to the south by a wooded area and Three Mile ' Brook; bordered to the north by property owned by Agawam CVS Realty LLC;bordered to the west by Suffield street; and bordered east by a wooded area. On the opposing side ' cf.Suffield.Street exists_a shopping.plaza-with various businesses, a McDonalds and a Getty gas station. Existing drainage from the area proposed to be developed has been analyzed by evaluating the project site as two (2) catchment areas which ultimately drain into Three Mile Brook. The first catchment area (E-1) is located at the north end of the area ' proposed to be developed and.consists the southerly portion of the-existing parking lot. Slopes vary from approximately 0.5 to 2.5 percent. Runoff drains into'an existing catch basin and is conveyed to into a depression located in the wooded area to south. A site visit revealed that the outlet pipe in this depression is buried with extensive sediment deposits in the depression and downstream. The second catchment area (E-2) is located at the southwestern corner of the property, just south of the existing parking lot and ' drains directly into Three Mile Brook. Slopes vary from 0.5 to 5 percent and there are no existing drainage structures. See appendix A for a map which illustrates the above drainage areas. 1 2 The existing catchment areas have been analyzed using the NRCS Method and are compared to the post-development conditions, which is located within the summary of this report. Drainage Areas (Proposed) ' Under theproposed conditions, the existing southwest comer of the parking lot and g p g' portions of the grass and wooded area will be razed and/or removed. The proposed construction will include a 867 +/- square foot building/car wash with a driveway and two vacuum islands. The limit of site demolition is delineated on the site plan documents, as well as on the Demolition and Soil Erosion Control Plan. ' The grading for this site has been designed to limit the amount of excavation and fill �' g � . ' required while improving the stormwater runoff quality for the existing drainage systems and reducing the runoff quantity from the proposed development to the existing drainage ' system. T is is proposed to he_accomplished.hy: • Replacing an existing catch basin, located south of the existing gas pumps, ' with a new deep sump catch basin with hood to-act as an oil/water separator. • Install a new deep sump catch basin with hood at the southwestern corner of the lot. ' •' Install a detention basin adjacent to the proposed car'wash' • Install two (2) Stormceptor stormwater quality units effectively treating runoff from all impervious areas within the entire existing and redeveloped site. • Install a level spreader for erosion control ' Under existing conditions, the catch basin located to the south of the existing gas pumps collects runoff and releases untreated stormwater into the wooded area to the south, near ' Three Mile Brook. This catch basin is proposed to be removed and replaced with a catch basin that will include a deep sump with an oil/water hood for pretreatment to collect oil -3 - and other contaminants. Stormwater leaving this basin will be conveyed to a Stormceptor stormwater quality unit before being released into a level spreader in the wooded area. Stormwater from the southeast portion of the lot currently sheet flows across the parking l� y P $ ' lot, untreated, and is directly released into a swale leading to the existing wetland system near Three Mile Brook. The project proposes to install a deep sump catch basin to collect ' the runoff from this area and direct it into the existing drainage system where it will be routed to and treated with a Stormceptor stormwater quality unit. Additionally, this Stormceptor will be installed before the outlet of the existing drainage system in order to treat all runoff from the existing upstream impervious areas before being released into the wetlands near Three Mile Brook. ' Stormwater runoff from the rooftop of the proposed building is clean, unpolluted water and will be conveyed by means of several roof leaders and directed into an infiltration tbasin to the east-of the proposed carwash. Overflow from the infiltration system will be captured by an area drain and directed into the detention system. Runoff from the remainder of the proposed development will be directed to the proposed ' detention basin and into the Stormceptor stromwater quality unit before being released in the proposed level spreader located to the south of the proposed development. The water quality measures that are proposed provide'a minimum of approximately 80% total suspended 'solids removal and the means for the removal of oil and other contaminants from the existing and proposed impervious areas. Stormwater quantity for the proposed development will be reduced when compared to ' existing conditions by routing stormwater from the proposed development into a detention basin designed for the 2 through 100 year storm events. The peak stormwater ' runoff rates have been tabulated within the summary report in a comparison to the pre- existing conditions. ' -4- ' Proiect Summary ' The le below s e tab a summarizes the peak discharge rates from the site for the existing and the proposed conditions: Stormwater Runoff into Three Mile Brook (cfs) 2-Year 10-Year 25-Year 100-Year Pre-Development 0.57 0.88 1.01 1.24 Post-Development 0.53 0.84 1 0.98 1.23 Change(Decrease) 0.04 0.04 0.03 0.01 ' The results show a net decrease in stormwater runoff to the existing drainage system for all rainfall events. 1 In summary, the proposed storm-water management system illustrated on the drawings ' prepared by Bolder- Engineering, R.C. will result in-a. reduction.-in he-peak-stormwater runoff rates ultimately conveyed to Three Mile Brook, when comparing the 2 through ' 100-year design storm frequencies. Additionally, the overall water quality fox the existing site is significantly improved by the installation of two (2) deep sump catch basins with hoods withiii the existing parking area and the installation of two(2) stormwater quality units before each of the existing outfall locations serving the entire existing parking area. Therefore, all existing impervious areas, which are not treated under existing conditions, will be treated under proposed conditions before being released into the wetland area. 1 APPENDIX A ' EXISTING DRAINAGE AREA PLAN Im LOT M51 � (fY LOT 2541 ,� lF.9 WT 20) r LAWD \ i phi Now* WA o w1F RAM} � 1 E1 IMPERVIOUS V14 SF /o PERVIOUS 0 SF — TOTAL 8,214 SF I —E�! — 7 I I I ( +wFno umrr°"na°C — t � IMPERVIOUS 0 SF r—__— —_ ` urE PERVIOUS 12,572 sr •n, TOTAL 12,572 SF rn: TOTAL 20,786 SF � � •' \ ins \ 4 Y 4 w<n. wrnb R _---------^_r r-^— __----_---- --------------------- w ------—------- rN 352 wrom BOHLER so, a,a�I,, ,4f772 508.480.9900 REV. DATE COMMEM 6Y 508.480.9080 fax GRAPHIC SCALE tIENGINEERING,, p.c. www.boh'ereng.cvm .D • G E E L r P. DECO E CML & CONs1LnNG ENGINEERS ■ PROJECT MANAGERS ■ ENVIRONMENTAL & SITE PLANNERS ■ MUNICIPAL ENGINEERS 40 0 20 40 00 Other Office Locations: ■ChdFA PA ■MeMk,W ■ VA ■Warren, fN ■Towson, MO Nmxm. NY PROJECT: CUMBERLAND FARMS, INC. TITLE: PROPOSED � I EXISTING IN FEET PROFESSIONAL ENGINEER PROFESSIONAL ENGINEER 835, 8OR's MAP J8a LOT 20 l � 835, t4.37, 1139 SUFf1ELD STREET, TOWN OF AGAWAM 1 inch = 40 ft. MASSACHUSETTS LICENSE No. 42644 MASSACHUSETTS LICENSE No. 36424 HAMPDEN COUNTY, MASSACHUSETTS DRAINAGE AREAS RHODE ISLAND LICENSE No. 7268 NEW HAMPSHIRE LICENSE No. 9308 CONNECTICUT LICENSE No. 211354 MAIMS LICENSE No. 8408 PROJECT CAD ID : DRAWN BY, CNECK Bf: SCALE: DATE VERMONT LICENSE No. 711Q NEW HAMPSHIRE LICENSE No. 10280 CONNECTICUT LICENSE No. 23852 W051620 W051620—dm0 EIPG RAD 1"=40. 02/04/06 MAINE LICENSE No. 9490 RHODE ISLAND UCENSE No. 7990 APPENDIX B PROPOSED DRAINAGE AREA PLAN r Rx,we (ru lar sus) � !rrt cor xuJ /Fx iar 25J} �n \ / #Flo µ P 1 YA All PE Ifs RVIOUS 7,598 SF PERVIOUS 526 SF TOTAL 7,924 SF I 1 P2 era wa R IMPERVIOUS 4,340 SF i — ——— WMAV ZMMFATM PERVIOUS 4,346 5F — I r^' , TOTAL 8,686 SF [FM LOT r] r IIaPERV1011S 0 SF _ ` ns PERVIOUS 4,176 SF \ •n+ TOTAL 4,176 SF •na 4 4 a no n MET" TOTAL 20,786 5F �^ - ----� --- -- ------------r- -PL•------- ---,------- M Tumpike Rood BOHLER SouLl,barough, Mk 01772 900 REV. DATE COMmD9 BY] 508.480.9Do 500 480.9080 fax GRAPHIC SCALE ENGINEERING, P.C. www.bohlereng.com 40 W.D . GOEBEL S.P. DECOURSEY CIVIL CONSULTING ENGINEERS a PROJECT MANAGERS ■ ENVIRONMENTAL do SITE PLANNERS ■ MUNICIPAL ENGINEERS 0 20 40 8Q Ohher Office I ambansr ' ■ChalforM, PA ■I&mk, NY ESterling,VA ■Warren, NJ mTowsm. MD saany, NY PROJECT: CUMSERLAND FARMS, INC. TCTLE: PROPOSED CAR "WASH PROPOSER ( IN FEET ) PROFESSIONAL ENGINEER PROFESSIONAL ENGINEER M5, 8oR's S ,Fe, LOT 20 1 inch = 40 ft. MASSACHUSETTS LICENSE No. 36424 HAM EN OU SUFFIELS sTR@E:, TOWN Of AGAYYAM DRAINAGE AREAS MASSACHUSETTS LICENSE No. 42644 HAMPbEN COUNTY, MASSACHU5ETT5 RHODE ISLAND LICENSE No. 7255 NEW HAMPSHIRE LICENSE No. 9308rl CONNECTICUT LICENSE No. 21854 MAINS LICENSE No. 8408 VERMONT LICENSE No. 7110 P ROJECT CAD ID y�: DRAWN 6Y: CHECK BY: S71'--4-0' DATE: SHEET 1J0. � N NEW HAMPSHIRE LICENSE No. 10280 CONNECTICUT LICENSE No. 23862 W051620 W051620 dmD sPG RAD 02/04/06 MAINE LICENSE No. 9490 RHODE ISLAND LICENSE No. 7990 APPENDIX C sroamwaTeaCALCULATIONS 1 1 r r r r r Existing parking area r Wetland rProposed area (currently wooded) 1 r r r Eyd,, Drainage Diagram for existing conditions Prepared by Bohler Engineering P.G. 9/8/2006 CAHD& 7.000 s1n002812 ®9986-2003 Applied Mlcr000mputerSystems r r existing conditions Type 11124-hr 2 yr Rainfall=3.00" Prepared by Bohler Engineering P.C. Page 2 HydroCADQ 7.00 Stn 002612 © 1986-2003 Applied Microcomputer Systems 918/2006 Time span=0.00-20.00 hrs, dt=0.02 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EI: Existing parking area Runoff Area=8,214 sf Runoff Depth=2.64" ' Tc=5.0 min CN=98 Runoff=0.57 cfs 0.041 of Subcatchment E2: Proposed area(currently wooded) Runoff Area=12,572 sf Runoff Depth=0,00" Tc=5.0 ruin CN=36 Runoff=0.00 cfs 0.000 of Pont) B: Wetland Inflow=0.57 cfs 0.041 of Primary=0.57 cfs 0.041 of Total Runoff Area= 0.477 ac Runoff Volume=0.041 of Average Runoff Depth = 1.04" r r r M f r . . r r r . existing conditions Type!I!24-hr 2 yr Rain fall=3.00" Prepared by Bohler Engineering P.C. Page 3 HydFOCADID 7.00 sin 002E2 O 1986-2003 Applied Microcomputer Systems _ 91812006. Subcatchment E1: Existing parking area Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.041 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 2 yr Rainfall=3.00" Area f) _ CN Description ' 8,214 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft)„ (ftlsec) (cfs) 5.0 Direct Entry, Subcatchment El: Existing parking area Hydrograph I I e 1 1 ! 1 1 ? i } 1 1 i [ 0.6 --l-- r--- ---r---- --- __ —Runoff 0.55 '---'------i--- --+--- ------'---' ---=1--�---'--- - Type„ _1124-hr 2; yr; • - ill 11=3.0Q" ainfa I ! I 1 I - --- - Runoff Area=84214 sf i � '-- 0.4 -- .---r-- ---�-- -- . -T--- ,-- -— . ---r--r-- -- -- ,--- --- - t I- r 1 I r o.a5 of�'_V-.olulme=Q:�041._af- 1 I Runoff-Vol - I ! 4 I I I I I f I w1 1f I I i 0.3 -Ruhoff-D.ep#h-�2..-fi4--;-- ----=I-- - -- - 1--_�.__�- -------�---- I - ! — •1 I 1 I F � I 0.25 -T-C= :4'-tn[n-'---I----- --1 1--- -- -- - ---I--- --=--_L --�--- -- 0-2 I ! I I I •- f ' 0.15- - -- I I [ ! 1 I { 1 1 I ! I F I F 1 7 I I I 1 F F ! t 1 I I I > 0.1 ---C'•"-T- -f__-.t"" -Z-' -r___i__-r--�---r---'i- = - - - 0.05- -..__•-__.1- -."d- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 4 l existing conditions Type fli 24 hr 2 yr Rainfall-3.00" Prepared by Bohler Engineering P.C. Page 4 HydroCADO 7.00 sin 002612 D 1986-2003 Applied Microcomputer Systems -_ �T^ 9/8/2000 ' Subcatchment E2: Proposed area (currently wooded) ' Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 2 yr Rainfall-3.0011 Area (so CN Description 12,572 36 Woods, Fair, HSG A ' Tc Length Sloe Velocity Capacity Description min (feet) -- (ft/ft) (ft/sec) (cfs) P 5.0 Direct Entry,- Subcatchment E2: Proposed area (currently wooded) Hydrograph 1 I I I l 1 E 1 I 1 I —RURo{f [ I ! I 1 1 I I I °Type1 3 ill 244hrl yr I I i i 1 I I ! ! t l l k Rainfalj=3.04" Runoff IArLaa=1.2,572 sf I' I I I I I' I• I I I ! ! I I Wi Runoff Volume=0.ODO of Runoff Depth=0.00" LL TP=5.0I;min C14=36 I f ! 3 1 1 3 I 1 I I I I ! ! 1 I 1 I t ! I 1 I ! I I I I I 1 I I I I I I 1 I I I t I 1 i 1 F I I I I I I I I I I I ! I I I I I - I 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) r existing conditions Type 11124-hr 2 yr Rainfall=3.00" Prepared by Bohler Engineering P.C. Page 5 HydroCADO 7.00 sln 002612 O 1986-2003 Applied Microcomputer SystemsT _ _ 918/2006 Pond B: Wetland Inflow Area= 0.477 ac, Inflow Depth = 1.04" for 2 yr event Inflow 0.57 cfs @ 12.07 hrs, Volume= 0.041 of Primary — 0.57 cfs @ 12.07 hrs, Volume= 0.041 af, Men= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Pond B: Wetland Hydrograph I I k 0.6 1 I---T-____--iI -__tI =^ e _I ._ r y --Inflow I I I Nmary !-------I---�-- - -- 1-- -----}-_•_a-`� ._-;___ -_ IOfib Area=Q.477 arc ` I I ------=---f-- -L-- '`--L---'---I" --- ---'--------I---L--- _ - 1 3 ! I I I I v r v r-r : Fj � l I � I L-_-I____L__1__ 0.2- -, [ ------- 0.1 D^ . 0 1 2 3 4 5 A. 7 8 9 10 I'l 1r2 113 14 15 16 17 18 19 20 Time (hours) i ' existing conditions Type II124-hr 10 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 6 H droCADO 7.00 sln 002612 © 1986-2003 Applied Microcomputer Systems 9I8/2006 Time span=0.00-20.00 hrs, dt=0.02 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E1: Existing parking area Runoff Area=8,214 sf Runoff Depth=4.16" Tc=5.0 min CN=98 Runoff=0.88 cfs 0.065 of Subcatchment E2: Proposed area (currently wooded) Runoff Area=12,572 sf Runoff Depth=0.04" ' Tc=5.0 min CN=36 Runoff=0.00 cfs 0.001 of Pond B. Wetland Inflow=0.88 cfs 0.066 of Primary=0.88 cfs 0.066 of Total Runoff Area=0.477 ac Runoff Volume= 0.066 of Average Runoff Depth = 1.67" 1 L ' existing conditions Type I//24-hr 10 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 7 ' HydroCAD®7,00 s/n 002612 01986-2003 Applied Microcomputer Systems � 9/8/2006 Subcatchment El: Existing parking area ' Runoff = 0.88 cfs @ 12.07 hrs, Volume= 0.065 af, Depth= 4.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs ' Type III 24-hr 10 yr Rainfall=4.60" Area (sf) CN Description 8,214 98 Paved parking & roofs -- -- - Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs ' 5.0 Direct Entry, ' Subcatchment E1: Existing parking area Hydrograph — I i I t I I I I 1 I 0.75s_ _! - 1I II :6 U5 kuh-Of Atea=I 8'I 1'4-"9 E f- 0 5-OfF 0.55 RL O VO1u -0 °. --�1I I f;Ru noffFD-etN:W.; 6 0.45 I -__--..,FLI1 I -_..-ra l * ' 78 r-_-1-- r - _ - I ? I I e i 1 I 'I I i 4 I __ _ [ I -—— I 1 I t 1 —- -- ! _ - I ._ 0.D5 ----._.__L_ .,I—.=_;.-..__a..__I____ ; 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 1$ 19 20 Time (f,ours) 1 1 1 existing conditions Type Ill 24-hr 10 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 8 droCAdOD 7.00 sln 002612 O 1986-2003 A Iied Microcomputer Sy2terns 91$12006 Subcatehment E2. Proposed area (currently wooded) ' Runoff = 0.00 cfs @ 15.42 hrs, Volume= 0.001 af, Depth= 0 04" .Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 10 yr Rainfall=4.60" Area (sf)f CN Description ' 12,572 36 Woods, Fair, HSG A Tc Length Slope Velocity Capacity Description ' (ruin) (feet)- (ftlft) (ftlsec) (cfs) 5.0 Direct Entry, ' Subcatchment E2: Proposed area (currently wooded) Hydrograph 0.002, - -__�__�.___�__ �__J __�_ .`___i__1__ `__-�___=___�_ -- -•_-�_-__ Rune 0.002 0.ao2 !Y�?e f 11 24 h1"-'1 i7 ye f I• I E I I 1 •ti I p� 0.002 Ralrtfa1^4. .�rr_.:_____--J-- 0.002 �y 1 q 3 1 I e 0.002 -JjUnVf fp- -72. f _ i--_--- } 1 o001 -Runiof�`Vo1u6e' - •: ! I I I I I 1 ± f 1 rw 0,001 7`u--r---r--z---_I--^r---.•`--r-- --r - r- 1 -- r---I--- __ ..W _^.�_ r__ __ .._ n___ tr I E I � _ Ii _l I `. 0.001- Ru-n'off Dept�t=Q:44-.._,.. -_ --.- ;.__;.- _ _ _ - - ,--'-, 1 _- I�M�Y--I--~t I 1 I s I I { ! 0.001 - _._i-__I-.__�..._..---.___.1.___i__._ _W_r_...i_.__!__ __ __-_..a___I_.._1-__ V.U�1 -Y-•-••r•--?'-'"V_.-'•f`--1""`--�---,--- ._- _ _1--- -- _t-�•1-_.,r��.�._-..ram_ .�_ 0.000 1-- '-- -- I _!._ »--_` --I---=-- --1--^=---l- -1 l--------1---!--- --- I s 1 I i s 1 l I I I E 0.006 _ _-- _ ___i_--4___ 4-_- 0.000.WV - -..-T"--I--'r---i•__-r_`•.7-_ ._-Y__-I---T 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 139 24 Time (hours) existing conditions Type/1/24-hr 90 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 9 ' HydroCAD®7.00 sfn 002512 ©1986-2003 Applied Microcomputer Systems_ _9/812006 Pond B. Wetland ' Inflow Area = 0.477 ac, Inflow Depth = 1.67" for 10 yr event Inflow — 0.88 cfs @ 12.07 hrs, Volume= 0.066 of Primary — 0.88 cfs @ 12.07 hrs, Volume= 0.066 af, Atten= 0%, L,ag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Pored B. Wetland Hydrograph 0.9 -- ------- - --- i ryll 0.85 _ I___F —_— r-- L —1---.1_—_i» 4.8 -,Inflow-A --0=0,477- a�-,_ _ ---`--- --a--- -- ---� '-a- -- - ! 1 e ! 1 1 0.75 ---1------- -_-'---L_- - �__r___L___ --'-- --- ` = 1 IL I ! ! I I I I 0,7 _3___L_._ ___` _I___A __.11 L__1_ __ _. __ L__J—__L__J___. I I I I I ! I 1 I I 0.65 ---- --- ---'_ _�------ I �— 1_— _ € I _I 1 �« — t I 1 1 1 I 1 I 1 __ —�I-- 0,55,. i 0.45 I I i I a I I I I I I I 0.4 S [ r 0.3 -- ---r--r--- --r-`-1--�r---e---r--1--- - --:---r---i---r -- - r-- s--- 0.25• --1---I—`--F---�-------- I I I 1 0.2 -`---_--F»----- -- _I»_—i i i 1 1 I 1 I t 1 I F e I F I I 1 r 1 - 0 . 0 1 2 3 4 5 S 7 8 9. 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1 ' existing conditions Type 11124-hr 25 yr Rainfall=5.30" Prepared by Bohler Engineering P.C. Page 10 H dy roCADO 7.00 s/n 002612 @ 1986-2003 Applied Microcomputer Systems 9/8/2006 Time span=0.00-20.00 hrs, dt=0.02 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+Trans method - Pond routing by Star-Ind method Subcatchment E1: Existing }parking area Runoff Area=8,214 sf Runoff Depth=4.83" ' Tc=5.0 min CN=98 Runoff=1.01 cfs 0.076 of Subcatchment E2: Proposed area (currently wooded) Runoff Area=12,572 sf Runoff Depth=0.12" Tc=5.0 min CN=36 Runoff=0.01 cfs 0.003 of Pond B: Wetland Inflow=1.01 cfs 0.079 of Primary=1.01 cfs 0.079 of Total Runoff Area=0.477 ac Runoff Volume =0.079 of Average Runoff Depth = 1.98" 1 1 existing conditions Type Ill 24-hr 25 yr Rainfall=5.30" Prepared by Bohler Engineering P.C. Page 11 HydroCAD@ 7.00_s1n 002612 © 1986-2003 Applied Microcomputer Systems 918/2006 Subcatchment El: Existing parking area ' Runoff - 1.01 cfs @ 12.07 hrs, Volume= 0.076 af, Depth= 4.8311 Runoff by SCS TR-20 method,. UHWSCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs ' Type III 24-hr 25 yr Rainfall=5.30" Area (so CN _Description - ' 8,214 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 5.0 Direct Entry, ' Subcatchment El: Existing parking area Hydrograph i s Typa III 24-h'r 25 yr 1 Rai nfall=5.34" t Runoff Ail{eaW8 214 sf w quiiof ; Volume=0':016 of _o Runoff Depth=4.83" ' LL T�C=$.0, min E GN-08 ! I - I O � o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20. Time (hours) 1 existing conditions Type I1124-hr 25 yr Rainfall=5.30" Prepared by Bohler Engineering P.C, Page 12 H droCAD®7.00 s/n 002612 © 1986-2003 Applied Micr corn uter Systems 918/2006 Subcatchment E2: Proposed area (currently wooded) ' Runoff = 0.01 cfs @ 13.78 figs, Volume= 0.003 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 25 yr Rainfall=5-30" Area (sfl__ CN Description _ 12,572 36 Woods, Fair, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) _ 5.0 Direct Entry, Subcatchment E2: Proposed area (currently wooded) Hydrograph 1 1 ' 0-006- 7 a.o0s �Tpe III 24-hIr 25 y - _ ' -- anfa�l= r30 I ! r I I I I I F a_QQ4 Runbff;,-Aiea i '1.2,572.-sf I - I , I i 0.004 -kun:onv6lumI a=0.003 of-- ---;--- - - --;---,---,-- -- -_;_ I i I - --I--- -0.003 -Runoff Depth-=0-.1-2'r- __- 0.002 ----. - _-1!I --_ _-dN " 6 ---1 , -- t 0.001 --J---'---J---='--_L_..J---I- -`---•J'---'--- ---F---L'-J---'`-- ---�---J-_- I O.Oa1 0.000 __1------_.L___I,,.,,,-L-_J_.-_�__.�-_._�.._1 - I Q 0 1 2 3 4 6 6 7 8 9 10 11 12 1�3 14 1'5 16 17 18 19 20 Time (hours) 1 existing conditions Type I//24-hr 25 yr Rainfall=5.30" Prepared by Bohler Engineering P.C. Page 13 ' H droAM 7.00 sin 002612 O 1986-2003 Applied Microcomputer Systems• _ 918/2006 Pond B: Wetland Inflow Area = 0.477 ac, Inflow Depth = 1.98" for 25 yr event Inflow = 1.01 cfs @ 12.07 hrs, Volume= 0.079 of Primary - 1,01.cfs @ 12.07 hrs, Volume= 0.079 af, Men= 0%, Lag= 0.0 min ' Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Pond B: Wetland H ydrograph -- - Inflow Prime 1 hifibw Area=0.477 ac I E I I I 1 I I I 3 1 I I 1 I I I 1 I I I I 1 [ 1 1 I f I 1 I I I i 1 - I I I I I I I 1 1 I 1 I I ! I I f ! 1 I I I 1 I 1 I I I I I I I I I I I I ! 1 I I 1 I 1 I I 1 I I 1 I 1 1 I r r 1 i I I I I 1 ! I ] I I 1 I I I I 1 3 1 I F 1 I I I ! I Q .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' TIme (hours) ' existing conditions Type 11124-hr 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C. Page 14 HydroCADQ 7,00 sln 002612 Q 1986-2003 Applied Microcomputer Systems 91812006 Time span=0.00-20.00 hrs, dt=0.02 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchrnent El: Existing parking area Runoff Area=8,214 sf Runoff Depth=5.98 Tc=5.0 min CN=98 Runoff=1.24 cfs 0.094 of Subcatchment E2: Proposed area (currently wooded) Runoff Area=12,572 sf Runoff Depth=0.35" Tc=5.0 min CN=36 Runoff=0.04 cfs 0.008 of Pond B:'Wetland Inflow=1.24 cfs 0.102 of Primary=1.24 cfs 0.102 of Total Runoff Area= 0.477 ac Runoff Volume=0.102 of Average Runoff Depth =2.57" ' existing conditions Type I// 24-hr 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C. Rage 15 HydroCAD®7.00 s/n 002612 O 1986-2003 Applied Microcomputer Systems 9/812006 Subcatchment El: Existing parking area Runoff = 1.24 cfs @ 12.07 hrs, Volume= 0.094 af, Depth= 5.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 100 yr Rainfall-6.50" _ Area (sf) CN Description _ 8,214 98 Payed parking & roofs _ ^ 1. Tc Length Slope Velocity Capacity Descciptioo (min) - (feet). (ft/ft)_ (ft/sec) (cfs) -- -- - -- 5.0 Direct Entry, Subcatchment E1: Existing parking area H yd rog raph , I I E I I ! I I I { ! I I I I ! I I I I I Y I ! E I 1 TI pe Ill 24-hr 100 Yr : I ! ! I I I I E I I +r� I I E ' Rlainfa�l-6.5 " I Y I I ! Runoff kea6-8`214 S`I• I r E I I i Runoff VolumIe1=0:094 of Runoff Depth=5.98" ' � � 1 ' f T;c=5:0; m;n ! 1 1 1 I I 1 I I ! 1 l I I I t 1 t I I 1 CN=98! E 1 I r 1 { I I I I I E I I € 1 1 .. I I 1 I ! I I 0 1 2 3 4 5 6 7 8 9 10 .11 12 1�3 14 15 16 17 18 1�9 20 Time (hours) existing conditions Type I1124-hr 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C. Page 16 HydroCADO 7.00 sln 002612 © 1986-2003 Applied Microcomputer Systems 9/8/20o6 Subcatchment E2: Proposed area (currently wooded) Runoff = 0.04 cfs @ 12.36 hrs, Volume= 0.008 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 100 yr Rainfall=6.50" Area(s_� CN Description 12,572 36 Woods, Fair, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) _ (cfs) 5.0 Direct Entry, Subcatchment E2: Proposed area (currently wooded) Hydrograph 0.046 - ' - ' _ _ __ ' _ _ --- -�-- -z--- ;- --r- -,- �"D4'�( -�-- —Runoff I + J M342 Type- -24 hll•-i as-yr T 0.038 - -- -- -- `- - - --- -- 0.036 -RairiF0.034 fall-6 1 0.032 F unoff Ar,,e a ,572 sf 0.028 RU41 iF Q�u a Q. O -af.- _r---, - - -: -- - - ' 0.026 - '-- -_- - - � --- -- -- Y - Run - --.T'- 0.024 - 0.022 _ ' _ -'- - - - '- - 0.02 �C-;S•0-'It7tll 0.016 0.014 - ' - -- ---`--- ' -- - - - -- ----- - - 0.012 -1-_--__ ------ -- ' D.008 ' _ ` - - 0.006 0A04 0.002 ---' -- '---'--- ------ ' ------- 0 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ' existing conditions Type 11124--hr 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C. Page 17 ' HydroCADO 7.00 s/n_002612 OO 1986-2003 Applied Microcomputer Systems 9/812006 Pond B: Wetland ' Inflow Area 0.477 ac, Inflow Depth = 2.57" for 100 yr event Inflow - 1.24 cfs @ 12.07 hrs, Volume= 0.102 of Primary = 1.24 cfs @ 12.07 hrs, Volume= 0.102 af, Men=0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Pond B: Wetland Hydrograph F-In—flOW I I I I I € I 1 3 I —Primary Ir HOW Area=0.477 a ! _ I _ _..._.!._._ _.........._L...._ - ! E I € ! 1 f 1 w I I ! ! [ I I v I I I I 1 I I i f C I ! I I { I 1 ! I I i I I I i I 3 I I I I t E I I I 1 I i I i [ f I I I I E f I I 1 E I f I I I I I I I 1 I I I I I I E I ! I 1 I I I 1 I ! ! ! D 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 116 17 18 19 20 Time (hours) 1 Proposed development _ Wetland Existing parking area Detention Basin Outside propose driveway Drainage Diagram for proposed conditions Prepared by Bohler Engineering P.C. 7/28/2006 HydroCAD&7.00 s/n 002612 019W2003 Applied Microcomputer Systems r proposed conditions Type I// 24-hr 2 yr Rainfall=3.00" Prepared by Bohler Engineering P.C. Page 2 HydroCAD®7.00 sIn 002612 © 1986-2003 Applied Microcomputer Systems _ 7/28/2006 Time span=0.00-20.00 hrs, dt=0.02 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment P1: Existing parking area Runoff Area=7,924 sf Runoff Depth=2.42 Tc=5.0 min CN=96 Runoff=0.53 cfs 0.037 of Subcatchment P2: Proposed development Runoff Area=8,686 sf Runoff Depth=0.60" Tc=5.0 min CN=69 Runoff=0.14 cfs O.D10 of Subcatchment P3: Outside propose driveway Runoff Area=4,176 sf Runoff Depth=0.00" Tc=5.0 min CN=39 Runoff=0.00 cfs 0,000 of Pond A: Detention Basin Peak PIev=121.60' Storage=210 cf 'Inflow=0.14 cfs 0.010 of Outflow=0.01 cfs 0.007 at Pond B: Wetland Inflow=0.53 cfs 0.043 of rPrimary=0.53 cfs 0.043 of Total Runoff Area = 0.477 ac Runoff Volume = 0.047 of Average Runoff Depth = 1.17" 1 r i r r . r 1 proposed conditions Type 11124-hr 2 yr Rainfal1=3.00" Prepared by Bohler Engineering P.C. Page 3 H dy roCAD®7.00 s}n 002612 O'1936-2003 Applied Microcomputer Systems _ _ 7/28/2006 Subcatchment P1. Existing parking area Runoff 0.53 cfs @ 12.07 hrs, Volume= 0.037 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0,02 hrs Type III 24-hr 2 yr Rainfall=3.00" Area sf CN Description ' 326 39 >75% Grass cover, Good, HSG A - 7,598 98 Paved parking & roofs 7,924 96 Weighted Average Tc length Slope Velocity Capacity Description (min) feet ftlft) (ft/sec) (cfs 5.0 Direct Entry, Subcatchment P1: Existing parking area Hydrograph ; I a IF-_ .11I- _._ I 0.5 — Ci �i �4'E� ---I--?— —f—— —r— T. I I I I ww 0.45 oaf nfa �" V *J — _ -..1..-_. ., _ L _ i L_ I -� I 0.4 --Run'-off Af6Aa:7r924--sf .-- -- --r --;-- --- --- — I [ I p o r I I Rlanofif,-V'[Uj 0.�37_ ....-_.__ ..__ _..-._----i-_--_ W I Ru n off D e -ff�2:42 10 i T.0 0; Im i n 0.2 - - '- '--- -.-- i L - -, I � -f` m l I 0.1 M5 4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 . 17 18 19 20 Time (hours) proposed conditions Type ili 24-hr 2 yr Rainfaff=3.00" Prepared by Bohler Engineering P.C. Page 4 HydroCADQ 7.00 sln 002612_OO 1986-2003 Applied Microcomputer Systems _ 7/28/2006 Subcatchment P2. Proposed development Runoff -- 0.14 cfs @ 12.09 hrs, Volume= 0.010 af, Depth= 0.60" Runoff by SCS TR-20 method,UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 2 yr Rainfall=3.00". Areas CN Description 4,340 39 >75% Grass cover, Good, HSG A -- -� - - 4,346 98 Paved parking & roofs 8,686 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fYft) _ffUsec) (cfs) 5.0 Direct Entry, Su tc e o v bca hm nt P2. Proposed development Hydrograph r--7-_. x__-IE-- -- i i31 itsF i E --Runoff 9.13 p l� lrl-2 'r-2 yr i -- 0.12 ri - - --- -- Ra--i fi0j]3.04 y LL-- - -- 1- 0.11 -- ---!-- -- , - --- -- -- ---- --;--- 0.1 --Rutl.Off-Are2i=8�686-'St--. - [ I - 0.09- -�- W _ -Rphoff Depth=0,60"' --! -- ;-- ---: - ° r --r w � J �' -E 0.067 0.05 -CN=-6g{ -I - '_ __ �___...T - - ' ^ I -- 0.04 - I 0.01 E 0 1 2 3 4 5 6 7 8 1 9 10 11 12 13' 14 15 16 17 18 19 20 Time (hours) proposed conditions Type ///24-hr 2 yr Rarnfa!l=3.0011 Prepared by Bohler Engineering P.C. Page 5 ydroCAD(D 7.00 s1n-OD2612 @ 1986-2003 Applied Microcomputer Systems 7/28/2006 Subcatchment P3: Outside propose driveway rRunoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS,.Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 2 yr Rainfall=3.00" Area (sf) CN Description 4,176 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) Sftlft) sec) (cfs) 5.0 Direct Entry, Subcatchment P3: Outside propose driveway Hydrograph I I ! E I 1 I I E I ! I € I I l l I r I 1 I E , 3 !Type'lll 24I,hr;2 yr { I Ra falj=3' 00" 3 f I I 3 I 3 I ! ! E Runoff AreA=4,176 sf i Runoff Volume-0.0Q0 of 3 Runoff Depth=0.00" ! I I E I f I I I I f IL Tc=5.0'Imm CN=33 1 f i ! I - 3 • I ! � I I I I I 1 I 1 ! t I 7 r a-,.. H. 0 t 2 3 4 5 8 7 8 9 t0 11 12 13 14 15 16- 17 18 19 20 Time (hours) i proposed conditions Type H/ 24-hr 2 yr Rainfall=3.00" Prepared by Bohler Engineering P.C. Page 6 Hyd_roCAM 7.00 s1n 002612 © 1986-2003 Applied Microcomputer Systems 712812006 Pond A: Detention Basin inflow Area = 0.199 ac, Inflow Depth = 0,60" for 2 yr event Inflow - 0.14 cfs @ 12.09 hrs, Volume= 0.010 of Outflow w 0.01 cfs @ 14.35 hrs, Volume= 0.007 af, Atten= 91%, Lag= 135.9 min Primary - 0.01 cfs @ 14.35 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Peak Elev= 121.60' @ 14.35 hrs Surf.Area= 1,966 sf Storage= 210 cf Plug-Flow detention time= 195.9 min calculated for 0.007 of (66% of inflow) Center-of-Mass det. time= 116.6 min ( 950.6 - 834.0 ) # Invert Avail.Storage Storage Description 1 121.50' 3,579 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) - - (sq-ftl_ (cubic-feet) --- (cubic-feet) 121.50 1,901 0 0 122.00 2,220 1,030 1,030 123.00 2,878 2,549 3,579 # Routing Invert Outlet Devices 1 Pr+tart' 121.50' 1.6"Vert. Orifice/Grate C= 0 600 rimary OutFlow Max=0.01 cfs ag 14.35 hrs HW=121.60' (Free Disc arge 1=OrificelGrate (Orifice Controls 0.01 cfs @ 1.1 fps) Pond A: Detention Basin Hydrograph • i € 1 i i I t -1 I 5 1 1 F—inwow D:14 Pmary !--- - 4I-- a w0.13 Jnfl� 5 Ar-i ea—0-,tII 9-- 9iI_a._...t--ayIII__—It1!r -- RD1 I� Irkev 2 1- 07-- ---I~ ' - _IjIEE .--II1III--- -IINILI .__--J.aI1II El -.- _ . .as e,r20Ic 0A9 T---------- r---;---r--T-- - ;- -----,---r---1--rr---i--- 0,48 _Ui _L.__----- _I_..-i--' -1'---1- .J---L---I---I---'!--" 1 [ 1 F I I I I I I I I I I 0.06 ---I'__-I -_ -' -�-- ---�---'-- ---' _ [ ° _ _'_ 1 --1_-_L-_ 1 1 I I I I I .I r r 1 I I l __ - I I ! I [ t ------�"-_I 1 I I _ ___r_-s--_r--T-_-�__ _ _I_ r-- t---r__,-_ 0.03 ------ 00 I I F I I 1 F + I I I 1 I i I ry l 1 I i I 1 f I I I 1 i I 1 I i 1 I I I I D 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 ifi 17 IS 19 20 Time (hours) 1 proposed conditions Type fll 24-hr 2 yr Rainfall=3.00" Prepared by Kohler Engineering P.C. Page 7 H droCAD(9)7.00 s/n 002612 © 1986-2003 Applied Microcomputer Systems 7/28/2006 Pond B: Wetland. Inflow Area = 0.477 ac, Inflow Depth = 1.09" for 2 yr event Inflow - 0.53 cfs @ 12.07 hrs, Volume= 0.043 of Primary - 0.53 cfs @ 12.07 hrs, Volume= 0.043 af, Menem 0%, Lag= 0.0 min Routing by Star-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Pond B: Wetland Hydrograph Inflow mary l flaw r -f :477-- 0.45 ----'f---1-- _ -' - ---`-- ---�---� --1-- i 1 i r 1 j r 1 I 1 t I I [ I 0-4 -- F"`-r--r---:-----'-I- r-- r-_.---:- t--- -- -:---r`-T- •- - 0.35 w I ! I I V I ! I r I I ! I I I I a.3 _.__ ..__ -- _ - ---- — -_-- 1 0.25 - s_W -y - ___ +-j-1--...4•--__„ F_.. i -F_.. --, =- -i --Y t - ! Q-2 -� 1— I — � --- i-- 24 --e _ `---, 1 F — _ I i I -- �--- _ � �1 i_ _`,e " � _r �.. ..lam_ ------- I _' I r I— I I I 3 ! I I € I ! I I I I I l t L -5 4- 1 0 i , .,. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed conditions Type III 24-hr 10 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 8 HydroCADO 7.00 s(n 002612 O 1986-2003 Applied Microcomputer Systems _ _ _ _7/28/2006 Time span=0.00-20.00 hrs, dt=0.02 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment P1: Existing parking area Runoff Area=7,924 sf Runoff Depth=3.93" Tc=5.0 min CN=96 Runoff=0.83 cfs 0.060 of Subcatchment P2: Proposed development Runoff Area=8,686 sf Runoff Depth=1.53" Tc=5.0 min CN=69 Runoff=0.39 cfs 0.025 of Subcatchment P3: Outside propose driveway Runoff Area=4,176 sf Runoff Depth=0.10" Tc=5,0 min CN=39 Runoff=0.00 cfs 0.001 of Pond A: Detention Basin Peak Elev=121.78' Storage=577 of Inflow=0.39 cfs 0,025 of Outflow=0.03 cfs 0.018 of Pond B: Wetland Inflow=0.84 cfs 0.078 of Primary=0.84 cfs 0.078 of Total Runoff Area = 0.477 ac Runoff Volume= 0.086 of Average Runoff Depth =2.16" ■ proposed conditions Type ill 24-hr 10 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 9 HydroCADO 7.00 sln 002612 O 1986-2003 Applied Microcomputer Systerns _ 7/28/2006 Subcatchment PI: Existing parking area Runoff = 0.83 cfs @ 12.07 hrs, Vo4urne= 0,060 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Time Span;:-- 0.00-20.00 hrs, dt= 0.02 hrs Type Ill 24-hr 10 yr Rainfall=4.6011 Area sf CN Description 326 39 >75% Grass cover, Good, HSG A 7,598 _98 Paved ►paarkin2 &roofs_ _ - 7,924 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) Meet) (fVft) _ (fUsec) _ (cfs) 5.0 Direct Entry, Subcatchment PI: Existing parking area Hydrograph I I 1 I I I t I s �3�f.Ska I I I ••Runo I } ! I 0.75 --'=.s bG1-�G "[L�"`�I_RJ --',---�-- E E" 1 - 5 - ©_85 -7-.-�-.�fJ-- - _--�_--_,--_+�_r=-_+-�-r�---�-__t----:----r-- --F---s-�=-r-`r-- - --r-- 0.6 -` - - ._.-.. L w un�of �/o U.MW2 ,;�1 0 a 0.5 Ruar�o ��--DB th �,..�3 - --_ - -- - 1 -- --- 1 I 1 1 I { 1 1 1 1 1 1 k I 3 1 _._ 1 I I I I i I t I f __ —i-- I I I d' _ 1•--0.15- -r-��-----__.t•-- -I—•--�r-^-r---r_..._.i._,._.rw_ -t- _ -r._..-y_--r-- 0.05 I I I I = t I I I 3 I I 0 4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 i� tproposed conditions Type 11124-hr 90 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 10 HydroCAD® 7.00 sln 002612 CQ 1986-2003 Applied Microcomputer Systems_ _ _ _7/28/2006 Subcatchment P2: Proposed development Runoff = 0.39 cfs @ 12.08 hrs, Volume= 0.025 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00.hrs, dt= 0.02 hrs Type III 24-hr 10 yr Rainfall=4.60'1 Area (sn CN Description ' - ^ 4,340 39 >75% Grass cover, Good, HSG A 4,346 98 Paved parking & roofs 8,686 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft t) (fusel _ (cfs) 5.0 _ _ _ Direct Entry, Subcatchment P2: Proposed development -- ------ -- '--- - Ftydr---- - - - ----- ` -- -- ------ `---- I I- `- -I �I � �: I � '� _E v: - f I -I Runoff I 4 i 1 7 I 7 1 I I �IW I •-_ .._ - _. 0:3� alln aI�= :6:Q'_' :m rv=E- : . -- : - -e- - '- - `- - r r- 0.3- a.28_._F�u.n_QfA =ea0.2 81}66a: -- -- W -- -€- 5-- - = --' -- - ! �� Ru-noff-Volu_ Im__ = _._.___..:--.-.--.-- _-- 3 0.22 Runoff Dph= �" - E 10.14 0.12 1 0.02 i o 0 1 2 34 5 6 7 8 9 10 11 12 113 14 15 16 17 18 19 20 Time (hours) ' proposed conditions Type 111 24 hr 10 yr Rainfall=4.60" Prepared by Behler Engineering P.C. Page 11 HydroCAD®7.00 s/n 002612 © 1986-2003 Applied Mic_r-000mputer Systems_ _ _ 7/28/2006 Subcatchment P3: Outside driveway propose Y Runoff - 0.00 cfs @ 14.58 hrs, Volume= 0.001 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt=0.02 hrs Type III 24-hr 10 yr Rainfall=4.60" Area(sf) CN Description 4,176 39 >75% Grass cover, Good, HSG A Tc Length Slope Veiocity Capacity Description _(min) (feet) (ft/ft) _�ft/sec) (cfs)T 5.0 - Direct Entry, Subcatchment P3: Outside propose driveway 1 Hydrograph 0.002-1 i f f ! ! ! 0-001 J. I a.ao1 - -- - - - - - E a.oa1 - u1]'Off; I�1ul1 ^ra.Va'� -a __. 0.001 - ----- -;---I___r__ ___�_= =_ =__�------------- -=u_=_-__- -=- -_- u-nQi �� _Q�' ° E 1 i , i i a.ao1 11]�liT-,------ -- -- - ;---- --- --E-- - - -- ! I I ! ! I E I I I ! 0.000 -_ ..-.:_.Y= ! -� - __-' [ r__--�_' E f�_ 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ' proposed conditions Type 111 24-hr 10 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 12 ' HydroCAM 7.00 sin 002612 O 1986-2003 Applied Microcomputer Systems 712812006 Pond A: Detention Basin Inflow Area 0.199 ac, Inflow Depth = 1.53" for 10 yr event Inflow - 0.39 cfs @ 12.08 hrs, Volume:-- 0.025 of Outflow ^ 0.03 cfs @ 13.86 hrs, Volume= 0.018 af, Atten= 92%, Lag= 106.6 min Primary - 0.03 cfs @ 13.86 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0,02 hrs ' Peak Bev= 121.78' @ 13.86 hrs Surf.Area= 2,080 sf Storages 577 cf Plug-Flow detention time= 205.0 min calculated for 0.018 of (71% of inflow) Center-'of-Mass det. time= 135.7 min ( 947.8 - 812.1 ) . #1 Invert Avail-Storage _Storage Description 1 121,50' 3,579 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area lnc.Store Cum.Store (feet_ - (sq-ft) (cubic feet) (cubic-feet) 121.50 1,901 0 0 122.00 2,220 1,030 1,030 123.00 2,878 2,549 3,579 # Routing Invert Outiet Devices - 1 Primary 121.50' 1.6" Vert.Orifice/ferrate C= 0.600 Primary OutFlow Max=0-03 cfs @ 13.86 hrs HW=121.78` (Free Discharge) ' t-1=Orifice/Grate (Orifice Controls 0.03 cfs @ 2.2 fps) Pond A: Detention Basin Hydrograph r , 0.42 -'---'---=----------'---i---t-- --`, --` --'--- -- -- -` _J---�--,--- i - _____,___ _ _ 9ef : Ptlow -'---�--'j---i I. Q4� _J=__1 __ 1 __�s- _J ^ I ^ ' _ -__ ___ __ -__ t ! S 4 _ ! _ fl[g2f�( 0.36 Inflow-Are 4=0;'�9P a - ...I ,___{,__. _.._,.- 0.34 - --r- -rt-- --- --- -r---I---r--,------ -- -- ---i---r---€---r-- I-- 0.32 ; __- 0.3 _I 4.28`. }'�'�+� }^+' /'�jT] --1- --' -- '- -' _ i - ----._I..__^ 0.26 --. ! - - v 024 ^'-'+'---I---"_,-€- `-_-_L.__.},-_-I- _F-_0,22 .1...__;.,.-- -- ti- `--"!----+•---1--^'"-._'1--- i i t r 1 [ E 1 1 1 r I E 1 0 0.2=---•r----r--:---t----------f--r_^-r_.._r-_•r---'r-- �--�--r---1----r--^s---r--•�--- LL• - 1 I E _i 0.14 1 1 1 i ! I I I 1 F ! I 1 1 I i I 1 0.08006 -r------.--r----,--`r-^-I---r^--r- -r---i----r------^s---�---_ 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed conditions Type 1/124-hr 10 yr Rainfall=4.60" Prepared by Bohler Engineering P.C. Page 13 ydroCAD® 7.00 sin 002612 ©1986-2003 Applied Microcomputer Systems 7/28/2006 Pond B: Wetland iInflow Area = 0.477 ac, Inflow Depth = 1.97" for 10 yr event Inflow - 0.84 efs @ 12.07 hrs, Volume= 0.078 of Primary - 0.84 cfs @ 12.07 hrs, Volume= 0.078 af, Aften=0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Pond B: Wetland Hydrograph I I-_- - 1 I Pri k I I I I E Q75 I _ _ _. I ..._.-- ---. .._J _..-- -- --''-- -- f -_ - -- ' -- 0.6' -- -k - --I -- -- - J-- - - ' - -' - - -'-- 0.5- 3 I I ? I -- -- f - -•- -- - - -- - - --i-- I - I --- -- 1 - � 1 4 ! 1 1 1 0.25 1 ----- -, -- - - 1 - -`-- - € - S I I I I I I 3 3 1 V 0.1 -- -- --- --- -- --- --, -----r- - - --i---r------r--y--- -- - - ---- - -- -- -- -- - --- --------- -3 - --- -- I r I 1 4- . , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) L r ' proposed conditions Type Ill 24-hr 25 yr Rainfall=5.30" Prepared by Bohler Engineering P.C. Page 14 HydroCAD®7.00 sin 002612 © 1986-2003 Applied Microcomputer Systems _ _ 7/28/2006 Time span-0.00-20.00 hrs, dt=0.02 hrs,.1001 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-lnd+Trans method - Pond routing by Stor-Ind method Subcatchment P1: Existing parking area Runoff Area=7,924 sf Runoff Depth=4.60" ' Tc=5.0 min CN=96 Runoff=0.96 cfs 0.070 of Subcatchment P2: Proposed development Runoff Area=8,686 sf Runoff Depth=2.01" Tc=5.0 min CN=69 Runoff=0.52 cfs 0.033 of Subcatchment P3: Outside propose driveway Runoff Area=4,176 sf Runoff Depth=0.21" rTc=5.0 min CN=39 Runoff=0.01 cfs 0.002 of Pond A: Detention Basin Peak Elev=121,88' Storage=788 cf Inflow=0.52 cfs 0.033 of rOutflow=0.04 cfs 0.023 of Pond B: Wetland Inflow=0.98 cfs 0.094 at ' Primary=0.98 cfs 0.094 of Total Runoff Area= 0.477 ac Runoff Volume =0.105 of Average Runoff Depth 2.63" 1 r r r r r r r r r proposed conditions Type H/24-fir 25 yr Rainfaff=5.30" Prepared by Bohler Engineering P-C. Page 15 L!ydroCAD®7.00 s!n 002612 01986-2003 Applied-Microcomputer Systems 7128/2006 Subcatchment PI: Existing parking area ' Runoff - 0.96 cfs @ 12.07 hrs, Volume= 0.070 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 25 yr Rainfall=5.30" Areatsf) CN_ Description -_ 1 326 ^39— >75°to Grass covet, Goad, HSG A�_ 7,598 98 Paved parking & roofs 7,924 96- Weighted Average ' Tc Length Slope Velocity Capacity Description f min) (feet) CfYftl (ftlsec) (cfs) - - - - 5.0 Direct Entry, Subcatchment PI: Existing parking area ' Hydrograph 1 r_ _--i____ _ '�? CS: '_ I 3 3 I I I I I Type III 2�4-her 25 yr E I I ! I Rainfall=5.30" . , I I i e s t 1 I 1 F�unoff Area=7 �924 sf I i Runoff Valu nd-4��70 of - I I I Runoff Dept--4.5 " 1 I E F I E I I TIC= �O. m I n 1 E I I I [ ! � ! �1�r I �96! . I I E 1 1 I I l i 7 1 i 3 1 Y I 1 - 1 a 1 2 3 4 5 B 7 8 9 10 11 12 13 14 15 16 17 18 19 � 20 Time (hours) i 1 1 1 1 . ' proposed conditions Type 1II 24-hr 25 yr Rarnfall=5.30" Prepared by Bohlen Engineering P.C. Page 16 ' HydroCAD®7.00 sln 002612 ©1986-2003 Applied_Microcomputer Systems 7/28/2006 Subcatchment P2: Proposed development Runoff = 0,52 cfs @ 12.08 hrs, Volume= 0.033 af, Depth= 2,01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt=0.02 hrs Type III 24-hr 25 yr Rainfall=5.30" Area (5f -CN Description 4,340 39 >75% Grass cover, Good, HSG A 4,346 98 Paved parking & roofs 8,686 69 Weighted Average To Length Slope Velocity Capacity Description _ (min) (feet) (ftlft) Lftlsec) - �cfs) 5.0 Direct Entry, Subcatchment P2: Proposed development p p ' Hydrograph E E I E € I EI I f E I ! I I 0.55• -_ _-r-_ ..-{--- -- -- '�---t-._ �..-t-..».-�---* ';0`�r��="'�� ---I----E-...-�_ .-,._-�-.-.•r--- Runoff l 1 1 ! »I 1 E I r I E 1 T' 6If aa l pINl=2--54'. :hQ r-T�II N 1e anI , _-- r 0.4 - ---�- - �- --' 1---'---� - ----- nl Ruoff Area=8168fi_sf _ 3 0.35 Runoff V9lume=a,033 a Runoff aphpfh=2-0 �"; rZ - 1 I I i r t I E 0.25 - 7--."i--.-i_--•-i.----r._--P---T`•- -T -1_' -♦• -7' r � -•!••-- min I I I I r r I E I I 3 r _V..{r' M I - V r I -., i j-_-'r`--r`--r---I-•__--- I._ _I. . I---r--�-E---r,__-r_•-_r-- ! I I E I 1 I I I �� ' O.1w'-•»_!•- L--__ - i.__�___!.__,-1_»_s__.,.,. .•_I-•.....5_- '.- -L_"--1___L_-.J_.__L, L_-- I 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) r r r r ' proposed conditions Type III 24-hr 25 yr Rainfall=5.30" Prepared by Bohier Engineering P.C. Page 17 HydroCAD®_7.00 stn 002612 ©1986-2003 Applied Microcomputer Systerns _ 7/28 2006 ' Subcatchmen P3: Outside propose driveway { P P Y Runoff — 0.01 cfs @ 12.41 hrs, Volume= 0.002 af, Depth= 0.21" Runoff by.SCS TR-20 method, UH=SCS, Time Span= 0,00-20.00 hrs., dt= 0.02 hrs Type Ill 24-hr 25 yr Rainfal[W5.30" Area sf CN Description ' 4,176 39 >75% Grass cover, Good, HSG A Te Length Slope Velocity Capacity Description min feet Riff ft/sec cfs 5.0 Direct Entry, 1 Subcatchment P3. Outside propose driveway Hydrograph 0.007 _ Type-f 11 2 -n -25 yr0.006 ! - a>In ! , 1. l R,u_noff,Ar_'ea�4,".17�:.� 1 I �f•� � 1 f I i 1 I 1 I 0.004 -Runoff"V61 ti e=O..-b-Ot-af0.004 ..- ---r --; , -r--<---r--1---I --1-- � �ptfi! = -F unnf l D6.2 i I r L Tc-aR€� 1 f i -! 1 1 "�_ 1 I 1 ry l 1 I I ws '• : 1 e i I I $ - r 0.002 f - --I_--T--ate_-L--�___r - 1___F__-i _�--_y __J - �_ 1-_-S'-_•¢__- 0.OD2 ----r---�--Y-�-----_,.-_.�--..r_»'�---r'--z---;----r --_ -t---;-^M ---r--- ^-r--7--- I 0.001 t__J_ [ 1 I 1 I ! I ! ! t [ F 0.001 _-+-- •- _,-- --+---. E---� --- I 0.000 - I I E 7-- ;--- ---I--- --[""_-;---E---('--�...�----E I T-- -f-�-�- -E---'�- I 0 0 1 2 3 4 5 6 7 8 9 14 11 12 13 14 15 16. 17 18 19 20 Time (hours) proposed conditions Type M 24-hr 25 yr Rainfall=5.30" Prepared by Bohter Engineering P.C. Page 18 HydroCADO 7.00 s/n 002612 O 1986-2003 Applied Microcomputer Systems _ - - 7/28/2006 Pond A: Detention Basin Inflow Area = 0.199 ac, Inflow Depth = 2.01" for 25 yr event Inflow - 0.52 cfs @ 12.08 hrs, Volume= 0.033 of Outflow. 0.04 cfs @ 13.92 hrs, Volume= 0.023 at, Atten= 93%, Lag= 110.6 min Primary = 0.04 cfs @ 13.92 hrs,-Volume= 0.023 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs ' Peak Bev= 121.88' @ 13.92 hrs Surf.Area= 2,145 sf Storage= 788 cf Plug-Flow detention time= 214.7 min calculated for 0.023 of(68% of inflow) Center-of-Mass det. time= 142.9 min ( 948.9 - 806.1 ) Invert ^ Avail.Storage Storage Description _ _ -- 1 121.50' 3,579 cf Custom Stage Data(Prismatic) Listed below 1 Elevation Surf.Area Inc.Store Cum.Store (feet) - - Csq-ft)_ (cubic feet) Lcubiefeei 121.50 1,901 0 - 0 122.00 2,220 1,030 1,030 123.00 2,878 2,549 3,579 # _Routing Invert Outlet Devices 1 Primary 121.50' 1.6"Vert. ©r ifice/Grate C= 0.600 T Primary Outl=low Max=0.04 cfs @ 13.92 hrs HW=121.88' (Free Discharge) ' t--1=Orifice/Grate (Orifice Controls 0.04 cfs @ 2.7 fps) Pond A: Detention Basin Hydrograph I 0.55 - '-' -- 0S s '-- -- '-r- -- - ; —lntloW 3 i i i i i Primary 0.5 - �hfiow' Area=0.199 a+c - 0.45 -- --r--- ----- - ---I--- --- --F-- I---.--- ----- , --- -r---- --�-- P ea k , I ev='I 2'i .8 8' 3 0.4 -- - -- - -' - ;-- - > - ' - --� -- ------J--- I -; 1 _3 ! I I Stdrade=788 cf E w i I I I E 1 I I I rL 3 E ___-_ __-____________ _ -- ___-_ _ I ' ______� - 0.25- -r- - ---r- -!--- . -�-- I I ! I I I I I ! 0.2 I 1 I [ I € I 3 f ! I I I ! 0.05 - - --- -- I - - a 0 1 2 3 4 5 6 7 S 9 10 11 12 13 14 15 1$ 17 18 19 20 Time (hours) proposed conditions Type 11124-hr 25 yr Rainfall=5.30" Prepared by Bohler Engineering P.C. Page 19 ' HydroCAD0T00 s/n 002612 @ 1986-2003 Applied Microcomputer Systems 7/2812006 Pond B: Wetland Inflow Area 0.477 ac, Inflow Depth = 2.37" for 25 yr event Inflow - 0.98 cfs @ 12.07 hrs, Volume= 0.094 of Primary - 0.98 cfs @ 12.07 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Pond B: Wetland Hydrograph l--- `.1f1f�DW —Primary - lnflpw i ;reo=0.477 ac 1 I I 1 I I I € 1 I w 1 i 1 i I I i I 1 I 3 I 1 1 i I i I I V I I E f I I I I I I I I I € f t E I I I I ! l 1 E I 7 1 I I I - 1 l i I 1 I I t 1 1 f I I f 1 I E f I I - I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2 Time (hours) proposed conditions Type lff 24-hr 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C, Page 20 H droCADO 7.00 s/n 002612 C 1986-2003 Applied Microcomputer SyEtems 7/28/2006 Time spare=0.00-20.00 hrs, dt=0.02 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment P1: Existing parking area Runoff Area=7,924 sf Runoff Depth=5.74" ' Tc=5.0 min CIS=96 Runoff=1.18 cfs 0.087 of Subcatchment P2: Proposed development Runoff Area=8,686 sf Runoff Depth=2.88" Tc=5.0 min CN=69 Runoff=0.75 cfs 0.048 of Subcatchment P3: Outside propose driveway Runoff Area=4,176 sf Runoff Depth=0.bV' Tc=5.0 rein CN=39 Runoff=0.03 cfs 0.004 of Pond A: Detention Basin Peak Elev=122.07' Storage=1,199 cf inflow=0.75 cfs 0.048 of Outftow=0.05 cfs 0.030 of Pond B. Wetland Inflow=1.23 cfs 0.121 of ' Primary=1.23 cfs 0.121 of Total Runoff Area = 0.477 ac Runoff Volume 0.139 of Average Runoff Depth =3.49" i 1 1 1 1 proposed conditions Type I1124-hr 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C. Page 21 HrdraCADg 7.00 sin-002612 01986-2003 Applied Microcomputer Systems 7/28/2006 Subcatchment PI: Existing parking area ' Runoff — 1.18 cfs @ 12.07 hrs, Volume= 0.087 af, Depth= 5.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt=0.02 hrs 1 Type III 24-hr 100 yr Rainfall=6.5011 Area(sf) CN Description — — — 326 39 >75% Grass cover, Good, HSG A 7,598 98 Paved parking & roofs 7,924 96 Weighted Average ' Tc Length Slope V6ocity Capacity Description _ (min) (feet) (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Pl: Existing parking area ' Hydrograph 1 I 1 Type III 24-h r 10 D yr I E c V I 1 1 3 I 1 -Rain,' fa1I=6.5-0"- - Rul off Area=7�924 sf ]/�� I 1 N Run�,off VQ[ume,=O:.0 �I7! �f I I 1 0 Runoff Depth=5.74" E I L I I l l T'c= min 1 ��AA I 9^I �E 3 3 ! I [ I ! ' 0 0 1 2 3 4 5 6 7 8 9 110 11 12 13 14 15 11fi 17 18 113 26 Time (hours) i 1 proposed conditions Type 11124-hr. 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C. Page 22 ' HydroCADO 7.00 sin 002612 C 1986-2003 Applied Microcomputer Systems � " _ 712812006 Subcatchment P2: Proposed development Runoff = 0.75 cfs @ 12.08 hrs,- Volume= 0.048 af, Depth= 2.88" Runoff by SCS TR-20 method, 11H=SCS, Time Span=0.00-20.00 hrs, dt= 0.02 hrs ' Type III 24-hr 100 yr Rainfall=6.50'I Area sf - CN Description 4,340 39 >75% Grass cover, Good, HSG A�4,346 __ 98 Paved parking & roofs 8,686 69 Weighted Average ' Tc Length Slope Velocity Capacity Description (minj (feet) (ftlft) (ftlsec) (cfs) _ 5.0 Direct Entry, Subcatchment P2: Proposed development p p 1 -o A - _._ _... Y r 9� ...-._.ry_._..�.,.._._..T_--'i i--_I_ I I I I - - i - __. ....-- — .... _. _ ' 0.7- -T'y►p6- 1h-24-h'r--1{I 100.yr..7 i,-_3I1____F___�.__._I .__ _-_I_ _�__.�__.. E.- I I i 'M 1 7 , 9-..� arina�d=fi:5D t k I I I I i 0.55- - RurlOff'Area"'8!-VaV..sf-_.T�_-s-_»�^_... -_ »r__-i__-r---,----�'___ €- 0.5un�a Vglum��-0.04$ a -----+--- ---€---�--�- -- -- 1 I € I ... I I irr 0 0.4 -Ru.l�-o4x -D�.pt�=2.88""--+- ----*--- -- ---? -- --'`--r--�---r LL 1 1 € I I 1 i , _-1 F , I I ' I I 00.1 -- I-'--i I --'---�-^-I - �•- __-_..,�I-'--tl_'--!-- I'----i�---}---4-- I I I I I I 1 I I I I I I • I I 1 i , ! ] 1 I ? , I I 0 1 2. 3 4 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 Time (houra) r proposed conditions Type /H 24-hr 100 yr Rainfall=6.50" Prepared by Sohler Engineering P.C. Page 23 HvdroCADO 7.00 sln 002612 0 1986-2003 Applied Microcomputer Systems _ _ T 712812006 Subcatchment P3. Outside propose driveway Runoff — 0.03 cfs @ 12.28 hrs, Volume= 0,004 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description 4,176 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description �mln (feet) (ft/ft) (ftlsec) - (cfs) _ _ — 5.0 Direct Entry, Subcatchment P3: Outside propose driveway Hydrograph OMB1 ; 1 t 0.026 1 e III 14 hr �00 r � -0,024 I I 0.022; -RajfVfaLl..^�..54' -- - ` . - �_._.. ........_.._•.I`- - 0.02 -- unE05,Aipd 4 `1 - - 7-6-str--�-- +-- I [' I t _ 0.a1s ...Runoff; 61'V one=0.b0I a It - r__ •� - I- -. -.E� - 1 '-i_ ` E '• J---! - ----_J---L--��^-- ti. O.Ot6 I I I 1 -! Runoff Depth=o.5�1! i t � :- I � a � TI _ I I C 5..0,Mit-r-- ---r-- !---r--y---I- i---c---*--- Ei-- E---�--- 0 10i2, 4 3 9 0.01 _ I � I 1 1 I Q.008 --1 -L_-_E-�_1__.�_-_L__J-__L__J__-I___- ! /n�,A� I i f I { I I I DidW �....-t.-.-�..-r._-..T_-_I-�,....n.-._..t-....r_..-I-_.._r .t..__I...__.- -_-.`7-..�.-•7'_--'";-_._... .- .._r"'_"E-_� 0,002 0. 0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 .15 16 17 18 19 20 Time (hours) proposed conditions Type H/24-hr 100 yr Rainfall=6.50" Prepared by Bohler Engineering P.C. Page 24 HydroCAM 7.00 s/n 002612 @ 1986-2003 Applied Microcomputer Systems 7/28/2006 Pond A: Detention Basin inflow Area = 0,199 ac, Inflow Depth = 2.88" for 100 yr event Inflow - 0.75 cfs @ 12.08 hrs, Volume= 0.048 of Outflow 0.05 cfs @ 14.10 hrs, Volume= 0.030 af, Atten= 94%, Lag= 121.1 min ' Primary - 0.05 cfs @ 14.10 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.02 hrs ' Peak Elev= 122.07' @ 14.10 hrs Surf.Area= 2,263 sf Storage= 1,199 cf Plug-Flow detention time= 227.2 min calculated for 0,030 of (62% of inflow) Center-of-Mass det. time= 151.5 min (949.5 - 798.0 ) ' # Invert Avail.Storage Storage Description 1 121.50' 3,579 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-•ft) (cubic-feet)_ _ (cubic-feet 121.50 1,901 0 0 ' 122.00 2,220 1,030 1,030 123.00 2,878 2,549 3,579 ' # Routing Invert -_Outlet Devices - 1 Primary 121.50' 1.6"Vert, Orifice/Grate G= 0.600 Primary OutFlow Maxw0.05 cfs @ 14.10 hrs HW=122.07' (Free Discharge) 1 Z•1=06ficelOrate (Orifice Controls 0.05 cfs @ 3.4 fps) Pond A: Detention Basin iHydrograph 4 I ! E F I I F F I s I I I 1 __.i_._._.I s -"---- I -F- '-F - i --; __,- ___�___r___ 0.8 _inflow I I I r t• 3 I Ir5'G -,^s t I I F 4 0.75 -- -- -----_�---_--- ---1 --y '--�- - 1 - F---t--1--- . —Primary 0.7 - �-nflow--Area=0--1-99..a0 ! 1 5 1 S } 1 1 I I iF 0.55 D. --Pe��--�[ev��-Ir�•1-S._..•..L�.. �......L.-..... _._.-i_,_-1___0-....L.-...1-.._I_....J.-.._ ora e=1m9=cf: __._I�t I _ I c+ 0.45 { F i 3 _ _ 7 _ ` — ' — SIF ----•II:s:---II;I IIII iII —.1 tFr1_--IIIFt- 4. r_--If -r r- --_i-- _-___r-___ Ii FI1I rti _r{1IuF1 --_—-a11kI]I__-- _ 0.2 --------- _--_ 0.2 _—SFrILII __�_-rIIII1I __-T-=_L.__ ___t-__ I E r { I E F I I F F II I I 0.1 -r--*---€---*---f---t---f---r-- r--- - F- --F---N---l-- F--1--- _ I-•-- - �- --I E I 1 1 F i I 1 F I I IV t l k t I I i I I I I I I f I I r I 0 1 2 3 4 5 6 i B 9 10 1'9 12 13 14 15 16 1-718 19 20 Time (hours) proposed conditions Type Ili 24-hr 100 yr Rainfal1=6.50" Prepared by Bohler Engineering P.C. Page 25 ' ydroCAD® 7.00 s/n 002612 OO 1986-2003 Applied Microcomputer Systems _ 712812006 Pond B; Wetland Inflow Area = 0.477 ac, Inflow Depth = 3,04" for 100 yr event Inflow - 1.23 cfs @ 12.07 hrs, Volume= 0.121 of Primary 1.23 cfs @ 12.07 hrs, Volume= 0.121 af, Atten=.0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt::; 0.02 hrs Pond B: Wetland Hydrograph I , Pnmary I I I I € I t € I I I Wipw Area=4.477 aG 1 I I I I 1 1 I A 11 II 3 1 1 I i --- t I ` - i 1 t __--- _._4 ! ! k E I E I€ f 3 1 1 } I I E I I E I I I 1 i I 1 I I E I I 1 S 1 I I I I I I I i i i I I E I I I I I I I I E t 1 LL I I 1 i I 1 1 I 31 - - - 1 I ! 1 f f I I I 1 I 1 1 I I I k 1 I 1 I I I E I E I VM . tl ! 2 3 4 5 6 7 8 9 1[3 11 . 12 13 14 15 16 17 18 19 20 Time {hours} i 1 1 i 1 APPENDIX D SUPPORTING DOCUMENTATION ! ! 14-1. Rainfall Data for Massachusetts from Rainfall Frequency Atlas of the United States (TP-40) ' Users of this Handbook should note that current MA DEP written guidance (see DEP Waterlines newsletter--FaIl 2000) requires the use of TP-40 Rainfall Data for calculations under the Wetlands Protection Regulations and the Stormwater Management Policy. M ore ' stringent design storms may be used under a local bylaw or ordinance, However,DEP will continue to require the use of TP-40 in any case it reviews under the Wetlands Protection Act and Stormwater Management Policy. Adjuster!Technical Paper 40 Design Storms for 24-hour Event by County Court Name 1- 2- r '5- r l0- ,r 25- r '50- r 100- t5` Yr Y Y 5 Y Y Yr 24-hr 24-hr 24-br 24-hr 24-hr 24-hr 24-hr ' Barnstable 2.5 3 A 4,5 4.8 5.7 6.4 7.1 Berkshire 2-5 2.9 3.8 4.4 5.1 5.9 6.4 Bristol 2.5 3.4 4.3 4,8 5.6 6.3 7.0 Dukes 2.5 3.6 4.6 4,9 5.8 6.5 7.2 Essex 2.5 3.1 3.9 -4.5 = 5.4 5.9 6.5 Franklin 2.5 2.9 3.8 4.3 5.1 5.8 6.2 ---..-po. Hampden 2.5 KO .4.0 4.6 5.3 6A 6,5 Hampshire 2.5 3.0 3.9 4.5 5.2 5.9 6A Middlesex 2,5 3.1 4.0 4.5 5.3 5.9 6.5 Nantucket 2.5 3-6 4.6 4.9 5.8 6.5 7.2 Norfolk 2.5 3.2 4.1 4,7 5.5 6.1 6.7 Plymouth 2.5 3.4 4.3 4.7 5,6 6.2 7.0 Suffolk 2.5 3.2 4.0 4.6 5.5 6.0 6.6 ' Worcester 2.5 3.0 4.0 4.5 .5.3 5.9 6.5 ' F-2 Hydrology Handbook for Conservation Commissioners March 2002 �. ',�j Y l ,•„ �� _ f�;,y:d,'�� -rr:: '-f. AF•�., ' - �v�! y['�}`��':Fv ��. ::�a'a 1' �Yy^� ir.. _ ��_� •� F"vF%hlv �•3'. `�,:9 �w '.�Pc.- -��?, --:1. aY:,a � `'•+�` �• r:: r•� �.•t- ,. k .: }.;-gip_:, '.•?�.' *- 1�{��,�'yv ..� •� -�,•F.'',. `ram•"• _ '.-?,Y,. �:v- .:Y: _ w� �: a 4+� ;: �..fr� .. .p •'!v _.� r'i,�'?>" �[R.,i. •i.`,T ��:'P � �. •� ::1. �.k ��,• rah��P.� ti ..y.,.; :r,i:t I '�)� � - -7 IA'e � t'�� • ti �� '��:��f,�J .� � .ar U. :? �'?@ ��,tY��l"-+�..�.�. •-•7!- ae.n 'K>�. f+r +�,. '��„` s°'�s^� .�a`y>r�'^5"'- 's:f° Y mg. �4'.•.C�. `1 ti}x a Ry'�Sr f wy @♦ �'<.-,11� . 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". .� -..a> �:ar..-r��-xr.-: -..�!�t �'�• .v � •,�'.,�{l +• 'ti-°'-_.r•:^ �5-: �� R�"J' �. .�_S-� �ry ,��j t _�� S'•-• ��,1�' -, .• /{ ''� ��' :3' �1 _ti�l� t w Y' ,iu.>r5.1•"::�. -��. 1. .,4A � �.r.: -:+.. .tg'r'�'•r�>,� _t- t'. `t rL.Y 7.r•` ' .1. :J. s•a .k•r '�` � fax: .�. _ a.r _ !. .rY'�: I'.o-'�,/ �.� •'^�S'w�'.r+.•7': - - Y.�c' .� S r _ - .'��f!'• f- � _L f;a � 1.....:}iiy i-. M \'t..x ..4tl' l'.- gal •�� 'h' !w'.; :{.'.-h;' �.,..,G!_f. "fin _ •-,c,��a: i3,3- �' `,:t ..:�,-.. :s. ...��•. r.,�s 3.ky�. r;:_.w� l �a,x—'ai•', �- -x�;['ItL q 'Alp .c,. ��!4I� ors 1• .,. i5 �- -,F - '•• 4.F"i •.TY• .4• � S �+'' y,.� G �Y � Wit& -�. •,, •,f:' '.fin II •'rr-- - r-• ��` ,.e4 r =:fi may'. 3•. ++,` ,5 i � II - -«�'_. .ar Tr..�•.'.",•�Y -H. -x„+ 1.:�� f -1}.'s ; - :'Y::`�-'r f - -r: �� ?' S �`£ *^'.�i•'�!",..1. - -- � - •.�.••' �` •y�^' _� ws 1� r. '��-_ '?i- _ t. �.._ ,e'>:sk_ 3': - 1, __ r _ -. ` �•..�.> '.'�•+ �^Vk' y, -Y;`.<'a „?t'. _ �r•Y .r _ _ .,i"7 r.�'�,.,.,... - M'G•P _--y' • ,1 - - :,�- '.: rr', �•a',e3.b:4!.. :� 07 �+`�- ..•c,+t'.•7't> _ .�. .pa.." r..�'. -.r•�`3"a1. ;'fiCi- - :ii•, •:6 r•• +:.,3:• 'r :Sri' y .+. `d Win», "O .,<• l .x�?an u' >.v �. `� ,►:. ^a. i -: - •''... •. Y� Nf l,- .._,.. ...s. i .1'r..t r .Y '-. r�y�y35�}� .'•M` ". t -.., � }�r ra �•l� ..Y'•,'�'_.. _ r�< � 3. •i�>.. !! k'• _ _S �. ya 6i'., M'r �- 'a.::J - . ;.'A -A•�at_,, - - 1 J •^•r 'fw d T 'dam •,�'r '`a- 4 F.�:,'. -� '-f -'.l y ram.",• _ >F:-�r. "r. - 'Sx'- - _-<•G,:}�1 _J•,1_�._-.�71d- �`avJ,y c•i!]I.-,..�.•�v. - ?S'�C�: �' ��-..wa� �-4 Y:�` __ --�J:;i• f I• 196 SOIL. SURVEY ! TABLE 16.--SOIL AND WATER FEATURES--Continued Hydroo-; - Flood �H ing igh water table _ Bedrock ;- - Soil name and- 1 logic; !Potential I map symbol !group ! Frequency ! Duration !Months Depth Kind !Months Depth 1 Hard- ! frost Hess ' action I ! ! F ,'Charlton:4 CrC: Rock outcrop part. Hollis part----! CID 1Non.e--------! --- ! _-- : >6.0 ; --- ; --- ; 10-20 Hard ;Moderate. 1CrD: E Charlton part--! B !None---- , ,--, --- ; >6.0 ! ! >60 : ' _ - .I , Mow. . Rock outcrop part. ! ; ! ! ! ! ! ! ! ! Hollis part----! CID !None--------! ; ___ ; >6,0 ___ ! ___ ! 10-20 !Hard !Moderate. t Deerfield: ! De---------------! B !None--------! -^- ! --- 11.0-3.01A I � 1 pparent-+,Dec-Apr1a '>60 � --- ,Moderate. Eldridge: EdB--------------! C ,None------- --- ! --- 11.0-2.0:Apparent.Jan-May; >60 ! --- !Moderate. t Enfield: EnA, EnB, EnC----! B !None-------- -- ! -- ; >6.0 --- ; --- : >60 ! -- !Moderate. Enosburg ' Es----------------k p !None-------- 1 --- l0.5-1.01hpparent1Nov-May! >60 1 --- Moderate. Gloucester: GfB--------------! A !None--------! ! ! >6.0 --- --- , ,L--- I >60 ,Hard ow. GhB, GhC, GxB, ' GxC, GxD---------! A !None---------i --- i --- i >6.0 3 ! --- t >60 i - !Low. Hadley: ! ! - ! ! ; ; I , 1 Ha, HbA„ HbB-----! B :Common------!Brief----- ;Oct-Apr!3.0-6.0:ApparentlNov-May! >60 ! !High. r r I 1 I Hinckley: ! ! ! ! ! ! ! ! ! ! HgA, HgB, HgC, ! � HgD, HgE----------- A !None--------! --- ! --- ! >6.0 ! >60 ! - !Low. Holyoke: HoB, HoC---------I CID !None--------! --- ! ! >6,0 ; - - ! --- ! 10-20 !Hard !Moderate. 1HrC: , + Holyoke part---! C/D !None---------! --- ! --- 1 >6.0 ! --- ! --- ! !Moderate. 10-20 I.Hard Rock outcrop part. Limerick: I I 1 i ' Lk---------------! C !Frequent----!Brief-----:Apr-Jun!0.5-1.5!ApparentlJan-dun! >60 1 --- !High. ! ! ! ! ! ! ! ! ! ! Ludlow: LuB, LwB, LxB, ! ! ! None -_ LxC---------------' ' --! __- ! --- 11.5-2.011erched !Nov-Apr! >60 !. --- !High. , Meckesville: MaB,"MaC, MaD, ! ! ! ! ! ! ! MbB, MbC, MbD, McB, McC, McD----! C !None---------! --- 1 --- 12.5- 5' erced :Nov-Apr! >60 ---3. IP h 'N A p !Moderate. 1 Merrimac: ! ! ! ! ! ! ! ! ! ! IMM MeB, MOC, ! ! ! ! ! ! eD-------------'-! A !None--------! --- ! --- ! >6.0 ! --- ! --- ! >60 r --- ,LOW. ! ! ! ! ! ! ! ! ! ! Montauk: 1 MmB--------------! C !None--------! --- ! ! 2-3 !Perched !Apr-May! >60 ! --- !Moderate. ! ! ! ! ! ! ! ! ! ! See footnote at end of table. P �� d r •. Y I 1 - � TI-T rum Ff ■ lk r r i 4 r ,r ♦r � r rt _ MYY r i 4 �r t� a ILI, 41 �r ♦ r � f Oil x • ~ `~ 40. a I - t y# -*�► " # 4 i jje - �Yrt T � 1 e F�- �1'CaR w.4 n�► CHALLENGER WALL SCONCE various reflectors are protected by U.S.Patent No.6,464,378. HOUSING-The aerodynamic aluminum housing is a rectangular shape. All mounting hardware is stainless steel or electro-zinc plated steel. WALL MOUNT-A galvanized-steel universal wall mounting plate easily mounts dire to a 4"octagonal or square unction box. An EPDM gasket is supplied to �Y 9 q I 13a PP be installed between the mounting plate and junction box,sealing the junction box from entrance of crater The galvanized-steel universal plate allows the fixture to be ..r. suspended while making wiring connections. A unique clamping design securely locks the fixture to the wall mounting plate by utilizing two hex head screws. The universal plate permits the fixture to be mounted in the uplighting position(listed for damp locations)or downlighting position(listed for wet locations). DOOR FRAME-The aluminum door frame with two stainless steel captive fasteners *RFat-le(in,'sed flAuresSNA allows easy access into the fixture. A one piece extruded silicone gasket seals the ur.toffdoor frame against the housing. The door swings open and is held In place byaication. retainer. LENS/GASKET-A fiat clear tempered glass lens,which is sealed to the door frame with EPDM gasketing,is standard. An optional polycarbonate lens Is available on most Compact Fluorescent fixtures. SOCKETS-HID lampholders are glazed porcelain,medium base for the Small fixture and mogul base for the Medium fixture,4KV pulse rated. The Compact Fluorescent fixtures feature a one-piece thermoplasfic socket. LIGHT SOURCES-The fixture is designed to operate with horizontal Pulse-Start ,— Metal Halide,Pulse-Start Metal Halide Reduced,Super Metal Halide,Super Metal A Halide Reduced,Metal Halide,Metal Halide Reduced,High Pressure Sodium,and single,double or triple Compact Fluorescent lamps. Lamps supplied as standard n —HID(clear,shipped installed),and Compact Fluorescent(coated,4100K shipped in c separate carton). BALLASTSIELECTRICAL COMPONENTS-Electrical components are factory- mounted in housing and prewired with voltage specific leads which extend out the 30° back of the unit through a rubber grommet. This grommet prevents the entry of E insects,dust,and moisture into the fixture. The need to open the fixture to make wiring connections is eliminated,thus making installation quick and easy.UL listed 3 314° HID components with high-power factor ballasts rated for-200 F starting. Compact Fluorescent ballasts are Electronic Universal Voltage(120-277V 50MHz)or 347V IJu ++an Bux (60Hz),O°F starting. Compact Fluorescent fixtures with UE(Universal Electronic) u ceererlf`c voltage are available with an optional dimming ballast for multiple types of controls A B C D E such as building lighting controls and occupancy sensors. Available battery back-up ISmall 1-718' 17-1/2' 5-21f32` 9-%* 1 is voltage specific with 320F rated starting temperature for U.S.applications for 26 Medium 2-3/8' 19-718' 8-518' 13-7/1fi 10-3/4" watt through 70 watt lamps. Consult factory for available wattages and voltages for use in Canada. 0 p o 0 4 0 EMERGENCY OPERATION •Avariety of integral emergency options are available to comply with Life Safety Codes which require emergency lighting along the path o , vo d of egress on the building's extarior,so building occupants can exit safely. Integral J Emergency Battery Back-up option is available on Compact Fluorescent units. 7-W4• —I Emergency Quart2 option is offered on HID units. Options for one or two 12 vott Universal Mounting Plate separate circuit(s),for use with up to 35 watt Halogen lamp(s)are available on both Compact Fluorescent and HID units. REFLECTDRSlDISTRIBUTION PATTERNS-Forward Throw(FTM,FT)and Type IIISconce (3)reflectors are available on small and medium. Wall Wash(WW)reflectors are catalog Number Est WefgM 16s) I-nob(in.) (in.) Helghl Jim.) also available on small. All are high performance,full cut-off distribution as defined CHwS-HID 22 24.25 15.5 13.5 by the IESNA(downlight position only). Photometric data is tested in accordance CHWM-HID 32 24.25 15.5 16.5 with IESNA guidelines. CHWS-CFr_ 17 24.25 15.5 13.5 CHYIiiUf-GEL 24 24.25 15.5 16.5 FINISHES-Each fixture is finished with LSI's DuraGrip®polyester powder finishing process. The DuraGrip finish withstands extreme weather changes without cracking c ! us or peeling and is guaranteed for five full years. Standard colors include bronze,black,platinum plus,buff,white,green,metallic silver,and graphite. t usrl:o STED localliun PHOTOMETRICS-Please visit our web site at www.lsi-industrles.cam for detailed (nownlight only) damp loaatton photometric data. (upright,cover.d rocMlan.unty) r Project Name L l't` A V AwAA& 4 AAA J Fixture Type C w"5 0SW Jiti K O 20D6 LSI INDUSTRIES ING. Calalogff lFhkl'C1r; t Outdoor Lighting CHALLENGER° WALL SCONCE UIMINAIRE ORDERING INFORMATION DistributionPrefix CHINS 50 MH-Metal Halide F-Flat Clear 120 BRZ-Bronze 206 (SmaA) ForwarVa row 70 75 Watt Tempered GI 240 B -Black a h 100 HPS-High Pressure So Iu 277 H W i e 175 50,70,10D,150 Watt 347 BUF_Butt m Plus FTM-Forward 26 CFL-Compact Fluorescent F-Flat Clear UE-Universal GRN-Green Throw Medium 32 Single 26,32,42 Watt Tempered Glass Electronic GPT-Graphite 42 CFL2-Compact Fluorescent FPC-Flat Clear (120-277V 5016OHz) MSV-Metallic Silver Double 26,32,42 Watt Polycarbonate 347^ WW-Wall Wash CFL-Compact Fluorescent Single 25,32.42 Watt CHWM 3-Type III 250 PSMH-Pulse Start Metal Halide F-Flat Clear 120 (Medium) FT-Forward 320 250,320 Watt Tempered Glass 208 Throw 400 PSMHR-Pulse Start Metal 240 Halide Reduced 400 Watt 277 SMH-Super Metal Halide 347 250 Watt 480 SMHR-Super Metal Halide Reduced Envelope 400 Watt MH-Metal Halide 250 Watt MHR-Metal Halide Reduced Envelope 400 Watt HPS-High Pressure Sodium 250 400 Watt 26 F-Flat Clear UE-Universal 32 CFL-Compact Fluorescent Tempered Glass Electronic 42 Single 57,70 Watt FPC-Flat Clear (120-277V 50/60Hz) 57 CFL2-Compact Fluorescent Polycarboll 70 Double 57,70 Watt 3471 CFL3-Compact Fluorescent PCHyMS 3175 IYifl fZ0 pRL ti7O1 PC1120 ButtonTyperPhotoeell PC1208-Button-Type Photocell EXAMPLE OF A TYPICAL ORDER PC1240-Button-Type Photocell FCI277-Button Type-Photacell PC1347-Button Ty e-Photocell TP-Tamper Proof r r r PMA•Pole Mount Adaptor for use with square poles DIM f-Supplied with a HX•HPF transformer as standard. Also available with a 1201277 volt CWA transformer. Consaft factory. D - -Pole Mount Adaptor for use with round roles DIM- CFL Control Voltage Dimming Ballast 2-If a polycarbonate lens is required on an Uplight Medium fixture in 70 CFL2 or 42 CFL3,the glass lens with Polycarbonate C-Coated MH or PSMH Lamp Shield(CHWM PLS)accessory most be ordered. SOT-Standby Quartz(Time Delay)7,e 3-For international voltages,consult factory. SON-Standby Ouartz(Non-Tire Delay)7,8 4- 347V CFL is not available with dimming ballast{DIM)option. Consult factory for battery back-up(BB)option. FD-Emergency Quartz(serrate circuit-HID only)8 5-Tamper-proof Screwdriver must be ordered seperately(See Accessory Ordering Information) 86-CFL Battery Bade up 5- CFL Dimming Control by others. EM1-One Emergency 12V Circuit Provision with 35 Watt Halogen tamp 7- SON or SOT available on 100 Watt minimum HID fixtures. EMr1LL-One Emergency 12V Circuit Provision 8- Fixtures 250 Watt and below are shipped with 100 Watt quartz lamp. 320 and 400 Watt fixtures are shipped with 250 Watt quartz lamp. -Less Halogen Lampto 9- Battery Back-up available on single,double and triple voltage specific units. On double and triple units,one lamp will be energized by EM2 Two Emergency 12V Circuit Provisions Battery Back-up(BB)option. Battery Back-up complies with"Means of Egress"requirements only when used in connection with CFL WW with 12)35 Watt Halogen tamps reflector and 42 watt Tamp in dow0gh(position. Consuff factory for specific job appffcation compliance. EM21L-Two Emergency 12V Circuit Provisions I0-Utilizes 0Y6.35 socket(s).12 Mott seperate circuif(s)required. -Less Halogen Lampsxo ILL-Less Lam ACCESSOBY ORDERING INFORMATION Description Order Number Description Order Number FK120-Single Fusing I'll CHWS PLS-Polycarbonate Shield for Small 172786 FK277_-Single Fusing FK277+ CHWM PLS-Polyarbonate Shield for Medium 172787 DFK208,240-Double Fusing DFK208 240+ SIN ELK-Surface Wiring Box 1731566LK+++ DFK48 Double Fusing _ DFK480++ SCD-Tamper-proof Screwdriver 'All FK347-Single Fusing FK347+ +Available on HID fixtures only. Fusing lobe instalted in a compatible junction box suppied by contractor. ++Available on HID Medium fixture only. Fusing to be installed in a compatible junction box suppled by contractor. +++SW BLK not compatible with PMA or PMAR option. m' Project Name_ -_ _ i Fixture Type _ 1 2006 LSI INDUSTRIES INC. /00- r Catalog lighting �� ► � r t r� _... ,cx 3 . r ra t r l ., ., F� 4' �j � • � °� �: � � :�� ` ��1 �' i t';�, I i �` : � � : �� '•� t F � , ,� . 4 1 ' ` 5' I CASTLE HILL CONDOMINIUM COMPLEX I i �6 � y I N/F LANDS OF m W*.#3 is �I UNITED INVESTORS OF CONNECTICUT ` I i BOOK 4644, PG. 159 fill NIE tF, LOr 256j FOUND I �-, fF.M. LOT 255] F FM. LOT 253126-1' Will \ � ' ! x- -126 ,c i25.84 6'HIGH 124- ---IZ4- STOCKADE FENCE -_ - -- t23- _ - _ _ _ - _ _ - r - - - - LOT ZONE LINE - T -123- ` i@wi i2153 w�` �� -121w- _-- - - _ - - - __ - _ - - _122- - - - - - 2t 125� S09'57 42 Gb` t2a 1� __ - - - - _ _ t2t - _. _ - -� 524.94 41 W �i.168 -- _ _ _ �,, + '1` Try �20.57 - - --12- _ ^�1Z�"/ ` � 5� / � ~� 111 � �'j jG � SITE 2555 \ � � � -- - - - - - gip- __1Z2 Gl�'1-12741 r � GR.I122..Z3- - ...- - - - ��- - - - _ � - : 1 � xtp f �• // � \ �✓ � ` I)7 i os r - `-INLF-11fE8f `� INV--11808 - i21 �/ \ 125 - __ - __ - 1 8'tJ. 1 C., 175'' O 6'HIGH ChW N Nam, __ -122 �'{ 122 1z illy 1 LINK FENCE t230- ,� / 23 � i2?• \ � t2 � r gg- TC 23:$1 15 - - .._.. -�- �� .: 12i CONC. AOT ' G 122 T UftB 46 /7/ 2 7Z G t7L3f J - CURB 25,02 �'� \ t23 G = t3 123' tC i0v j 1ii2 ' '� � S 27 \ t?G• y �615 i123.2 123.61 6 \ -W. j 1 3.53 ASI T \ t2 \ \ /`Q t23•05 23? t2 PAI�IIEIVT \ \ WF/7 '� ' 1 i22,2 Git794 ' RWIACQUESAW 122• APAROX. IOC: U.G. GAS PER 1 1 \ \ \ UTILITY AL�RKOUT(SLF NOTE'J) \ 1 1 2 \ g GRT=1 .617 � ,G. _ -c- -_-- =r23 ''`_c 1 EAVE \� 12295 \ � \_\\ \ i$� , �� LOCUS MAP 125A 22.7 "' .� • �p 1 \ 4 1 *2Dlb4 DcLo=.Still A*m 1c ip.5t \ ` x 1 , IIW=I f6 t5/ I CONC WA 3 SHED EAR I 54 12 12 Cr7MC NALK Z-400 wcn..un \ 3 I i2M1t3 t23 I 1 BUFFER PER $ � � � -122 oy EAIE t23.27 1REF' !7 ?v m I I i 4 t z t`\53 �Q LEGEND G 7AUXY WIRELESS' MAP '.J8 �� \ \ �, 1 STORY yte+ ` v11�• MULTIPLE fLEC PANEL WEST CCIAST VILIEO" BLOCK 1 i �� ---123 T-- EXISTING CONTOUR MASONRY BUILDING cif► F-A „" ! ' 12415 & ELEC. MEIFR g LOT 20 x \ „ I ply UMBERLAND FARMS, IN , \ ti Ian X 123.45 EXISTING SPOT ELEVATION 1 fk 3r RESTAUR4NI- CONC PAD 23.42 1 BOOK 5881, PG. 176 t22 [ , .1/v (� EA WIDE DRAINAGE 1 ( BOOK 5535, PG. 510 1234g t241b4g t \ 121 I }#98� y �►� EASEMENT PER REF. #3 x TC 123.45 EXIST, TOP OF CURB ELEVATION 123 11 I 1 i 1 I?ARCEL 'C' PER REI . 3] 123 f xt/ 121� x G 122.95 EXIST. GUTTER ELEVATION MAP J8 G 174•01 i ,1 MASONRY + t2 " i C t23 �' �. I rNr /� i BLOCK 1 .f ASPIr!4LT 114.34 EAR j 1 I 438 ZONE BUSIAtES$.A LOT & ZONE UNE XTt t23.45 EXIST. TOP OF O IS ELEVATION LOT 19 , yD Fes • 12 a{�J \ t23 J'` /` / / 12t \ - X Bl 17295 EXIST. BOTTOM OF ISLAND ELEVATION AGAWAIu! CVSND LLC , I PAIA711ENT _...,..,...� .» 123� SEE NOTE 1Q Al / \ ��/ ''� /.r / y ' `\ O BOOK 10451 PG.REALTY, 14 o n. I 23�` t23� MULTIPLE COND(AlS 1 1Z3 ' PAVEMENT / j23.69 ��(/� \ DEUNEATM LINE PEA ram: 07 xtF r2�3.•ap5 EXIST. FINISHED FLOOR ELEVATION ' { 1 EA aw x / / / / \ \ CERTIFIED AS ACCURAIE',PER ORDER OF Ll HYDRANT PARCEL 'I3' PER REF, 3 t2 513 �� n . RAMP , 4 12'L'g tZ t24.'I 1 Q APPRf�X. LOG 24� I ~ /// '� \ ` 1rYF�1 \ \\ MASSA�SE� of AREA Ill nIEENNT OAF ENVIRONMENTAL wv # ] "� + $$9 } 123T9 na _ J 1 �j2 �Iy��g \ , x t2223 -�112'~rfzr- j /j�t2341 \ 0 �. \ PROTECTION IN SOOK.15028, PO. 31D p4 WATER VALVE k 1 43RJOIMP F .w. .. •(N T HELD I�ERTF�O x ` /� ttg ov GAS VALVE J 11 i23.54 1 LAVE RA>irP t23 l ( ')AL - s�No 12�� i ! �• \ ~ \ \ t'��4 OH- OVERHEAD WIRES FUa1 -` .i 1.12 \ 7 MAP J8 G 123• 12391 I 11 � (>1c ) ! I 11 t24t I 123 GRT=1225b 1Z3� ' I �/ 12 \ �\ ! BLOCK.,1 - -- c-- - APPROX. IOC. UNDERGROUND GAS LINE I 4 \ I I 1 I . f x x \ o �F. f. LOT 1 LOT 21 SIGN '~ a BOT=1192 123 r - .�-� 122 \ \ \ - E- - APPROX. IOC. UNDERGROUND .ELEC. LINE bR -TRHU r'� 1c i23 I ® { �[-, I {FULL Of UEBRISj- 12 - - _ -- - -- r.� `r-�f J' \ wF/i2 N/F LANDS OF t 1 I t ' I ! SUPER - - - - i $� 123� ` PRINCESS REALTY, INC. - r- - APPROX. LOC. UNDERGROUND TEL, LINE PHARMACY' ` 1 CAIV(1PY • `2 \ \ . \ \ •� ` I34T-12z82 I�I COLUMN . I �`r IAPI'I?OX. IOC. U.G (3) 8,000 GAC ��"� ` '2 �} + \ (VACANT) - p, 18.67 I 4•BI 124.E 1 REGULAR FUa TANKS PER REF.' 16 (SEE'N07£ 7) i 2'RCP � \ \ \ - W- - APPROX. LOC. UNDERGROUND WATER LINE / 012 I (rnp) r 3?1 � .• \ INV=118.92 = 1 Alb NOX. L'OC.7G. TELE PER gi t2 F 12 � i 1 \ 12 AL 95 / \ 312se \�\ �- UTILITY POLE IN \ Q UAY I4Wd'{0UT(SEE NOTE 3) I�1C C31 i PLUS 123.10 ` �gp 122 / \ \ 123 / \ Ix 'BUFFER Z E PER \ \��e, UTILITY POLE/LIGHT POLE * _ LET \ U 6YaClARl1 1 I I 1 ID _qm 78 g57 ��2$, PC. 312 �t3 �' � \ 24'RCP V' GRC-123.11 3 69 42 W. 1 CVMBEfd M f`ARAIS' �124- \ [ '`t� 1 t2 _ GUY WIRE . w. � INV-170.31 TG 121 319 � \ 123• I (IYP)1�,fib I CANIOPY O.H. 1�6 +PARTh�Y1JN" � � - � "x \ \�\ INV-117.29 G AREA 1 APP�40X. LAG u.G ax. PER i 7AMILY WIRELESS' I 7 123 t241t \ \ - �wti f 123 l BILIBAARU 3� \ \ \� �N ® GAS METER 59 •LIfILlrY MARKOUT(SEE NO 3) � � 123GB c 4�'� L LtM G G \ \ "`12 • � cm. ® ELECTRIC N+\ \ 12I \ APPfi X. LOCU.G GALS'PIER fOff1' �124 -- - � � ` \ \�4 � \ � E40 ELEC METER H WALL ( 6 123- ! I ^ pp I / Q M4RKOUT$ REFS 15 & 6 (SEE NOTE'3)i � '�•_ � .� �� r/ f APPROX. LOC U.G. ISLE PER ''� UT1L/11'BO I � 7 iQ431 I (3) LlfTlil� _ #24r '+ GR4S5 ARfi! \ p / / • • g11 , �j \ }' G 4 g LSA VI�F/15, iti5 -r SIGN U7ttlTY AIpRKOUT SEE N07E 3 \ P. 8. 2'�:}35+ ON CONC. P ! � LSA & �s G 123� N APPROX,'LOC U.G, 8'IYATER PER REFS. 15 & B � � � i2515 � 12 EDGE OF 1! ` _ � AREA LIGHT t ( ) 12 I Q t2499 GR4SS AREA 44t } 14 f (A�9N M PQ?REF 15) (NOT FED I�ERLF7ED (�fI 11394 ll; x; _ .w - �. -.. --125-�- "` -.. � ^... ` 124�- � f►$ 275.D0' 199.33' :EI' - 124 -- G 12 0 4 1 174' I SEE NQlE 3 4.0 -� -- a. - . .125 m PAY PHONE . G ) . . t2 INV=119.34 `L : •: :, ' . j23. ASPNACT iF'ALK�09. 7' .:E GUY WIRE 3. ASPHALT WALK ca' tjail ASPHALT WA1X 124.99 54 ASPHALT WAL 60`6.39 2ra� _ - _ 125- © COLUMN _ - --_" -- ---- ----- - -_G- - - - - ----- - - - --- -- -- --- - --- - a PAINTED ARROWS G� O i -- ---- -�- - - � �` � o �- � � � ASPh!ALT��125.2, r �8r - t25• STORM MH tT1� SOLID iI9IITE LIRE ram. 4E► 123 124-- • - t?2 432 4 15 RCP- ---.�� G L SA LANDSCAPED AREA _ ?�. t3 RrM=123.48 12"lA;P 1 A7Mt.T i G 123 G t 12 12 145 20 - - ' w--� . INV-1 J9.93 PA -__ - JlVLE7 5 - 7 -�(IB� -- -- --_ - - - - - _ - - _-.�-w_- _ w w- __ _-w W „ 7fir w w-- -w- _ _.w_ - wr --_ w---- w w-- -w- - -w-- -w-- -w-- RT=12324 1r/COYVI�urrs GftT=123.m GR7=f23.19 - == _ - - - _ _ -_ .- - - - W - __ - , - _ _ - _..,. = = - - - --- -- - - -= = -- - G= S�OIRM MH APPROX LOC U.G ELEG PER INV=119.99 123 ITW 12fJ06 tIV1�T 3.59 B STOYZM lffl a 15'RCP `� Q;4 S]( }P 15 l7CP r 1251 125• fNtf125.47 G.L. GUTTER LINE UITLITY MARKOUT(SE£NOTE 3 - _ .. 59 IlW A 5 Q PARKING SPACE COUNT 123•fi3 DAUBLE #i<!-LOLI LINE 1235 �uQ// - 3.6 ASPHtT RG140NA1�f OOUBCE YELLOW L 4�g y�� 126 AllII7.37 i2`� 10 R1M=123.18 , AW---118..9 12 72�` ( ,` //A fiw=116. t2 �) _ t9 - }$ _ �� 23.90 GRT 12392 �r----- -w---- w-- .....w----- iu 11--w--- --v r----w------w----t . 8 sm.!- 125. NW 117.13 3. {V/ hv=lla B) 8"sw. SOLID #W Lff ► AN=.120.12 �118.39(B) - SYJIJD Ill LINE � � [FM. LOT 2501 LOT � PER REF. #4 �, --- K�7�RCP-- - - w-----w-_ _ w-----w-----w-- _� rtIRRG t23.36------____-G.L---------- - T 12 - - ------RJ ASPHALT CURB __.. CL----------- --- T CURB - # $ A B 8 -------- G. - - _ � �-4-----•----- ® AIR STATION ASPFL4LT p1 t23 - GL G 123'4 -_ ASP1fALT ASH'HfALT G t233 G 123� G t24� 1242 GP' SAN AM ASPHALT ASPHALT G 125' G i25 DRAIEWAY G 123• G ASPHALT 11YLET 1l�LET DRIVEWAY INLET 6123,51 0RA41YAY G t23,63 DRryflyAY APPROX LOG U.G. B"WAIFR PLR REF I RIM=l24.55 i25t1 DRhEWAY 12537 LJERNf7f'AY GRT=122185 ASPHAtr 1Mi=1149 75(A) G c piT-122.99 cRr=l2Joa (Nor trELD D - sL NolE s) I n F. INI=119.t� Ni 119.59 INV=119.23 CURB AVID i fLL05(B) A31WT CURB L + T T APPROX. IOC: U.G E7fC. & ISLE PIR - ��.1I F F I E L D STREET or A 0T f7ECD IfD _ SE��TF 3) (PUBLIC -- 60' WIDE - 1969 TOWN LAYOUT) METES AND BOUNDS DESCRIPTION s LOT 20., BLOCK 1, MAP JS TOWN OF AGAWAM i � s i 2 `mot HAMPDEN COUNTY, MASSACHUSETTS 1f BEGINNING AT A POINT WHERE THE EASTERLY LINE OF SUFFIELD STREET (PUBLIC, 60 FOOT WIDE, 1969 TOWN LAYOUT) 15 INTERSECTED BY THE DIVIDING ,UNE' BETWEEN LOT 2O AND LOT 19 (Ni LANDS OF AGAWAM CVS REALTY, LLC), BLOCK 1, AND FROM. SAID POINT OF BEGINNING RUNNING THENCE; 1. ALONG SAID DIVIDING LINE, NORTH 72,DEGREES - 29 MINUTES - 18 SECONDS EAST, A NOTES: DISTANCE OF 291.90 FEET TO All PIPE FOUND, THENCE; 1. LOCUS KNOWN AS LOT 20, BLOCK 1, MAP J8, AS SHOWN ON THE TAX ASSESSOR'S MAP OF THE TO: FIRST AMERICAN TITLE INSURANCE CO.; CUMBERLAND FARMS, INC.; ROSS & R055; P.C. TOWN OF AGAWAMLOT 20,HAMPDEN COUNTY COMMONWEALTH OF ON TH TAX S. 2. ALONG THE DIVIDING LINE BETWEEN LOT .20 AND THE WESTERLY' LINE OF THE CASTLE HILL �.' CONDOMINIUM COMPLEX, SOUTH 09 DEGREES - 57 MINUTES = 42 SECONDS WEST, A DISTANCE OF 524.94 FEET TO A POINT, THENCE; 1 REV. NOTE 5 M.D B J.D.B. 9-•11-06 ci 2. AREA = 146,497 S.F. OR 3.363 AC. 3. CONTINUING ALONG SAME AND ALONG THE DIVIDING LINE BETWEEN LOT 20 ACID LOT 21 NO. DESCRIPTION OF REVISION DR:AWN:, APPROVED .::Jill' DATAmi 0 3, LOCATION OF UNDERGROUND UTILITIES ARE APPROXIMATE. ALL LOCATIONS AND SIZES ARE BASED ON (N/F LANDS OF PRINCESS REALTY, ANC,), BLOCK 1, SOUTH 611 DEGREES - 07 MINUTES - THIS SURVEY HAS BEEN PERFORMED IN THE FIELD UNDER MY SUPERVISION, AND TO THE BEST UTILITY MARK=OUT§, ABOVE GROUND z§TRUCTUREzi THAT WERE VI§IDL€ & AC€��lDL€ IN THE FIELD, 00 SECONDS WEST A DISTANCE OF 337.3� FEET TO A POINT, THENCE: OF MY 911Ukfatl; VELIEF; AND INFORMATION; THI§ WRYEY NPg 9EEN PERFORMED IN ACCfl_RDANCE - WITH CURRENTLY ACCEPTED ACCURACY STANDARDS. AND THE MAPS A5 LISTED IN THE REFERENCES AVAILABLE AT THE TIME OF THE SURVEY AVAILABLE REFERENCES: 4. ALONG THE AFOR>=MENTIONED EASTERLY LINE OF SUFFIELD STREET NORTH 09 DEGREES -� ASBUILT PLANS AND UTILITY MARKOUT DOES NOT ENSURE MAPPING OF ALL UNDERGROUND UTILITIES ` Z AND STRUCTURES. BEFORE ANY EXCAVATION IS TO BEGIN, ALL UNDERGROUND UTILITIES SHOULD 57 MINUTES - 42 SECONDS EAST, A DISTANCE OF 606.39 FEET TO THE POINT AND PLACE 0.N BE VERIFIED AS TO THEIR LOCATION, SIZE AND TYPE BY THE PROPER UTILITY COMPANIES. CONTROL Y 1. THE OFFICIAL TAX ASSESSOR'S MAP OF THE TOWN OF AGAWAM, HAMPDEN COUNTY, COMMONWEALTH OF BEGINNING. POINT ASSOCIATES, INC. DOES NOT GUARANTEE THE UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES OF MASSACHUSETTS, MAP J8. Z� IN THE AREA EITHER IN SERVICE OR ABANDONED. CONTAINING 146.497 SQUARE FEET OR 3.363 ACRES 6 s 2. MAP ENTITLED "NATIONAL FLOOD INSURANCE PROGRAM. FIRM, FLOOD INSURANCE RATE MAP, TOWN ©o a 4. THIS PLAN IS BASED ON INFORMATION PROVIDED BY A SURVEY PREPARED IN THE FIELD BY y�H Of OF AGAWAM, MASSACHUSETTS, HAMPDEN COUNTY, PANEL 2 OF 2 , COMMUNITY-PANEL NUMBER �W z CONTROL POINT ASSOCIATES, INC. AND OTHER REFERENCE MATERIAL AS LISTED.HEREON. THIS 250133 0002 A, EFFECTIVE DATE: FEBRUARY 1, 1978. W o SURVEY IS ALSO PREPARED WITH REFERENCE TO A STUB SEARCH PREPARED BY ROSS & ROSS, t q � G RY m I wlo WHEREAS THEY HAVE SEARCHED THE GRANTOR & MORTGAGOR INDICES IN THE HAMPDEN 3. MAP ENTITLED "SILVER HILL VILLAGE, DEVELOPED BY CARLO'F. BONAVITA, AGAWAM, MASSACHUS£T[S', NOT A NAL E EMBOSSED TH RAISED IMPRESSION OR BLUE INK SEAL REGISTRAR'S OFFICE AGAINST THE PREMISES DESCRIBED IN DB 5881, PG 176, FROM 11/28/1983 PREPARED BY C. E. ANDERSON ASSOCIATES, DATED: JULY 1972, FILED' IN THE HAMPDEN COUNTY p 40z THROUGH 05/23/2006. OUR OFFICE HAS REVIEWED THE DOCUMENTS PROVIDED AND FIND THE REGISTRY OF DEEDS ON MAY 1, 1973 IN PLAN BOOK 143, PAGES 114-119. �LL�B 762 Ha`l FOLLOWING SURVEY RELATED DOCUMENT TO EFFECT THE PREMISES: 9-11-05 =moo 4. MAP ENTITLED "PLAN OF REVISED LOTS, SILVER HILL VILLAGE, DEVELOPED BY UNITED INVESTORS 7W°0Y1g1 WOM aw 1rkssAaxrsErls s'i°"il BY EXCA'�A�' 1 (,o Z o�, opt Mr MtM 1�vawic 10 o�snxm�e 1 s �,� o A) ORDER OF RESOURCE AREA DELINEATION !N BOOK 15028, PG. 310 RESTRICTS DEVELOPMENT ON CORP., AGAWAM, MASSACHUSETTS". PREPARED BY C. E. ANDERSON ASSOCIATES, P.C., DATED: NOV. mwAm A w THE earu0Nweeller. o v t[ ��A �oV1 THE PROPERTY - DELINEATION, ZONE, NO WORK AND RIVERFRONT AREA LINES SHOWN. 1979, FILED IN THE HAMPDEN COUNTY REGISTRY OF DEEDS ON 12-27-1979 IN PLAN BOOK 188, GREGOj� A -ter PAGES 83-85. MASSACHUSETT5',PROFESSIONAL LAND SURVEYOR 140762 Q a 5. THIS SURVEY WAS PREPARED WITH REFERENCE TO A TITLE REPORT PREPARED BY FIRST AMERIAN v,W TITLE INSURANCE CO., POLICY NO. 32310-V1085 WITH AN EFFECTIVE DATE OF 10/16/03. OUR 5. MAP ENTITLED "SUFFIELD STREET, STA. 99+00 TO STA. 11.1+00, INDUSTRIAL PARK WATER MAIN. FIERAATE I o G OFFICE HAS ALSO REVIEWED A CERTIFICATE OF TITLE PREPARED BY ROSS & ROSS, P.C. BATED DEPARTMENT OF PUBLIC WORKS, AGAWAM, MASS.", PREPARED' BY TIGHE &'BOND/SCI, CONSULTING 6-8 06 ALTA/AC M i UFO 8-21-06, WHERE THE FOLLOWING SURVEY RELATED ITEM APPEARS: ENGINEERS, DATED: JUNE, 1980, LAST REVISED ON $-4-t981. Z w U?lLIT1ES: 0 4 p 0 22 �1elD eoac NO. Cr � LAND .TITLE SURVEY �o Q ORDER OF RESOURCE AREA DELINEATION IN Q.B. 15028, PG. 310 - SHOWN. 6. MAP ENTITLED "SITE PLAN, CUMBERLAND FARMS, 837 SUFFIELD STREET - ROUTE 75, AGAWAM, THE FOLLOWING COMPANIES WERE NOTIFIED BY THE MASSACHUSETTS DIG SAFE SYSTEM 835 SUFFIELD STREET w MASSACHUSETTS", DATED: JANUARY 7, 1984, LAST REVISED: NOV. 16, 2001. (1-888-34.4-7233) AND REQUESTED TO MARK OUT UNDERGROUND FACILITIES AFFECTING 06-12 rw 6. BY GRAPHIC PLOTTING ONLY PROPERTY IS LOCATED IN FLOOD HAZARD ZONE C (AREAS OF MINIMAL AND SERVICING..THIS SITE. THE UNDERGROUNDI UTILITY INFORMATION SHOWN HEREON IS LOT 201 .BLOCK 1, MAP J8 ¢_ FLOODING) PER REF, #2, " BASED UPON THE UTILITY COMPANIES RESPONSE TO THIS REQUEST. r1E10 soaK TOWN OF AGAWAM, HAMPDEN COUNTY UU 7. MAP ENTITLED EXISTING CONDITIONS PLAN, 835, 837, 839 SUFFIELD STREET,.AGAWAM, SERIAL NUMBER(s): 2o06z10645i 69- 75 COMMONWEALTH OF MASSAGHUSETTS.. . Qd" MASSACHUSETTS. PREPARED FOR: CUMBERLAND FARMS", PREPARED BY DUCHARME & WHEELER, INC., (nu,o 7. UNDERGROUND TANK SIZES AND LOCATIONS ARE APPROXIMATE & ARE SUBJECT TO FIELD $ DATED: D cEM}3ER 20, 2004. GRAPHIC SCALE DRAW. CONTROL P(� ��' ��0 VERIFICATION. UTILITI( _COMPANY PHONE ►- 8. ELEVATIONS ARE BASED UPON DATA PROVIDED BY THE ENGINEERING DEPARTMENT OF THE TOWN OF B. MAP ENTITLED "PROPOSED SITE PLAN FOR CUMBERLAND FARMS, INC., PROPOSED CAR WASH, NEON COMMUNICATIONS (508 616-7800 J P , Z�z AGAWAM, REFERENCE MON. 123, ELEVATION 126.48. ASSESSOR'S MAP J9, LOT 20, 835, 837, 839 SUFFIELD STREET, TOWN OF AGAWAM. AHMPDEN VERlZDN (781 849-6311 30 0 15 �D 120 A'. U e I AT EINC. ' O COUNTY, MASSACHUSETTS", PREPARED BY BOHLER ENGINEERING, P.C. COMCAST 603 695-1457 � 35'>C15Q�OLOGY DRM NEW (ATAN CO DRIP�U c 120 O- a DAY STATE GAS: 413 7L91-9200 : ': :, WARREN,NT 07059 n. R 15.7ONT,.PA 1t3914 -��,N 9 PERMANENT ADDITION, ETC, NOT TO BE USED FOR THE CONSTRUCTION OF ANY STRUCTURE, FENCE, WESTERN MASS ELECTRIC CO. 413 787-9D39 W.P.H. 90&6680099 - 908.66&9595 FAIL �j'�y 2 Oz o TENNESSEE GAS PIPELINE CO. 413 7$6 1933 ON TARGET LOCATING 86O 666--7717 ( IN FEE'-` ) Z 10, ZONING INFORMATION OBTAINED FROM TOWN BUILDING INSPECTOR VIA TELEPHONE. APRR�VED: DATE' SGALE FILE NO. owG ND 1 inch = S0 ft. 1" 30' oww J.D,B 8-28�D6 - C06217