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8455_SITE PLAN BRIDGEPORT NATIONAL BINDERY SILVER ST. FILE 1 g�l5s se 6(( �pev�- l�c'h�aal 11/15/2009 10:21 FAX 413B210631 Z002/002 TOWN OF AGAWAM .,, Department of Public Works 4IF 1000 Suffield Street� Agawam MA 01001 Tel (413) 821-0600 Fax (413) 821-0631 John P. Stone— Superintendent MEMaRA1�r�btu To: Planning Board, Bob St.Martin—O'Leary Co. From: Engineering Division CC: Jack Stone—DPW Superintendent Date: November 15,2006 Subject: SP—495: Bridgeport Bindery—662 Silver Street Engineering has reviewed the stonnwater calcudations for the above referenced site and approves the plan. Paving may begin on site once a storm drain permit bas been approved If you have any questions please do not hesitate to contact this division. Sincerely, /zw MichV�e&ernf lore T. igChase,E.I.T. Civil Interim Town Engineer 11/07/2006 10: 11 FAX 4138210631 [j001/002 I4 Town of Agawam -Department ofPmbUc Worb FAX nUMSMSS101V Core SHEET .dare. Far: -- Re: BRI DGCIVE .►un�v_.� Sender: - YOU SHOULD RECEIVE_ PA GE(S), INCLUDING THIS COVER SHEET, W YOU DO NOT RECEIVE ALL THE PAGES, PLEASE CALL 413-821-0600, THANK YOU 1 Comments: CONFIDENTIALITY NOTICE The information amd documents transmitted by this facsk ile are privileged and contain information inmadred only ,for the person(s) named below. Any other distribution, copying or disclosure is strictly prohibited. If you have received this facsimile in error, please be aware that any disclomxe, copying, distribution or use of the contents of this doeum=is prohibited and please aodfy'us of this error, by telephone, as soom as possible.. Thank you. 11/07/2006 10: 11 FAX 4138210631 002/002 TOWN OF AGAWAM ,4 Department of Public Works 1000 Suffield Street• .A►pwam MA 01001 Tel (413) 821-0600 • Fax (413) 821-0631 John P.Stone--Superintendent MEMORANbUI�'[ To: PIanning Board, Bob St.Martin—O'Leary Co. From: Engineering Division CC: Jack Stone—DPW Superintendent Date: November 7, 2006 Subject: SP—495: Bridgeport Bindery—662 Silver Street Engineering has reviewed the stormwater calculations for the above referenced site and has the following con=ents: 1. The swale that the detention pond empties into requires that the outlet pipes remain at the elevations that they currently are. In reviewing the calculations, engineering determined that putting a 4 in. orifice on the existing 12 in. culvert would satisfy the runoff criteria for the proposed conditions. Please have your engineer verify these results. 2. In order to meet the Town's requirements for positive flow, the pond should have an infiltration system installed. Depending on the ground water elevation and soils on site, this could be a one foot deep stone filled ditch wrapped in filter fabric on the bottom and sides. A similar design by the applicants engineer may also be submitted for review. 3. The following comment from the previous memo still applies: The two pipes entering the detention pond have created some erosion and silting near their entrance into the pond. A rip rap dish should be shaped out so that the water velocity can be reduced before flowing over vegetated areas. Also, additional rip rap should be put in place at the emergency spillway located at the outfall of the detcrttion pond. Paving may begin on site once these measures are shown on the plan and a storm drain, permit has been approved. Engineering reserves the right to make additional comments as it deems necessary. If you have any questions please do not hesitate to contact this division. Sincerely, ich J. ggiore, Michael C. Chase, E.I.T. Civil Engineer 1 Interim Town Engineer PPFV Memo To : Planning Board From : Sgt. Richard Niles Subject : Site Plan- Bridgeport National Bindery- Silver Street Date : 10/30/2006 As submitted, there would be little negative impact to pedestrian,bicycle, and or motor vehicle traffic safety. Respectfully Submitted Sgt. R. Niles p. l Oct 27 OEi 09: 46a AGAWAM FIRE DEPARTMENT 800 MAIN STREET • AGAWAM, MA 01001 F&O TELEPHONE (413)786-0657 FAX (413) 786-1241 David A. PisanChief of DepartmentStephen M. Martin Deputy Chief Michael & Mereadante Fire Inspector To Bridgeport National Bindery,Inc. 10/26/06 662 Silver St. Agawam,Ma. 01001 fax #413-789-4007 Re:Addition Dear Sirs: This office has no problem with this project. The addition it self,because of its size, will require a sprinkler system along with an alarm. The fire department connection shall be located at the front of this building,and a hydrant must be located not fiuther away than [100 ft.] in the path of travel fi-om the street_ Fire Inspector M.Mercadante ff�.' az�6—� •Ths(Rgmt l)is a true and accurate aeemam ing of evuta and fediW vA&A were encoma[ered as dte day ea days muiaoacd in due report.This(Rgmrt)apy be copied bat N ffI&FTFRED Jr ANY WAY QR I Y ANY 9MLS 12M Per,M.C.L.Pat 1V.Tick 1.Lbtpla 169;sec.6 A-"Whar.wr:heirs an op'—c ,ff playcc of rhr to R4flWwVa(A w of any polideal n"V iriun A^wf in Aire co ofh.o deldalaes executer fala wpubluhes any false wdefea report,allmres or s4lement,blowing foe MW to be false In a AWlelial manmer,SHALL U FUNIS,M by a free of rW awe than($1000)DOLLARS red ar UdPR1SONAIEW Form more Than ONE YEAR Westmass Westmass Area Development Corporation 255 Padgette Street,Suite One Chicopee,Massachusetts 01022-1308 (413)593-6421 •Fax(413)593-5126 www.westemmassedc.com October 23, 2006 Mr. Tom Zabel, President The O'Leary Company, Inc. PO Box 377 376 College Highway Southampton, MA 01073 Re: Parking tot Expansion Bridgeport National Bindery, Agawam Regional Industrial Park Dear Tom: am in receipt of plans entitled "Additional Parking for Bridgeport National Bindery, Inc.", issued October 20, 2006 by The O'Leary Company, Inc. Included with the plan is a Storm Water Management Report dated October 2006. The cover sheet and sheets L101 through L106 are stamped by Robert St. Martin, P.E. and the drainage calculations are stamped by Donald J. Frydryk, P.E. Upon review of the plans and drainage calculations, the proposed project appears to comply with the Development Restrictions for the Agawam Regional Industrial Park. I am pleased to notify you that the project is approved as submitted. As you are aware, this approval does not supercede review and approval by the City of Agawam. Please call if you have any questions. We are pleased that Bridgeport is taking steps to deal with its seasonal parking overflow and congratulate them on their continued investment in Agawam. Sincerely, t Bryan cholas Vice Pr sident Engineering at Development cc: Kenneth W. Delude Mr. James M. Larsen, President, Bridgeport National Bindery ; Debbie Dachos, Town of Agawam 4 rt i Affiliated with the Economic Development Council of Western Massachusetts,Inc. Town' of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 z � �p�P Tel. 413-786-0400 Fax 413-786-9927 o . PLANNING BOARD o t7+ 3 rn November 6, 2006 :' o Bruce Jacobsen, Executive V.P. Bridgeport National Bindery, Inc. 662 Silver Street Agawam, MA 01001 Dear Mr. Jacobsen: At its duly called meeting held on November 2, 2006, the Agawam Planning Board approved the Site Plan entitled "Additional Parking For: Birdgeport National Bindery, Inc., 662 Silver Street, Agawam, MA", prepared by The O'Leary Co..and dated October 20, 2006 with the condition that the Engineering Department comments dated November 2, 2006 (attached) are addressed. Please be advised that the Planning Board received no comments from the Fire Department. It is the applicant's responsibility to ensure that they have no comments on this site plan. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, Dennis B. Hopkins, Chairman AGAWAM PLANNING BOARD cc: Building Dept. Engineering O'Leary Co. Mayor Fire Dept. Clerk • . •r •-r c.v..v rV J.' . nn •r iuVc 1vVV 0002/005 TOWN OF AGAWAM Department of`Public Works 1000 Suffield Street- Agawam MA 01001 y, . ,�• Tel (413) 821-0600 - Fax (413) 821-0631 ,q p M John P. Stone-Superintendent 1WEMORANDUM To: Planning Board From: Engineering Division CC: Jack Stone—DPW Superintendent Date: November. 2,2006 Subject: SP—495: Bridgeport Bindery—662 Silver Street Per your request, Engineering has begun its review of the above referenced plan and stormwater drainage calculations. Due to the current workload, Engineering has not had a chance to complete its review. However, we do have the following comments at this time. 1. The outlet of the detention pond is not modeled correctly in the calculations. The 20' x 3' broad crested weir spillway is the only outlet used in the calculations. However, there are two outlet pipes located out in the field and shown on the plans. Engineering will continue with its review of the stormwater calculations after this change is made. 2. The outlet pipes in the detention pond show them to be located at the bottom of the pond. However, in the field,they are actually 1-2 feet above the bottom of the pond. Either the pond should be re-graded so that the them is positive flow or infiltration measures should be shown in order to prevent water from sitting in the bottom of the pond for a long period of time. 3. Engineering recently did a. site inspection of the pond. The two pipes entering the detention pond have created some erosion and silting near their entrance into the pond. A rip rap dish should be shaped out so that the water velocity can be reduced before flowing over vegetated areas. Also, additional rip rap should be put in place at the emergency spillway located at the outfall of the detention pond. Engineering reserves the right to make additional comments as it deems necessary, If you have any questions please do not hesitate to contact this division. Sincerely, Michael C. Chase,E.I.T. Interim Town Engineer k%aa81nMUFA#P5brldpep rLbindary%wama Lduc 11/02/200B 18:55 FAX 4138210631 Z 002/005 "r OWN OF ACAWAM .Department of Public Works 1000 Suffield Street -Agawam MA 01001 Tel (413) 821-0600 - Fax (413) 821-0631 p Mp John P. Stone---Superintendent MEMORANDUM To: Planning Board From: Engineering Division CC: Jack Stone—DPW Superintendent Date: November 2,2006 Subject: SP—495: Bridgeport Bindery—662 Silver Street Per your request, Engineering has begun its review of the above referenced plan and stormwater drainage calculations. Due to the current workload, Engineering has not had a chance to complete its preview. However, we do have the following comments at this time: 1. The outlet of the detention pond is not modeled correctly in the calculations. The 20' x 3' broad crested weir spillway is the only outlet used in the calculations. However, there are two outlet pipes located out in the field and shown on the plans. Engineering will continue with its review of the stormwater calculations after this change is made. 2. The outlet pipes in the detention pored show them to be Iocated at the bottom of the pond. However, in the field,they are actually 1-2 feet above the bottom of the pond. Either the pond should be re-graded so that the there is positive flow or infiltration measures should be shown in order to prevent water from sitting in the bottom of the pond for a long period of time. 3. Engineering recently did a site inspection of the pond. The two pipes entering the detention pond have created some erosion and silting near their entrance into the pond. A tip rap dish should be shaped out so that the water velocity can be reduced before flowing over vegetated areas. Also, additional rip rap should be put in place at the emergency spillway located at the outfall of the detention pond. Engineering reserves the right to make additional comments as it deems necessary, If you have my questions please do not hesitate to contact this division. Sincerely, Michael C. Chase,E.I.T. Interim Town Engineer kMqlaslwd9swldysvonalnaoryhism .doc 4/ AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: October 30, 2006 DATE RECEIVED: October 25, 2006 DISTRIBUTION DATE: October 26, 2006 PLANNING BOARD MEETING DATE: November 2, 2006 APPLICANT INFORMATION 1. Name of Business: Bridgeport National Bindery, Inc. Address: 662 Silver Street, Agawam, MA 01001 2. Owner: Same Address: Same Telephone: 789-1981 Fax: 789-4007 3. Engineer: O'Leary Company, Inc. Address: P.O. Box 377, Southampton, MA 01073 Telephone: 527-1360 Fax: 527-2499 PLAN REVIEW Scale: V = 40' Date: October 18, 06 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Proposed 12,600 sq. ft. addition to the existing parking lot on the south side of the building. Site Plan Review Page 2 Description of Site: Proposed location of new parking area is presently in lawn. Provision for Traffic Flow: Unchanged. Parking: Twenty-eight (28) new parking spaces proposed. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: All landscaping is existing. No new landscaping is shown or is necessary. Sign Location: Unchanged. Exterior Lighting: O.K. Rendering or Elevations: N. A. Dumpster Location: N.A. Other Comments or Concerns: MEMO TO: Engineering Dept., Police Dept., Fire Dept., ADA Committee FROM: Planning Board SUBJECT: Site Plan -Bridgeport National Bindery- Silver Street DATE: October 26, 2006 Please review and comment on the attached Site Plan for Bridgeport National Bindery on Silver Street prior to the Board's November 2'meeting. Thank you. DBH/DSD:prk AGAWAM PLANNING BOARD Form D Application for Site flan Approval Please complete the following fonn and return it and 10 copies of the Site Plan to. Agawan, i3uildi.,b Department 36 Mate Street Agawam, MA 01001 1. Name of Business Bridgeport _National Bindery, Inc- Address 662 Silver Street A awam MA 01001 Telephone 413--789-1981 Fax 413-789-4007 2. Name of Applicant/Owner Bridgeport National Bindery, Inc. Address — 662 Silver Street, Agawam, MA 01001 Telephone 413-789-1981 Fax 413-789-4007 3. Name of EngineerlArchitect The O'Leary Company, Inc. Address P. 0. Box 377, Southampton, MA 01073 Telephone 413-527-1360 Fax 413-527-2499 4. Please give a brief description of the proposed project: ,.£. See attached k�'. l 5 2GO6 R sH rod ;a z Ci 0 z S301A83G H01103dS11.1 Revised 8/14/03 THE O'LEARY COMPANY, INC40 376 College Highway P.O. Box 377 SOUTHAMPTON, MA 01073-0377 (413)527-1360 �. FAX(413)527-2499 TO avw�j o a Vj 0,1- No. Alf DATA J513 No 08 NAN S 7 d� AJ Attention: JaII LDC TIOy j r(' RE Gentlemen WE ARE SENDING YOU Herewith Under separate cover the following items �lans ❑ Shop Drawings ❑ Purchase Order ❑ Specifications ❑ Samples ❑ Copy of Letter ❑ Tracings ❑ catalogue Cuts ❑ ❑ Prints ❑ Change Order ❑ „� ,, �„ COPIES BATED NO. ( DESCRIPTION Ld THESE ARE TRANSMITTED as checked be{ow. For approval ❑ Approved as submitted ❑ Submit copies for distribution Q For your use ❑ Approved as noted ❑ Resubmit copies for approval ❑ As requested ❑ Returned lorcorrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ ❑ FOR SIDS DUE 19 ❑ PRINTS RETURNEE)AFTER LOAN TO US (Gi REMARKS .�`l5 CC tom: c� u^.� "" V-� � �L 5 ,y COPY TO SIGNED: L e +C DRAINAGE REPORT BRIDGEPORT NATIONAL BINDERY 662 SILVER STREET AGAWAM,MA October 2006 NALD Prepared for: i F f3Y�3f�''" CIVIL No. 35839 9 The O'Leary Company G,*` 376 College Highway f P.O.Box 377 - ' Southampton,MA 01073-1360 Applicant: BRIDGEPORT NATIONAL BINDERY 662 SILVER STREET AGAWAM,MA Prepared by: Sherman&Frydryk Land Surveying and Engineering 3 Converse Street, Suite 203 Palmer,MA 01069 I[ Z d 0 z 130 qN1 S331Ad3S N01103dSNI BRIDGEPORT NATIONAL BINDERY 662 SILVER STREET AGAWAM,MA DRAINAGE REPORT Introduction This report has been prepared to summarize improvements at the site of the proposed building addition located on the property of Bridgeport National Bindery, 662 Silver Street,Agawam, MA and to analyze storm water management on the site for existing and proposed conditions. A USGS Locus Map showing the general area of work is included in Appendix A. This report has been prepared in conjunction with a set of plans entitled "New Building For: Bridgeport National Bindery, 332 Silver Street, Agawam, MA', by The O'Leary Company dated May 12, 1998 and revised through May 17, 2000. The existing site has a 55,000 S.F. building with two bituminous driveways accessing Silver Street.One driveway accesses the bituminous parking lot on the south side of the building and the other driveway accesses the loading dock located on the north side of the building. The existing topography and detail from the above referenced plans were scanned into AutoCAD for use in calculating the existing stormwater runoff conditions. For design purposes,the site was analyzed with no improvements for the existing conditions. The proposed project consists of construction of a 23,000 S.F. addition to the existing building on the site. Additionally, 12,600 S.F. of parking area will be added to the south side of the addition. An additional loading dock will be constructed on the north side of the building. Stormwater runoff from the existing and proposed improvements to the site will be directed to the existing retention basin. This retention basin was designed to accommodate the stormwater runoff from the site including the proposed additions of the building and pavement now under consideration. The retention basin has an emergency overflow to the drainage Swale on the northwest side of the property as shown on the plans. No reconfiguration of the retention basin is proposed with this project. The proposed grading plan was also scanned into AutoCAD for use in calculating the proposed stormwater runoff conditions and for the volume of the retention basin. Drainage Report Site Soils: According to the Soil Survey of Hampden County Massachusetts(Central Part)soil maps,the site falls within the soil classifications: MeA &MeC,Merrimac sandy loam and Ng, Ninigret fine sandy loam. Merrimac soils fall into hydrologic group A and Ninigret soils fall into hydrologic group B. No infiltration was assumed in the calculations for either the pre-or post- development drainage calculations. Existing conditions: The site is divided into three drainage subareas. (Subarea 101)flows overland off-site toward the northwest abutter. (Subarea 102)flows overland off-site toward the southwest abutter. (Subarea 103)flows overland off-site toward the northeast abutter. Proposed conditions; The proposed conditions for this site maintain the same general flow patterns as for the existing conditions with five drainage subareas. (Subarea 201)flows directly into the existing retention basin. (Subarea 202) flows overland off-site toward the northwest abutter. (Subarea 203)flows overland off-site toward the southwest abutter. (Subarea 204)flows overland off-site toward the northeast abutter. (Subarea 205)flows into a low area <Pond 220> which was created by the construction of the building. A theoretical pond<Pond 210>was used to combine the flows from(Subarea 202)and the retention basin<Pond 200>for the total flow to the northwest abutter. These areas were evaluated for peak flows using the "HydroCAD" Stormwater Modeling System using a 2-year 24 hour rainfall of 3.1 inches, a 10-year 24 hour rainfall of 4.5 inches, and a 100- year 24 hour rainfall of 6.5 inches as taken from the"Rainfall Frequency Atlas for the Northeast" compiled by the Soil Conservation Service. A summary of drainage calculations for existing conditions is contained in Appendix C of this manual. A summary of drainage calculations for proposed conditions is contained in Appendix D of this manual. See Table 1 for a summary of peak flows from each storm. TABLE 1 —SUMMARY OF PEAK FLOWS FOR EXISTING&PROPOSED CONDITIONS Existing 2-yr 10-yr 100-yr Proposed 2-yr 10-yr 100-yr Conditions storm storm storm Conditions storm storm storm (Subarea) (cfs) (cfs) (cfs) (Subarea) (cfs) (cfs) (cfs) <Pond> (101) 0.05 0.70 3.23 <210> 0.00 0.24 3.07 (102) 1 0.15 1 0.81 1 2.35 1 (203) 0.00 0.43 1.20 (103) 0.00 0.01 0.16 (204) 0.00 0.01 0.05 SUMMARY The proposed peak flow rates for all storms analyzed will be reduced due to the use of the proposed retention basin. As such,we believe this project will have a minimal impact on the existing watershed and the proposed stormwater management facilities shown on the reference plans are adequate for mitigation of the post-development flows for the previously constructed improvements and the proposed building addition and parking lot addition. APPENDIX A LOCUS PLAN .�� r � ��" •� ' •4 ref a ' � �Ql ! n • ° 14•.�•• 2Q0 �, 'ate i • �tt • 'e din g,Hill .•`s .� �� .; a . �.o � • a II 0. ! :� !• .a a 81 / r�-r A11 p J`! G wCq /�a ,/ as l�US rpott''1 I s' 0 ' -- Y ..�. Tark• n �5. 7 � �. � �0 • T7. b I 84 uth Str t SCALE L25 000 1 0 k MILE 1000 0 low 2000 3000 4000 5000 6000 7000 FEET '0._,_ 1 -5 0 1 KILOMETER GIv CONTOUR INTERVAL 10 FEET ]4' NATIONAL GEODETIC VEF2TICAL DATUM OF 1929 249MR.S k•33' 28 M 1L5 WEST SPRINGFIELD, MASS. -CONN. iJTM GRID AND 1975 MAGNETIC NORTH N 4200--W 7237.5 J 7.5 DECLINATION AT CEPlTTER OF SHEET 1958 PK0T()REVISED 1979 AMS6468 11 SW—SERIES Vm4 LOCUS PLAN SRMtMW & PA7ZKM PREPARED FOR THE O'LEARY COMPANY BRIDGEPORT NAT'La BINDERY 662 SILVER ST., AGAWAM MA. s „ p st DATE: 10/17/06 PROJECT NO: 06198 DRAFTING: GPH or. 0100 CHECKED: DJF APPROVED: DJF HORZ: 1:25,000 APPENDIX B SOILS INFORMATION SOIL SURVEY OF Hampden County, Massachusetts Central Part United States Department of Agriculture Soil Conservation Service In cooperation with Massachusetts Agricultural Experiment Station HAMPDEN CUUN-i Yr MASSACHUSE 1 1'S. CEA ARAL PART — SHEET NUMBER 38 32) Me8 Wn8 WnF �.. �K �y��J, ,�� r -MeA Grtav eB f�4 � �� ✓- 4 n � �- 75 .Mack`i MeA s m MeA aC -i We LOCUS .: Bowles W8IT1 -.- r A .y Ng } imeB MeA f Me8 Wn$ $' r 1 MeA Me mg Arne MBA ��' •. �;�` � r � �, .- �' ``'off:-F FM F t Ba83 ri e f /� MeC ou @ :P s �� n� �� -'TBfp^. P '�r3 � �{ U A H'�S�:, ' ]� ,,F r ,� 7 N �y►4, ,n.,, fir' '4 � ��.:. f i �'�� its � �� ,�.''��.:� � •;MeA ;rA-r �„�� $ fl. � F � .r� —]peB s t�.=P"' r l ;•f t 9. ��, %, 7 Ws• ,� c i` -:� a. Amb ,.� ..�. . DES M Corner ;" X X bc. oat PuA Amb Mu g B88 RfFk,,t, '7� BuB j Es `Pa6 AgA t i.'a & rr5 88B 1 v n7 { f ,. 1' 4 Bus yy�/(W( 1',-r� BeB h p s 1 gpy�C Me [1A Bab Bub "`TQ BC rT x ?p 84 HARTS p�r •r 'P us v SOILS MAP & PREPARED FOR THE O'LEARY COMPANY BRIDGEPORT NAT'L. BINDERYnAlk 662 SILVER ST., AGAWAM MA. I st. DATE: 10/17/06 PROJECT NO: 06198 DRAFTING: GPH Pahner. KA 010 n CHECKED: DJF APPROVED: DJF HORZ: 1: 15,000 196 Sou, SURVEY TABLE 16.--SOIL AND WATER FEATURES--Continued !Hydro-; - F g dQ ina - - _ Hiar l� h water table Bedroc �;-----� Soil name and logic! ! � - ;Potential map symbol !group 1 Frequency ! Duration ,Months ; Depth ; Kind !Months ! Depth ; Hard- frost Ft 1 1 In , Charlton: 1CrC: Rock outcrop part, I I 1 1 { 1 1 1 ! ! Hollis part----1 C/D !None--------1 --- ! --- >6.0 i --- --- i 10-20 ;Hard ;Moderate. .1CrD: I I I I 1 1 I 1 1 1 Charlton part--I B !None--------! ^^^ 1 --_ ! >6.0 >60 ! --- !Low. 1 I 1 1 1 I I 1 1 f Rock outcrop part. Hollis part----: C/D INone--------1 --- ! - 1 >6.0 ! --- ! --- ; 10-20 ;Hard :Moderate. 1 ! ! ! ! ! ! 1 ! Deerfield: 1 ! 11 ! 1 ! ! ! ! ! De---------------: B ;None--------! -^- ! --- 11.0-3.0',Apparent:Dec^Apr; >60 1 --- !Moderate. 1 I I ! I 1 1 1 ! Eldridge: 1 ! ! ! ! ! ! ! I ! EdB--------------1 C !None--------1 --- 1 --- 11.0-2.01ApparentW an-May; >60 1 --- !Moderate, Enfield: EnA, EnB, EnC----1 B None--------1 - 1 --- 1 >6.0 ! --- ! --- ; >60 1 --- !Moderate. ! 1 ! ! ! ! ! ! ! ! Enosburg: ; Es------------+_-1 D !None--------! --- ! -^^ :0.5-1.0!A arent;Nov-Ma ' >60 1 ' pp yl --- ,Moderate. Gloucester: GfB--------------! A None--------1 --- 1 --- 1 >6.0 ! --- ! --- ! >60 !Hard !Low. 1 k I 1 ! 1 I I 1 GhB, GhC, GxB, ! ! ! ! ! ! GxC, GxD---------1 A None--------1 --- 1 --- 1 >6.0 1 --- ! --- ! >60 ! - :Low. Hadley: ! ! ! 1 Ha, HbA, HbB-----! B !Common------!Brief-----!Oct-Apr!3.0-6.0:Apparent!Nov-May! >60 1 --- !High. Hinckley: HgA, HgB, HgC, H D H E---------' A 'None--------1 1 1 1 1 --- . g f B I 1 --- I -^- , >6.0 I ^-^ , --- 1 >60 , ILow. ! ! ! ! ! ! ! ! ! ! Holyoke: HOB, HoC---------: C/D !None--------! --- --- 1 >6.0 1 --- 1 --- ! 10-20 !Hard !Moderate. I l I 1 I 1 1 1 I 1 1 I 1 I I I 1 1 I I Holyoke part---1 C/D !None--------! --- 1 --- ! >6.0 ! --- ! --- ! 10-20 !Hard !Moderate. 1 I I I I I I 1 I I 1 I I I 1 I I I I I Rock outcrop ! ! ! ! ! ! ! ! ! part. ! ! ! ! ! ! ! ! ! ! Limerick: f 1 1 I 1 I ! t I I Lk---------------1 C !Frequent----!Brief-----!Apr-Jun!0.5-1.51Apparent!Jan-Jun; >60 1 --- !High. Ludlow: LuB, LwB, LxB, ! ! ! 1 1 ! ! 1 ! 1 LxC--------------1 C !None--------! --- ! --- 0.5-2.01Perched !Nov-Apr, >60 , --- !High. Meckesville: ! ! ! ! ! ! ! ! MaB, MaC, MaD, MbB, MbC, MbD, McB, McC, MeD----: C ;None--------1 --- ! - l2.5-3.5IPerched !Nov-Apr! >60 ! ^-- !Moderate. I I I I I 1 i S I I Merrimac: 1 ! 1 ! ! ! ! ! MeA, MeB, MeC, ! ! ! 1 1 ! 1 MeD--------------1 A None--------1 --- 1 --- 1 >6.0 1 --- 1 --- >60 1 --- !Low. ! Montauk: ! i i ! ! ! ! ! , I MmB--------------1 C !None--------; --- --- 1 2-3 !Perched !Apr-May: >60 1 --- !Moderate. I 1 1 I I 1 I I I I See footnote at end of table. HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART 197 TABLE 16.--SOIL AND WATER FEATURES--Continued 'Hydro-l---- �Floodina_ ____�_ High xater_table _ Bedrock Soil name and ; logic; ; ! 1, ! ! ! $Potential map symbol !group 1 Frequency ! Duration IMonths 1 Depth I [Sind !Months 1 Depth ! Hard- 1 frost ness I action Montauk: MnB, MnC---------1 C None--------1 --- 2-3 !Perched .Apr-May: ,>60 1 --- 'Moderate. Muck,deep: ! Mu---------------1 D ;Frequent----IVery long .Nov-Jun! +1-1.0lApparentlSep-Jun: >60 1 --- !High. I , 1 i I I 1 1 i I I I 1 1 I I 1 I , I Muck,sliallow: ! ! ! ! ! 1 : . ! ! Mx---------------1 D !Frequent----!Very long !Nov-Jun! +1-1.01ApparentlSep-Jun: >60 1 --- !High. 1 ! ! 1 I I I 1 1 1 Narragansett: NaB, NaC, NbB, NbC, NCB, NaC, ! NeD--------------: B- ,None--------! --- -- ! >6.0 1, 1 --- I --- I >b0 , --- ,Moderate. Ninigret: -------------' ' ! ! !1 5-3.5lAPP ! p ' ' --- !Moderate. Ng-- 1 B ,None-------- --- --- arent Nov-A rl > 0 , Paxton; ! PaB, PaC, PbB, PbC, PbD, PcB, PCC, PeD---------1 C !None--------: --- ! --- ' 2-3 !Perched :Nov-Marl 60 !Hard !Moderate. i 1 I 1 1 1 1 1 1 1 Peat: Pe---------------1 D !Frequent----!Very long :Nov-Jun. +1-1.0:Apparent:Sep-Jun! >60 ! --- ;High. Podunk: PO---------------1 B lFrequent----!Brief-----!Nov-Mayl1.5-3.0!Apparent:Nov-May: >60 ' - !Moderate. 1 I I 1 F 1 1 1 1 I Pollux: PuA, PuB, PuC----I C !None--------1 --- ! --- 1 >6.0 1 --- 1 --- 1 >60 1 --- !Low. Raynham: Ra---------------1 C None--------1 --- ! --- 10.5-2.0lApparentlNov-Jun; >60 ! --- !High. Ridgebury: Rd, ReA, ReB-----1 C !None--------1 --- ; --- 1 0-1.51Perched :Nov-May; >60 ! --- 'High. Rock outcrop: Rf. 1RHD: Rock outcrop Part. 1 1 1 I I I [ I 1 1 Holyoke part---1 C/D !None--------1 --- ! --- ' >6.0 ! --- : --= : 10-20 !Hard !Moderate, 1RHE: Rock outcrop part.. Holyoke part---! C/D !None--------1 --- ' --- ! >6.0 ! : --- : 10-20 'Hard !Moderate. Rumney: Ru--------------- C !Frequent----!Brief-----:Nov-May! 0-1.5lApparentlNov-Jun: >60 1 --- !High. 1 ! 1 ! ! 1 1 ! I Saco Variant: ! 1 ! 1 1 : l . ! ! Sa---------------1 D !Frequent----!Brief-----!Nov-Apr! 0-0.51Apparentl0ot-Jun! >60 1 --- !High. Scantio Variant: Sc---------------1 C !None--------1 --- ! --- 1 0-1.5!Perched !Oct-Jun: >60 1 --- :High. Scarboro: ! Se---------------! D !Rare--------1 --- . --- 1 0-1.0!APparent!Oct-Jull >60 1 --- !High. Scituate: SgB, ShB---------1 C !None--------1 --- 1 --- 11.0-3.0!Perched !Dec-Apr! >60 1 --- 'Moderate. Sudbury: SrB--------------1 B :None--------1 --- 1 --- 11.0-3.0lApparentlDec-Apr! >60 1 --- !Moderate. : ! i See footnote at end of table. APPENDIX C PRE-I)EVELOPMENT DRAINAGE CALCULATIONS M A 1 M eA e Ng 4 1 03 PON � r � M eA \ 1Til l M eA l \ t 'oe 4 � ` 1 MeC 1 10 1 f I I � \l g MeB•• I I N ! I � � — MeA EXISTING DRAINAGE CONDITIONS SRMUAW & P PREPARED FOR THE O'LEARY COMPANY & BRIDGEPORT NAT'L. BINDERY 662 SILVER ST., AGAWAM MA. DATE: 10/17/06 PROJECT NO: 06198 DRAFTING: GPH i oioeo CHECKED: DJF APPROVED: DJF =HORZ: 1"=1 DO' 103 To Northeast Abutter 101 To Northwest Abutter 102 To Southwest Abutter 5t�bca Reach on �jn� Drainage Diagram fbr 06198-EX FP,,FlydroCAM pared by Sherman&Frydryk,Land Surveying and Engineering 10/1712006 8.00 sin 001267 02006 HydwCAQ Software Solutions LLC 06198-EX Type /if 24-hr 2 Year Rainfall=3.10" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 1 HydroCAD®8.00 s1n 001267 0 2006 HydroCAD Software Solutions LLC 10/1 MOW Subcatchment 101: To Northwest Abutter Runoff = 0.05 cfs o@ 15.14 hrs, Volume= 0.031 a€, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN __ Description - 129,415 39 >75% Grass cover, Good, HSG A 87,325 61 >75% Grass cover, Good HSG B 216,740 48 Weighted Average 216,740 Pervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 13.1 100 0.0100 0.13 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.5 105 0.0100 0.70 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv= 7.0 fps 15.1 347 0.0030 0.38 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv=7.0 fps 0.2 25 0.0800 1.98 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv= 7.0 fps 30.9 577 Total- „_. .,. Subeatchment 102: To Southwest Abutter Runoff = 0.15 cfs @ 12.53 hrs, Volume= 0.035 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=3.10" _ Area (sf) CN Description _ 18,535 39 >75% Grass cover, Good, HSG A 55,690 61 >75% Grass cover, Good HSG B 74,225 56 Weighted Average 74,225 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) _(ft/ft) _ (ftfsec) (cfs) 12.0 100 0.0125 0.14 Sheet Flow, THRU GRASS Grass. Short n= 0.150 P2= 3.10" 8.1 275 0.0065 0.56 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv= 7.0 fps 20.1 375 Total Y 06198-EX Type N124-hr 2 Year Rainfafl=3.10" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 2 HydroCADO 8.00 s/n 001267 ®2006 HydroCAD Software Solutions LLC 10/17/2006 Subcatchment 103: To Northeast Abutter Runoff — 0.00 cfs @ 22.58 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description _ 15,282 39 >75% Grass cover, Good, HSG A 2,360 61 >75% Grass cover, Good, HSG B 17,642 42 Weighted Average 17,642 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ,(cfs 17.3 100 0.0050 0.10 Sheet Flow,THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.0 60 0.0050 0.49 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv= 7.0 fps 19.3 160 Total ___ 06198-EX Type 11124-hr 10 Year Rainfal1=4.50" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 3 HydroCAD®8.00 s/n 001267 ®2006 HydroCAD Software Solutions LLC 10/17/2006 Subcatchment 101: To Northwest Abutter Runoff -- 0.70 cfs @ 12.67 hrs, Volume= 0.171 af, Depth= 0.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type Ili 24-hr 10 Year Rainfall=4.50" Area (sf) CN Description 129,415 39 >75% Grass cover, Good, HSG A 87,325 61 >75% Grass cover, Good HSG B 216,740 48 Weighted Average . 216,740 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) Qkfjt (ftlsec) (afs) 13.1 100 0.0100 0.13 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.5 105 0.0100 0.70 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv=7.0 fps 15.1 347 0.0030 0.38 Shallow Concentrated Flow,THRU GRASS Short Grass Pasture Kv= 7.0 fps 0.2 25 0.0800 1.98 Shallow Concentrated Flow,THRU GRASS Short Grass Pasture Kv=7.0 fps 30.9 577 Total _ ^ Subcatchment 102: To Southwest Abutter Runoff - 0.81 cfs @ 12.35 hrs, Volume= 0.113 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf) CN Description 18,535 39 >75% Grass cover, Good, HSG A 55,690 61 >75% Grass cover, Good, HSG B 74,225 56 Weighted Average �- 74,225 Pervious Area Tr- Length Slope Velocity Capacity Description min feet Rift ft/sec cfs 12.0 100 0.0125 0.14 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 8.1 275 0.0065 0.56 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv= 7.0 fps 20.1 375 Total 06198-EX Type lil 24-hr 10 Year Rainfall=4.50" Prepared by Sherman& FrydryK Land Surveying and Engineering Page 4 HydroCAD®8.00 sln 001267 ®2006 HydroCAD Software Solutions LLC 10/17/2006 Subcatchment 103: To Northeast Abutter Runoff -- 0.01 cfs @ 12.68 hrs, Volume= 0.007 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf) CN Description 15,282 39 >75% Grass cover, Good, HSG A 2,360 61 >75% Grass cover, Good, HSG B r 17,642 42 Weighted Average 17,642 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlR) (ft/sec� (ofs) 4� 17.3 100 0.0050 0.10 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.0 60 0.0050 0.49 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv= 7.0 fps 19.3 160 Total ^ 06198-EX Type 11124-hr 100 Year Rainfall=6.50" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 5 HydroCADS 8.00 s/n 001267 ®2006 HydroCAD Sottware Solutions LLC 10/17/2006 Subcatchment 101: To Northwest Abutter Runoff = 3.23 cfs @ 12.53 hrs, Volume= 0.513 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.50" Area (ED CN Description 129,415 39 >75% Grass cover, Good, HSG A 87,3_25 61 >75% Grass cover, Good, HSG B 216,740 48 Weighted Average - 216,740 Pervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 13.1 100 0.0100 0.13 Sheet Flow,THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.5 105 0.0100 0.70 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv- 7.0 fps 15.1 347 0.0030 0.38 Shallow Comet atad Flow,THRU GRASS Short Grass Pasture Kv= 7.0 fps 0.2 25 0.0800 1.98 Slullow Concentrated Flow, THRU GRASS _ Short Grass Pasture Kv= 7.0 fps 30.9 577 Total ._._._ - Subcatchment 102: To Southwest Abutter Runoff = 2.35 cfs @ 12.31 hrs, Volume= 0.270 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-36.00 hrs, dt^ 0.01 hrs Type III 24-hr 100 Year Rainfall=6.50" Area(sf) CN Description _ 18,535 39 >75% Grass cover, Good, HSG A 55,690 61 >75% Grass cover,Good, HSG B_ 74,225 56 Weighted Average - 74,225 Pervious Area Tc Length Slope Velocity Capacity Description (min)„ (feet) (Rift) (ftlsec) (cfs) _ 12.0 100 0.0125 0.14 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 8.1 275 0.0065 0.56 Shallow Concentrated Flow, THRU GRASS Short Grass Pasture Kv= 7.0 f s 20.1 375 Total 06198-EX Type 11124-hr 100 Year R4ainfall=6.50" Prepared by Sherman & Frydryk, Land Surveying and Engineering Page 6 HhrdroCAD®8.00 sln 001267_0 2006 HydroCAD Software Solutions LLC _ 10/17/2006 SubcatchmeM 103: To Northeast Abutter Runoff = 0.16 dfs @ 12.42 hrs, Volume= 0.027 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.50" _ Area (sf) CN Description 15,282 39 >75% Grass cover, Good, HSG A 2,360 61 >75% Grass cover, Good, HSG B _ 17,642 42 Weighted Average 17,642 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.3 100 0.0050 0.10 Sheet Flow, THRU GRASS �- Grass: Short n= 0.150 P2= 3.10" 2.0 60 0.0050 0.49 Shallow Concentrated Flow, T'HRU GRASS _ Short Grass Pasture Kv= 7.0 fps _ 19.3 160 Total APPENDIX D POST-DEVELOPMENT DRAINAGE CALCULATIONS MeA l Ng MeA � 4 t l 1 � MeA MeA I -.. 1 MeC ' 201 Ng MeB maw i J� M e A PROPOSED DRAINAGE CONDITIONS SHRUM & lm3wim PREPARED FOR THE 0'LEARY COMPANY BRIDGEPORT NATL. BINDERY UL 662 SILVER ST. AGAWAM MA. &. DATE: 10/17/06 PROJECT NO: 06198 DRAFTING: GPH Pahner. ifA 01060 CHECKED: DJF APPROVED: DJF HORZ: 1"=100' 204 202 201 To Northeast Abutter To Northwest Abutter Into Rete tion Basin 210 200 205 Theoretical Pond Retention Basin To Lo Area 243 220 To Southwest Abutter Low Area Subca �� on Link Drainage Diagram 1br 06198-PR-ALT1 Prepared by Sherman&Frpkyk,land Surveying and EnginaerbrQ 101192006 HydroCADO 8.00 sin 001267 0 2006 HydroCAD Software SoMions LLG 06198-PR ALT1 Type IIl 24-hr 2 Year Rainfall=3.10" Prepared by Sherman & Frydryk, Land Surveying and Engineering Page 1 droCAD®8.00 sln 001267 0 2006 H droCAD Software Solutions LLC 10/17/2006 Subcatchment 201: Into Retention Basin Runoff — 8.27 cfs @ 12.08 hrs, Volume= 0.577 af, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description 157,095 98 Paved parking & roofs 68,830 39 >75% Grass cover, Good, HSG A 13,070 61 >750/6 Grass cover, Good HSG B 238,995 79 Weighted Average 81,900 Pervious Area 157,095 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) {ftlft� (ftlsec) Lcfs) 5.0 Direct Entry, Subcatchment 202: To Northwest Abutter Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type 11124-hr 2 Year Rainfall=3.10" Areas CN Description 17,688 39 >75% Grass cover, Good, HSG A 17,688 Pervious Area Tc Length Slope Velocity Capacity Description __Lmin) (feet) (ft/ft) (ft/sec) (cfs) _ 5.0 Direct Entry, Subcatchment 203: To Southwest Abutter Runoff = 0.07 cfs @ 12.29 hrs, Volume= 0.012 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description _ 4,383 39 >75% Grass cover, Good, HSG A 18,757 61 >75% Grass cover, Good, HSG B 23,140 57 Weighted Average 23,140 Pervious Area 06198-PR-ALT1 Type 11124-hr 2 Year Rainfall.90" Prepared by Sherman & FrydryK Land Surveying and Engineering Page 2 HydroCADO 8-00 s/n 001267 ®2006 HydroCAD Software Solutions LL.0 10/17/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft} (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 204: To Northeast Abutter Runoff = 0.00 cfs @ 15.59 hrs, Volume= 0.000 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=3.10" _ Area(sf) CN Description 1,832 39 >75% Grass cover, Good, HSG A 742 61 _>75% Grass cover, Good, HSG B 2,574 45 Weighted Average 2,574 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/f_t_) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 206: To Low Area Runoff 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Rainfall=3.1V' Area (sD CN Description ,-- 27,373 39 >75% Grass cover, Good, HSG A _ 1,832 61 >75% Grass cover, Good, HSG B - 29,205 40 Weighted Average 29,205 Pervious Area Tc Length Slope Velocity Capacity Description min feet) (ft/ft) (ft/sec) cfs 5.0 Direct Entry, Pond 200: Retention Basin Inflow Area = 5.487 ac, Inflow Depth = 1.26" for 2 Year event Inflow = 8.27 cfs @ 12.08 hrs, Volume= 0.577 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Men= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 194.29'@ 24.29 hrs Surf.Area= 23,699 sf Storage=25,136 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) 06198-PR-ALT1 Type 11124-hr 2 Year Rainfall=3.10" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 3 HydroCADD 8.00 s1n 001267 0 2006 HydroCAD Software Solutions LLC 10/17/2006 Volume Invert AvaiI.Storage Storage Description _ #1 193.00' 67,501 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet cubic-feet cubiafeet s -ft 193.00 14,758 1,254.0 0 0 14,758 194.00 22,224 1,478.0 18,364 18,364 63,476 195.00 27,415 1,757.0 24,774 43,138 135,318 195.50 30,058 1,766.0 14,363 57,501 137,991 Device Routing Invert Outlet Devices _ #1 Primary 195.00' 20.W long x 3.0' breadth Broad-C� Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68.2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max--0.00 cfs @ 5.00 hrs HW=193.00' (Free Discharge) t1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 210: Theoretical Pond Inflow Area = 5.893 ac, Inflow Depth = 0.00" for 2 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by 5tor-Ind method,Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 192.00'@ 5.00 hrs Surf.Area= 50,000 sf Storage=0 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 192.00' 50,000 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store _meet) _TT (sg-ft) (cubic-feel) (cubic-feet) 192.00 50,000 0 0 193.00 50,000 50,000 50,000 Pond 220: Low Area Inflow Area = 0.670 ac, Inflow Depth = 0.00" for 2 Year event Inflow - 0.00 cfs @ 24.01 hrs, Volume= 0.000 of Outflow -- 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Men= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs 06198-PR ALT1 Type 1H 24-hr 2 Year Rainfall=3.10" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 4 HydroCADO 8.00 sin 001267 ®2006 HydroCAD Software Solutions LLC 10/17/2006 Peak Elev= 196.01' @ 24.29 hrs Surf.Area= 307 sf Storage=2 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 196.09 8,067 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) _(sq-ft) 196.00 295 70.0 0 0 295 197.00 6,915 527.0 2,879 2,879 22,008 197.50 14,275 645.0 5,188 8,067 33,017 Device Routing Invert _Outlet Devices _ #1 Primary 198.00' 65.0' long x'i0.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs c@ 5.00 hrs HW=196.00' (Free Discharge) t1=13road-Crested Rectangular Weir (Controls 0.00 cfs) 06198-PR ALT1 Type N124-hr 10 Year Ralnfa11=4.50" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 5 HydroCAD®8.00 sln 001267 ®2006 HydroCAD Software Solutions LLC 10/17/2006 Subcatchment 201: Into Retention Basin Runoff - 15.85 cfs @ 12.08 hrs, Volume= 1.087 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.50" Area(sf) CN Description 157,095 98 Paved parking &roofs 68,830 39 >751/o Grass cover, Good, HSG A 13,070 61 >75% Grass cover, Good HSG B 238,995 79 Weighted Average 81,900 Pervious Area 157,095 Impervious Area Tc Length Slope Velocity Capacity Description min feet ftlft fttsec cfs 5.0 Direct Entry, Subcatchment 202: To Northwest Abutter Runoff = 0.01 cfs @ 14.68 hrs, Volume= 0.004 af, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf) CN Description . ,171688 39 >75% Grass cover, Good, HSG A ----- __ 17,688 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fV t) (fUsec) (cfs) 5.0 Direct Entry, Subcatchment 203: To Southwest Abutter Runoff - 0.43 cfs @ 12.09 hrs, Volume= 0.038 af, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf) CN Description 4,383 39 >75% Grass cover, Good, HSG A _ 18,757 _ 61 >75% Grass cover, Good, HSG B 23,140 57 Weighted Average ^ 23,140 Pervious Area OMS-PR ALTI Type Ill 24-hr 90 Year Rainfai1=4.50" Prepared by Sherman & Frydryk, Land Surveying and Engineering Page 6 droCADO 8.00 s/n 001257 0 2006 H droCAD Software Solutions LLC 10/17/2 06 Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) _ (ftlsec) (cfs) 5.0 Direct Entry, Subcatchment 204: To Northeast Abutter Runoff - 0.01 cfs @ 12.35 hrs, Volume= 0.001 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sq CN Description 1,832 39 >75% Grass cover, Good, HSG A 742 61 >75% Grass cover, Good, HSG B 2,574 45 Weighted Average 2,574 Pervious Area Tc Length Slope Velocity Capacity Description (min) (fee} Eft) (ftlsec) (cfs) 5.0 Direct Entry, Subcatchment 205: To Low Area Runoff 0.01 cfs @ 13.75 hrs, Volume= 0.D08 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Rainfall=4.50" Area(sf) ON -_Description 27,373 39 >75% Grass cover, Good, HSG A _ 1,832 61 >75% Grass cover, Good, HSG B 29,205 40 Weighted Average 29,205 Pervious Area Tc Length Slope Velocity Capacity Description min (feet) (ftlft) (ftlsec) (cfs) - 5.0 Direct Entry, Pond 200: Detention Basin Inflow Area= 5.487 ac, Inflow Depth= 2.38" for 10 Year event Inflow 15.85 cfs @ 12.08 hrs, Volume= 1.087 of Outflow = 0.24 cfs @ 21.34 hrs, Volume= 0.096 af, Atten= 98%, Lag= 556.1 min Primary 0.24 cfs @ 21.34 hrs, Volume= 0.096 of Routing by Stor-Ind method,Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 195.03' @21.34 hrs Surf.Area= 27,562 sf Storage=43,917 cf Plug-Flow detention time= 690.1 min calculated for 0.096 of(9%of inflow) Center-of-Mass det. time=512.2 min ( 1,340.5- 828.3) 06198-PR ALT1 Type 11124-hr 10 Year Rainfa11=4.50" Prepared by Sherman&Frydryk, Land Surveying and Engineering Page 7 droCADO}8.00 s/n 001267 ®2006 FtydroCAD Software Solutions LLC 10117120M Volume Invert Avaii.Stora a Storage Description #1 193.00' 57,501 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet)_ (cubic-feet) (cubic-feet) (sq-ft) 193.00 14,758 1,254.0 0 0 14,758 194.00 22,224 1,478.0 18,364 18,364 63,476 195.00 27,415 1,757.0 24,774 43,138 135,318 195.50 30,058 1,766.0 14,363 57,501 137,991 Device Routing Invert Outlet Devices _ #1 Primary 195.00' 20.0'long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max-0.23 cfs @ 21.34 hrs HW=195.03' (Free Discharge) t1=13road-Crested Rectangular Weir (Weir Controls 0.23 cfs @ 0.41 fps) Pond 210: Theoretical Pond Inflow Area= 5.893 ac, Inflow Depth = 0.20" for 10 Year event Inflow = 0.24 cfs Qv 21.34 hrs, Volume= 0.100 of Outflow -- 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 5.00-36.00 hrs, dt=0.01 hrs Peak Elev= 192.09'@ 36.00 hrs Surf.Area-- 50,000 sf Storage=4,355 af Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 192.00' 50,000 af Custom Stage Data(Prismatic) Listed below(Recalc) ^ Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-m (cubic-feet) (cubic-feet) 192.00 50,000 0 r 0 193.00 50,000 50,000 50,000 Pond 220: Low Area Inflow Area= 0.670 ac, Inflow Depth= 0.14" for 10 Year event Inflow = 0.01 cfs @ 13.75 hrs, Volume= 0.008 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag=0.0 min Primary 0.00 cfs @ 5.00 hrs, Volume-- 0.OW of Routing by Stor=Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs 06198-PRALT1 Type 11124-hr 10 Year Rainfa11-4.50" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 8 HydroCADO 8.00 s!n 001267 0 2006 HydroCAD Software Sotutions LLC I GM 7120% Peak Eiev= 196.37'@ 24.29 hrs. Surf.Area= 1,710 sf Storage=332 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume_ Invert Avail.Storage Storage Description #1 196.00' 8,067 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim_ Inc_Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 196.00 295 70.0 0 0 295 197.00 6,915 527.0 2,879 2,879 22,008 197.50 14,275 645.0 5,188 8,067 33,017 Device Routing Invert Outlet Devices #1 Primary 198.00' 65.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 5.00 hrs. HW=196.00' (Free Discharge) t1=Broad-Cr sted Rectangular Weir (Controls 0.00 cfs) 06198-PR-ALTI Type H/24-hr 100 Year Rainfall=6.50" Prepared by Sherman & Frydryk, Land Surveying and Engineering Page 9 HydroCAD®8.00 s/n W1267 ®2006 HydroCAD Software Solutions LLC 10/17/2006 Subcatchment 201: Into Retenbon Basin Runoff -- 27.41 cfs @ 12.07 hrs, Volume= 1.888 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.50" Areas CN Description 157,095 98 Paved parking&roofs 68,830 39 >75% Grass cover, Good, HSG A _ _13,070 61 - >75% Grass cover, Good, HSG B 238,995 79 Weighted Average 81,900 Pervious Area 157,095 Impervious Area Tc Length Slope Velocity Capacity Description min feet ftlft f sec cfs 5.0 Direct Entry, Subcatchment 202: To Northwest Abutter Runoff - 0.11 cfs @ 12.28 his, Volume= 0.020 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.50" Area (sf) CN Description 17,688 39 >75% Grass cover, Good, HSG A T 17,688 Pervious Area _ Tc Length Slope Velocity Capacity Description --(min) (feet) (ftlft) (ftlsec) (cfs) 5.0 Direct Entry, Subcatchment 203: To Southwest Abutter Runoff = 1.20 cfs @ 12.08 hrs, Volume= 0.088 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-36.00 hrs,dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.50" Area s CN Descri tion 4,383 39 >75% Grass cover, Good, HSG A 18,757 fit >75% Grass cover, Good, HSG B 23,140 57 Weighted Average 23,140 Pervious Area 06198-PR-ALT1 Type 11124-hr 100 Year Rainfall=6 50" Prepared by Sherman& Frydryk, hand Surveying and Engineering Page 10 HydroCADO 8.00 sin€101267 ®20M HydroCAD Software Solutions LLC 10/17/2006 Tc Length Slope Velocity Capacity Description T(min) (fleet) (ftlft) (ft sec)___ (cfs) 5.0 Direct Entry, Subcatchment 204: To Northeast Abutter Runoff — 0.05 cfs @ 12.10 hrs, Volume= 0.005 af, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0A1 hrs Type III 24-hr 100 Year Rainfall=6.50" Areas CN Description 1,832 39 >75% Grass cover, Good, HSG A 742 61 >75% Grass cover, Good HSG B 2,574 45 Weighted Average 2,574 Pervious Area Tc Length Slope Velocity Capacity Description Amin) t)fee (ft/ft) (ft(sec)-- - (cfs) 5.0 . _ .. Direct Entry, Subcatchment 206: To Low Area Runoff — 0.23 cfs @ 12.13 hrs, Volume= 0.037 af, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Rainfall=6.50" Area (so CN Description 27,373 39 >75% Grass cover, Good, HSG A 1,832 61 >75%Grass cover, Good HSG B 29,205 40 Weighted Average 29,205 Pervious Area Tc Length Slope Velocity Capacity Description min feet Rift ftfsec cfs 5.0 Direct Entry, Pond 200: Retention Basin Inflow Area= 5.487 ac, Inflow Depth = 4.13" for 100 Year event Inflow = 27.41 cfs @ 12.07 hrs, Volume= 1.888 of Outflow = 3.02 cfs @ 12.79 hrs, Volume= 0.898 af, Atten= 89%, Lag= 43.3 min Primary = 3.02 cfs @ 12.79 hrs, Volume= 0.898 of Routing by Stor-Ind method,Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 195.16' @ 12.79 hrs Surf.Area-28,229 sf Storage=47,489 cf Plug-Flow detention time= 272.2 min calculated for 0.898 of(48% of inflow) Center-of-Mass det. time= 156.9 min (969.4- 812.4} 06198-PR ALT1 Type 11124-hr 100 Year Rainfall=6 50" Prepared by Sherman& Frydryk, Land Surveying and Engineering Page 11 HydroCADM)8.00 sln 001267 a 2006 HydroCAD Software Solutions LLC 10/17/2006 Volume Invert Avail.Storage Storage Description #1 193.09 57,501 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum-Store Wet.Area (feet) (sq-ft} (feet} (cubic-feet) (cubic-feet) (sq-ft) 193.00 14,758 1,254.0 0 0 14,758 194.00 22,224 1,478.0 18,364 18,364 63,476 195.00 27,415 1,757.0 24,774 43,138 135,318 195.50 30,058 1,766.0 14,363 57,501 137,991 Device Routing Invert Outlet Devices #1 Primary 195.00' 20.0'long x 3.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.02 cfs a@ 12.79 hrs HW=195.16' (Free Discharge) t1=Broad-Crested Rectangular Weir (Weir Controls 3.02 cfs @ 0.96 fps) Pond 210: Theoretical Pond Inflow Area= 5.893 ac, Inflow depth = 1.87" for 100 Year event Inflow = 3.07 cfs @ 12.79 hrs, Volume= 0.918 of Outflow = 0.00 cfs a@ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 192.80'@ 36.00 hrs Surf.Area= 50,000 sf Storage= 39,982 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 192.00' 50,000 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-M (cubic-feet) (cubicfeet) 192.00 50,000 0 0 193.00 50,000 50,000 50,000 Pond 220: Low Area Inflow Area= 0.670 ac, Inflow Depth = 0.66" for 100 Year event Inflow = 0.23 cfs @ 12.13 hrs, Volume= 0.037 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 ds @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs 06198-PR ALT1 Type 11124-hr 100 Year Rainfall=6 50" Prepared by Sherman & Frydryk, Land Surveying and Engineering Page 12 HydroCADO 8.00 sln 001267 ®2006 HydmCA©Softare Solutions LLC _. 'I011712006 Peak Elev= 196.78'@ 24.29 hrs Surf.Area= 4,718 sf Storage= 1,611 cf Plug-Flow detention time-- (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert _A_vail.Storage Storage Description #1 196.00' 8,067 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ftA—_(feet) (cubic-feet) (cubic-feet) (sq-ft) 196.00 295 70.0 0 0 295 197.00 6,915 527.0 2,879 2,879 22,008 197.50 14,275 645.0 5,188 8,067 33,017 Device Routing Invert Outlet Devices #1 Primary 198.00' 65.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=196.00' (Free Discharge) t-1=Broad ted Rectangular Mir (Controls 0.00 cfs) 10120/2006 7:20:23 ZONING REVIEN ,,4,CTION SERVICES T14E PROJECT AS DESCRIBED BY THESE DRAWINGS MEETS OR EXCEEDS T14E REQUIREMENTS OF THE LATEST EDITION OF TOE LOCAL ZONING ORDINANCE AS`-.FOLLOWS: i Cl PROPERTY LOCATION: SILVER ST. AGAWAM, MA - PARCEL D ' r: ■ ZONE: INDUSTRIAL. A WITH INDUSTRIAL PARK PROTECTIVE RESTRICTIONS AR. K! : N F �� PROP45I*D SETBACKS 4 COVERAGE PAVING SETBACK - FRONT-. 10, MIN 8611 (EXISTING) PAVING SMACK - SIDE: 5' MIN 25't (EXISTING) PAVEMENT COVERAGE: 5M MAX AREA NOT ©LIST + NEW - 28.82% COVERAGE COVERED BY BUILDING OFF STREET PARKING i PER 1.5 EMPLOYEES EXISTING SPACES = qq 100 EMPLOYEES DIVIDED NEW SPACES - 40 BY 1.5 g 67 SPACES N.C. SPACES - i NEW + 4 EXIST 5 TOTAL SPACES 144 A A �i:,h- ^h••�'t`''�x�dY''P x'�f' } "vz r s�,r.�. 3. 6 �S� �r -"ai„�`,,�'l�,-:` - r,.�7 r.�.r -.r_ y-..:�y?�,+ >�,y�' r � s � _,� ...r ..�r y ��'� c, � �.. �Yr �.xa''e•�.�',,�.�.t'�2�_ s��`x-„ 1��}"`. -fi �-.aS�t t'` l3 ' .+G.hlr .f s' GY .S - lj Y'j .xi.Y ,=`' .:. r� �'F..�iti ]+ a• ; �,.�ESE :�, *arj'�hf�_�� r'.},�'K..N 1 - 4 ,� � $� trkt ,<,,,l j` Jk�:_ k�, r 'ka' - _ < � •" ��'{s-v �y�4. li' L' 'f > �V vr ;r• r Ss.A 3 sr 1'`'.i S ^s- ,v '• y+ r > ,a{)r �� a r�,}- sd�v% - £,��y'�� Y.v_-.r � ,� kb-q�`C�_� �rr i= •r .S`F'-�� 3' �.��,�2-.v c `� �5 _ :�'�. -� x. � f"- la r$7 '.. 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"�a`hr,t�.y,,b v f�.+S>}�s.X rJ�>Fi�:r¢ 'tS�-'ai`.-� '%t'��i1+ �A'r,:r 'k p 4 k L�r 1�R 3c n ` 4r x v awry fb S rm7 "r -•.�' `5- .� �G- �'ira`s--/ �`..� '3 ��ti_'. a,-'t S" r'-. r?;-�.�-p4� t j)'�.r t�- x< T "'- _ � '� 'a.�t "'i� SITE Se PLAN APPROVAL }' i A >.f �' r�'J` s ,. � �_ :S„�.� j+'3. s."tic�!f'�-} Sy9• } > � - k>; 'i?t � u '"' AGAWAM PLANNING 80 AW � '.Siu_r .,+?f.'� g '� � �s;4 � ✓r ��r F'r �' f 5 - ��yr<y,'� .F.rw�,t � �`�� '"�r�s' 'i�$� y •,f.i '` .r�G- a ,�. .r. 13 a' , V-'/ [!Q r�J L Q n r ?_.-? - . - '-(y- f r r �•r n S 9 ;x n y -„v-!T, ,/] �j ,.•,�L ? l!/� 03994 .tY3s�tl�tt `,�k�YC�.�'>~k.• " '_�,!> �' s Yc err�r 3:su;f:' :t.. !,. '�'.,��.f ru � �'�,z'�' F r /UV � ENGINEERING l l I I ilil iliilillll I llllllilillil ill l l TH illilll l _ ® M PLANNING �� °fSAE� �k CONSTRIUCTI ' ON ' � • `- 10120106 SINCE 1955 DDITIO p G OR j L= Fl E - 11 1) [EI:IN l\j GAWAM M Agawam Engineerrng Div BUTLER �o o l 2006 BU.IL-DER E©WARD J. O'LEARY, RAYMOND M. VINGUNAS 1012012006 6:1517 AM 4 FREDERICK J. SIRARD, R05ERT A. MGQUIRE, CO-PARTNERS D/5/A/ SILVER STREET PARTNERSHIP I70'-0" 250'-0" o NOTES ] } 1. EXISTING 114FORMATION TAKEN FROM A PLAN PREPARED BY; I I 1 THE CL.EARY COMPANY, INC. I I 376 COLLEGE ;4"WAY SOUT14AMPTON, MA 01073 r I i _ ENTITLED: ......_...__ ...,.___ �..» __..�...... .._...._ S52.9;30"E NEW BUILDING lau 4g241' = BRIDGEPORT AIL BINDERY 70 I I I FUTURE DRIVEWAY Cl ► 662 SILVER ST., AGAWAM, MA I I ( EXTENSION o (� DATED= 1 0 1 PROJECT NUMBER. 1 50'-0" a EXIST SIGN 1 2320 EXIST 30 THK BIT CONC I I TOP of ;___ 2. SEE L102 FOR SITE UTILITIES INFORMATION I 1 I 1 3. SEE L103 FOR SITE GRADING INFORMATION CCi DETENTION o ��':�� 5`� 4 I I NWIR �' 1 4. SEE L104 FOR EXISTING LANDSCAPE PLAN N —3n 130 R I 1 BOTTOM OF 0 1 , CDP ri li a S. SEE L 05 FOR SITE DETAILS OLYMPIC MANUFACTURING GROUP, INC_ f z l I DETENTION 1 i�0 -0 15 q q T a 1 �� fo. SEE L10(. FOR SITE NOTES z � I I EXIST 10'x20' i 30'-0" 0' EXIST 8 THK GONG o 1 3 v U t1� . 7'. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR t0 COMMENCING CONSTRUCTION � Q L� a R I 1 I VAN PARKING SPACE I DOLLY PAD i�N 1 I TYP OF 157 i ,,—EXIST 8" THK GONG 1� `�,_./ � S. ALL PLANTINGS MUST BE MAINTAINED AND T14AT PORTION OF THE PUBLIC WAY I I - COMPACTOR PAD 1 c �. ABUTTING T14E PARCEL AND INCLUDING TIME TREEBELT SHALL BE MAINTAINED IN A p SAFE AND ATTRACTIVE CONDITION BY THE OWNER OF THE PARCEL. y O1 i ! FUTURE DOCKS o o IST 6" THK CONC I i DOOR APRON 1 I i T) i 1 { ° E O I i i PARCEL '0' t O p U ® M I E LOT SIZE � 7.085 ACRES O� 1 � I I ! la � ! °� m04 I 1 NEW BUILDING 0 I i IN FL EL=Iqq'-6" m M ' FUTURE BUILDING I I EXPANSION I 1 I I t I I EXIST BIT CURB >aCIST OVERFLOW SPILLWAY Rl W/ STONE RIPRAP 401_0" 1 O U) I I I f ?5'l0tt :) 0 M I 1 I EXIST 4'-0"X4'-O"X4" THK LM i � CONC PAD CTYP OF 23 SETBACKZ W �Z O (� W p Z �_____ 0 ............... t Q 1i W (L U 0 Z IST �N I I o A Kl G CONIC $ i EXIST SEDIMENT T I I E IG A IQ b WALK [TY O T I I I P F 2] Q I � I 23 �SPAGES @ q'-Op=207`-0" ' ' 0' 25'-©" �,R � 15' 15' I i -EXIST 2 1/2° THK SIT CONC PAVING-^ CONC, WALK _ EXIST SIGN � t — � p NEW- --IXIS'ING — t Z (On TOWN OF AGAWAM 30r WIDE ( I I p EXIST CONC WHEEL. DRAINAGE EASEMENT I I N eu o CTYP OF 113 I I I 27 q' iq SPACES @ q'-0"-171'-0° q' 27' 0' q SPACES q'=81'I # Q �. Z 3 23 SPACES @ q'-0"=207'--0" 0' 25' 12' q SPACES @ q'-0"=81'-0" 0 I lu to j Iz TYP ¢C9 01 1 U W 1 _ I z ; n ?-G� rTT I I _H I I I L �f'� ► = t3�W i I w N EXIST q'X20' PARKING SPACES ; W Q J i I z m , CTYP OF q4I _ ••�. w J O I ( ,� W0 EXIST PLANTED ISLAND •• r , = p U EXIST DETENTION AREA TOTAL r 28 SPACES @ q'-0"=252'-O" LTYP] �� ••�- �•'� �M CAPACITY= 43,650 CF I ; i ••/ r WESTMASS AREA DEVELOPMENT CORP. I ( NEW 30' LIGHT POLE r e� � o� •� � � 1 I 400 WATT MH TO ! 1 NEW DEEP MATCH EXIST r I I s r r�r� ••�r� _� � TOWN OF AGAWAM 30' WIDE w IWATER LINE 4 UTILITY EASEMENT LLI r i CL �- O C STANDARD MANAGEMENT CORP. z a. Cl , co TRUE NORT14 a m 24Q SITE PLAN- SCALEtIO-40-00 Liol 10120t20W 6:19:07 AM f [ ! 4` NoTES I I ; y { ! I � i EXISTING INFORMATION TAKEN FROM A PLAN PREPARED BY: a y � ► ! [ Z w y THE 0 LEARY G�'IPANY INC. I I 1 l 976 fALLEGE`14IG1 WAY SM114 P70N MA 01073 , . r ENTITLED= `NEW BUILDING FOR. w r r-YYy r YY+M.F.I.wrr /'wyyy,y r r Ilw.w fir,. '4". PVG'-vLE o 4 BRII?GrEPOR7 NATL BINDERY I ! b(o2 SILVER ST., AGAWAM, MA 5 PRINKLER DATIcp= [ _____ /I I i I 1 1.-. EXIST 05 2/z U 2" GAS MAIN ; PROJECT,N MBLR= 020. I rn 014 ELECT SERVICE' I 1 I EX TOP OF FOR SITE LA INFORMATION ry 2 SEE`LIO1 5 LAYOUT I ON I I DETENTION 11 1 SITE RAD INFORMATION �? - S S. 5�E L103 GRADING MATIC�I EXIST. I FOR I Ex BOTTOM r EX UTILITY OF � t I POLE 3 #1 EXISTING LANDSCAPE PLAN I i ! DETENTION: EX UTILITY POLE y 1 � 4. F� t�4 FOR l s. s�;Li05 FOR SITE Dlr'['AtL.S scr l�n Ito �r� � 1 -EL-L -.ate, I ! PIPE OUTLETS ht/ CON FOR ;PRIMARY._ j6 , t "� �� b. SEE Lr106 FOR SITE NOTES � w STONE RIPRAP ELECTRIC SERVICE: �,i EX INN lq.83 I z l I PLUNGE POOLS CTYP i. y / j .7. FINDVERIFI' ALL. EXISTING G4NDIT10N8 PRIOR TO COMMENCING CONSTRUCT" 4 I I ! L��JAI� PVC. ROOF 1 S t � $ ALL.PLANTINGS MUST BE MAINTAINED AND TUAT PORTION OF T14E PUBLIC WAY M , NS @ i.O;G - y l 1 / ABUTTING :`1-WE PARCEL AND INCLUDING T14E TREESELT SWALL BE MAINTAINED IN A u I I 12" CM l SAFE AND ATTRACTIVE CONDITION BY T149 OWNER OF T1-IE PARCEL. F EX GB-1 i � �. a I I " ♦ CREEPS � .SLOTTED DR l ti I I ! 1 UMP7 RII"f�tg5.42 �, te � is . TX""" FAT, I I i SERVICE 1 �' I I I i EXPVGR � 1 � � 'rpRAQl rt� I I DRAINS @ 0.50% >; 1 EXIST SMH-10 p O O Ex t2" PIPE-- PROVIDE CAP I I # W/ 3" DIA. ORAFIGE @ INLET END ONLY EXIST 12" WATER MAIN �.! w N I f EX BUILDING Ex GROUND MTD vl t 1 �, EX BLDG MTD LIGHTS ACCENT LIGHTS I L f CTYP OF 51 1 EXIST HYDRANT D FIN FL EL=iqq'-�," ® � M EX INVS1�.50 INS-M2.b7 1 z T EX INVs10 1 t 1 ; 3 I � IN1�mtg3.17 � 3 u I E tip I j I i EX OVERFLOW SPILLWAY EX b" i,i. 1 1 4 EXIST to" SANITARY SEWER W, STONE RIPRAP 1 11 I 1 tt Z ii IS 6 EXIST I r EX ,rNF1LT - 1 4 { RATION STUB SAS ` � 1 1 � to I" E EX SEDIMENTEX p 5A 1 M TRAP INVERT @ I=�N � 1 � it � O} I t F CTYP OF 27 1q3 50 6" PVC EXIST 6" SAN SEWER STUB W I I I INNS @ b.5� INN= 1885RovIDE 22:1/2• W f 192.02 s �...� 1 Z W ,-- I t CAPPED FOR ` t t ' SWEEP STUB z Z � O Z V I � FUTURE CTYP] i � � Z < � Z Q [ [ L--�------__ __ � I I t5" r- � RD-•-�-y- rw Em.- � 1 1 1 W EL U In��ss�� ,ems 1 z 15 !1 11 �" ""i2" ..�1T I i ! Ex: $� �` cn l 1 O EXIST TELEPHONE LINE #- I I [DE "" U P] c► t / r 1 1 1 i p. I ! INN=Iq3: ! �� / EX DUITPI-IONE � 1< ! 1 1 [ INVS193.00 O RODE i EX. 4" PVG SLEEVE j / a I ! DRA 5 @ 1.0� f FOR LAWN j IaC 4 PVC SLEEV 1 s I I I j INV= 196.33 fib FOR LAWN 1 1 1 ; EXIST SM14-9 I ! NpI�--pnsT�NG SPRINKLER - / SPRINKLER � 1 0 a IV) � ► 11 1 � t .= � Z ! I i u,, EX 10" CI TO 10'-00 }- I HEYDND FOUND EC GB-��%� 111 11 1 z v= I I UG ELECT FEED 11 1 1 1 i '- _ LtL EX DETENTION AREA TOTAL I / � SIGN- STUB 1 1 � �, CAPAGITYS 43,b50 CF -� , W a J I I I Nh�l-ak--EXISTING �( G8-3 vv ., , y _ = J 0 _ _ I ! i [DEEP SUMPS ♦ -- •• -�-�1 v _ tD 1 �X GB-4 rf _ '� •�� - r W .- sir• s �� 1 I� I NEW 10" N b 12 5 .W�.r• ►�? 10 PVG @ I L I 0.6% II ---'-w-ELF---- -„r, •_ _ V I I Ilr�o EX POLE MTD _ r ' f •'� -' ' z . YARD LIGHTS EXIST t2" WATER MAIN a NEW INV�*1g3A0 _EW EL CONDUIT EX AS S�"�M _ -- ' _•.�' _, f a TO NEW LIGHT DRAINS @ 0.50�. -- ••..�" - � To DLO RP I I I uj oo INV= 1q3 ••.17 r � •ram Q r INNNNN DRAINAGE STRUCTURES -- � NUMBER TYPE DIAMETER RIM ELEV INVERT ELEV COVER EL SUMP EL PIPE SIZE C� "Q 1 I w EX GB-1 DEEP SUMP GATCN BASIN 48" Igfo.00 NW 1g2.g2 SE 1g3.08 tg5.33 187.33 NW-S" 5E-8" � EX GB-2 DEEP SUMP CATCH BASIN 48" 1%.00 NE Ig3.33 SW tg3.17 195.33 187.33 NE-8" SW- co a: EC GH-3 DEEP SUMP CATC44 BASIN 60" 1%.58 E 195.50 SW 1g3.33 1g5.g2 187.92 E-12" SW-15" EX G5-4 CATCH BASIN 48" ig1;.58 NE Ig4.08 W Ig3.g2 1g6.08 lgl.08 NE-12" W-12" W EX C5-5 CATC14 BASIN 48" M7.58 SW 1g4.75 1%. ig1.92 SW-i2" a. Lu NEW CH-b DEEP SUMP CATGN BASIN 48" 1g6.58 SW M.17 195.41 191.17 5W-10" Q J FRAME DEPTH FOR NEW C5-6 IS $" - SEE DETAIL ON L105. --= Q ca w N Q m c�s� SITE UTILITY 244Q "=40'--O" L102 IMM2006 64426 AM ITT NOJE 1. EXISTING INFORMATION TAKEN FROM A PLAN PREPARED BY- V\ ----------j THE CLEARY COMPANY, INC. l jI I `\ _ r ! _ ---jq�, - 376 CDLLEGE 14IC44WAY SOU-144AMPTON, MA 010n ------ �- ` � ENTITLEDt 196 NEW BUILDING FOR: BRIDGEPORT NATL BINDERY -—-------- -----------------------------------— "2 SILVER ST., AGAWAM, MA DATED: i i 1 i�) 1 �q5 ' I ---__-- --- -- ` 05112 AS ROJECT NUMBER: T- 2320 Js 1.11 1 I igr, oe .42 2. SEE 1-101 FOR SITE LAYOUT INFORMATION ------ .7s 196 3, SEE L102 FOR SITE UTILITIES INFORMATION 1/ r 1 ! II ! i 1 Ili I ':��"= , � 4. SEE L104 FOR EXISTING LANDSCAPE PLAN S. SEE L105 FOR SITE DETAILS '111001 Q t 6. SEE U06 FOR SITE NOTES w Q tu Lu 11000, 1.- M 7. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING CONSTRUCTION tul .60cn I ' l # i 1 i I ( i �- I j t w � 8. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF T14E PUBLIC WAY 11 11192.W A2.6711 ABUTTING T14E PARCEL AND INCLUDM T14E TREEBELT SWALL BE MAINTAINED IN A %XsEns + + SAFE AND ATTRACTIVE CONDITION SY TWE OWNER OF T14E PARCEL EX IW-192.83 q J* me mm.m.00 .00� 40 M 42 —T-m —Z]—)IRS.I� r i �i ! ' 1 l l l i —� ( i I � . ro n-rrm 0 E 4I �l j�i1 I ! ! I I 0 0 0 0. ! ' ! 1lll�'I iii ; ! �, 1 I I i ( � � 1 t t � I I IIl1f� �jl E # � � � # 2 0 C4 EX 51JILDING 0 192.13 ,E)( lWwI92.67 FIN FL EL=IRq'-0 Nx 3% EX INV 10902, qt EX INVIAQ2, EX WwM.17 ..... .. 3-0 ............ 192# I 1 ll1ILIlI:# : I � Iii O CD i ! j I ! �� 1 /� � Li Z 0 I Hill 11 , 0 < 0 F1 9-"33 < PUMP. ISTIWx >0 + 99.1 +-198 7 0 I Ilil ! Ilia 1 I ;1 \ ��r � , z < z lip < ICL Lo) 03: EX R pc 190 -1 'm w T1111 f crw 111di 1,L�,I ' 150 I N& 15T11-r -' 11% 1-11 TI ♦ "m AMDv 9->11 W co s�.sto I � I iI ! I! � 1 � , J ♦ / � ��"'""\ — �- •r ,� �� Iq2.76 jq2AS 415A Mt I w Iq&.6a + -1 4.00 P-1 -1 IV .001 4RM tu uj tu ION COMM" —---————— ————— ——————————— ———— - L S2 M cc ca co 0 � C*4 2449 SITE GRADING PLAN 1+ -SCALE:V-01-011 L103 I Q12tf ON 6:20_21 AM N NM NOTES I I 3 ! 1. EXISTING INFORMATION TAKEN FROM A PLAN PREPARED BY: I I s I I THE O'LEARY COMPANY, INC. { I 376 COLLEGE 14IG14WAY I I ` 5OUT14AMPTON, MA 01073 j I t ENTITLED: Ir......._... . _.._.....r ........rt.» __ _.. ..._ _..,...4.....,............_... r r r r .. .. NEW BUILDING FORt Lu BRIDGEPORT NATL BINDERY ¢ EXISTING PLANT-ING SCHEDULE ' ` 662 SILVeR ST., AGAWAM, MA I � � t I I SYMBOLDESCRIPTION SIZE QTY. DATED={ 05/12M co I ------------- PROJECT� { PROJECTi�fUMBI=R: z NM NORWAY MAPLE 40 - 4 1/2" CAL. 6 s I s WP WH1TE PINE 4' - 5' 14 2320 I I DA DARK AMERICAN ARBORVITAE 6' - 7' 6 I ( i L 2. SEE L101 FOR SITE LAYOUT INFORMATION GR CATAWBA R1-IODODENDRON 18" - 24" q I i I --..---�._____ .......... s WF WEEPING FORSYTHIA 2' - 3' 6 I I "" t 3. 5lwE LI02 FOR SITE UTILITIES INFORMATION AJ ANDORRA .JUNIPER 1$p - 24" 58 WP 1 4. SEE L103 FOR SITE GRADING PLAN �, CON CONIFER 32 CAL. 5 I I -:`: i4 s as DEC * DECIDUOUS 3° CAL. 5 l s I : :: { // S. SEE LS0*� FOR SITE DETAILS N o I ( I +� �� fa. *rr. L106 f' 91TC rtoTca G)CONWER MAY CONSIST OF RED MAPLES, SUGAR .MAPLES OR HONEY LOCUSTS. 1 I � *-(5 { ' u ui t+© I 0 � 7. FIELD VERIFY ALL. EXISTING CONDITIONS PRIOR TO COMMENCING CONSTRUCTION I s I I c� 4 * DECIDUOUS MAY CONSIST OF SPRUCE FAMILY TREES, CANADIAN HEMLOCKS � �/ S. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY OR AUSTRIAN PINE. I s { pA { / ABUTTING THE PARCEL_ AND INCLUDING T14E TREEBEL.T SHALL BE MAINTAINED IN A E � { � �ygEi►S dry I i 6 SAFE AND ATTRACTIVE CONDITION BY THE OWNER OF THE PARCEL �G I ` I Qkdp I '� Iy I s I { .ow 1 I I s I E 1 V O (D (gyp I I { 0 v- w aN I I EX BUILDING 4y DEC ni I s I ! FIN FL EL-10A'-60 EXIST VEGETATION 4 TO REMAIN GON CON I I ' AJr { 24 s Z I I cR { O 0 M I s I i W Z `` o f a0000 90 W i-- I ZZ W V? r� O I { I 1 ' I o ' z J o �?/� ------ � W 0- U Vl w I � I o R � * { 0 1 I I I O O A' { j I � 0 O ° W F I � New-�--ExISTING WF o 0 0 o a I I i 2 p p Oo 0 0 0 0 0 0 0 0 2 — II IF I — ulI I I \1011 . t I } { �► �► O 14 I I s I FA GR AJ Z 0 <_ I I l O= f s I 00LL AJ U W I I o — —_ �w I I WF W = W J to AJ I I i AJ �-� �•� ��{ OV I i I NEM3--*,-FXfSTING _ ✓ -• — W�p 4 I � I ✓r +•— — ✓� I _• I !I • "' I J •w ✓✓ uj � ✓� ✓ r,r _� �uu777 I �. ✓ ✓ .. wire NOTE: Q J ALL PLANTINGS TO REMAIN LL• ANY DISTURBED AREAS WILL BE ♦r �rwr.w' ' SEEDED AS NECESSARY V NM Z _l I CL co QoL.. � ALL AREAS WILL BE MAINTAINED uj LAWNS U.O.N. co cq TRUE NORTW 2449 EXISTING SITE LANDSCAPING PLAN SGALE:1"=40"-0p L104 101191200612:47:47 PM 4 1/40 HIGH 'CAPE COD' STYLE BIT CONC CURB SEE DRAINAGE STRUCTURE SCHEDULE m FOR DIAMETER, FRAME DEPTH, DRAIN 0 BIT LONG PAVING (SEE PIPE REQUIREMENTS RIM, COVER, INVERT, 0W nt PLANS FOR THICKNESS} AND SUMP ELEVATIONS FINISH GRADE TYPE "F" CATCH BASIN FRAME AND GRATE AS REQ'D - SET ul Ll 21-0"X2'-0" AND SURROUND FRAME WITH MORTAR w a RIM ELEVATION BRICK COURSES AS REQ'D TO COMP GRAVEL BASE COVER ELEVATION PROVIDE PROPER RIM ELEVATION " FLEX15LE 5UTYL JOINT SEALANT w ' 4 CTYP] CURB DETAIL SCALE: 1 1/2"4-0" z DRAIN PIPE AS NOTED - SEAL 10 E JOINT W/ MORTAR - PROVIDE + Cad "GAS TRAM" TFF wi -rnp FNrj CAP AS SHOWN AT OUTLET ONLY 3 ui w� ~� r • INVERT' OUT ELEVATION A � A � wVA PRECAST CONc CATCH BASIN 1 SLOPE GRADE •ry4�xv��o a z ,• �' ;,•� —— —— —— RIVER STONE PLUNGE. POOL _ AT OUTLET END ONLY Q SUMP ELEVATION _ 0 co UNDISTURBED SOIL ti. III I [ Mi IM II gip_ m � I III III III III III PVC STORM � , o � DRAIN - SEE L102 6" DIAMETER 6" RUBBER GASKET 3 30" I.D. SONOTU5F_ JOINT - TYP 0 0 LIGHTPOLE E� BASE PLATE GAS TRAP CATCH BASIN DETAIL- FLARED END/PLUNGE POOL C)ETAIL_ o 0 0 NOT TO SCALE SCALE:1/2'=1'-0" Z U) W Z �G o z Z U? W o Z NOTE: ELECTRICAL CONTRACTOR 0 Z Q PLAN TO SUPPLY BOLT PATTERN AND ANCHOR BOLTS TO SASE W U z MANUFACTURER O Q _ 0 30 DIA i >0 0 ANCHOR BOLTS SET PER MANUFACTURER'S TEMPLATE 3/4" TOOLED RADIUS U L-- 2} 3: -H - - U -r IN >-C) x W `H FT GRADE . = J J �M I � O ty i �- 4 w -- -- ELECT CONDUIT 1 LAYER k6 W2.gxW2.q m M 4- 4 WELDED WIRE FABRIC c .rG + ! 3'-0" HIGH PREFABRICATED SILT FENCE U. d T 4 O�0 WITH MIRAFI FILTER FABRIC OR EQUAL 4 o + I 4'-0" WOOD STAKES @ 8'-4" O.C. - BURY Q Q T 14 COMP SACKFILL FILTER FABRIC 4" INTO TOP 501L RUN OFF DIRECTION SECTION _ _ _ _ _-_- -� o � -III-I I I--�•-III--I 11----III---•-III �----I i I--w-i f I� CL W E C3 co J a oc cm �tm . LIGHT POLE'm BASE- -EROSION CONTROL BARRIER SCALE:3/4"4-0' SCALEs3/40-4-0' 24Q L105 10119/200612.50:09 PM all S r ttI yv r/At ECSlTr. lY+ f`11 ES ✓- ' - ' F f. :. .. _ f. i r °h i EX _ ^� STING CATCH BASIN d J GENERAL SEE DRAWINGS LIOt FOR SITE PLAN . ■ PROPOSED GA'1"CH SAStN SEE DRAWINGS L102 FOR SITE UTILITIES PLAN ;©; EXISTING LEACHING lu CATCI�I BA51N SEE DRAWINGS L103 FOR SITE GRADING PLAN M� PROPOSED LEACHING CATGI•t BASIN }" c o SEE DRAWINGS L104 FOR SITE LANDSCAPING PLAN �r tD(ISTING HYDRANT WITI-I GATE VALVE TE VALV SEE DRAWINGS 1_106 FOR SITE DETAILS PROPOSED HYDRANT WiTN GA E PROPOSED POLE MTD ASSUMED .SOIL BEARING CAPACITY: 4,000 P.S.F. LIGHT � FIELD VERIFY`EXISTING CONDITIONS PRIOR TO COMMENCING B1TEIORK ► PROPOSED'GROUND MTV LIGHT FILL 4 BACKFILL FILL AND BACKFILL SHALL BE PLACED IN LAYERS NOT EXCI*l DING 8� IN DEPTH. EXISTING FLARED PIPE END W/ RIP-RAP PLUNGE POOL PROPOSED FLARED PIPE."END W/ RIP-RAP PLUNGE POOL do 4%a FILL AND BACKFILL SHALL BE COMPACTED TO q5% OF MAXIMUM DENSITY EXISTING FLARED PIPE END OPTIMUM MOISTURE CONTENT, p U4� y JU Sri rAV�Nrar, 51TUMINOUS PAVEMENT SHALL BE PLACED IN TWO LAYERS U O N „WITH 4 1/2°' OR PROPOSED FLARED PIPE END �u CURBS 2# THICK BASE COURSE OF MASS. STATE D.P.W. CLASS I "StNDER" MIX;ANt7 ' A o 1" THICK TOP 'COURSE OF CLASS I "TOP MIX°. [SEE SITE PLAN'FOR,TOTAL 13 EXISTING CONCRETE CULVERT PAVING DFPTHI C� PROPOSED CONCRETE CULVERT ��y�,Eit$ BITUMINOUS CURB SHALL BE MACHINE FORMED USING MASS. STATE DPW, CLASS I °DENSEa MIX. SEE CURB DETAIL. 0 EXISTING SANITARY MANHOLE49 # �� DRAINAGE SEE DRAINAGE STRUCTURE SCHEDULE AND DETAILS FOR ADDITIONAL PROPOSED SANITARY MANHOLE � «- STRUCTURF.S INFORMATION. DRAINAGE STRUCTURES SHALL BE REINFORCED PRECAST 1 � CONCRETE. pq EXISTING GATE VALVE ti DRAINAGE PIPING DRAINAGE PIPE SHALL BE SET AT A 0.5% SLOPE U.O.N. pd PROP05ED GATE VALVE STORM DRAINS SHALL SE CORRUGATED SMOOTH WALL HIGH DENSITY — 3 CAPPED PIPE END E p POLYETHYLENE PIPE WITH SPLIT COUPLINGS. PROVIDE FITTINGS:As REQ'D O M PROVIDE FLARED END SECTIONS A5 INDICATED ON THE SITE UTILITIES PLAN. - 1.3 CAPPED PIPE END W/ GATE VALVE O r- PLANTINGS FINE GRADE AND SEED ALL DISTURBED AREAS OF CONSTRUCTION. -a EXISTING UTILITY POLE g ALL LANDSCAPING BY OWNER 4V PROPOSED UTILITY POLE O m to ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY {�, HANDICAPPED PARKING SPACE � m 0 � ABUTTING THE PARCEL AND INCLUDING THE TREE BELT SHALL BE MAINTAINED TEST PIT u IN A SAFE AND ATTRACTIVE CONDITION BY THE OWNER. �TX TRANSFORMER PAD TREE LINE _ PROPERTY LINE Z _ .. _.. ._. ... EASEMENT LINE .-- --- EXISTING ELECTRIC SERVICE Z V -EL- PROPOSED ELECTRIC SERVICE W ? Z Z U? O - ..--E--- EXISTING SITE ELECTRIC Z W 0 < z z Q .._,..,.E.....,._� PROPOSED SITE ELECTRIC W ----•-T----- EXISTING TELEPHONE LINE O �T_ PROPOSED TELEPHONE LINE IZ 2 - --W-- -- EXISTING WATER LINE Q PROPOSED WATER LINE _ �- F_ -- -C�----_ EXISTING GAS LINE Z IV) .,...G.. PROPOSED GAS LINE _ Q V -•- -SAN- -- EXISTING SANITARY SEWER LINE — Z r SAN PROPOSED SANITARY SEWER LINE _ z - _ST_ - EXISTING STORM DRAIN LINE � U O= -- -ST PROPOSED STORM DRAIN LINE = = U r = W --.G--- - PROPOSED CULVERT LINE NJ =s �J w � RD---- PROPOSED ROOF DRAIN LINE W = J O = pU SDI PROPOSED SLOTTED DRAIN LINE "` la "' W(o ------FD PROPOSED FRENCH DRAIN LINE ID PROPOSED INFILTRATION DRAIN LINE ._ 280 -- EXISTING CONTOUR LINE a w 320 PROPOSED CONTOUR LINE .. f Rge-TIOM OVERLAN15 WATER FLOW + A61.0' EXISTING POINT ELEVATION Z + 4(o1.0'1 PROPOSED POINT ELEVATION I m o Ja. F 0 io C) co Q . N ~ Q M ZAP* L106 10/20/2006 7:20:23 ZONING REVIEN THE PROJECT AS DESCRIBED BY THESE DRAWINGS MEETS OR EXCEEDS THE REQUIREMENTS OF THE LATEST EDITION OF THE LOCAL ZONING ORDINANCE AS`FOLLOWS: ',;WECTEON SERViCEI� 4s PROPERTY LOCATION: SILVER ST. AGAWAM, MA - PARCEL D ZONE: INDUSTRIAL A WITH INDUSTRIAL PARK PROTECTIVE RESTRICTIONSADDITI AL ARKIN F REQUIRED PROPOSED SET5ACKS COVERAGE PAVING SETBACK -- FRONT: 10' MIN 8611 (EXISTING) PAVING SETBACK - 51DE: 5' MIN 251t (EXISTING) PAVEMENT COVERAGE: 5M MAX AREA NOT EXIST + NEW - 28.82Z COVERAGE COVERED BY BUILDING OFF STREET PARKING I PER 1.5 EMPLOYEES EXISTING SPACES - 99 100 EMPLOYEES DIVIDED NEW SPACES a 40 BY 1.5 67 SPACES N.G. SPACES a 1 NEW + 4 EXIST 5 TOTAL. SPACES = 144 AWA A <�r Y'�";'` - �,'yk_ f IXr n :,�, a h� r r�`' + r ✓ - l` r�, -',r mJ y -. > `s T-.✓`r- a. �fE' y -2 , ,_RR � �✓'`,� 3 �. F�'�''rf� 7 < r rrr:�r�frr�rr �g��6 __ � .�3� = r's' � mrry ,; e r � Sr Ji _ D� ! - s`Z?.- - y.4' �S 7 - t1'�N�'_ •KYt d '!�t ' �-� .}'�� c �,- � � ��' `�:�`'�r ar ``s T6 sF r, �,,,� < 46$ r� � >tiy �' � w•; .. y y f....... ' ,x,-rLLr OSiTI ,. ???N-111, i Int, ,� t :.r._ f z.a r Sr - s-e ,r a�' ♦ »s�ryk C f Wa I OJ PREC T r.� LOCATION ,. sF�' •+� 1 l k'x'w- �S a - +�� `'�c 1. y 4 f i F `�S. *✓"„� t P� ,1 'r .sf RA x ',+'.- 3 oP f kx 1 tR.,: 5 a Y�. " ,.y��,�'-'41 ? '� Y45 �) � �,M1 E :.'Fi�4Y�'-. Y L ;I :"nL'�'... ,.-. yam.,jn-.fn f -�. �., � ��. � --�✓✓' ,ttr. R 'Y � � � f 1 `s,-a � p sr r r r �82 s e r ,✓�. } ., o � '�& v��j�' �-_ y,r ;f r;� ��M:�3 lea c y--'� �,:`" �k? c"yz'°� ✓,� '�`�.�-�� it. �..F.��" ? - _ r 959 - _ s E r r i '' N'. :. a^ a x :�s ?f �yce�s- r„�" ye'r'sy 3 �� e �ar"�+✓ ENGINEERINGTH E ♦�*`}� � ��¢r�srazcr ,u. PLANNING No. s CONSTRUCTION ' 't ' 1O[20�06 1 � III � IIIIf 1 M P AN Y SINCE 1955 0 N G 0 R m m �k IIIII I � BUTLER BUILDER EDWARD J. O'LEARY, RAYMOND M. VINCUNAS 1012012006 615:37 AM * FREDERICK J. SIRARD, R05ERT A. MCQUIRE, GO--PARTNERS D/B/A/ SILVER STREET PARTNERSHIP 170'-O" 250'-0" (951-211t cs� 0 1 NOTES I cz 1. EXISTING INFORMATION TAKEN FROM A PLAN PREPARED BY: I I � I I + 376 COLLEGE WIGWWAY 1 INC. I I (Sl SOUTWAMPTON, MA 01073 I I + ENTITLED: S52_q_30 E C NEW BUILDING FOR: ►+� 4g2.41' -- ,R BRIDGEPORT NATL BINDERY o p 1 "2 SILVER ST., AGAWAM, MA I 1 I FUTURE DRIVEWAY--- ' I I EXTENSION m 1 03 12/g8 I o I �_-- --- PROJECT NUMBER: I 50'-0" b EXIST SIGN m y 2320 I i EXIST 3" THK BIT CDNC RA I I i--- G 2. SEE L102 FOR SITE UTILITIES INFORMATION { I TOP OF I DETENTION 5,R >� 3. SEE L103 FOR SITE GRADING INFORMATION CGf 'o5 =" 5o'R W'R + 4. SEE L104 FOR EXISTING LANDSCAPE PLAN 130R m 6-I '-3" °' p BOTTOM OF S. SEE L106 FOR SITE DETAILS ' 'q `4 1 '-011 40'-0" r.'0151 75'-q" ' cn O C4 rn1 I DETENTIONa ,o. r� Of.YM1�lc MAIts�JtiCTuRtAI� GRouP, !lac. i I 1 _ .� 6. SEE L10(o FOR SITE NOTES / i " t I«JC1:7! iS I!�lIC WN4 1 / 3 t�3 LLi(..� I 1 I EXIST 10'x20' / ! -0 O DOLLY PAD of �./ 7. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING CONSTRUCTION a t� I 1 I VAN PARKING SPADE- ; o N�s c l v I I TYP OF 153 8. ALL PLANTINGS MUST.BE MAINTAINED AND TWAT PORTION OF TWE PUBLIC WAY EXIST $" TWK GONG ABUTTING TWE PARCEL AND INCLUDING TWE TREEBELT SHALL BE MAINTAINED IN A I I i b COMPACTOR PAD ;O '\ A ' SAFE AND ATTRACTIVE CONDITION BY TWE OWNER OF THE PARCEL `�ySfc��o V. I FUTURE DOCKS o b IST 6" THK GONG - op, DOOR APRON ; ' I Lillm TX ----------------•.-_----------- I 1 � O O I I t PARCEL 'D' + �M U I 1 I LOT SIZE = 7.OB5 ACRES 1 0 0 I 1 NEN BUILDING I i I FIN FL EL=Iqq,-6„ b m 3 In I i FUTURE BUILDING °' 1 3 *- o I i EXPANSION r= 1 3 u Q o N i I ` EXIST BIT culls I I ' EXIST OVERFLOW SPILLWAY I I i W/ STONE RIPRAP 40{_0" 1 O I I �- U In I I ! EXIST 4'-�0"X4`-0"X4" TWK 5 p'GK L�,N' t W Z W 0 CONG PAD CTYP OF 21 1 ' ' ZZI) W o r , Z5 < Z U Q I I C3 zoo ? ----- --- N i w a U n ----�-------------o l I 1 - IST I I C A KI G T GONG l a EXIST SEDIMENT TRA I ( E IG A 10 WALK + a 0- a CTYP OF 21 I 1 I `� �- a_ _ E� E " + I 1 I 23 SPACES @ q 0 -207 0 0 25 -0 R + _ 15, 15' I i �--EXIST 2 1/24 TWK BIT GONC PAVING CONG WALK EXIST SIGN ' + — � NE'�i-#-EXIS'PiHiG - ` TOWN OF AGAWAM 30, WIDE I I EXIST CONC WHEEL + DRAINAGE EASEMENT �I I c'v �` �` CTYP OF 11� ° + U 27' q' i Iq SPACES @ q'-0"=171'-0" q' 27, 0' I 1 I + — I I o N tfi ' 23 SPACES @ q'-0"=207'-0" 0' 25' 12' q SPACES @ q'--0"=81`-0" 'N + Q3 jlu� � LID Q RT C ` 1 Q �� 1O 5R �30R + I a = o I I U _ — ULu I 1 `n o� z --+ + — Y0 I z� I � � trw I I Lu}- EXIST q'X20' PARKING SPACES ---- W w —_ w i I z all i CTYP OF R41 U Nd+f-ak-p(15TING I ( i EX15T PLANTED ISLAND 28 SPACE5 @ g'--0"=252'-0" -- - + — O EXIST DETENTION AREA TOTAL 1 I � �R CTYP] --- _ �� - - w cD CAPACITY- 43,650 CF WESTMASS AREA DEVELOPMENT CORP. - SAW I I � NEW 30' LIGHT POLE - - `�� 400 WATT MH TO - u� W I ` I NEW DEEP MATCH EXIST I I SUMP CB -� / ul TOWN OF AGAWAM 30' WIDE WATER LINE 4 UTILITY EASEMENT m a I I '�ti260 _r r Q Z r f STANDARD MANAGEMENT CORP. ZW W ^ J V ca Lu Q N TRUE NORTH Q m SITE PLAN- SCALE.V=4D'-0" Liol 10/2012006 6:19:07 AM I I , NOTES ► � 1 1 � D ! 1. EXISTING INFORMATION TAKEN FROM A PLAN PREPARED BY: I ? ! THE O'LEARY COMPANY, INC. 376 COLLEGE 141GWWAY 1 1 SOUTHAMPTON, MA 01073 i I ! ENTITLED: l j 1 NEW BUILDING FOR:�-- .�•.......,...»_....�_-_ -- _�..�.-- -- -- ....,. -- --.._...___....�._4 -- -- -- -- -- 1 BRI DGrEPORT NATL BINDERY 4 I ( 4" PVC SLEEVE ! "2 SILVER ST., AGAWAM, MA I IFOP, LAWN 1 SPRINKLER ! DATED, I I i___--__--____ 1 1 EXIST 2" GAS MAIN 05/12/98 PROJECT NUMBER: 1 ! 2320 OH ELECT SERVICE ____-_ ! 1 2. SEE LIOI FOR SITE LAYOUT INFORMATION t,© EX TOP OF ------- �..............:::: ::::: w , ...:.....:. .. . I 1 1 ! 3. SEE L103 FOR SITE GRADING INFORMATION DETENTION : :;: . ;; ! EXIST UTILITY N ...... ! POLE #63 4. SEE L104 FOR EXISTING LANDSCAPE PLAN 1 4 EX BOTTOM OF :: : re Y POLE ! 1 d_a 0 :.: .:::: ( 1 DETENTION 1 1 1 S. SEE L105 FOR SITE DETAILS o SCHED 40 PVC 1 pPIR PRIMAPY ""'EL" _' / 6. SEE L106 FOR SITE NOTES wEX PIPE OUTLETS W/ 1SERVICE ! 1 ' S 1 2 to 1 ! I STONE RIPRAP i '/ ' 1 1 7. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING CONSTRUCTION a A EX INV-1q.63 F PLUNGE POOLS [TYP] EX PVC ROOF 8. ALL PLANTINGS MUST BE MAINTAINED AND TWAT PORTION OF TWE PUBLIC WAY I i DRAINS @ 1.0 EL/ + 1 / ABUTTING TWE PARCEL AND INCLUDING TIDE TREESELT SWALL BE MAINTAINED IN A 1 8" EX 12" CMP �� 1 i 1 /�� SAFE AND ATTRACTIVE CONDITION BY TWE OWNER OF TWE PARCEL 1 I � SLOTTED DR TGAS FaC CB-1 RIM-Ig5.42[DEEP SUMP] - -15' 15' 5' 15' 15 15w gw $s w w TX--�,_RD--T- -�,} --- -RD- i-- --- R SERVICE I 411 EX PVC. R + 1 1 1 I i DRAINS @ 0.5M I � I y I ill 1 1 EXIST SM14-10 v co " I 1 1 1 " k r W% 3" DIA PIPE- CAP i j ! 1 L y p N ! EXIST 12 WATER MAIN �.I w EX GROUND MTD 1,j 1 m In @ INLET END ONLY I i EX BLDG MTD LIGHTS �XBUILDING ACCENT LIGHTS 1 EXIST HYDRANT ® 6 y 1 i CTYP OF 5�1 FIN FL EL=199'-6" q Ih EX INV=1'� �.50 I I INS'=1g2.b7 EX INV=1�I2.501 IN1�=1g3.17 1 ! 1 1 I�.C 15 I I EX 6" t. l 1 EXIST 10" SANITARY SEWER I I ; EX OVERFLOW SPILLWAY 1 W t 1 1 K l 1 Z I W/ STONE RIPRAP I EXIST 6 li + 11 1 O EX INFILTRATION t STUB , 5AN 1 1 ! Z U DRAIN EX b" CI TO 100 g�r1 + 1 1 1 1 l z �� M I 1 r INVERT @ FDN 611 PVC 1 1 1 ! EXIST 6" SAN SEWER STUB EX W p r SEDIMENT TRAP 1 I i CTYP OF 21 INV= 1g3.50 \ @ b.6% y J 1 1 1 INV- 188.6 - PROVIDE 22.1/2' Z W I SWEEP @ STUB z Z V7 I i EX CAPPED FOR 1g2.02 \ ti l l Q Z U I FUTURE CTYP7 TEL 1 1 I ! z o o Z Q 1 i 1 t l ' WO. 0 Uf � Il �---__----_--------- ---- ----- - 1 + z O I 15„ ,r/�s�,I .] -� - 12'r - -.-I,r 12''" Rg�" "12" ion' -ao'T� - ' �1 F- j # i - EXIST TELEPHONE LINE F- I I [DE VU P71_FF_1 I 66 r EX TELEPHONE I INV=1q3. d� / CONDUIT + l 1 1 a < Q I I INV=ig5.00 EX G ROOF i EX 4" PVG SLEEVE2 / EX 4" PVC SLEEV 11 i 11 y 1111 DRA S @ 1.0% f FOR LAWN � EX INV= Ig6.33 �Cry FOR LAWN � 1 1 � 1 EXIST SMN-q I NEW ansTlN� SPRINKLER - SPRINKLER - Z 0 VZA I , ZEX 10 GI TO 10-o / Z I BEYOND FOUND EX CB-�� y 1 1 11 ! O S I 1 ' O I r1 // UG ELECT FEED 11 1 1 1 _ U W EX DETENTION AREA TOTAL I j 1 y�i ONLY CAPACITYm 43,650 CF i - + (,�, W00 .00 J NEW-4,--•9(15TING �� 1 i EX CB3 �� _� � r�� A\ y W tO I I [DEEP-SUMP] 1C CB-4 NEW 1 I NEW 10" -6 - -- -- - y PVC @ - 12 S -r I _ n tu EL -EL- I 15" EX POLE MTD -- YARD LIGHTS �� r ' EXIST 12" WATER MAIN cR I i NEW INVmIg3.00 NEW EL CONDUIT EX ADS STORM _ _ TO HOWLES RD a W n Ar EH !ram RA! n �r - - ..� to 1' I m _ -- IFX INV- 1g3.17 (L .,..J DRAINAGE STRUCTURES L -- -- - NUMBER TYPE DIAMETER RIM ELEV INVERT ELEV COVER EL SUMP EL PIPE SIZE Q ,,..... _ ? i EX C5-1 DEEP SUMP CATGH BASIN 48" 1016.00 NW 192.g2 SE 1g3.08 ig5.33 I87.33 NW-8" SE-8" CL �- EX C5-2 DEEP SUMP CATCH BASIN 48" I016.00 NE M.33 SW 1g3.17 1415.33 187.33 NE-8" SW-8" J Q (n EX CB-3 DEEP SUMP CATCH BASIN 60" 1g6.56 E I93.50 5W 1g3.33 Ig5.g2 187.g2 E-12" SW-15" Q W EX C5-4 CATC14 BASIN 48" 1g6.58 NE 1g4.08 W Ig3.g2 196.08 1g1.08 NE-12" W-12" 0. EX CB-5 CATCH BASIN 48" 1g7.58 SW 194.75 Igb.g2 191.g2 5W-12" O W NEW CB-6 DEEP SUMP CATCH BASIN 48" 196.58 SW 193.17 Ig5.41 1411.17 SW-10" C3 r.j F- -- co FRAME DEPTH FOR NEW CB-6 IS 8" - SEE DETAIL ON L105. Lu Q m 2449 SITE UTILITY FLAN SCALE:I"=401-0" L102 10120/2006 6.44:26 AM Lo a- IT T NOTES Z On* Lo I. EXISTING INFORMATION TAKEN FROM A PLAN PREPARED BY: 04 ------ THE CLEARY COMPANY, INC. 376 COLLEGE HIGHWAY SOUTHAMPTON, MA 01073 I I I#i,I\\ -- --__ ENTITLED: 1% 196 NEW BUILDING FOR: BRIDGEPORT NATL BINDERY 196-----------------------------------— "2 SILVER ST., AGAWAM, MA ----------- - -- ———— ———- -D DATED: 05/12/qb ——————-- + PROJECT NUMBER, iqr..so 2320 fr - ---- - - --- ------ 19ro.75 2. SEE 1-101 FOR SITE LAYOUT INFORMATION 96.42 3. SEE L102 FOR SITE UTILITIES INFORMATIONiI ' I } I# f# i Ili ..�:::: < :��: i ego 4. SEE L104 FOR EXISTING LANDSCAPE PLAN -197---- --- -- - --- .0 65. SEE 1-105 FOR SITE DETAILSf �f� { t y j} I � � �� i i � � a t / I C. as= uo& Fm arra monrma x Lu uj 7. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING CONSTRUCTION n S. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY I Iq2.W A2.671 I ABUTTING THE PARCEL AND INCLUDING THE TREEBELT SHALL BE MAINTAINED IN A SAFE AND, ATTRACTIVE CONDITION BY THE OWNER OF THE PARCEL EX IW-lq2M V Rimol%.0018_ 4K 100.42 -,qq- -r-r-n vp 17 00,10'10I II 14 0 E 0 0 111 0 'os I I ' I IIli�il ! il I I I I + + '*I�jlq2t t a C4 DING o U-) EX ]W-1412.67 FIN FL EL=1q9'-(o"I ! #i} } I� �j E iEEi I I 1412.13 11111LU ill 1 L :a EX 51J I JEX 1w Ma. li! } I� ,� I I � � i ! � I � 3 Ex : EX tWoM.17 1111 111jillm mll W:Ilq2.50i ...........+I cc Ex 0--Moo i ! Illill � tl ; D i l i � ! II III I � I j I � ,� ` � � � ! 1 ilylil III i I l j i i — . _ \\ 1� 1 } 195.BtJl !11 I } # III ; l i l i I I � t i // � Z � j C4 Lr- Z Ld - W Z F-jr 0r- z Z 0 V 0 i I IIlI } ! 111 I I I , 11z zJO < 3: 2 w a. o o-----ram!-------- -Iqq--------- - - N V4 VA iL 66 T q < q7 192.50 ISTING + A9.17 1~% - r - j L't I I I r Ill I I I IN, 0 1 Hill 0 197.W 197.33 k < t -`� �- z 3; a.0 Ll 1 7-- 0 x EX IM 197�55 195 1-e -��' -- IS UJI 14 Lu J I I u ISTIS,-' 111. .11, � TI +Ex z Lu Mw loo, 'o /� I , I'7� i i - '000, .op , 192.75 192-83 �4.001 LEC P1 -1 + ,Do 11v I Jill ---- -- -- - -- a: I I i } - EX lw-793.17A� [ON UA0 II CONTROLS M Act -z---- --------- --- ------------ -- ---- ------- --- I r L fn CL a: F j 0 ca Za"'ww w 0 a 0 co 0 C..4 LLI I,- M SITE: GRADING PLAN 2449 SCALE.-l'-40-0" L103 10120/2006 6:20:21 AM s� 0 1 I NM NOTES U) ( 3 1. EXISTING INFORMATION TAKEN FROM A .PLAN PREPARED BY: ( I t T14E O'LEARY COMPANY, INC. 376 COLLEGE WIGWWAY ( SOUTWAMPTON, MA OIM I I ! ( ( ! ENTITLED: j t-41- __ __ __ ..._ ... - __ __ � NEW BUILDING ` FOR- RT EXISTING PLANTING SCHEDULE "2 SILVER ST., AGAWAM, AQ MA SYMBOLIDESCRIPTION SIZE QTY. I ] DATED f ! { 05/f2/Q8 p NM NORWAY MAPLE 4" - 4 1/2" CAL. 6 ( t ( i ` PROJECT NUMBER: WP WWITE PINE 41 - 5' 14 ( ! ; t 2320 DA DARK A1"IERICAN ARBORVITAE 6' 7' 6 I y 2. SEE 1_10I FOR SITE LAYOUT INFORMATION 1 ( �__---__-___-- CR GATAWBA RWODODENDRON 18" - 24" q :::.::... s ::::::.::::.:::::.: WF WEEPING FORSYTHIA 2' - 3' 6 ( j 1 t S. SEE L102 FOR SITE UTILITIES INFORMATION " 4. SEE LIO3 FOR SITE GRADING PLAN ®. AJ ANDORRA JUNIPER 1S° - 24" 5S , CON * CONIFER 3 CAL. 16 co s DEC * DECIDUOUS 3" CAL. 5 ( ! `�, y / S. SEE L1� #' SITE DETAILS (n o I 1 ar � 4. *cc LJG6 FOR 011M HOT= � �Lu Q(�1 x coN�r r MAY ca�iaia-r iccp ri,�rw a, auc etc r r�►r� a �r Ls7C��J�ra' �I ( i � 1 ! V_ tu �© op 7. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING CONSTRUCTION Q ** DECIDUOUS MAY CONSIST OF SPRUCE FAMILY TREES, CANADIAN HEMLOCKS ( ! ct OR AUSTRIAN PINE. ! I i DA t w � 8. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF TWE PUBLIC WAY ABUTTING TWE PARCEL AND INCLUDING TWE TREEBELT SHALL BE MAINTAINED IN A I 6 op SAFE AND ATTRACTIVE CONDITION BY THE OWNER OF TWE PARCEL �G ( t 1 1 I ; C) (D o ( ( O cOo O I 4 i EX3U i LD I NG ' DEC o a cv ai' ( t ( FIN FL EL=1q9'-6' 4 ® ' ' EXIST VEGETATION c. � M TO REMAIN CON 1 1.1 ILI 1.1 1 1 I i ! CON ( i 3 ! ( ' AJr ' j ! ( 24 i Z O if) !+ Z U U) ! I I o000 ` WZ � no ( ( ; oo s ZZ (1) W O U ( ' o t Z ...1 OZA Z 0 { ( c O 10, a ` d 1 ! 1 _ t ( N°"'- -EXISTING 2F o 0 Oo°o o°o o°o o°o °o° 2 ...•. ( I ! Z ( ! ( 1011 ( ! ( FA CR AJ ; Z ( I 3 3 34 0 — Q — O a3: U o= t 1 0v LLL © AJ ! U W 65( (xLd WF w w W J ( I 3 ram - = JO ( i AJ �� ► 1 =- D U I ' 1�1:W-I�E--DfISTINC� 4 r/ 1 w co r i r r — Lu Lu I - — NOTE: J ALL PLANTINGS TO REMAIN - U. ANY DISTURBED AREAS WILL BE rR r ~ SEEDED AS NECESSARY V _ — Z Q ~ NM w 1 O.. .,...! O co ALL AREAS WILL BE MAINTAINED z Q I= LAWNS U.O.N. Z W w Lu 0 zpC) co N TRUE NORTH co 2449 -EXISTING SITE LANDSCAPING FLAN SCALE:I" 40'-O" U04 10119a00612:47:47 PM 4 1/4' HIGH 'CAPE COD' STYLE BIT CONC CURB SEE DRAINAGE STRUCTURE SCHEDULE o FOR DIAMETER, FRAME DEPTH, DRAIN I'-•0" PIPE REQUIREMENTS RIM, COVER, INVERT, BIT CONC PAVING (SEE AND SUMP ELEVATIONS PLANS FOR THICKNESS) FINISH GRADE TYPE "F" CATCH BASIN FRAME AND GRATE AS REQ'D - SET 2'-0"X2'-0" AND SURROUND FRAME WITH lu MORTAR d "- RIM ELEVATION 0 BRICK COURSES AS REQ'D TO z COMP GRAVEL BASE 7COVER ELEVATION PROVIDE PROPER RIM ELEVATION j FLEXIBLE BUTYL .JOINT SEALANT tTYP3 CURB DETAIL SCALE: 1 1/2"-1'-0" z ,= DRAIN PIPE AS NOTED •- SEAL a° E JOINT W/ MORTAR - PROVIDE N o "GAS TRAP" TEE W/ TOP END CAI- A� *HOHN AT OUTL.CT ONLY 3 6 :© ' INVERT OUT ELEVATION fin. c�i o w PRECAST CONC CATCH BASIN > s Y• 11 SLOPE o h • GRADE �orMx4a� o z - RIVER STONE PLUNGE POOL AT OUTLET END ONLY U SUMP ELEVATION 4 — - -UNDISTURBED SOIL � o O N` ! I I ! f 1 1 11 ! 11 1 11 ! !1 1 11 1 1) 1 11 1 ! PVC STORM DRAIN - SEE L102 , m O e--j M 3 '- b" DIAMETER 6" RUBBER GASKET 3 u JOINT - TYP --•-30" I.D. SONOTUBE a o. LIGHTPOLE BASE PLATE Z E� 0 F- U) GAS TRAP CATCH BAS I N DETAIL FLARED END/PLUNGE FOOL DETAIL. ° 0 0 NOT TO SCALE SCALE-1/2'4-0" Z U iY D M Li Z .- O W Z W - z z U) O Z NOTE: ELECTRICAL CONTRACTOR z J OPLAN TO SUPPLY BOLT PATTERN AND W LL U N Z ANCHOR BOLTS TO BASE O MANUFACTURER >0 30" DIAcn O ANCHOR BOLTS SET PER MANUFACTURER'S TEMPLATE 3/4" TOOLED RADIUS G z3: r-rT — 0 a a� _,. U o o — UW N �W -H r[ GRADE =L bo r*HI� � III I � IT tu r - + a w ELECT CONDUIT U4 ❑ I I LAYER foxb W2.gxW2.9 -H -I- + 4 WELDED WIRE FABRIC 0 J Op -H p 3'-0" HIGH PREFABRICATED SILT FENCE .. Q WIT14 MIRAFI FILTER FABRIC OR EQUAL 4 p 4'-0" WOOD STAKES @ W-4" O.G. - BURY Q COMP BACKFILL FILTER FABRIC 4" INTO TOP SOIL ,L Z RUN OFF DIRECTION w 0 co SECTION _ _ -III �t LL. a: z w� II11-III._III _IIlfll�III__ w W i= C) co Cj �t M t� LIGHT POLE BASE EROSION CONTROL BARRIER- 2449 SCALE:3/4"4-0' SCALE:3/4'4-0" L105 101191200612:50:09 PM N O SYMBOL LEGEND SITE NOTES � ❑ EXISTING CATCH BASIN � GENERAL SEE DRAWINGS 1_101 FOR SITE PLAN ■ PROPOSED CATCH BASIN SEE DRAWINGS L102 FOR SITE UTILITIES PLAN @1 EXISTING LEACHING CATCH BASIN SEE DRAWINGS L103 FOR SITE GRADING PLAN PROPOSED LEACHING CATCH BASIN t- SEE DRAWINGS L104 FOR SITE LANDSCAPING PLANT EXISTING HYDRANT WITH GATE VALVE A SEE DRAWINGS L105 FOR SITE DETAILS PROPOSED HYDRANT WITH GATE VALVE 0 ASSUMED SOIL BEARING CAPACITY: 4,000 P.5.F. s PROPOSED POLE MTD LIGHT z FIELD VERIFY EXISTING CONDITIONS PRIOR TO COMMENCING SITE WORK. s PROPOSED GROUND MTD LIGHT FILL BAGKFILL FILL AND BAGKFILL SHALL BE PLACED IN LAYERS NOT EXCEEDING S° IN DEPTH. E@> EXISTING FLARED PIPE END W/ RIP--RAP PLUNGE POOL FILL AND BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY OF -Ew PROPOSED FLARED PIPE END W/ RIP-RAP PLUNGE POOL OPTIMUM MOISTURE CONTENT. p EX15TING FLARED PIPE END BIT PAVING BITUMINOUS PAVEMENT SHALL BE PLACED IN TWO LAYERS U.O.N. WITH 1 1/2" OR n U c�u ' Z" J Hlf.;N GAS= WUKbt UI- MA55. 5TATt D.P.W. GLA55 I "BINDER" MIX AND PROPO&�D LAR U PEPS EMD pp lu P THICK TOP COURSE OF CLASS I "TOP MIX'. [SEE SITE PLAN FOR TOTAL w PAVING DEPTHS CDEXISTING CONCRETE CULVERT Q A BITUMINOUS CURB SHALL BE MACHINE FORMED USING MASS. STATE DPW, Cm PROPOSED CONCRETE CULVERT �SEIiS GLASS I DENSE MIX. SEE CURB DETAIL. p EXISTING SANITARY MANHOLE DRAINAGE SEE DRAINAGE STRUCTURE SCHEDULE AND DETAILS FOR ADDITIONAL ■ PROPOSED SANITARY MANHOLE STRUCTURES INFORMATION. DRAINAGE STRUCTURES SHALL BE REINFORCED PRECAST ilk CONCRETE. pd EXISTING GATE VALVE DRAINAGE PIPING DRAINAGE PIPE SHALL BE SET AT A 0.5% SLOPE U.O.N. pa PROPOSED GATE VALVE STORM DRAINS SHALL BE CORRUGATED SMOOTH WALL HIGH DENSITY CAPPED PIPE END POLYETHYLENE PIPE WITH SPLIT COUPLINGS. PROVIDE FITTINGS AS REQ'D PROVIDE FLARED END SECTIONS AS INDICATED ON THE SITE UTILITIES PLAN. -D43 CAPPED PIPE END W/ GATE VALVE 0 PLANTINGS FINE GRADE AND SEED ALL DISTURBED AREAS OF CONSTRUCTION. .a EXISTING UTILITY POLE ® 0 ALL LANDSCAPING BY OWNER A' PROPOSED UTILITY POLE 4J o ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY & HANDICAPPED PARKING SPACE m Lo ABUTTING THE PARCEL AND INCLUDING THE TREE BELT SHALL BE MAINTAINED m IN A SAFE AND ATTRACTIVE CONDITION BY THE OWNER. TEST PIT 3 M TX TRANSFORMER PAD u TREE LINE ..- ---..-.- PROPERTY LINE ————— EASEMENT LINE z O - -EL- - EXISTING ELECTRIC SERVICE Z —EL PROPOSED ELECTRIC SERVICE Of � :)Z IX - - -E-- - EXISTING SITE ELECTRIC W Z O ....,....�.E--..Y... PROPOSED SITE ELECCTRIC a Q z 0 O z -- a - -7------ EXISTING TELEPHONE LINE W U 0 z T PROPOSED TELEPHONE LINE a -- -W-- - EXISTING WATER LINE W PROPOSED WATER LINE _ -- -G------ EXISTING GAS LINE >0 O z cn —G PROPOSED GAS LINE U - -SAN- - EXISTING SANITARY SEWER LINE Z SAN PROPOSED SANITARY SEWER LINE — Z --- ----ST- -- EXISTING STORM DRAIN LINE _ ¢_iZ —ST----- PROPOSED STORM DRAIN LINE = U = W C PROPOSED CULVERT LINE j _= M W ------RD PROPOSED ROOF DRAIN LINE W w _� W,_J J SD PROPOSED SLOTTED DRAIN LINE _ .__. U LLJ Fp PROPOSED FRENCH DRAIN LINE _ID— PROPOSED INFILTRATION DRAIN LINE _- 280 _ _ EXISTING CONTOUR LINE 320 PROPOSED CONTOUR LINE zi ----� DIRECTION OVERLAND WATER FLOW W J D + 461.0' EXISTING POINT ELEVATION + 461.0 PROPOSED POINT ELEVATION m o u.. MINN z �t a Z � r a Coco zCL a: owe U4 o p co L a m � � Qm � 2449 L106