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8448_SITE PLAN DFF CORP. ABRAMS DRIVE 849 8 � �� rla�, D �rF �•a,r , A�rPmS IifciVt Town of AgaWvA A 1'l Ott r; 36 Main Street Agawam, Massacdy �l P1� 7 Tel. 413-786-0400 Fax 413-786-9927 n l 0 ;' �c PLANNING BOARD April 24, 2008 Ernest Denby DFF Corp. 79 Abrams Drive Agawam, MA 01001 Dear Mr. Denby: At its duly called meeting held on April 17, 2008, the Agawam Planning Board voted to approve an amendment to the approved Site Plan for KSD Limited Partnership to include the construction of a vestibule attached to the main-office entrance and shown on a plan entitled "Proposed Grading Plan, Agawam, Massachusetts for: KSD Limited Partnership, prepared by D.L. Bean, Inc. and dated 10-6-2006, Rev: 2-08-2007, Added Vestibule 4-15-2008 and Layout and Landscaping Plan, Agawam, Massachusetts for: KSD Limited Partnership,prepared by D.L. Bean, Inc. and dated 10-6-2000, rev: 2-8-2007, added vestibule 4-15-2008. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, Travis Ward, Acting Chairman AGAWAM PLANNING BOARD TW/DSD:prk cc: D.L. Bean, Inc., Building Dept., Engineering Dept., Town Clerk, File 04/17/2006 0SA 5 FAX 4138210831 003/004 TOWN OF AGAWAM ri ;y' Department of Public Works 1 1000 Suffield Street • Agawam, MA 01001 Tel (413) 8210600 - Fax (413) 8210631 John P, Stone - Superintendent MEMORANDUM To- Planning Board CC: Dave Bean—A. L. Bean INC; John Stone—DPW Supt.; File From: Engineering Date: April ]7,2008 Subject: SP 486—79 Abrams Drive Per your request, Engineering has reviewed the amended site plan and no cornnnent at this time, If you have any questions please do not hesitate to contact this division. Sxnccrely, G. Decker,B.I.T. Michael C. Chase, P. E. ivil Engineer I Town Engineer s_*\486 kds Nimibed perowship 79 ebrams drivc\mcraoslmemo 5.doc D. L. BEA , INC. -- LAND 4NSULTANTS 413-562-7566 Forty School Street Fax #413-562-2091 SURVEYORS Westfield, Mass. 01085 ENGINEERS April 15, 2008 Travis Ward, Chairman Agawam Planning Board 36 Main Street Agawam, MA 01001 RE: KSD Limited Partnership-Amended Site Plan -79 Abrams Drive Dear Board Members: Enclosed are 2 plans from the originally approved site plans, sheet 2 and 3 of 5, showing a proposed vestibule attached to the main office entrance. Also enclosed is an 81/2" X 11" plan of the vestibule layout, prepared for DFF Corporation. This site plan was approved early last year to allow the construction of a 137,175 square foot addition with associated drives and parking. This proposal is to amend the approved plan to allow for the addition of a 137 square foot vestibule for climate control. No other changes of layout of grading or otherwise are proposed. We will appreciate your approval of this minor modification at your earliest convenience. Thank you for your attention to this request. Sincerely, D.L. Bean, 2008 David L. Bean,President " attachments: Application for Site Plan Approval- AMENDED Proposed Grading Plan(Sheet 2) -amended 4-15-08-4 copies Layout and Landscaping Plan(Sheet 3) - amended 4-15-08 -4 copies Proposed Vestibule Plan(8 1/2" X 11")- 11-29-08 - 4 copies cc: James Russell,V.P. -DFF Corp. Dan Stebbins, Contractor DLB/ssc April 15, 2008 AGANAX PLANNING BOARD FORM D Application for Site Plan Approval- MENDED Please complete the following form and return it and 10 copies of the Site Plan to: Agawam Planning Board office of Planning and Connunity Development 36 Main Street Agawam, NA 01001 1. Name of Business DFF Corporation Address 79 Abrams Drive, Agawam, MA 2. Name of Applicant/owner KSD Limited Partnershi Address 79„Abrams Drive, Agawam, _MA Telephone 413-786-8880 3. Name of Engineer/Architect D.L. Bean, Inc. Address 40 School Street - Westfield, MA 01085 Telephone 413-562-7566 4. Please give a brief description of the proposed project: Site Plan approved early last year is to be amended by adding a 137 S.F. vestibule to the main office entrance for climate control. 4*1 Q Rev. 2/14/94 ,� Rwhiar�e r �,� 2.10 Plm Worn x ---- to'- err A PROPOSED VESTIBULE EL TION FRONT SCALE "=1'-0" $ 0 V z 4� s, Z o O = o � a W LLI SPEC'S r ram• a DESIGN GROUP 1314 L1C IWO X $prifgAakl,MAo1103 (M) Fa013)r m JohW.W.A Nu; Ddr 11-79.07 SK-6 , --- r-4 4 c aws sr: K VESTIBULE PLAN VIEW p PROP E VESTIBULE ELEVATION,SIDESo*;IV= of,2 SCALE =1'-0" B SCALE "=Nr Q,� P'onasd Veslbule Hev p m NTH 0 V 2' 4' 8' 0 V 2' 4' Br aivn,wworr.wo��ora�►aow► 11{1�{2006 12 . 1.3 fiAK C�3S3'�10631 �j01711D43 Town of Aga Warm -Depanmeru of Pubic Works FAX TRANSMISSION COVER SHEET Daw" - To.- � �K f�C� CX64- Far., Re.- Sender: - Uwartcoant of Eublic Works , YOU SHOULD RECEIVE PAGE(S), INCLUDING THIS COVER SHEET. 1F YOU DO NOT RECEIVE ALL THE PAGES, PLEASE CALL 413-821-0600, THANK YOU I Comments: CONFIDENTIALITY NOTICE T r-information and documents transmitted by this facsimile are privileged 2=d contain infor=tion intended only for the person(s) named below. Any onset distribution, copying or disclosure is strictly problbittd. If you have received this facsimile in error, please be aware that any disclosure, copying, distribution or use of the contents of this docent is prohibited and please notify'us of this error, by tclepbOsle, as soon as possible, Thank you. 11/17/2006 12: 17 FAX 4138210631 11 002/003 `SOWN OF AGAWAM .Department a,f Public Works 1000 Suffield Street Agawam,MA. 01001 Tel (413) 821-0600 Fax (413) 821-0631 John P. Stone--Superintendent MEMORANDUM To: Planning; D.L. Bean, Inc.; Mayor Richard Cohen CC: Con. Comm. /John Stone-DPW Supt /File From: Engineering Date: November 17, 2006 SuNect Site Plan - DFF Corp. -Abrams Drive - SP 486 Per your request, we have reviewed the site plan entitled XSD Limited Partnership, General Creighton W. Abrams Dr., Agawam, MA; Prepared by: D.L.Bean, Inc.; Rev„ 11-13-2006; Scale: 1"=40' "and we note the following: 1. The following comments deal with the proposed starrnwater retendoo system: a. The current proposal calls for retention ponds that do not have any outlet pipes. The retention ponds will rely on infiltration to empty the ponds. Although this process does work, it requires diligent observations and maintenance of the infiltration systems. It is a design that is allowed but discouraged if other options are available. b. The test pits were performed without Engineering there to witness them. Perc tests were not performed at the elevations and locations that the proposed infiltration structures will be located. Therefore, the pare rate had to be calculated using soil data for the site. It was calculated that the two ponds with an infiltration chamber will take as much as 32 1/3 hours to completely empty after the 100 year storm. This was calculated with the system working under optimal conditions. Engineering's standard for infiltration subsurface design states that 35% of the measured perc rate be used to account for a system which may have silt in it or is not working properly. Therefore, the ponds could have water in them for as long as 92 hours after the 100-year storm. Having water in the retention pond for that length of time could lead to many problems including overtopping of the berm during back-to-back storms. c. During the peak of the 100-•year storm, the water in the detention pond is calculated to be as much as 4 feet deep. The 100-year flood peaks at elevation 193 which is 2 feet higher than the roars located 50 feet away. The Superintendent of Public Works is concerned that 'if the pond fails, the roadway might be compromised, d. According to the original design of the Agawam Industrial Parts. the entire drainage system of the parts is to use detention ponds with positive outflow. It specifically states that the "concept of centralized detention is not to impound the water on a permanent basis.__" The Superintendent of the DPW insists that retention systems not be used if at all possible. Retaining the stormwater on sites could lead to raising the seasonal high groundwater level. Therefore, retention areas should be proposed only in areas where it is absolutely necessary and on a limited basis. 11/17/2008 12: 18 FAX 413821OB31 IZ O03/003 e. Originally, it was thought that the design would be required to stay completely out of the wetland to the west. The former Town Engineer had supposedly made an agreement with D.L. Bean, Inc. that a retention pond system would be allowed. However, Engineering has not been able to find any record of this agreement. The former Town Engineer has not been available for comment on this matter. It should also be noted that this if this agreement was made, it would have been prior to the submittal of the current design. f. The onsite wetland has received a "negative determination" according to the Massachusetts DER The proposed plan already crosses the wetland for the access road without any proposal or need for replicating the removal of wetland area according to D.L. Bean, Inc.. The Conservation Commission is concerned that retaining a majority of the stormwater on site will reduce the volume of water that is currently flowing into the town drainage system on Shoemaker Lane which in turn feeds a stream and wetland. Therefore, the applicant should create a design using detention ponds and positive flow instead of retention ponds with no outlet pipes. Since the wetlands seem to no longer be an issue, the detention pond could be expanded all the way to the sewer easement. There should be more than enough room to design a drainage system that would be less subject to causing problems if it happens to fail_ In fact, once the calculations are done, the current pond sizes might be larger than needed based on pre and post peak stormwater rates. Please note that the new design should make considerations for the water that will cross under the access road and flow to the existing flared end at Shoemaker Lane. 2. The proposed emergency spillways should have rip rep. A detail of the spillway is needed on the detail sheet. 3. The proposed bituminous concrete at the northeast edge of the site should either be re- graded or edged with curb to prevent storm waters from migrating off site to the north. The extent of the berm should be labeled on the plan. 4. The detention system needs to be constructed prior to disturbing a large area of ground. Increasing impervious areas and creating a large disturbed area without having any retention/detention can cause serious erosion or flooding problems on neighboring properties or the roadway. Engineering will allow only the foundation to be constructed prior to completing the installation of the detention ponds. However, the area of disturbed soils must be kept to a minimum and all erosion controls must be in place prior to starting any worts. 5. The latest version of the Stormwater Permit Application has been uploaded to the Engineering page of the Town of Agawam website. 6. The site plan needs show where the proposed sewer lateral will be. 7. Engineering is currently looking into the capacity of the two 12" RCP pipes to make sure that the current 100-year peak flow rate for the runoff from the property to the north will .not be affected, Engineering reserves the right to make additional comments as it sees fit. If you have any questions, please do not hesitate to contact us. Sincerely, I U 'L, Michael C. Chase, E.I.T. Interim Town Engineer K ENGfNEMSPWG v=Ilmiled PariwwAv-79 ebv"m d+i�n■nwmMdoc 12/14/2006 15:49 FAX 4138210631 IM 002/002 TOWN OF AGAWAM Department of public Works 1000 Suffield Street - Agawam, MA, 01001 y Tel (413) 821-0600 - Fax (413) 821-0631 John P. Stone—Superintendent MEMORANDUM To: Planning; D.L. Bean, Inc.; CC: John Stone - DPW Supt. 1 File From: Engineering Data: December 7, 2006 Subject: Site Plan - DFF Corp. -Abrams Drive- SIP 486 .. Per your request, we have reviewed the site plan entitled "KSD Limited Partnership, General Creighton W. Abrams Dr., Agawam, MA; Prepared by: D.L.Bean, Inc.; Rev.: 12-5-2006; Scale, 1"7-40' " and we approve these plans. These plans are ready for the Board's signatures. If you have any questions, please do not hesitate to contact us. Sincerely, Michael C. Chase, E.I.T. Interim Town Engineer H:tiENGtiT+EER56PL680 f�S S4m$i6 P�Mtl�p 79 IheM"!byvilrr.�moW{,sx :=c MAsSDEVELOPMENT 160 Federa{St-eet &5-,07. 4assnhusetts November 13, 2006 02110 Deborah Dachos Tel:617-3 30-2000 Planning Director 800-445.8C30 City of Agawam 36 Main Street Agawam,MA 01001 pax:6!7-330•i0G 617.451-3L29 Dear Ms. Dachos: On November S,2006 the Massachusetts Development Finance Agency gave preliminary approval to issue a revenue bond on behalf of KSD Limited Patnership/DFF Corporation. The proposed project would be located in Agawam, Massachusetts at the address(es) listed on the attached summary included for your information. The bond would be issued pursuant to Chapter 23G and 40D of the General Laws. The Agency's policy is to advise the appropriate local and regional planning agencies to ascertain the relationship of a proposed project to any existing state, local or regional comprehensive plan. The purpose of this letter is to notify you of the project and to request that you advise in the event that the proposed project conflicts with an existing local or regional comprehensive plan. If r4,�R°"h you would like further information on the project, or if you would like the Agency to consider any comments you may have, please give me a call. QRdr�EALE'I �ie.!eugt Coven,), Sinter y, Rw<C G.Ktt an• CMarr^ta•i � teve hiro N _:c•,4F; Senior Vice President Presdenl;CEL' Enclosure: Summary cc: Shatz Schwartz and Fentin P.C. 1441 Main Street , Springfield, MA 01103 Attn: Gary Fentin,Esq. '�'UV X 6 2006 ��k"kJ;'r:•rea!: pnoer mrru{arawC r;elcasaUvsEvs Meeting Date: 11/8/2006 KSD U IITED PARTNERSHIP/DFF CORPORATION REQUEST; To assist the applicant in financing an industrial project,approval of the proposed project for a MassDevelopment Tax-Exempt Industrial Development Bond issue is requested. This project will need an allocation of state volume cap from the Executive Office for Administration&Finance. BORROWER: Borrower: Use s : KSD Limited Partnership DFF Corporation 79 Abrams Drive 79 Abrams Drive Agawam,MA 01001 Agawam, MA 01001 PROJECT LOCATION: 79 Abrams Drive Agawam,MA 01001 PROJECT: Proposed are construction of a 136,000 square foot addition to the company's existing facility and the purchase of new manufacturing equipment(including machining centers,pallets, lathes, CMM). GUIDELINE ISSUES: None SOURCES&USES: Sources: MassDevelopment IDB $10,000,000 Conventional Bank Loan 2,075,000 Cash 500,000 Total $12,575,000 Uses: Building Addition(136,000 s.f) $7,325,000 Manufacturing Equipment 5,000,000 Architectural&Engineering 100,000 Fees and Expenses $150,000 Total $12,575,000 BOND AMOUNT: $10,000,000 EMPLOYMENT: Current employment at project site: 145 Projected new employment at project site: 25 G:1Public Record12006\KSD LP_DFF Corp(OA).docI COMPANY: DFF Corporation was formed by Ernest Denby in 1969 with 4 employees. The company has grown steadily and transformed itself from a tooling and development shop to a contract manufacturer of precision components and electro-mechanical assemblies for companies in the automated electronics,semi-conductor,medical and office products industry. DFF also manufactures products for aerospace and defense industry based companies. DFF's investment in state of the art machine tools,cost reduction engineering expertise and lean assembly manufacturing principles have enabled the company to maintain a competitive advantage in a global economy. DFF products are currently exported to Mexico, China, and Europe. PUBLIC PURPOSE The proposed project will create 25 new jobs in an Economically BENEFIT: Distressed Area. PRINCIPALS: DFF Co oration Ernest E. Denby KSD Limited Partnership Ernest E.Denby BOARD ACTION: Make the statutory findings and approve the resolution authorizing Official Action for a MassDevelopment Tax-Exempt Industrial Development Bond. G:IPublic Record120061KSD LP DFF Corp(OA).doc2 'own of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 0 .�� Tel. 413-786-0400 Fax 413-786-9927 O� C PLANNING BOARD n r�- November 3, 2006 w O rr Ernie Denby, Principal KSD Limited Partnership P.O. Box 285 Agawam, MA 01001-0285 Dear Mr. Denby: At its duly called meeting held on November 2, 2006,the Agawam Planning Board approved the Site Plan entitled "Existing Site Plan, Agawam, Massachusetts for: KSD Limited Partnership, General Creighton W. Abrams Drive, Agawam, MA", Sheets I dum 5,prepared by D.L. Bean, Inc., dated 10-6-2006 with the following conditions: -- Engineering Department comments dated November 2, 2006(attached) are to be addressed; -- a detailed landscaping plan showing size and species is to be submitted and approved by the Board; -- dumpster location with screening is to be shown on the plan; any proposed signs shall be shown. To date, the Planning Board has not received comments from the Fire Department: It is the applicant's responsibility to ensure they have no comments on the site plan. _2_ Three sets of revised plans shall be submitted to the Board for their signatures. If you have any questions, please contact this office at 786-0400, ext. 283. Sincerely, Dennis B. Hopkins, Chairman AGAWAM PLANNING BOARD DBHIDSD:prk cc: Building Department Engineering Mayor Fire Dept. D.L. Bean, Inc. Town Clerk File 11/02/2006 16:55 FAX 4136 31 003/005 TOWN OF ACAWAM � Department of.Public Works 1000 Suffield Street - Agawam, MA, 01001 �r 4� Tel (413) 821-0600 • Fax (41.3) 821-0631 John P. Stone— Superintendent MEMORANDUM To: Planning CC: Con. Comm. f John Stone-DPW Supt_ / File From: Engineering Date: November 2, 2006 Subject: Site Plan - DFF Corp. -Abrams Driue - SP 486 _ u Per your request dated October 30, 2006, we have reviewed the site plan entitled "KSD Limited Partnership, General Creighton W. Abrams Dr., Agawam, MA; Prepared by: 131,13ean, Inc., Rev.: 10-30-2006; Scale: V=40"' and we note the following: 1_ The stormwater calculations are in a format that is difficult to analyze. In order to fully check that the calculations were done correctly and all stormwater requirements are met, Engineering will need to input the data into HydroCAD. This may take some time due to the current workload of the department. However, the applicant can submit the data in HydroCAD format to help speed up the review process. 2. According to the new Stormwater ordinance, the following items must be addressed before a complete analysis of the stormwater calculations and system can be performed; A. A plan containing all hydrologic information for both the pre and post construction needs to be shown. B. The peak runoff rates need to be compared for the pre and post conditions for the flared end structure located near Shoemaker Lane. If there is an increase in runoff at this location which results in exceeding the capacity of the town system, proposed improvements may be required. Engineering believes that there may be an increase in flow rate,and total volume due to the fact that the pipe from the loading dock area eaters the wetland untreated and without any detention (see comment below regarding TSS removal requirement) C. A clear outline of the soil survey information for site which includes all soil types and soil characteristics. This should be shown on the plan so that soil types can be easily seen. D. The following hydrologic model data needs to be included in the report: 1. Drainage sub-area designations - need to be clearly labeled on a plan and labeled in the calculations 2. Time of concentration — location, length, surface grade,, soil type (shown on a plan as well as in calculations) 3. model data of all proposed flow rate control structures 4_ model output--- of all proposed flow rate structures_ S. All design points must have pre and post peak flow rates. 11/02/2006 16:55 FAX 413B031 � @ 004/005 E. Detention/Retention Pond design — 1. An emergency overflow needs to be installed for each retention area. It must resist erosion/protect adjacent properties (including the right of way). The detention pond must have a minimum 1 foot of freeboard above the spillway. 100-year peak flood elevations need to be Calculated and shown for each of the retention ponds. 2. Outlets must be able to handle construction phase and post-construction conditions. F. A Summary table of Peak flows — pre and post construction is needed. 3. Due to the large increase of impervious area at the subject site. Engineering is concemed that storm waters from the proposed on-site drainage system may back up onto Town streets. The plan must show the existing storm drain system at all entry and exit points within the subject site area (i.e_ elevations, pipe diameters, flow rates and directions, etc.). Once this information is submded to Engineering, we will be able to complete a storm drain analysis for the subject site. 4. Retention Ponds I & 11 in the proposed on-site drainage system contain leaching catch basins. Over time t-_C.B_s tend to clog with debris which reduces/eliminates their designed purpose of storm water infiltration, This may increase the likelihood of street flooding. 5. Engineering must be on site at the time of any test pits to observe the water table and perk rates at any proposed L.C_B_ location. Perk rates and soil evaluations must be performed by a qualified individual on site. Calculating perk rates through other testing methods are not acceptable. 6. The proposed bituminous concrete at the northeast edge of the site should either be re- graded or edged with curb to prevent storm waters from migrating off site. 7. The proposal must show how the developer intends to handle all T.S.S. (e.g., storm waters draining from the loading dock area into the wetlands, etc.). S. Only the "Mega-Lug" type of thrust restraint is allowed, The plan should reflect this. 9. Engineering was told that the wetlands received a negative determination and do not need a N,0.1, because the construction on the site does not enter the wetlands. However, there are several proposed contours shown on the plan which do enter the wetland area_ These contours will need to be changed. 10. The detention/retention system needs to be constructed prior to beginning any construction. Increasing impervious areas and creating a large disturbed area without hawing any retention/detention can cause serious erosion or flooding problems an neighboring properties, the roadway or in the wetlands on site. 11. The Stormwater Facilities Maintenance Plan should include a statement requiring the Applicant to report its findings (especially the clearance rate measurements of the leaching system) to the Agawam Engineering Division. Of 11/02/2006 16:56 FAX 4136 31 Ods/d03 r 12. The Stormwater Management Plan does not have the Construction Certification Statement for the contractor to sign. This can be done during the Storm Drain Permit approval process. Engineering is aware of the complexity of the new stormwater ordinance and is available to help aid the developer with any questions or concerns they may have with the new rules and regulations. Also, an official copy of the changes to the regulations is available in the Engineering office. Engineering reserves the right to make additional comments as it sees ft. If you have any questions, please do not hesitate to contact us. Sincerely, Rick S. Seidnitzer &elC. hase, .I. . Civil Engineer I Interim Town Engineer J4AE74GWEffM8P1488 KOS IWIled PPr1nmh1p 79 9htnm9 drfvPlmemv%WZdvc 11/02/2006 16:55 FAX 4138210631 a003/005 TOWN OF AGAWAM .Department of Public Works �+ 1000 Suffield Street • Agawam, MA, 01001 Tel (413) 821-0600 • Fax (413) 821-0631 .Rohn P. Stone—Superintendent MEMORANDUM To: Planning CC: Con. Comm. /John Stone-DPW Supt_ / File From: Engineering Date: November 2, 2006 Subjoot: Site PIan=DFF Corp. -Abrams Drive - SP 486 Per your request dated October 30, 2006, we have reviewed the site plan entitled "KSD Limited Partnership, General Creighton W. Abrams Dr., Agawam, MA; Prepared by-, D.L.Bean, Inc., Rev.: 10-30-2006; Scala: 1"-40' " and we note the following: 1. The stormwater calculations are in a format that is difficult to analyze. In order to fully check that the calculations were done correctly and all stormwater requirements are met, Engineering will need to input the data into HydroCAD. This may take some time due to the current workload of the department. However, the applicant can submit the data in HydroCAD format to help speed up the review process. 2, According to the new Stormwater ordinance, the following items must be addressed before a complete analysis of the stormwater calculations and system can be performed: & A plan containing all hydrologic Information for both the pre and post construction needs to be shown. B. The peak runoff rates need to be compared for the pre and post conditions for the flared end structure located near Shoemaker Lane. If there is an increase in runoff at this location which results in exceeding the capacity of the town system, proposed improvements may be required. Engineering believes that there may be an increase in flow rate-and total volume due to the fact that the pipe from the loading dock area enters the wetland untreated and without any detention (see comment below regarding TS5 removal requirement). C, A clear outline of the soil Survey information for site which includes all soil types and soil characteristics. This should be shown on the plan so that soil types can be easily seen. D. The following hydrologic model data needs to be included in the report: 1. Drainage sub-area designations - need to be clearly labeled on a plan and labeled In the calculations 2. Time of concentration -- location, length, surface grade, soil type (shown on a plan as well as in calculations) 3. model data of all proposed flow rage control structures 4. model output-- of all proposed flow rate structures. S. All design points must have pre and post peak flow rates. 11/02/2006 1V 55 FAX 4138210631 (M004/005 ' is • E. Detention/Retention Pond design -- 1. An emergency overflow needs to be installed for each retention area. It must resist erosion/protect adjacent properties (including the right of way). The detention pond must have a minimum 1 foot of freeboard above the spillway. Iaa-year peak Flood elevations need to be calculated and shown for each of the retention ponds. 2. Outlets must be able to handle construction phase and post-construction conditions. F. A Summary table of Peak flows — pre and post construction is needed. 3. Due to the large increase of impervious area at the subject site, Engineering is concemed that storm waters from the proposed on-site drainage system may back up onto Town streets. The plan must show the existing storm drain system at all entry and exit points within the subject site area (i.e. elevations, pipe diameters, flow rates and directions, etc.). Once this information is submitted to Engineering, we will be able to complete a storm drain analysis for the subject site. 4. Retention Ponds I $ II in the proposed on-site drainage system contain leaching catch basins. Over time L_C.B.s tend to clog with debris which reducesleliminates their designed purpose of storm water infiltration►. This may increase the likelihood of street flooding. 5. Engineering must be on site at the time of any test pits to observe the water table and perk rates at any proposed L.G.B_ location. Perk rates and soil evaluations must be performed by a qualified individual on site. Calculating perk rates through other testing methods are not acceptable. 6. The proposed bituminous concrete at the northeast edge of the site should either be re- graded or edged with curb to prevent storm waters from migrating off site. 7. The proposal must show how the developer intends to handle all T.S.S. (e.g., Storm waters draining from the loading dock area into the wetlands, etc.). B. Only the Mega-Lug" type of thrust restraint is allowed. The plan should reflect this. 9. Engineering was told that the wetlands received a negative determination) and do not need a N.O.I. because the construction on the site does not enter the wetlands. However, there are several proposed contours shown on the plan which do enter the wetland area. These contours will need to be changed, 10. The detention/retention system creeds to be constructed prior to beginning any construction. Increasing impervious areas and creating a large disturbed area without having any retention/detention can cause serious erosion or flooding problems on neighboring properties, the roadway or in the wetlands on site. 11. The Stormwater Facilities Maintenance Plan should include a statement requiring the Applicant to report its findings (especially the clearance rate measurements of the leaching system) to the Agawam Engineering Division. 11/02/2b08 16:56 FAX 4138210631 9 005/005 0 12. The Stormwater Management Plan does not have the Construction Certification Statement for the contractor to sign. This can be done during the Storm Drain Permit approval process. Engineering is aware of the complexity of the new stormwater ordinance and is available to help aid the developer with any questions or concems they may have with the new rules and regulations. Also, an official copy of the changes to the regulations is available in the Engineering office. Engineering reserves the right to make additional comments as it sees fit. If you have any questions, please do not hesitate to contact us. Sincerely, Rick S. Seidnitzer Michael C. Chase, I. . Civil Engineer I Interim Town Engineer HiAWINEE"PMW KOS Imbed V9rlee Np 79 dwWS"1AmomvsMdoc MEMO TO: Engineering Department FROM: Planning Board SUBJECT: Revised Plans - DFF Corp. &High Meadow IV DATE: October 30, 2006 Please review and comment on the revised plans submitted to your office today by D.L. Bean, Inc. on DFF Corp. And High Meadow IV prior to the Board's November 2"d meeting. Thank you. DSD:prk Q.L. BEAN,Lawd auft @V Forty WESTFIR D. MASSACHUSETFS 01085 .. DATE - J08 Ma (413) 562 75" October 30 2006 FAX (413) 562 2091 AIIE TM Deborah Dacho e TO Agawam Planning Department KDS Limited PartnershiR Site Plan - Abrams Drive %1E ARE SENDING YOU LS Attached ❑ Under separate cover via the"following items: ❑ Shop drawings ® Parts ❑ flans ❑ Samples ❑ Specficatia'es Ix Copy of letter 0 Change order ❑ ccww_s DATE NO. UESC*W'flOM 2 10r M-06 1 Sheet 3 of 5 - Layout & Landscaping Plan 2 10--26-06 1 Letter from DFF regarding employees and vehicles. M-IE.SE ARC TRANSMIT nM as che&W below: ❑ For asxvwal ❑ Approved as subnfTftd ❑ Resubnvt copies for approwal ❑ For you use ❑ Approved as noted ❑ Submit copies for disbtution > ❑ As requested 0 Returned fior correctians ❑ Return corrected prints EEC For review and con anent ❑ ❑ FOR BOS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REWRKS. Debvie: This plan now shows proposed lighting. Mostly wall pacs and 2 light _ Doles in visitor parking_ area. Also letter with number of employees. I will have an _ elevation drawing for the meeting this Thursday. Thank you. Sincer COW To Agawam Engineering Ernie Denby SIGNED: Ne"cgo Am„acAsnogmd,Mvwu David L. Bean, President DFF CoAtion Phone: 413-786-8880 _- - Abrams Drive Fax: 413-786-0825 P.O. Box 285 Email: dff@dffcorp.com i Agawam,MA 01001-0285 http://www.dffcorp.com October 26, 2006 D.L.Bean,Inc. 40 School Street Westfield, NIA. Attn; Dave Bean Dave, as of today DFF has approximately 140 employees working between 3 buildings,of which 11 work on our night shift,and with the proposed addition to the building we anticipate increased employment of 10— 15 people. Keep in mind the existing building,which our planned expansion will be developed from, currently has about 50 employees and the existing parking area has a capacity of about 58 vehicles whereas the proposed plan only indicates additional parking. We have 4 company vehicles that are used on an as needed basis. if you need any additional information, please contact me. Regards, Jeff Chapin V.P. Engineering Services DFF Corp. Defect Free Flow ISO 9001:2000 Certified DFF Coon Phone: 413-786-8880 Abrams Drive Fax: 413-786-0825 MCC. P.O. Box 285 Email: df'@dffcorp.com qwli' Agawam, MA 01001-0285 http://www.dffoorp.com October 26, 2006 D.L. Bean, Inc. 40 School Street Westfield,MA. Attn;Dave Bean Dave, as of today DFF has approximately 140 employees working between 3 buildings,of which 11 work on our night shift,and with the proposed addition to the building we anticipate increased employment of 10--- 15 people.Keep in mind the existing building,which our planned expansion will be developed from, currently has about 50 employees and the existing parking area has a capacity of about 58 vehicles whereas the proposed plan only indicates additional parldng. We have 4 company vehicles that are used on an as needed basis.If you need any additional information,please contact me. Regards, Jeff Chapin V.P. Engineering Services DFF Corp. Defect Free Flow ISO 9001:2000 Certified PPPI To: Planning Board From: Town of Agawam Commission on Disability Subject: Site Plan - DFF Corp. - Abrams Drive Date: Friday, October 27, 2006 We received the site plans for DFF Corp. - Abrams Drive, on Friday, October 20, 2006. We found - that the engineers have met the minimum required HP space per the chart in 521 CMR 23:2.1 and .2 of the AAB, but could be improved upon without loosing any spaces, and could improve on Van HP for distance over 200 feet. Also, we have concerns about step entrances along the sides of the building(521 CMR 26:00 of the AAB). We recommend "CA UTIOUS APPROVAL", in accordance to Local, State, and Federal Codes, and "STRONGLY SUGGEST"reevaluating the entrances and the HP parking. Need for consideration- even though this building is being built for manufacturing, and currently the owners might not need to accommodate employees, or show rooms, we could be opened to legal nightmares down the road. Disability Commission Frankde Mazzei memo To : Planning Board From : Sgt.Richard Niles, Safety Officer Subject : Site Plan—DFF Corp.—Abrams Drive Date : 10/25/2006 Two items of concern are as follows: 1, As proposed, the western most entrance/exit is less than 270' from the STOP line @ Shoemaker Lane. 2. As proposed, the eastern most entrance/exit is less than 115' from Almgren Drive Respectfully Submitted Sgt. R.Riles r e� i Westmass Westmass Area Development Corporation 255 Padgette Street,Suite One Chicopee,Massachusetts 01022-1308 (413)593-6421 •Fax(4I3)593-5126 www.westemmassede.corn October 30, 2006 Mr. Ernest E. Denby, President DFF Corporation Abrams Drive PO Box 285 Agawam, MA 01001-0285 Re: Building Expansion Agawam Regional Industrial Park Dear Mr. Denby: I am pleased to inform you that on October 27, 2006 the Board of Directors of Westmass Area Development Corporation approved plans for your proposed expansion. The language of the Board's resolution is as follows: to accept plans submitted by D.L. Bean, Inc. on behalf of KSD Limited Partnership,for the construction of a 137,175 SF building addition with additional truck loading at Abrams Drive in Agawam, MA. The cover sheet and four (4)sheets are dated October 6, 2006 and were prepared by D.L. Bean, Inc. This approval is subject to the submittal of revised drawings including an elevation plan and a landscaping plan with a detailed planting schedule and is also subject to any additional conditions that may be placed upon the project by the Town of Agawam. Please confer with Jeff Warren from our office with respect to the detailed planting schedule, and we look forward to receiving the revised elevation plans prior to the start of construction. Please note that this approval does not supersede any review required by the Town of Agawam. We congratulate you on your company's success and thank you for your investment in Agawam. Please call if you have any questions. Sincerely, 6Bryanicholasesident Engineering B Development 2�0) cc: Kenneth W. Delude David Bean, D.L. Bean Debbie qachos Affiliated with the Economic Development Council of Western Massachusetts,Inc. AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: October 24, 2006 DATE RECEIVED: October 11, 2006 DISTRIBUTION DATE: October 17, 2006 PLANNING BOARD MEETING DATE: November 2, 2006 APPLICANT INFORMATION 1. Name of Business: DFF Corporation Address: Abrams Drive (P.O. Box 285), Agawam, MA 01001 2. Owner: KSD Limited Partnership, Drnie Denby, Principal Address: Same Telephone: 786-8880 Fax: 3. Engineer: D. L. Bean, Inc. Address: 40 School Street, Westfield, MA 01085 Telephone: 568-7566 Fax: PLAN REVIEW Scale: I" = 40' Date: October 6, 2006 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): Street address of 79 General Abrams Drive should be noted. Description of Project: Construction of a proposed 137,175 sq. ft. addition to an existing manufacturing building, with four (4) new driveways and 159 new parking spaces. Site Plan Review Page 2 Description of Site: The addition, driveways and parking areas are either.planted in grass or are overgrown. The applicant has filed a Request for a Determination of Applicability with the Conservation Commission who has found no wetlands in the areas to be disturbed. Provision for Traffic Flow: There are four (4) new driveways proposed. One is a 15' wide enter only driveway located on Shoemaker Lane. The remaining three (3) are located on Abrams Drive. The two at either end of the building are two-ways and are 24' wide. There is a central driveway which will access visitor parking at the front of the building. Parking: 164 Q handicapped) new parking spaces are being provided. The Parking Guidelines recommend 1 parking space for every 1.5 employees on a major shift and one space for each business vehicle. Without employee information, a parking evaluation can not be conducted. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: A detailed planting plan should be submitted indicating size, species and location. The following landscape note must also be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Location: Traffic signs have not been shown. Exterior Lighting: Not provided. Cut sheets should be provided. Rendering or Elevations: Not provided. Colors and textures if different from existing should be shown. Dumpster Location: Method of handling solid waste should be addressed (i.e., compactor or dumpsters). Other Comments or Concerns: 1 MEMO TO: ADA Committee FROM: Planning Board SUBJECT: Site Plan-DFF Corp. - Abrams Drive DATE: October 17, 2006 Please review and comment on the attached Site Plan for DFF Corp. on Abrams Drive prior to the Board's November 2�meeting. Thank you. DSD:prk a MEMO TO: Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT: Site Plan- DFF Corp. - Abrams Drive DATE: October 12, 2006 Please review and comment on the attached Site Plan for DFF Corp. on Abrams Drive prior to the Board's November 2, 2006 meeting. Thank you. DSD:prk please do not return the plan with your comments * NOTE: SANITARY SEWER SLRVICE SHALL HAVE 4' OF COVER MINIMUM. 64' - 15" RCPO 0.19% 64' - 15" RCPO 0.45% 64' - 15" RCP® 0.19% mm Cur cur GRANITE -4 CURB '"?•96-___ SMH t � SMH - RIM=195.74' � ) RIM=193.73' _ --- -------------�9b------------- ------------------__ �- q� / o SMH �/ GEN AL CREIGHTC�N I. ABRAMS nRIVE RIM-=174' 4' GRANITE �,, -- `'' .' INV.=174.7 ' / C.6. .• SLOPE _ " yy -------W Wi --- W - 8" J yy RIM=189.99' o CURB ,. �.- � _ 7g - $ °+ .. _ _ --------- -- -- -- ---- -- - ---------------�� ---- --_ 1�J�-__`_-' ------- - _� _ _ _� d SMH EMH ---- - -�_ _ �_{� _ ��r� � - - f ------- -_ L9.7b---- -- -� 3- _ �� i `- �` O RIM=190.47` 4�193 ---77 '- •, S" �'3 fe13- -- - -- - i s }g3 --- r �x x--- -------i-9� -- _ _12 \Y` �� RCP ------ -,�-MTPT-F'_`192- FLARED ENO-- `� __��_ IU* Q END__---- -- ---- xirA�'iF L E --- _ TGJ RED END INV.=191-29' INV.=191.17' - #3 -- ------ INNV.=90,27' g OS _ ARIL $ ' F PA�EM I? 6 INV.-191.73' 30' WIDE DRAIN . W/RIP-RAP %RIP-RAP --- -~w~- / W RIP- -�` i99TIAftE END=188.17'� SI N i QGE Q -� W/RIP-RAP CEMENT R-MbL------- _ _-_ . -a94-� IN-20l?AP --- ; / n, L AAW20Jb------ --__ -------- - ---- STONE __ _ -------- -TO I`-----1J2-------------- _ #NONE ----- - � �92 Ofb STONE _ f ��-- � f c sTor�I�� —• — _— -_ _ _ -� =---— -L-- -- - - j �X---- -- �.1 � 1 s x FLARED END I --443 193X5 193X5 4 4 6 L7 INV.-190.9V _� g g n 1 , 4 ^*— 1 WIDE AMENDED GRADING PLAN 15" RCP 6$ N• , vj ai // tI DED VESTIBULE FLARE�`ENO I 12" RCP 14 - 12 RCPO 0.500% E ��12" RCP PILLWAY RIP-RAP RIP- t + ► �W RIP 9RAP I 10 WIDE FLARED END RI / 4-15-2008 SPILLWAY FLARED END (SEE DETAIL SHEET) STONpIb � l SIN 1b � t � �IN.201b INV.�191-50' INV.=190.78' / 4 t� STONE / 1g W/RIP-RAP 1 " RCP 11 W/ RIP-RAT' W RIP-RAP r9 F.E. 1NVS.=190.00' 1 t 60'-TWIN 12" CULVERT ply ,b / I t/ 1 79 21" FLARED SPACED 5' O.C. I #2 t► t I - - ND INV.=191.10' RIP-RAP F.E. INVS.=190.30' � I PROPOSED GRADING PLAN ► t 1 2 Ib �4 ��, ,' �' � l , AGAWAM ASSAGH S TT5 s 5 k, 0 FOR: 1t 1t ' , 21• B HY B 1 RCP I� ,��,�r" Of M4f KSD LIMITED PARTNERSHIP t ti o �g 85 0� 1 F.E 186.33'� �p ► I s 1PkuCl ^ MH 0' , ^� r > o� DAVID GENERAL CREIGHTON W. ABRAMS DR. FLARED END o t` moo, moo, OS l RIM 1gg1.92 0 _ �i �'' ,^ OUTLET �► �► # INV.=192-12' t �!S o �« cR IN - *z 3X?0 v � s - s � - - - ^ - � SEE DETAIL �;'sx9 ;f '�� y A AWA MA. } DATE: SCALE.. 1 =40 1 15 � � FLARED END o . ( INV.=192.25' 'n• — ti �93 I • ►sX7 y ► ,� n slt+rrt'� 10-6-2006 CHECKED. DLB LRC 1 3 OPOSFSI 0 c5jr0k) O g4 s 5 �, 10 rWiDE , i >` ; REV:2-OS �2007 C.A.D. SHEET NO. ►► - y v 8 COC' T 73 ?s 4 i W/ IP--RAP .t + I t► r sPlr WAY it t ► �� r T.J.A. 2 OF 5 4� l `'� `� ,L ►,z ; �_ --r yi ; ; , SMH 15"FLARED N� . r9S r ,f# SX8 1 ; P RIM=, 1.38' D . Lo EAN END i r I I ..� -� INC.0 & 1\ �\ INV.=191.60• /' ADD ; ,' , s41 1 `, � N 40 SCHOOL STR�ET - �� RIP-RAP r Opa �D c.5�j' r1 `= .-- ° EF'I�M/Wia�.7a , ;' fy WESTFIELD. MASSACHUSETTS ENGINEERS MIN pR 4' , / � STONtt �� F . -12 ► RCP O 0.50%7 i )1 r I 1 g 98 0 � r l � 1 /� 5X7 i tI { ti i` II CONC ► 792 f /I ALL ► i � r g 's $,rN,R� °5' 1 It t `,�AN I-sE�; SX13` c-I�� L�Ior LEGEND Ex 4 oy t 95 3 _ _F} 1. I y RICML�At1 ram, S�f6 i� I CLINK w ?9q ' li I I Ma-29�.'I4 m CATCH BASIN O DRAINAGE MANHOLE 1 r t!) a rg4' 9X4 =�Be =_ �8 Off} 5Q y AP 1 ry ► r 1��/ y`� r r/ 66/60 UTILITY POLE WITH NUMBER tRNO 9 ► o `r Ca / I 1 1 X SX 14 SMH p SANITARY SEWER MANHOLE t 4 Fl \ O !" 5 i ! f/1 j r - 1 SIGN 1 / RN l '` r r 1 Ln z aE LIGHT POLE 1 ! / GAS GATE �i 1 \X R S7 l 5 1 fi i U.P LE , °* WATER GATE + 66 l6O 1 ® ODOR + SXA �� { 7 r r DMH HYDRANT + S F r , ��1 I v RIM=1 93.43' t' E� 1 q t) r I r� M96.5 35, { 1rr r �t1 ��y �� r/ C.B. W EXISTING WATER \ RI 1g0, I r RIM=194.10' as DOWN SPOT � �' ► �2. tiNN• tiN��Cgp 30 rr� I t+ � 'i 1 • 1 o° INV q al - ' 8• 5 I i y Al9 s - ► t��9� i / C.B. $ SOIL TEST AREA (� I S � SX SX1� rl /' RIM=194.10' �-- UNDER GROUND ELECTRIC �9S ► oQ O 195 ---------- EXISTING CONTOUR ®�3� � o i ► 0 1 1 I x2 i/ it _ ., .,� .— .— . WETLAND AREA WITH FLAG NUMBER >y l 4" 0 U? o Q �. I ® l I r 1 l + s `�+ HYD PROPOSED HYDRANT 'tea. ► �"` 5;1 Ir it %t I _ Q 195.1 t a ui '� E ! i { r r ' 1` 96 a� Q `c-4 ? r I f r/ �/, 01 L J PROPOSED LEACHING BASIN > > °' r0 ��, 0 ' rr 1 E1<p}g0•p4� r j r` j � r1 Al -_o oQMH PROPOSED DRAIN MANHOLE ti ► C, t , + / U.PO E �- ro 197 I I t t r 67/6%1 q PROPOSED CONTOUR t 121P olb t t 1 I r '' + i ►� M 193.0� � 1 1 ' MI NE r' i i rl r r' X 195 2 �� 3 q4' 1 r o 195X09 PROPOSED SPOT GRADE SOIL LOGS PERFORMED BY THIS OFFICE - __ _ ,-�"�J a �tN �g 1 �. y r J. w �r rr +, - 198 O N 9-7 2 00 6 PROPOSED woalJ GUARDRaL >1 2yR�G �E�CN� ,' a SMH r r ` i^�� r , *55 PROPOSED SANITARY SEWER SERVICE OF PA RIM=194.74 ► ' I J� r �- ► t` ' SEE NOTE 190.42' L�EC1 ` 1 � /,, l ,r Sp rr �► t fr SIGN: DFF CORP. ( ) ' HOLE # 1 BEAMS PVC ZRANS' 1 0 / Y+ r ► 99 192.7' J .'� a o ' �\ �. � �11 y ;f i f ;_- TRUCK ENTRY ONLY TOPSOIL - l ,� g p CMS 1 I ,I It II ! DOOR 1 Y �I I lb SUBSOIL 1g - / • UNDERGROUND H •-GAS - EN .! ) F F 5.54 2' - PA�EM (_ ,� 4„ E��-, J + / � 1 ►t s�•r � tI � ' � OD NOTE ,. ' Gp� O� y ` 6 C:HF RRY AVAILABLE G LE U UTILITIES ARE I OWN FROM E � S�/ � i l , �� AVAILABLE UTILITY INFORMATION ONLY AND WILL ► 1 F.E.FE + + I , r REQUIRE ACTUAL FIELD VERIFICATION. MORE ('wF.RRY � INV.S=193.00 I �•• �:F��t,HY } fit. ' I + , r ! �kl§T THM ARE §l ff]kl 1 t �� f UNDERGROUND UTILITIE§ MEDIUM �� r NOTIFIED T❑ MARK THEIR UNDERGROUND LINES AT. -�` �� f �; . p�fC ! 00 SAFE AS WELL AS EACH UTILITY COMPANY SHALL BE SAMPLE TAKEN O 5' �1-�- .' ��f;FIF RRY X-- ► ''� 1� 1g1 55 ►� X� 14 � Qc r 201 �RpNs' CHERRY �� 1y r 1 �I1DE 1\ DIG SAFE TEL, 1-888-344-7233 r _x- 1�'� DppR LEAST 72 HOURS PRIOR TO ANY EXCAVATION. dpCK / H , 2.t3 t r / 194.0 LQApINQ, X 1a R =1 . GROUND WATER ® 5' ► r � ► y � W p,H. � r , (187.7') t �` r'~-Y r-\ -`` '` iy o N DOCK IeN �1g2 r /�r RIM=B194.10' �t i '_ 'ti ► y► v Op Q1N WAu 12 36 '- RL 72 48 r ,/ t ti R� r / v' U.POLE#68 62 ! C.BI RII�t=194.10' KANW + ► i i t t ~` M _ NEWrIM ELEV: 193.62' 6 HIGH , � bMH /Q/''Q�' 1 t� !71 o?ar�� CHAIN LINK r // RIM=193.43' t '` 32'-TWIN 12" CULVERT j, ►t g,<R►A SPACED 5' O.C. FENCE + / HOLE # 2 ► t ty m, , GAR PROP F.E. INVS.=193.32' t 04 191.5' 4 y� �► t t t► s► �► OR�195.42 6'�1GF'11yK 12' RET WALL -fi0' LONG- w11iiV'201b TOPSOIL ► �t �t ► t ► ` ► f 8'N H Gt1p1N - IC'Eti1.1K tyCE INSTALL 3' HIGH STEEL RAIL- STONE BOTH ENDS 1' ►t , tt +� ► t1 r r 6titiG�NKtr11A110E �E 60' ALONG TOP AS SHOWN SUBSOIL 1 5` t► '1 ► �ti / ► t y ISZINC' 6 CHA NCE FL - 83 31' r STEEL RAIL-60' ' SANITAR 30'EWID EASEMENT , //r 1 t► � t �� /� ! , r/' CHAIN _ FF.=195.55' ! 05 / t _ MEDIUM SAND � ►jy� '► r' ,'r /� rr `, SAMPLE TAKEN O 6' ► �___ :••. , ,mod /� 12" PVC INV.OUT=191.55' 8• �� - 6 HIGH S 1 " BOTT.-19 1.55' 2 GROUND WATER O 7' ROPER y INS CHAIN LINK 2 APR 5?40 184.5' P ( ) RET. WALL - 60 (SEE DETAIL SHEET) , , DEVELOPMENT NOTES: TOTAL DFF SITE (LOTS #8 & #9) 22.93 ACRES Y EXISTING BUILDING COVERAGE 16.5% PROPOSED BUILDING COVERAGE — 30.2% 0.0. GRANITE — CUMCUT --� flyew PROPOSED BUILDING = 105,975 S.F. MANUFACTURING & 31,200 S.F. OFFICE SLOPE PROPOSED ADDITIONAL PARKING — 95 SPACES +3 H/C MANUFACTURING) CURB SMH SMH 42 SPACES +2 H/C OFFICE) RiM=195.74' RIM=193.73' ° 30 SPACES +2 H/C VAN (VISITOR) G E N LORAL C R EI G HTOFN W. AB RAMS DRIVE RiMS1 93.04' RIC.B. •B89 99' TOTAL ADDITIONAL PARKING = 167 SPACES +7 H/C .. R=12' INV,=174.7t, R=12' ►. .. ° -- GB 34 R12 . , EMH 1 19.76 - .i 1-. __. l)" ." �Ra 0 3 1 X1 r ti" [77 T �C 2X4 i lA , 12 �, `�S SMH f Ry�A~}9 MAr I F ` " rPOST RCP 'OO RIM=190-47 PAN�MDNj MnF I E U" ELECT. 8OX 24' t MAPI F DGE Q� L- a4- I 30' winE DRAIN 1 sI N AMENDED LAYOUT PLAN RCP { 1-_ EASEMENT FLARED END=188.17' II I 0, 1 AD 4- LE 15--2008 �.. FLARED END k I 14„°� I NV.=190.91' f— AMENDED LAYOUT PLAN i c)AK ? ' 0 24' ELIMINATES NORTHERLY PORTION OF PROPOSED I t } 1 a 1 19.16' DRIVEWAY ON EASTERLY SIDE OF EXISTING BUILDING. n 2 1 �g, LAYOUT AND LANDSCAPING� PLAN AGAWAM MASSAGHUS TT 24 9'�1a, .� 1 cQNC NG - �NP.� --r - 1� _ - � FOR: '. By PRKy _ � g - riP4AN Of '�4f�' KSD LIMITED PARTNERSHIP , FLARED END 1'E�u�I _ a — b' �i i I 1 OAS �s GENERAL CREIGHTON W. ABRAMS DR. FLARED END o INV.=192,25' 118 1-- Rey' c INV.=19 .1 i T � z 2 r, 19 �%a� �!II` ,r 1 1 , _ — SX10 AGAWAM, MA. 1 2° 1 15 P i 1 v ` 120 L_ ' -ON�NP - R,4`� 1 �� f SX9 \ " DATE: SCALE' 1 "=40' I ° osEO �� fia ro4 10-6-2006 CHECKED: DLB LRC QA�KyNG if�Vl 9' - 19 - 1 1 �— k SX11 REV: 2-8-2007 C.A.D. SHEET NO. -+ 0 5 �18 V - — 12" RCP- U.�OLE T.J.A. 3 OF 5 �h,al'll FLARED END--186-33' 10T/ 41 SMH N 4 RIM=1 1.38' 5.55 IN 5' I D . LBEAN INC. RVEY R2� SURVEYORS S & 40 SCHOOL STRkET R�pO I Sip A .F • J —� / / sX1 y WESTFIELD, MASSACHUSETTS ENGINEERS P 2 � S <<�`p-} k , • 31 , � 5 1 sx7 � 1 - n EXys�yNG a SX 13 CIS LEGEND S X 6 I Q cum cur f CAC ea CATCH BASIN 1 P ARKING 1 1 ° DRAINAGE MANHOLE c; _� A` 32a ySSC 8 `a 1 J ?_ U.P LE �>ri 66p60 0 IITLlT1' POLE WITH NUMBER SX 14 x SMH 0 SANITARY SEWER MANHOLE _ }4" F iNf 1 f � i SIGN US z 1 I Q C( LIGHT POLE GAS GATE O _ 1 P SX15 6 6 l /60 CUM err ►� WATER GATE "S bR 1 SX4 L F i� G � `' RIM-1193.43' � HYDRANT 1g5"55 RIM=B194-10' ns" DOWN SPOT 1 SOIL TEST AREA Q ((� 5 Sx16 C.B. ua¢ UNDER GROUND ELECTRIC RIM=194.10' WETLAND AREA-WfTH FLAG NUMBER ! y a G,4�� • PROPOSED WOOD GUARDRAIL o 0 � 0" < PROPOSED WALL LIGHT g�}1L�1NG a -- � �1 ✓�� O^ I 1 «< PROPOSED LIGHT POLE 4" =-1 �x I x� y LANDSCAPING LEGEND 4 � s � 1 � . I I I LANDSCAPED SHRUBS W/MULCH 1$, HEDGE ROW us /�� b G� 0. Y�1 (gyp o xC LOW GROWING SHRUB U.POLE 67/61 ORNAMENTAL TREE o" 0 to SOIL LOGS PERFORMED BY THIS OFFICE ON 9-7-2006 "P`I 1 1 I \ DECIDUOUS TREE / -p'4C ENS SMH --� 2 OF PA.IEM v� RI GDE E=190.42' CT I ELE a` �� HOLE # 1 BEAMS _ g PVC TRpN _ I �` CONIFER TREE f !f _ TOPSOIL N g" pVG �th5 OOR '�$ 1 - I 9%R9ll:9W WASHED STONE OVER 8 MIL PLASTIC 1' Y SUBSOIL GAS VtM�N� tiL�.595 1 I sue. MEDIUM SAND LECl 4., �s'}IF RKr i ` 1 r SAMPLE TAKEN ® 5' SMH G BRANS' C;IIERRY { RIM=1�2.49' " �� a 24 SS 7 5' C GROUND WATER ® 5' (187.7') o C.B. RIM=194.10' v 2}5 LOApyNG DO ' S6 R=732.62' \ ALL L=2.48' a2 ��. 36.2 62 C.B.U.POLE#68 . 1 RIM=194.10' DMH ao 6' HIGH � , GONG. DRyVE pFtOP GERM CHAIN LINK RIM 193.43' HOLE # 2 gyp. FENCE 195.42 1 TOPSOIL 191.5' DOOR � 6`H�GN 1 f 61.11GH CkNS G��ENGE SUBSOIL Np1N LyNK FENCE I 1.5' EXySTING Hy Yi G FENGE 1�$3-31 f 30' WIDE 6.1C- P GNA1N OVA SANITARY -SEWER EASEMENT MEDIUM SAND SAMPLE TAKEN 0 6' g' 6' HIGH GROUND WATER ® 7' �� LINE CHAIN LINK (184.5') pRQPE FENCE ©an BEAN, INC. Land CnnstettanRs IL @P V o ° @WMTVQ[L Forty School Street WESTFIELD, 11JlA AOCOI USECTS 01085 GATE JOB NO. (413) 562-7566 February 8 FAX (413) 562-2091 ATTENMN Ernie Denby TO RE, DFF Corporation Site Layout Plan 79 Abrams Drive Agawam, MA 01001 WE ARE SENDING YOU IN Attached ❑ Under separate cover via the following items: ❑ Shop drawings ® Prints © Plans ❑ Samples © Specifications ❑ Copy of fetter © Change order ❑ r I COPES DATE NO. DESCRIPTION Layout and Landscape Plan - Sheet 3 of 5 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval i3 For your use ❑ Approved as noted ❑ Submit copies for distribution IX As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ © FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Ernie: The proposed layout-bf your current project is shown to be amended as per our discussion this morning. This amended layout eliminates the northerly portion of the proposed driveway on -the easterly side of the existing building. With this reduction in _pavement, the total area-of-proposed impervious cover is under 5 acres. If _you have any questions, please_ call me. Thank you. a A awam Engineering De rel Agawam Plannin De t. ',:`` J iv COPY TO Westmass Area Deve o ent or Stephen Shatz, .Esquire Dan Stebbins SIGNED: If eirarosrnes ana nor as ,/rtrrdty nomrfY T,f!,- v"id~' Bean, President :. ..M .. .... --.. .,: - 3'. -._. 4� . . .�. ..s.... ,gin' �1 h *�, _ S. ,. ,.+:! _ .,. .: r1....- ., :,... �'�i "S.._ "i. ..`ate' '-�: d -. .:,. y -,. .5 :,_.i.- �'-F , ..:> ... .. .. ..... -. .. ..-. . . :cam �: a4:.° �..�1�.:�.,�-�'1.-.i.�-�,...-1.I��,.'.,I.I�I"....-..:..:'I�."-.I W;I�.�t:-,`" .1�--.l.��.,:.-�,,,�...�."-.�..,..."....��.l,.:.�.��-E�`..'..-.,.,�-,.�1,�..-�,,."-,,",`"�`�1'".1I1"I-..",,',.:�_,.��.-,�,..,�� --,�-,,-,�.-1 l,�.�..",:��.-"�.,.,��.I",-,'.�.,.-"...,��..,.�,�.�.,....,I��-,��,-.��,.1.I::.".:.-�,1,-,-.:�,,� �- .-., - 0 3 ,.r .. ..:.:. . ..,,,.c.. �... -. y ' -t " r k ,. s . -3 „ ��z±,,,, " '.,, - a... .. -ter- .._. , - .. - ., ^ i .. - - -.. .. .i , t. . .� ; ti � . w., mwwpmmmmm� -%:" -. „. ,,. - ,. . 1. _ � .-_, . . �....-,I..*..l.,.�...M...H . .. , .1...f-3 9...�../.9.-/.�../ .I..I1 I..i .F1i-.-j.-,1.-0-.'.-..-'.!0I...---J.-, ., _ .*.R..1.....*...............-..I-....... : - 22.93 ARi`S ....0 t..I...s....I.I...I. .:1....C....m.1 I1 4...,.I.E.-�.,0%I-3�r4.�,..-"..I.0. -.-..-,*.1-.--.C....N...I LW-..o.R s�.::.:.R:::c:.:::o::��:::: .::�I.::.!! ./.......I....*.t s.0......izs.�.1..�0V.o. ..........-.. ..-.Lk. ."I�r.. ..-I 1 0I.fc-eT-..�-�. .......r........... .......*.....rI,*......,.-�I...I. ....-.I....I..L.-........0I S....E.�'.:.�E.11....I..1.........DI...�I.I.,vP.I�.MV.. ; . . ....... ..I I 4........c.....�4.E.�o... .I..-�1CD IT..'-I'Ill%-A,..% I--..*.�. .It�II..L....�*..*�j 1) ..).,.�/R-..l...M..=..�...I. j�.:i/..�../\i...�1�1.4..�....�� .rAL nI�I I,I.,..I..........I(.....I.I......- �.-.....��-.*.F. .T I. .. .:.. ;. - :.. TOTAL' DIYF SITE (LOTS' #B & #'S). , . . . ,,., ,.. . . . ... _ _ 59a ;- EXISTING BUILDING OVERAGE' = ::. 1S. ,, �.:. C _ .., . -.. - . - . . . . , . . ... . .. „ PROPOSER BUfLDING COVERAGE 30.2 ,.- . -.. ..: , , , _ .. ,,,r..- . :.. _S. . . a �, ":, 00. y ., PROPOSED BUILDING 1O5 975 51". MANUFACTURING . .. :. . ... .. . w, ., r - -._ :....t .. - _ G1It9.CUT GE11i9 G1f 4': -,:"gyp. ,. ,•.,.i.. �... ", .,,.. :, .. ,: .. .. - . .[i _ .. - ¢ _ ,. " . :. .,., N - . SLOPE.: . . . PROP851=�3 AI�DITIO AL PARICI 95 SPACES .+3 H/C MANUFACTURING) _ : .' - - SMH SMH . " CURB' . . ,, . .: ate, - .': RIM=195.74 RiM=193.73 30 SPACES +2 H/C AN VESITOR . . µ K p .'. - - _ - - i .. SMH C.B- DOTAL �I n PA#2K�h : ,-� .. .,167 SPACES +7 H/C „. GENERAL CREIGHTO�N W AMS DRIVE a . - r - . , .. . '� o I - sr ;! ., - ►� _ � . .. ._ .- .. s ,:. R-12 INIV-17407f' R=12' . . . . ,. . " . r- �1 H . . R= 8" 12 k' ,. . Rl "' ,- _. . _.: _ Cg 3A .EMH 19 76' g„ d Q . L . . . IM-1`�3 1 X1 10" 6 AK 2X4 OAK 12 `3S SMH , �e r R CT BOX MAP E R L 12 8" . " . - fl MAPLE ELE 2:4' MAPLE PDST CP 1 O = - - N 6 RiM 0.4 t s M " r MAPLE a ems..- " .A. .. Sl N O., - � '' . 30' WIDE DRAIN E pF pAVE 12 l- 8'� FLARED END=188.17' �< pG " Cp . . EASEMENT. .. . 4t . i5 TREE L. o . . . . _� . y_. . - FLARED END _.__- � 1 I �. AMENDED LAYOUT -PLAN' �, " I INV.=190.91, : r .. REVf RUARY 8, 2007 ) . 14" ., . _- I 6s. - 5ED FEB .OAK :. r' -{ 2q' ELIMINATES NORTHERLY PORTION. OF PROPOSED 1. :q: _ ... - 11 /,: 0' ;. C .. 119.1fi' DRIVEWAY ON EASTERLY SIDE OF EXISTING BUILDING. l 1z . . s - . . . I l� , p 1 1`' 1 t . o . LAY - . OUT AND LAND CAPIN PAN s#� = ♦. tiR R=3' - �0 AGAW,4M MAS Al-'N fJ S TTS ... _3' 1 CONG s" �, FOR: . .. R BA . KIN , �`(P ,F * _ � p I - _�51loR 1 pAQ, g 9' 1 ��►+ of y� KSD LIMITED PARTNERSHIP 24' ;¢i ;- , , R. - .. 12 - � 1 ��E �0 . I-LARD END sPRuc - $ 9 a �s GENERAL CREfGHTON W. ABRAMS DR. . , FLARED END p iNV.=192.25 - t}'{P H 2 G 1g g�7 G - . INV.=19a 12' :. .. � AGAWAM, MA. , 9 _ # � � . . 1 9 � ' �( SX10 u � 9 , _ C . 1 12� 1s0 _ - y 1 "=40' i 15" 2a G��lG_ o�� _ r p 5' sx9 DATE: -- SCALD: lI { j, - 1 �NlR� _ BIPA�KING sxli �° uRvt'�°� 14- fi- 200fi CHECKED: DLB LRC , . REV:12-05--2006 C.A.D. SHEET NO. II 1 I II p 1. 5' g' 96 12 RCP! U.IPOLE T.J.A. 3 OF 5 . I 8 GO�G- N ` FLARED END=186.33'10 / 41 SM F ^ 5,55� ��R G 5' SX8 RIM=1 1.3$' . D , LBEAN lNC. SURVEYORS .- I 1�Q 2 I & 4 +�' 19 ApD�-�10N , 40 SCHOOL STREET - r : 18 sX,2 t ENGINEERS 1 ROpOS5D ( S' �' 1 g �TrQ- / . WESTFIELD, MASSACHUSETTS . - I. 1 ' P 3 ,2 - 2 5' 1 -� f . o � ` �( SX7 d o - . r 1 pNC. g.5 1 . 8, EN1RX 3 4• 18f. . ►� a / s 1 �n , sxl3 cn LEGEND K E�t15�1N 9' . .. . 1 t � - f �� SXs f 0 �Cm .h ... - P N'410 l 1 - - � 6ti1 GONC- ._ 573 us i i t _ 1 �Ti CATCH BASIN ' pyUNG `}(P-) _ H J o DRAINAGE MANHOLE �_ ` I I IZ Ex`S P14yG. 3' �* 8 320 6 0 U 0 NUM 5' N �1D5 A R- to C 9 1 ra O '�- U.P LE 1 J 6 6 TLITY P LE WITH BER 1A SX14 5 1 SX5 1 SMH Q SANITARY SEWER MANHOLE e P�1= I SIGN / 1 + 3, J . 1 �f ! �' c( LIGHT iaOLE 1 f 0 . o . 9- ® GAS s " , .. Z 1a SX15 .P LE cure wr .. . _ . 60 1 SXA . DMH a . : 10 . ... ,a . ... . . ... IM 3 43 3 . HYDRANT .:' , ` 19 . . f E' 195 56 ' 1 R :t E1� Q C.B. ffi. DOWN SPOT . Q I 1 / RIM=194.10' . y' �s 40 C9 (p. 1 ! $ SOIL TEST AREA w I 16 - 1 uos- UNDER GROUND ELECTRIC �- ((� g \ �- Sx� SX jl-j�J C.B.RIM=194.10' d I' - '4-- - - - WETLAND AREA WITH FLAG NUMBER 7`9S 'C qo\ r `� a c�I�`, PROPOSED WOOD GUARDRAIL ING 0 Z m PROPDSED WALL IGHT O LLB O -aE PROPOSED LIGHT POLE :I. EX 4" Z �- �� 52 y LANDSCAPING LEGEND C.I. Q I sx I 1 us fit I � LANDSCAPED SHRUBS W/MULCH . x 195 +/� 9 5' 1 \-1 . t ' ti n ^-.�^.•�^^^ HEDGE i20W ". . ' VC (Np•� k �- - I `o ?k LOW GROWING SHRUB 19 . 1. 1 � �S_ I / U.POLE - i t V// � 1 _� . -- 11 r 67/61 ORNAMENTAL TREE . w ` J X 1 g5.2 �XISIING R / n UMpS1E �U rev f 0 us D N C 9' 1 ! , SOIL LOGS PERFORMED BY THIS OFFICE DECIDuous TREE ON 9-7-2006 1ppnlc �-- i , I . f 2NpvC ppuEME�� -°3 RIMS 94.74' ' ,P\ EGDE pF ci =190.42' ELEClS I r- . HOLE # BEAMS �„ pVC OVAS- 1 1 `j 1 CONIFER TREE 192.7 t _" TOPSOIL w/ 8" QVC 5 1 ` � WASHED STONE OVER 8 FAIL. PLASTIC Y` 4� ]. . ® DOOR 1aP 9 I . f - SUBSOIL F-F ;195.54 1 f sp• _ _ , A- 2, GAS pAVEME 4" EI-� ! . 'i -. r GpE pF 6,. CHERRY ! 1`v f ��`, . `,. . 5" CHERRY ' 1 I O MEDIUM'SAND f 6" . ca�c a? 1 SMH 1 sixG�s. CHERRY w RIM=1 2.49' 0 �� "' SAMPLE TAKEN. 0 5' T pNs- CHERRY l . s _ ,, 2 4 55 2.]3 7.5• -z - . n COI gl�• CO G. GROUND WATER. ® 5' ' in • s`� C.B. (187.7) o pOCK �_ 25 RIM-194.10 p1NG S6 R=732.62' ', - G ?1 10 ��4L L=2.48' { 82 1, ��• 36.2 U.POL£#6$ 62 C.B. . RIM=194.10' .. a4 M ! 6' HIGH DMH . � pNC DglVE pROp- SER � 1 CHAIN LINK RIM. =193.43' . HOLE # Z GAR. g1l FENCE r'' 191.5' F FOR=195 h2 '6 NoGN !� ' TOPSOIL Da j LIB . f 6'HIG�1NK C�'It�1�10E . " ]' 6 �l1yK ONCE EE f ! . SUBSOIL ING CkAl CE 3.31 I I 1.5 EX15� 'µl H FED 1.3 I 30 WIDE AC. ? CLIpIN 014y SANITARY SEWER EASEMENT . MEDIUM SAND . - SAMPLE TAKEN 0 6' . . . 4 ; 81 6' HIGH 7 pPE�� L!N hf - - . ENC . GR 184 5�WATER , " , . . . . I? . E CHAIN LINK ( ? F E . . - . . . . v , -� .. - . ;' . . . , ' IIIi . .. u ' - - u ,_. :- r:w. ..,, , .r., . . ...v, - -� :.. - .. -�„ . .. - .. , _ - a.- . .. -, .:,,, -I .,. �-• - ��' '� �"';!_� aG� ;.�:�!/ice -•"��/•:•f•� r �•. rV �" - � Pi 1 _� �f �.� { '..• k.' a� �i. Jam" . C�1�. - 'r 1 _ O Ir � {rift 'gyp / e .i �.•'rr yyif 3 T 1 yam,yi?`: � •AS � >- r •F r�F 1( - fir',. �, f i f _" -.r �Mf �. 11�'111� 4"1. ry.- 11 f I.��(/ r � ' '• ; ,. ! b - i` �y ir ui I _ 1 �. cn O as f 1 410 f -(FTU Lai U�U LIA all U�Ll LIA U P i r 1 � 1 � � R { r � r 1 1 *444 t \ \` •r� 1 S '.. ... .. _. .. -: -... .... .. _.. .. ..... . ... Y. 'Y..:; six, : T - G: �3 n� yT. is - mq CLwQ CUT GRANITE \� ^ StbPE-_-_ �` `• SMH r4 ,- \ CURB ___� 5 -,_ SMH 1 RIM-195.74' RIM=193.73' ----- ---------------------_-__-` -- -__ _____ -------�g� ------ GENERAL CREIGHTtN ABRAMS DRIVE % SMH C.B. GRANITE --_ SLOPE CURB '' y��i�-�_ " yy._ ~� - W yy �: �' W -i 4. 8� !r N IN ]M=189.99' o / _____----- --- --__------- _ ----- ----1-9 -- _ _ _----_____ INV - t /. _-- ►7 ___-------------------- ------_____ uce� -__ _ ----UGE — -- _ - _._ ucE - CE SMH } 1�-'r---- 8"EMH - - r -----------1-LW -------- ---------- ----------- -- 19�t ---- --^--- _ L4�6 -------- 191 l 8- - R` O RIM.=190.47' ------- --------------------- - - --------- ---- --- _______ � � N� 0#43 �?E1- ______ _ 6 _____- _ - -------w- - --____ _ _-___- 193 - I H Aff /2X4 ~7.� --- �7fAl'CE_`1�2-------__EI.E�I ��X_--------•--_------ --MAP+I~-i,9-2- --------------- -KfiAFL�. - �/PO_S_T --_ i99"_~~ RCP ____ _ OF �- -IorF[PLF- '___— / ED - 12' L�584.4 "---_^ _ _ ----- _ w------ 1-90�1.ARF.p_END=185.17'� 9 �" �--------- SI N ---- -_--- - --`�- ---------- TREE ------------------m-_----- ---- --------- � --- -_-------------- �192-- --- ------_ - - - --- --- ------------------- y\ _—__ --- -~`�— -r- - �'/ + / FLARED END - ---------- ----- ————— h°s 1 INV.=1ng� -'` - _, -14'i ,' / I 30' WIDE DRAIN ,� Y ' = t EASEMENT OAK ZONED: INDUSTRIAL A 1 2" PINE j/ ` , EXISTING SITE PLAN t M" /' / � ! III AGAWAM M 55ACJ H U 5 l l S i tt FOR: j 12" t1 12" PINEA of 0 KSD LIMITED PARTNERSHIP ?I FLa4RED END SPRUCE i ,. 12" PINE i + i ( ► y 1 0� DAViD ��s GENERAL CREIGHTON W. ABRAMS DR. ' FLARED END o \ . / ! f ! t \- IN)'.=192.25 t 1 /i / f r 1 r 1 1 INV.=192.12' c� , t - l / 1 , `. / ,- �s�--_' ' 1 r 1 ' 'y o AGAWAM, MA. -�!� " P #1 y\ i� `\\ ��' _J' ff rr )r 9 i`3X \\`y �` DATE: SCALE: 1 "=40' : 12" !r' 12" I'fNE / SPRuCE '! r � 0-6-2006 CHECKED: DLBLRw C REV:10--19--2006 c./�.D. SHEET.. N0.�9�y- 1! l I r / '1\ ' T.J.A. I OF 5 12" RCP' r U. 0 � I I r f93____-.- / ,' �r / / FLED E_ND=YB6.33'10 j/ 411SM s►i`\ — `\ !' 1 ` —' ` r �'/ ''/ / 1 ! rr SXS 1 t yy y RlM=1 i.3$' INC ' id D , LBEAN rr ,__-- ,' ,'' ,� r j `, 1y y 4o SCHOOL STRIkETC SURVEYORS & , G \ \ AXIS PING \ '' ► ,' / - 1 1 5X12 WESTFIELD, MASSACHUSETTS ENGINEERS SX7y% 11 III 1'l 3 Al cp c�Q' I ; \� y SX1311 co �i (� LEGEND t I• I 'tln Sx6 Q° if I 0 `uaecv' ppV�lh�t1 \\ �\ i`Y -. cr- t r� x rl 1 I 1• j I I ® CATCH BASIN o DRAINAGE MANHOLE X1511NC' � 6660 G I r , rJ , _, / I U.P LE 0 UTLITY POLE WITH NUMBER Lo _ p SX14rf SMH O SANITARY SEVER MANHOLE.qo , T 4 SIGN a LIGHT POLE GELS GATE l S115 I i ! U P�LE �, ctm ctrr .. WATER GATE k 1 yi ! OR SXA �� r'� i 1 DMH ® Da 6, t i ` \ \ ty \i I f ! fr RIM=193.43' � HYDRANT / ! F• -195.5 �� 1 y \ \ y � - ! ! ! I t 1 y / C.B. IDS o DOWN SPOT 44 RIM=194.10 Ilk SOIL TEST AREA --, T - Jr �i r /�y RlM=B194.10' ucE— UNDER GROUND ELECTRIC r9S a� t'hl / \\ �- 'y I y i f /! �, W EXISTING WATER LINE 195---------- EXISTING CONTOUR 95 G P1 ` y 1\ \`` \'\ \\\ i f t i i i/ ` i �'/ -v� — — #-•—•—•— WETLAND AREA WRH FLAG NUMBER y� }4 4.. y� \�\ \`\ �Xi1 Iy X 1g5.1 11 �-�'/ \`t, �t , Y i f f r i r , 1 ! Zt ' -- 196 Irv \ 4-41 U.PO E i ! 1 SOIL LOGS PERFORMED BY THIS OFFICE �, �,70__ 198 r ON 9-7-2006 ; r APPROVED BY �� ; `�_; i- 1 �_" V , I /\ ; r M ,IG 1 ,2 P OF pAdFMD�,' a� RIM=194.74' y , I \� --__ .: \1 r ! \ r r AGAWANI tl 1 I \� i91 _ iJ, 1 �jI 1 r \ I. r , EGa� a� E=190.42' E�E1-1 s� t' . 99 PLANNING BOAF�.I� , HOLE # 1 BEAMS �, pVG j4tAN 1\ ly I i _ y r r ly��\ r I / r I , - 192.7' , \\ , t , t 11tyI \\y y. f t t r 1 r I t r / i Date O7 ; , 1 1 1 Ire ! , ! t t r 1 + / TOPSOIL /' P,IG S \1 L i NF I\ r —o SUBSOIL - F• 1g5. h 5 --GAS OF P � J � ��- � 1 \ 2 - _' EGD� µ1 6.. CHERRY +11441y`,l `orr ' i1 � J -- �— 4.. CHERRY >4zAN5 1 WOODMEDIUM SAND / 201 SAMPLE TAKEN ® 5' ROAD 1ERRY 11 1 r 7.5' - 8a` yl , y i r' �� ' i RIMM1 2.49'• 193 Ii i f i /2.�13'` ► , i GROUND WATER 0 5' !y �` - _ _'\ ', ► �o t�J ,` ; `a 187.7' I t / ~ ! ' D 1 �, I ' pINF ' `� fj� // ` �� j ! r ,� t 11 �i C.H 1 `., 12 RIM=i94.10' R=732.62' L=2.48' ! /! i iy � i \` � y+ yl � 11 t 1 It I 1 1 1� _ g'� U.POLE#68 62 i C.B1 Rlfrf=194.10' 1 6 HIGHDMH ► , , CHAIN LINK r !/ RIM=193.43' y 193- FENCE HOLE # 2 yy y Iy t 1 t, t 1 t y1 y u' g y y F•F. G 5.42 - ,' f - _ f r / Al J. 191,5' , DDGRs1 - TOPSOIL. ly yy y1 yl i ,4 ` 1 _-6N1vINK 'y y 1I t ,i , NG - GSUBSOIL MA1n1 E 3D' WIDE 1383 r / SANITAR EWER EASEMENT 1 / 05 Lb - 1 MEDIUM SAND // SAMPLE TAKEN ® 6' �, > ,` ___ II -- �- ~~- 6' HIGH CHAIN LINKa GROUND �WATER 0 7' pROpER� ' FENCE a * NOTE: SANITARY SEWER SERVICE SHALL HAVE 4' OF COVER MINIMUM. 64' - 15 RCPO 0,19% 64' - 15" RCPO 0.45% O 64' - 15" RCPO 0.19% cuRe cur CURB cur _ GRANITE I i I \ 05 � .. .. �� `��g5-'-. SMH \ � SMH T CURB - -_ RIM=195.74' r ) RIM=193.73' ) i� ------- --v-----------495r-------•------------------------ GE � TON A o _ N AL CRE GH U. BRAMS DRIVE RIM.=174a L GRANITE SLOPE ��,� -, .' WV.=174.7', / C.B. .. CURB •��,`� - �, ►q W `z9��W Wi ��• T yy H 8" r .. W RIM=189.99' o f�� __w�w_r __ - g _ _ ___ $ - _ - ___--___ __- _____� -�_ _---- ---- --- --------- _- __ ---_- - - - - --_� --------- i -- -___-_ 3 1' __- - - �$4 ---- ---------•---- "� L9 7�-4�J-- --��3- g "c� ��x- ct SMH EMH - ___w_ -� J �� r- R� RIM=19d.47' I ___1 =39 - -- - g" �7'3 �2EP------ + 1-93 ------ 6 ---------492-- 1-5-i�P �~ �3S 5- RCP --____ _ -� r �Y� W -VI7tPCl`--192---R.�REI}_ENQ__-__ -_ _�LAREQ�1fD-----}g2_ �___ - PtF FLA�E[L 1 _�- OS �D-END-----+96' 7.0 ____ _ ___ gt ------- _�_-__ c� p ME �NAPTE - FCAR�D END INV.=191.29' INV.=191.17' INV.=19d.27 ---TtaL��89 8' _ OF QA 12" INV.=191.73' - 30' WIDE DRAIN W RIP-RAP W RIP-RAP CwM-- ~� _ _ }y RIB-gAp__-- � W RIP- 999 LAKE _END=188.17'/ SI N EDG` �" �` W/RIP-RAP EASEMENT MIN20IIL_-_____ MIN.201b ~^�� --_-___ __i9� �yjIN.201b ` 0!b STONE r` TR E MIN.201b ------•---- ---------__----� -- STONE ---- ---------ST8�11`-----rt�J2_--__ -------- -- ___-- . _ _ \ STON�,� - --__ _--- 9NE — [ gg FLARED END I49?r 193X5 ___ 193X5 - 794 7 4 G 193X INV.=190.91' y _ 15" RCP / FLARED-END, } �--"� 14 RCPO 0.50 g - "�� 1 ' WIDE ��' RiP-RA i y OAK F�ARR 12" RCP B 12" RCP $PILLWAY RIP-RAP I l r T1+l1/.=191.85' 10 WIDE �{p_�qp \ �� W//RIP-RAP 4 SPILLWAY FLARED END FLARED END SE D�`TAIL SH STONPlb � 01N.2IP t MIN.201b INV.-191.50' INV.=190.78' STONE STON i ►1 \ W/ RIP-RAP W RIP•-RAP 7 79 W RIP-RAP RCP F.E. iNVS.=190.00 r i y _\ STONE / 95 / 60'-TWIN 12" CULVERT 1 °i -% I '1 4 s _ _ '9 2^Ir) FLARED Pip-RAP FEACENVS.=90.30' t a� #2 PROPOSED GRADING PLAN 7 y 1 .2 Ib _ AG WAM ACHUSETTS i FOR- ?A 1r p� " r � ,, •°j ^ E�STING � -t• yyy 41 �f � s HY � 1 -E 1$633'`y � KSD LIMITED PARTNERSHIP FLARED END r^ 1\ i PRUCF °` - 1 � %I�g4. °A' ^ 1 OUTLET i i i �o DAVH7 �. GENERAL CREIGHTON W. ABRAMS DR. a ,moo! ,�°� S EttM g1.5� �°y CONTROL r �y y tIf INv.Rlsaz.lz' �, ,\ r #1 , �— � STRUCTURE ; 'IXIyo AGAWAM, MA. 15 P FLARED END 9 20 LONG, o _ _ �� SEE DETAIL ?SX9 ' ��'`�' yy `' ' DATE. SCALE: 1 �40 1 IPlV.=19225' I 1N 1g /E 1Sx1] t' y Aq'`� -~\ �� SIfRYE1 10-6-2006 CHECKED: DLB LRC ® J 94 '9 3 3 5 i 10';WIDE } ' REV,12-a8-2006 .� O T.J.A. 2 OF 5 rtt -�g 5 � 1 r r C.A.D. SHEET NO. .y t 3-��Y�� C• � 1 s �� SPI' WAY I t I y\ r W/ riIP_RAP ,i i I i+t i �X HY 15'FLARED 19 r fr SX8 i , Iy >✓ RIM=1 1.38 _ N 1 s I D , LBEAN I END DD�� ' I ,' s,�� I N 40 SCHOOL STR�ETC. SURVEYORS & INv.=191.s0• S5D W 1 IF.E. W/RIP-W r j W TFl ENGINEERS MM. RA RolpO 195�55 i , INV.-187.78 ES ELD, MASSACHUSETTS r � \ 4 P >� ' rr CD f r� { r 'I \\\ 19 STONE 1 0 F. 1 .� 1 1 45 12 yy RCP O O.W%7" i'i lI \ 9g , r SX7 1 r y y J CONC. t lg2a 1 't -/IN ALL t i i t i ` 1 6f 1NG 73 ANTI-SEEP; SX13y 9' I , c n LftIQY�i+ os 'sue } 4 -- _ � .� .� COLLAR � , � R�ICt1ARl) � LEGEND Sk6 !f I O ti PA`�MEN \S I94 8 ?�t - _ y� �• rl i' rr� r,' I II Mac CATCH BASIN \ 'X1511Np14�G t► IE� o DRAINAGE MANHOLE?94x194 _ 6'69O UTILITY POLE WITH N UMBERto 60 t IpNOSGA 1 94 SX14 ~� -- i SMH p SANITARY SEWER MANHOLE 1I „ Q1 7 9,1 3192'1 O a 1 SIGN r 9 tN`J 1 - f �y - �4 v -' ' f r r �' ct LIGHT POLE r O GAS GATE U.P LE WATER GATE 66 160 OOR r ®g5 ` 1 `y rr � ` r rr I v RIM=19 3,43' 15 HYDRANT 1 �L� O 1 M4{ 1 f f y y , C.S. W EXISTING WATER 5 yy RIM=194.10' N. 1 1� g0'30 !Y- rrf 1 yy w y r , os. DOWN SPOT � #1 I%� 17 9� rr � C_B. � SOIL TEST AREA 1 SX� X Sx1? } r i Ir RIM=194.10' UNDER GROUND ELECTRIC UZZ o {{fi�tt • � r r � 195---------- EXISTING CONTOUR 195 co o>L. I 0. �► �!�� --� .- .- . - WETLAND AREA WITH FLAG NUMBER E)( STN 4 " o 1 JU� CL `7 HYD PROPOSED HYDRANT � Q ► X 195�1 t► "� �-/ Q f j t lgsx 85 13 y t�,'p S :IC-4 ' s� l I `f t, t f -,�, 196 LcJ PROPOSED LEACHING BASIN ] ]9$ ]3 37 s ! ! / r \ FLp,RED I ,1r-rr ,' r rr r r � � E p 190.00'1 / +r ; i \ ; r�r a11 oDMM PROPOSED DRAIN MANHOLE 51 U-POI1�E ,---- 197 P T{PP I ' I I 1 I��r 67/6t1 n t ` RI Ib < < r I r PROPOSED CONTOUR g3 40 Q� I 1 MI .20 S� 195.2 0 o 193 o cn S NE I I y I , r I I i 1 - O ' -- I E j, I rr `r d 195X09 PROPOSED SPOT GRADE ct tt �• r i �" j -- 198 SOIL LOGS PERFORMED BY THIS OFFICE I _ ' V+ r r ON 9-7-2006 ' 1"v4C 19 a Z•pNG AMEN !. �� SMH 1 } YA, riiPROPOSED WOOD GUARDRAIL Gy RIM -194.74' � ��r i r \y r ASS PROPOSED SANITARY SEWER SERVICE GDP �� ' E=190.42' (SEE NOTE) BEAMS ELESaS t cl\ ,- y +r� r + t r gg SIGN: DFF CORP. HOLE # 1 �' g" PVG ARP ,� � y� .-- TRUCK ENTRY ONLY 192.7' � TOPSOIL _ OOR ® r II i (b D F'F 195 54' _ t s •rya cn ' 00 N❑TEs SUBSOIL -'--GAS A`IEM�`� 4,. , 1 i `9 r I + i ,'� UNDERGROUND UTILITIES ARE SHOWN FROM GDE OF P 6" CHERRY AVAILABLE UTILITY INFORMATION ONLY AND WILL F.E. r j I i rr ! REQUIRE ACTUAL FIELD VERIFICATI❑N, MORE ---- - ' 4" ji GHERRY rf UNDERGR❑l1ND UTI�ITI S EXIST 1 HAN ARE SHOWN, MEDIUM SAND SAMPLE TAKEN ® 5' RL�C� \ 6 CHERRY A94_ ,t +! 12" p�1.55r t� �o E X� 14 eb e� r 201 DIG SAFE AS WELL AS EACH UTILITY COMPANY SHALL BE 19 1 qOOR r r , N❑TIFIED TO MARK THEIR UNDERGROUND LINES AT 1RANS r CHERRY 1 t r LEAST 72 HOURS PRIOR TO ANY EXCAVATI❑N, os AIG SAFE TEL. I-888-344-723314 DOC�75, Ig4Op 1 R 2�13' t �R GROUND WATER 5' O H' I I r (187.7') i i~^ t o _ $5' r i r C.B. DOGY 1 19 ' RIM=194. I 10' N L 2 S6 R=732-62 r y i �, ��\ ►y t t 01� RE1• WAI` L=2.48' r r r y i i �` y y y, Cn yly 1 I ya i t1 } U.POLE#68 62 1 C-B1 NEW IM ELEV: 193.62' RII�f=194.10' 1 1 y 1 i � / � � i yy ' ► y t' f' HIGH - , r ' CHAIN LINK r i R M=193.43' y 32'-TWIN 12" CULVERT i I c� t ► ► ' y 19 - FENCE t y t t y t y t BERM SPACED 5' O.C. HOLE # 2 191.5' i yy yi }yt F FAR 1 5 4�, 6 yytiGH PROP _ F.E.W/R P.-1�9P3.32' f 'rr / 04 TOPSOIL ' ' y 1 yy ' t DO }G11 11y L1N� , .`' 12' RET WALL -60' LONG- MIN.2ft 1 I t yt i yy yt ' t r 1GhI 6 !N 11�K Cf v4CE INSTALL 3' HIGH STEEL RAIL- STONE BOTH ENDS ; 1 t y t t t y r 6'A INK CIS CE 60' ALONG TOP AS SHOWN SUBSOIL 1.5' t t t y iy t ' y tSTtNG - Ct tA1 AGES - g3 31' -- - - - i • , i t t 1 ,' ► 1 __ P 6 Ht NK FE - t 3 STEEL RAIL-60' 30 WIDE r i ` -- ti S ` »x l i t , �}G_•-- CHAIN L! _ SANITAR EWER EASEMENT D5 dp FF.=195.55' - MEDIUM SAND \ ► t j ��' �� i r1 i - � ...•:.• •', ,,.. SAMPLE TAKEN O 6' 12" PVC INV.OUT=191.55' 6' HIGH O�a�ti :12" BOTT.=191.55' GROUND WATER o 7' , Rr �JA� CHAIN LINK (1 aa.�{) PROp� FENCE RET. WALL - 60' (SEE DETAIL SHEET) DEVELOPMENT NOTES: TOTAL DFF SITE (LOTS #8 & #9) — 22.93 ACRES Y EXISTING BUILDING COVERAGE 16.5% PROPOSED BUILDING COVERAGE - 30.2% g cm CUT PROPOSED BUILDING = 105,975 S.F. MANUFACTURING & 31,200 S.F. OFFICE cm GRANITE SLOPE SMH SMH PROPOSED ADDITIONAL PARKING - 95 SPACES +3 H/C (MANUFACTURING) CURB 42 SPACES +2 H/C (OFFICE) RIM=195.74' RIM o 93:73' 30 SPACES +2 H/C VAN (VISITOR) ►� .. SMH C B ►° TOTAL ADDITIONAL PARKING 167 SPACES +7 H/C - GENERAL CREIGHTO'N W. ABRAMS DRIVE RIM=193.04', RIM=189.99' - R=12 INV.=174.7t R=12' 64 .. R�12' EMH - 19.76' - 8•. 8,. ,+ -- —ram ux — a CD193 34 1 X 1 p" 6 AK 2X4 OAK 12 R`�S RIB'` 2 MAPLE ELECT. BOX 24' MAPLE MAPLE"�- /POST RCP �� p SMH � �Mf_ld'1 R= 67.0 MAPLE O R1M=190.47 ,, OF PR i2„ _ 84• 30' WIDE DRAIN ' FLARED END=188.17'� SI N EDGE' 13" RCP TREE EASEMENT � � FLARED END 14 INV.-190.91' I ^'" C3 OAK s n 119.16' 2 n #2 LAYOUT AND LANDSCAPING PLAN R�3' I COIAC• AGAWAM MA55At.;HUS 115 ARKIN� ��P I FOR: I �r— P ®RC � 9— . -- , � � � � �E ,r�, KSD LIMITED PARTNERSHIP 11 FLARED END m FLARED END _ � & . �— IQSAMv `' GENERAL CREIGHTON W. ABRAMS DR. INV.=192.12• INv;=19z.25 y 9 g' C 0' 1 9 - SX10 u AGAWAM, MA. 15» P I $ 12 12� _ N�nP.� V% — R�4 1 Sx9 DATE: SCALE: 1 "=40' y 2NjR� s+� c°llG SX11 10-6-2006 CHECKED: DLB LRC URYE o PARK REV:12-05-2006 C.A.D. SHEET N0. 9 9 I 12" RCP UbOLE T.J.A. 3 OF 5 i S' CQNG N I FLARED END=186.33'10� 41 SM .Gr,� EN�R G 5, � RIfiu1=, 1.38' o' 5J LA 5X$ I D . LBEAN 18 ADp�-��O / SX12 W 40 SCHOOL STRkETC' _ SURVEYORS & y ��PQS�D S• o, _ / WESTFIELD, MASSACHUSETTS ENGINEERS 5 I f o I SX7 � r a 1 1rN ��t15ZINC' g cnP.�� / sx, I U' LEGEND 9' m I 1 SX6 J O �� CON PPv� p 5• C. 5' vs l �} �- O ea CATCH BASIN 1 I a DRAINAGE MANHOLE 9 18' R_5 viPAR _ KING I,Tl •� fti � 320, < �AptiNG R�3' f t� C 9 ��- f 66960 UTILITY POLE WITH NUMBER SX14 � ' G SMH p SANITARY SEWER MANHOLE t4' PINE ! �_� I i SIGN 00 20, r 4 Cl LIGHT POLE ® GAS GATE I os SX15 I 66960 aim ow " WATER GATE ZZ O Di4AH F �95.56 `� 1 1 I RIM=193.43'ts HYDRANT RIM-B194.10' o9. DOWN SPOT � 1 I cs �• 1 z ! I SOIL TEST AREA 2 ' SX16 ~ ~ . � C.B. — „w— UNDER GROUND ELECTRIC cp-: if) 9 SX3 SX1"1 o RIM=194.10' -o I — 'i- • — - — - — WETLANd AREA WITH FLAG NUMBER ^ ' �I � � p PROPOSED WOOD GUAR 4 � �, c, GUARDRAIL loft Jai �1 -�'"__ �^ < PROPOSED WALL LIGHT 4, PINE I ' lC , Q `� -- y 1� J � PROPOSED LIGHT POLE Cf. —� pI SX2 I X1 f q LANDSCAPING LEGEND Q10 I 4s I —Y I S j 7 LANDSCAPED SHRUBS W/MULCH X 1950 US rJ' I �� z+ 9 I - f HEDGE ROW (�� I �=" I ' a ?�C LOW GROWING SHRUB p U_POLE 67/61 ORNAMENTAL TREE vs � X �95.2 I Ex1Sj�NG R 1 SOIL LOGS PERFORMED BY THIS OFFICE R~}� °�MPS�� C -,i - 9' � � N � `° ON 9-7-2006 "PNC �12. / I , C3 "pVC Ft EM�N� p SMH L ` I I DECIDUOUS TREE E O� PAN RIM=194.74' GD n FL=190.42' E�Cl • HOLE # 1 BEAMS �„ PNC TRANS I I 1<`� CONIFER TREE 192.7 H' TOPSOIL C Ews } I l 9WAMM WASHED STONE OVER 8 MIL. PLASTIC DOOR 18 ®95 54 � 9' l SUBSOIL GAS PANE��NZ 4„ 2' EG 0� 6" CHERRY Q CHERRY MEDIUM SAND �4" CHERRY SAMPLE TAKEN 0 5' AN CHERRY a .. S. CHERRY c � I l_�_ RIM SMH2.49! �R 6 �`' S5 � 1 G 2.13' 7.5 moo' gIT C0�1 GROUND WATER ® 5' (187.7') o CK 25' cF o DING DO ' Sg R=732.62' RIM=B194.10' v� 215 �O P 82 RAT• V1AL1' . L=2.48' 362 - t*r ' U.POLE#fib 62 RIM=194.10' �t ,00 DRIVE BAR J G' HIGH DMH PROP CONC. ! CHAIN LINK RIM=193.43' HOLE 2 gIS FENCE 191.5' F ppR 1 g�42 g'H1G�1NK 1 TOPSOIL 1 D � 6'1-i1GN CNA N LIN4C G��IyCi~ - SUBSOIL 1.5' 153ING 14 CN�E GE K FENCE 30' WIDE E�C P CA�Is INK 1 SANITARY SEWER EASEMENT ° F MEDIUM SAND SAMPLE TAKEN ® 6' S' HIGH- GROUND WATER 0 7' R`,r CtiNE CHAIN LINK FENCE E (,84.5') PROPS e , .-," ...: ... - ;.. v...::... ,.. >.0 r .-, •., . •:._-: ._, .;• .:.ate` - .-. , .. _ .. .. - .2ts.'^.... xi...i..:.. ,'`,, n.., d,....- :...._ "-. A.ax .'� .•c. _,,,`-. ._. .a... .. -,.+r:,.s._ ., +b, ..�, „ ..Af_..., . .. .: 4AL CONCRETE APRON DETAIL _ : ` s � NO SCALE WIRE MESH DETAIL 1 TYPICAL PARKING AND . VARIES CONCRETE RETAINING WALL DETAIL DRIVEWAY PAVEMENT STRUCTURE SPECIFICATION FOR CEMENT CONCRETE APRON 3' No No $C" 2-V4$ BANS IN aot4o 2 COURSES BITUMINOUS CONCRETE E3EAM5 AT 05 INCHr-6 t , 1, 5' TYPE I 1 SURFACE CONCRETE The concrete used for the aprons ON CENTER CIF! JOINT F1MINFCRCEMEN- AT e 2' TYPE I-1 BINDER shall have a strength of 4000 psi, ___ 3Ncts eN ceT�t7cFR BITUMINOUS CONCRETE a maximum aggregate of 3/4', and 3' GNAT shall contain 5-W entrained air. DIMENSIONS AND REINF'ORCEMMNT w�t;p*a��s ropmm InNrSH �=t -3") CURB TYPE-2 The concrete shall be placed to the ~i •}-- �— �•--y--1- VURTfCAL RODS HORIZONTAL P~^ MIN. �1'� length and width Shawn and to n 6'X6' W.R9 ( ►MALL H 9 T A IN THE WALL RODS IN FOOTING 7' O.C. depth 6 Inches and reinforced E TYP.) �' Inrc+-ems ,. 3 , with 6' X 6' V2.9 :Ire mesh. T,n NCI f~s. s_°' 3'- 7.4• 91, 8" !a 37 s @ 27 S rNCHES IN U0 AXIM f Install pre-mottled ,Joint filter scea _ I?" 4'-t?" 2'•9" 9" t0" bs• around Islands and where concrete fi 4'-&' X-3" 10" 12" '/s - "@ 32" 2/g"0 27" - .I TW CUURSE 44• Rom' meets concrete.Installation shall be In No r E[7 thick ,. >. > 1 FT CW - � ---- --- '�' accordance with Mass, Standard °ELow � j E 5 4 3'•6 10" ;4 1x >� y8' /s"�30' 4" PROCESSED CRAVEI-2" STONE MAX. Specifications Section 476. After trawling, VARIES { ! S'-t?" 4'•2" 12" 1'S" xl•R"!24" 'Ir" 25" e�� *TONE 111kthe surface of the apron shall be brushed - •-• -}-•} -� OR Rif VEL, AT to produce n nons[ surface. The veRTicAI.. R�IR,tls►4 e9ivAofs r"Cre w �I�I-lo�� 0 0 8" BANK RUN GRAVEL- 6" MAX STONE `� 0 0 9" P � OVERLAP , �a� Roos � � � � INTAKC w/SCREEN anmER COURSE concrete shall be protected from loss O 0 0 of water, the weather, and traffic for at WIRES 12 ! ! I! PT COMPACTED GRAVEL SUB--GRADE least 3 days after pouring by a method 0,0YVF0s I _ ' approved by the Engineer. =• "' - a0'TTvr� s I�szon+TA,L �� oo'T•INro - GRAVEL BASE Contractor shall excavate existing Material _ "4 Jim ��¢ li �I 13�Law "rHE g to a depth sufficient to allow placement of a 6 FR043T uL 4 NOTE: WETLAND CROSSING EXCAVATE 4' DOWN FROM EXISTING GRADE. FILL bv'iH inch compacted gravel base plus 6 Inches of ".r.�.�r,rT. .� r „T „, _�+..At �� Z r , BANK RUN GRAVEL. processed gravel below the concrete apron. 3• ' `��• a •4 �_,, ,i, _ r'-I • ",; Compaction shall be by means of a 10 ton - . a a e a - '..: 4 • . . �' ; roller, to acquire 95% optImurl density. svb.s sA>< , "' �'} -► � I , I HYDRANT D ETAI L 3' O IEN NTlL KEY a"OY 6" MINIMUM f Wrrt4 F'ERMCABL.E SACKFILL- CONCRETE a ENTRY DETAIL _ - - - - ».acKFr�.c,1Na1eoc�uF[e� �uvo or ►lNavE �crlof� awAnorf =i HYnRANT TYF4CAL CAiV71LEVER RL-rAlt4IN G WALL • OONCW� �� PLACE AIRDIAO VALVE am PRIOR M MON PAVING. SEE C AILS V L1 k i l lo+ - - -- PRECAST CONCRETE DRAIN MANHOLE N HOLE FLARED END DETAIL ASFKALDRAINAGE MAN CUMT F G I ,G FRAME & COVER WITH RIP RAP 7 PAVEMENT 9EE 4' CEMENT C❑N C WALK STANDARD MAi1(1E u'.MANHOLE 1 RArE +�E7E U9ED S ALL AUAMMM MMl�E STEP FRAE Alin CrrI X N.T.S. VALVE BOO( 2' PR S. AV BE 40DO PS Or1H A � FROWTR1 LOE91G1 TO BE LASELED 'DRARf' PLAOE 7�z' GY. I — --.__;�---.: i- - r r�I—I I MAXkW AOGREOATE s'VALVE MRI OR I I�=-6" CiIMPAi TCI) GRAVEL BAS 77 s»E OF 3/4' AND g�pwp,o WKIN J01rff 9ROKEN YTS —i ti i -I L 1--11 11 1 1-. I 1 4_�I 11-1 I V—��- SHALL CONTAIN SAVACE 0!>rvl AROUND H)TRANT 5-•7X CORAilD AN : 1 Bid 3 MAY BE VOM FOR GRADE ADAM EMM DRAIN " FRAIE 10 9E W7 IN FULL OW OF MURTAR uvr 6 r JONT DETAILS + (?�PI1pl!NOISE Ilq� l - FS �, ><- V �—MORTAR ALL JORM 1 � MN. a12 9a M. 51Ef1.PER VERIK7AL FIE DLOK R�10Ld( In E ae'x ,' nartrtW t ACCU1 19 TO GAS E15 CAS7cFT r _ FLARED END HYDRANT TEE r D.1. uPR.E y Y YIN 1 - BM MtDL1FD DPENNQ6 F10R ir NO WH�i HYDRANi7 IS •I '• Y ON%E END OF THE T I riEJ[PE YWORG 0 SPACE LS LIMRED. b SEA11 PIPE 041lEC1KlIS r so w e ' FLOOR OF STRUCTURE TO �� r HM�pE .RE1D LOK GASKET• AM MIP 40M RY DP.E. " SHOE U,AE�cT+Avt IEARM LAM RAT RF.OUIRED ON PIPE UNTIL W7N RETAIER a_Al�i TO 9E USED HEFIEE - 21' O. OF PIPE ARE + - REn�j o (PRIOR TO END l 4 _ MIN. c�0 l� 4 RIP-RAP ErioC ads Allis MORTAR OR [>3QIF Pr40yW V OPENOM �TM S EMM M 1� 00"TO HE EMW, Ta BURLAP 6' STOW 9 "M EGALU G" THRUST RESTRAINTS PRE)CJSE10T IN R19ER 11Q1 � 'O" ' �F=M'" -'°� C°'M p 4 � aPOIR+os TO s>" eRxxs L+W ON � N,TS, NOTE: FOR DE9pRP'110NM MA7E10ALS� ANp OQR511R1sC11GN LEAi00BG SEE LATEST mallows 1 —�•� �� k,c _' - iBENDS STONE PAD DETAIL r ��- CQ 'ACTED EESw d} TETS L. TEES L. TEES 4 TEES L. BENDS L Sf?fIIS L BENDS L 9E?iA3 L N.T.S. r� Era 6'x6'x6' 13' r 1rsdD'x6' 4' 0' 12'1d2•sda• 7' 0' 12'x18•xiE' 33' r 6' 11 1/4 2' V 6. 22 W2 4' 0• 6' 43• 9' r 6' 9W 1W r A A WW14. 1D' r l09dVx9' 16' r L?'x12'x9' 17 0' Ir I1 L/4 2' U' B' 22 1/2 5' r 9' 45' IV O' t3' W P4' 0- rw P11Eir�►sT t11ii A'xJC XW W O' 10'71rXur 2' (r 12.x1e iv 22' 0' 1r S 1/4 T 0' 1r 22 W 6' V Ir 44 IZ' r W 90' 29' r FL I,-rrnti tc.crx x.wi.rwsr_e N ors sae rr roc o-rrr■x IP' U 1/4 3' 0' 12' 22 1.r2 7' Cr W 45• 14' V le 9r 34' r - TEES - HYDRANT BRANCH •wm. .cvwc.n rt srnr.„ror rrwr i R TEES TEES Kw 4 TEES L. TEES 6•xb'1cb' 20' 0' 10'x30•st6• tE' r ]E'1r12'>'a6• l0' D' 85s8'xb' 1S 0` � \\ C� �1�•1 �t Iy4 1.1w K.tirrr•m. �..a p�er*�e+wu v rc[m�s ww L t• .JU FOOT I�iNii�l.�IM i - FRAME TO t EQUAL TOU. _'�" "°"- HAY BALE STAKING DETAIL PLAN -, >� 4M SILT FENCE DETAIL N.T.S. r.:REDUCERS 0J a •� e-A N.T.S. F� > L QJ ) ) 1 h ` 40ff DET� B, CETAILE HARDWOOD OR METAL STAKES PLAN ® THfRW REVVADIT x j FLOW DIRECTION NOTES : rot Ir P1'r ® G11TE VALVE � DRIVEN THRU BALES INTO GROUND � a TW Asaw ( TALUS ARE 1r1II,SED ON THE F-GRLOVM NilMUN Assulr{m& s• 1fl Al ItY r Imo` i -idYsh ba..r,aa�rn.xo...tr,rtr� � ... - GEC3TEXTILE PREFABRICATED SEDIMENT IF �>� DIF FE16 CONTACT TOW EN[UIml >I� PR � �, � � - TRASH RACK D ETAI L- �___ _ x OF �E Is nWR Qr �F rs FEET \j\/ /jam//,� /\;;. /��//\,/\l\1/,, _.__�- N.Ts. FILTER i'ABRIc .//,\//.\//\ /. ,. �1 ,�: �/,� /� /\//\ / QII� .�'T �CT gE DETAIL PRQPEXESILT OS❑P (AM❑CCl),FENCE I,� tMMC. LAYlrf ,AIM s��M TW FOLLOWING [TYPE 3a 6* MINIMUM NTS NOTE: �I WOOD ❑ ❑RO APPROVED TEQUAL. EX), iphtly OMMOantaa Sall PLAN 2 --3' TRAP ROCK COMPACTED SUBGRADI_ Install S hi C.L: Fence �—� r— r STEEL POSTS Slli SHALL BE ffr SILTS fF METMl1 T11 LFSf PLAS7DLITY vrnf SAND OR f3a4vEL 24' I.D. OR 30- I.D. with I.24" Pool C0C18 Mesh �I _ "'} �r ci0' ❑.C.MAXJ LL < 5% Ef - 50 X COO= PARTUXES OPNG. from Elegy. 188'to 193' alnllnd `'� i `�� BACKF ILL NOTE 6R IFP"E AND COVER orrice openings. Bolt to eitheT � � I � o j f BACKI-ILL 'UEWt LAG" F!E9MAM_rS ARE TO BE USED ON (NON TRA IT I C) AU T= EIE7fEAs & R UX EBM " saEs side of outlet structure leaving W_ SEM 17W I�LLIO RESTRWT HARWM 193.1 T• rr V � � V �� I.:: 12 between Fence and orifices. bolts TYPICAL APPLICATION METHOD FORF COVER (NON-TRAFFIC) FFN NATIVE SOIL EROSION CONTROL BLANKETS ON STEEP SLOPES 107 �Bs � ' ' J ANTI—SEEP COLLAR DETAIL FLOW � BE STAKED r' NOTE,- ' SILT B FENCE tF❑R ARMORED SILT D FENCE'. KTs - 17.. - 12" RCP TWO STAKES KT.S. EACH BALE THE 2 HALVES ORIFICE FILL WITH SO -��' OVERLAP 1.5' TYP. 18'-24' FR[3M! J' F•� :,, AFTER ANCHURIIN("i� - - EDGE OF PIPE TO 000 . __ 70 At_�flW FOR THE _ 3-a�d1a• iT�keeR Q PIECES TO BE EDGE OF COLLAR lnv.e -�19 -OT 5" bO1I EI BOLTED TOGETHER ON ALL FOUR SIDES 5 4�` a 5'-0" 1 2-6" din. hellos MAX. PLAN \� Inv-s a 190.00' ANCHOR METH13D � TYPICAL SIDE OVERLAP STAINLESS STEEL GUIDELINES FOR INSTALLING ERGSI[?fl FlXt TOP OF STEEP SLiiPE 1 '/- s CONTROL BLANKETS 7.5' 2• o SIDE BANDS ON EACH 2-4" dLa. bole �1 3 "I � 1-I2` RCP outlKc O BARREL GRADE T-O FU4AL CO NTDURS AND SMOOTH SLOPE- 0 4" TYP. I ---- 873 LBS PER FOOT APPLY FERTILIZER AND APPRWRIATE S£ED flU( EXISTINC,� FOLLOWING NRCS RECOMMENDATIONS — — 6' r GROUND H4'L INT❑TGROUND TYPICAL STAPLE z' � 3/8" DOLES ALLOW oEsrcN CASE,A ANCHOR BLANKETS AT TOP OF SLOPE AS SHOWN PATTERN FOR _ FOR ADJUSTMENT OF 1/4' ter-TIIAFFICf STEEP SLOPES STAINLESS STEEL BOLTS PROFILE UNR�L BLANKETS DOWN GRADIENT. PLACE THE al - - (WHICH ARE TYP. - RUI I LOOSELY TO ENSURE FULL saiL CONTACT. _._..--- SPACED 6' APART) DETAIL SHEET L I. OVERLAP BLA�E'rs ABOUT 2' AND STAPLE ,� - S P I LLWAY -D ETAI L _ _ G AWA M MASS C H U S ETT S INSTALL BLANKETS SUCH THAT EDGE iIVER1.APS p�{�, �}.pB N.T.S. FOR: ARE AWAY FROM TW DDRECTWIN OF THE PWVAILM FOR BOTTOM OF � OVERLAP UPPER BLANKET OVER LOVER BLANKET STEEP SLOPE ELEVAT7DNNi93.,Y SECTION PROFILE 1H OF �`� Of ss KSD LIMITED PARTNERSHIP THE TWO PIECE CONNECTING P '�{ uny ABOUT 6' USING FIVE STAPLES \\ BAND IS MADE FROM 1/$ ,� ner�rra�+ , �` Ex�vATrtar+�l9ao, at'� �� c+ DAM ��= GENERAL CREIGHTON W.ABRAMS DR. POLYETHYLENE AND EXTENDS FILL WITH SLII ,j`, �� 1 ' _ A MINIMUM OF 3' FROM THE T� SPILLWAY TOP OF BASIN TZ] TOP OF BASIN AGAWAM, MA. CUT EXCESS BLANKET VITH SCISSORS AND ANCF[IR AFTER ANC! 3RING t - �~-- '� -4 AT BOTTOM OF SLOPE AS SHOWN ON DIAGRAK � �* STAPLES AT�TFIE Tt]P AND NQ FIVE CENTER ERN EACH SIDE AND 44 SLL'1PE ELEV. EL-EV:193.5 B�� SET IS JOINED TO THE BEWY WITH 4d SL Slall_1WAY ELEV:t93.d' ti DATE: SCALE: N.T.S. �• �� SIDES TINUOUS WELD ON BOTH RIP-RAP f ! R4 �� gyp* 10-6-2006 CHECKED: DLB LRC i� MIN, 20 LIL SYRY� REV:12---05-2006 C.A.D. SHEET NO. STONE T.J A, 4 OF 5 C RIP-RAP S MIN. 20 LB. STONE A INC. SURVEYORS4D . L . BEAN SCHOOL STRIkET r ENGINEERS WESTFIELD, MASSACHUSETTS - - f - i .7, 64' -- 15" RCP® 0.19% 64' - 15' RCP® 0.45% 64' - 15" RCPO 0.19% pipe apt arse CIO GRANITE 5LORE--___ 5MH �\ � SMI•i •`"�3` y, CURB �} �'s _ - = _ --�,S P RIM195.74' RIM 0193.73' MH f - ---------------___ �/ R -193.04 . C.B. a. GRANITE �-. �� ------ -------------.�95._---------------- - GENERAL CREIGHTC�N �LI. STONE _H4V.-174,7t � SLOPE ,.- �. - T, STONE .� w w w, w s" W R1M=1ss.ss' o CURB .' PAD _ 1� ,•�— % _ _ ------ - �__ --�_____�_----------��_ --__-_----__-_ -� -- - ----- - ��5__ ___- ---� -- ------_- _ _- -__ - ___ _ ______ _ __ _ S„ Ee _ 5MH si' -r'l- .3A, 93 _-- o - ^EMH - _ - _-_- 1 X1' ------- — - ------------------ 1-94--` -8" J _ ` aR`3 0 RIM=190.47' ft r� - N� - RCP _—___-_ -- i9'�____ - APLT -_ r _ ED- --- 05 R�D_EJ�IDw--i9@-�JY RCP S,YN ADD g" 7'3 i�EP ---- r33� --- W -1�Pc----192---€TARED FND______ _�LARMIII-_--- -'�'�" Pp �E = - - TEAR- D~END INV.=191.29' INV.=191.17` -- --Mgr''`------- INV.=19fl.27' �N1C-�189, pG1r °F _ t INV.=191.73' 30' WIDE E DRAIN W RIP-RAP 1N/RIP-RAP -'-J �-__--T--{�#-YfLE�I�'�RAP- -- W RIP-R�•`----996-E'L Q END=188.17'/ wv� - %RIP-RAP �iIjL201b-__-v__ MIN.201b MI N.201b _ \ STO --�-- ---_------ Y-- STONE NF FLARED END - g3-- - 193X5 4i 4 > >9,4 1 ,/ 1NV.=190.91' 193X5 15' RCP sQ4 92 B WjDr OAK =1g5' 10' WI 12" RCP -� - 1 - 12"-RCP® 0.50�6 6 ��12" RCP SPILLWAY RIP-RAP RIP-JNV. \1 W//RIP-RAP } FLARED END 1 FLARED END { W/ P-R M1N�?EQIb 1 Mi2¢Ib 1 MIFi.201b SPILLWAY INV.=191.50' INV.=190.78' STO N 4 \� STONE W/ RIP-RAP 4V/RIP-RAP �9 lg W/RIP-RAP 1 " RC F.E. INVS.=190.00` 60'^TWIN 12" CULVERT p 0 '9 21� E1�RE°a, mp_,b SPACED 191.3o' 1 _ #Z s; ; EROSION AND SEDIMENT CONTROL PLAN sx 4 19 1 ry I I AGAW 5 5A H U 5 IT ..1� — — — FOR: La �Y 8^ 1EX'i,I,S IRU N a �" of ,��, KSD LIMITED PARTNERSHIP 0P �ry 'x � � N & "� � I .E�186.33'� 'P ► � o�� DAVID '�r+ FEARED END �\ , PkuCE _ t - �► >w5 �^� OUTLIET s GENERAL CREIGHTON W. ABRAMS DR. INV.=192.12' \ � •.�' S R1M lggl52 0 �-- •.�'� ^ CONTROL + �y i 1 i \ r ! !sX1`fl 1 AGAWAM, MA. \ 1 �, STRUCTURE I y \ , #' 9 - SEE DETAIL sx9 DATE: SCALE: 1 =40 15" IN RE 92 25' $ � I G � a v1� i 3 2E o �, - - f 'C 1 l ► ► y '�' p sul�rE+°4 10-6-2006 CHECKED: . DLB LRC m , _ g I 19,3 r SX11 } , REV:12-05-2006 94 59' 3 �` �'r I i i i\ i TA:D. SHEET NO. 1 a r WAY IDE i i �� y y 11~ 9 • E t u:� r ,-i�Ff WR—RAP If I t SM - } I I RIM=t '.38' INC. SURVEYORS HY 15 FLARED �� ON 1 lgs I ! ! SX8 � j �' y P � D , LBEAN U V & ---��-_ � END � 1 v ENV.=191.6Q' ^^ NpID Sin ', N 40 SCHOOL STREET 0 G G5f ' ,� IF.E. W/RIP-RAP ��' �, `y ►� WESTFIELD, MASSACHUSETTS ENGINEERS RIP-RAP pROP F .19 ,5 y , INv.=187.78 r �. I 1 �45'12 ►t RCP 0 0.50%� �\ 19 y8 0 I SX7} 4 } r I I % _-- ��as• � •/AtI�ITI-�' ', �� of 5X13 EX15�1NG 1 r 94 09. s i 9 ENS I COLLAR 1` I t I fI. t o L9g1► + I. I ! RICIIIIA6 3 1+ \ + I CLINK --- Y--pP ,, 79 79 2 j t' 11j i 4 Q 11n. mil GW r s4 5 0 �95GA } 194 1A ® t' \ SX14OD f r rr rr i �- yg J` 7 9 rf! 14,. ply } � 3g It1�1�1g2.1 I lfn Sxl 1i r — 1 LEGEND r - j 1 S 15 f r t U.P LE 'rn awe air 195 --- -- EXISTING CONTOUR SX4 �` % f-J + 6fi ifi0 DMH ® Ci 1 i r + RIM=193.43' —- F•F�•1 g5 56 O I ! ! ! V '1*- -—•— ---- WETLAND AREA WITH FLAG NUMBER 1 1 � M 5 ' ►! RlT.B194.10' S�� Q H ! �+ � 1 11 t -A9 pg3o530' f!f ! \` ,y r Fa PROPOSED LEACHING BASIN US I $ O I + _`--1$`} �6 — C.B. �AH PROPOSED DRAIN MANHOLE 1gZ.8 1 - SX 5X17 � ! f j j RIM=194.10' I + r Ly' PROPOSED CONTOUR i �1NG 1 F w rn� I9s 6 u1� � , o co , �c� I 1 t 2 1 � t i i� �` '+ o�, `-' 195XO9 PROPOSED SPOT GRADE r V l�� 1`� y ti } 7� Z ,�' �• I r I 1 5� f �X� i i r ' '� PROPOSED WOOD GUARDRAIL a U0 � l S ! ! _ O O ( I X� C.I. y g . � r . ! I ; ; rr+ STAKED do ENTRANCED nL y► T 1 cy •r' �� Z ' `" 1 ! 1 ' / r i ,` i ram_ SILT FENCE X j5g } r9s y u a �jS Q I s ' �ita ► r r -+ , 96 ( SEE DETAIL SHEET ) 3 13 t I p Z sN N 1 ! I ! , \ r 95 73 k37 y+ �� Ai�j/f/ ` \ ` I ED I !! � ! +r' ;' r `' STAKED do ENTRANCED E �1gt3.04'l r r } y fi ARMORED SILT FENCE U.PO1 E ,---- 197 { SEE DETAIL SHEET ) 67/60 Z s'�t! SIGN: DFF CORP. TRUCK ENTRY ONLY ` X gg5•Z 1 ; 12 �� O A93. 1 i I c10 1 r`I ! i - SOIL LOGS PERFORMED BY THIS OFFICE19$ _ 1 oc 1cN• cr - �-_ I .- ON 9--7-•-2006 I � 1g "PVC/ M EN SMH i'�o I I i r 1 �.`y r I +I r��\ � � ' !' NOTE, THIS AREA IS NOT TO BE RIM=194.74' I\ ! f cp USED AS A CONSTRUCTION ENTRANCE. E=190,42' Ey e S�C1 1 1 1 �` � - t r !! 99 HOLE Ill 1 BEAMS 192.7' TOPSOIL i a" pqC Ep,0S 0• a SUBSOIL ' _ - F.F• ®g5a A _ ' \� ij + i 'D 00 NOTEi - °� ME 3 2 - � r GAS pAVE N � 4.• E4�'• v , 1 I � � t � 1 I �� UNDERGROUND UTILITIES ARE SHOWN FROM 6" CHERRY ' I i I I AVAILABLE UTILITY INFORMATION ONLY AND WILL y "cp 1 F E I I I f / REQUIRE ACTUAL FIELD VERIFICATION. M13RE 6" CHERRY S�193.1X) r MEDIUM SAND -- ECrt -� � 6.. 4" CHERRY -.,, - i �' -- ' , ! IJND€PDRDUND UTILITIES EXIST THh�! ARE ��uN! , pVC ( ! DIG &WE AS WELL AS EACH UTILITY COMPANY SHALL BE SAMPLE TAKEN 0 5' E� 5 CHERRY - y N' t2 1y155 XI 14 t qa ZOi NOTIFIED TO MARK THEIR UNDERGROUND LIDS AT TRpN k CHERRY - y � r +,�� OOR ! ! ' �� LEAST 72 HOURS PRIOR TO ANY EXCAVATION. � \ .H• q r + ! v i t` , \y 0' l A. G DpOCK H i 2.`7 '�' r �� DIG SAFE TEL. 1-888-344-7P33 7.5 y -~Y \ y t" ig4 °pglN X 10 R =1 I 1 ! GROUND WATER ® 5' y r` _ -1� y► yy s�*� W�H p.H D° f (187.7') I j �- ��\ ly 1y O " r1g255'f ; rim i rr RIM194.10' O N DOCK 12 INS + R=732.62' , Rom. Wp�" L=2.48'fo rn f� "` U.POLE#68 62 C.B� r t \ ! RI 194.10' y i i i i y t R NEW IM ELEV: 193.62' �- ' yi yyy �yy liy �y yyi I- - I 1 U DMH CHAIN LINK. I` !!! �i REM-193.43' 32 TW N 2 �C LVERT FENCE I ! HOLE: 2 i y ' y y y y gERM SPACED 5 O.C. I ! t y y y , GAR. op• F.E. INVS.-193.32 r , 04 191.5' + i i ` i ` ; F•F ® 195�2' H1GN PR W/RIP-RAP I !! TOPSOIL y y i ` i d°OR~ 'r{tGtl 6,tirl L1N1( _ MIN.201b t y STONE BOTH ENDS i t t t ti G � i _ 1' \ i i yy i y yy i �;NIGH K CNpdN L11`tK FENCE � SUBSOIL y \ t y y y y _ pSN uN FENCE 1.5' yy yy yy yy �' yy y EX`5L1NG ' CH CE - j383.31 1 30' WIDE ,', y, y ` �x y` ,` /, -_ c• p ciN L`Nkc �� SEED PLANTING SCHEDULE SANITAR EWER EASEMENT '1 05 MEDIUM SAND `y yy, -`� ,'� ;! - = Modified NRCS Permanent Seeding Mixture # 6 (from Massachusetts ' Erosion And Sediment Control Guidelines — 1997) in the following EROSION CONTROL BLANKETS SAMPLE TAKEN ® s' ratio (numbers in Ibs/acre): Red Fescue — 10, Canada Bluegrass — 10, es In excess of 5:1 to slopes Re Perennial Ryegrass — 10, and Red Top — 1 , is recommended for planting NOTE: 9 p under erosion control blankets, to provide quick vegetated cover and to help be staked with erosion control blankets GROUND WATER O 7' UN� C' HIGH p q g p Bon Terra C2, North American Green C125., 184 5' R°PEH� CHAIN LINK anchor the erosion control fabric. Unmodified Seeding Mixture #6 (Perennial ( ( ) FENCE or equal) following seed and fertilizer applications. Ryegrass ratio — 10) is recommended for other disturbed areas to be landscaped. 4 - ..._ �-+.-.•�'+_r'rwwwrw.w��M�.�Yq.•.MW�r._w..._....vMw.n ., • ••w w��...••_r�-r....-..r_,.».•+w.�-n.+...+...-� v.Yn �__.w.�.evM++.+_r.•a.r.•..nw .. �r-wnw��.w.rr—.+�r.nr�w.�•r.�r.s.+-+. _ I { LJI ! 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P Q.0 q A,::: gig 211 Colom, 'IT AIR 46.00 Ix�* - - !�s A- it-v 4,Z*,_t fq 0 It Ii�- itiz li4 P111 0 A f it �,, " I ", VI m 10 0i 4, lr,%li�,V"m;Iq Z o "Al I-A 4r v Wm rX il,I ir, � 011 w7 i D. L. BEAN, INC. LAND CONSULTANTS 413-562-7566 Forty School Street Fax # 413-562-2091 SURVEYORS Westfield, Mass. 01085 ENGINEERS October 6, 2006 Agawam Planning Board 36 Main Street Agawam, MA 01001 RE: Site Plan Approval Application -DFF Corp. -Abrams Drive Dear Board Members: Enclosed please find the following information in support to the proposed expansion of the DFF Corporation facility located on Abrams Drive. 1. Application for Site Plan Approval. 1"0.D. 2. Locus Plan. 3. Existing Building Facade. 0 , 7D116 4. Drainage Reports - 30 pages. 5. Stormwater Management &Facilities Maintenance Plan - 6 pTLANI ,. " 1 : _"•` b. Determination of Applicability-4 pages. � �i 7. NHESP Response Letter. 8. Proposed Site Plans - 5 sheets. This is being submitted on behalf of our client, Ernie Denby, Principal of DFF Corp. and KSD Limited Partnership. The proposal is to expand the facilities of the DFF Corp. by constructing a 137,175 square foot addition and by adding 164 parking spaces with associated drives and loading areas. This project has received a Negative Determination from the Conservation Commission and will be outside of any areas reviewed by the Natural Heritage and Endangered Species Program. Stormwater management is included.within this material submitted and has been discussed previously with the Town Engineering Department. Westrnass Area Development Corp. is aware of the proposal and layout and a copy of this application and plan is being delivered to them for review. cn r*i c-) � a cs- 4= c a ran cn Page-2- October 6,2006 Abrams Drive,Agawam Due to the size of this addition, it would be most beneficial if the foundations could be installed this fall, and we would appreciate the opportunity to present this proposal in detail at your earliest convenience. We will snake ourselves immediately available to answer any questions or alleviate any concerns that you may have. Thank you for your attention to this proposal. Sincerely, D.L. Bean, Inc David L. Bean,President enclosures as noted CC: Ernie Denby Westmass Area Development Corp. Agawam Engineering Department DLBlssc AGAWAM PLANNING BOARD FORM D Application for Site Plan Approval Please complete the following farm and return it and 10 copies of the Site Plan to: Agawam Planning Board office of Planning and Community Development 36 Main Street Agawam, MA 01001 October 5, 2006 1. Name of Business DFF Corporation, Ernie Denby. Principal Address Abrams Drive (P.O. Box 285) Agawam, MA 01001-0285 2. Name of Applicant/Owner KSV Limited Partnership - Ernie Denby, Principal Address Abrams Drive (P.O. Box 285) Agawam, MA 01001-0285 Telephone 786-8880 3 . Name of Engineer/Architect D.L. Bean, Inc. Address 40 School Street - Westfield, MA 01085 Telephone 413-568-7566 4. Please give a brief description of the proposed project: This project proposes a building addition of 137,175 S.F. to an existing industrial complex. Also the installation of four additional driveways and 159 parking spaces, Zone = Industrial District A. K. II yy y L V�� PLANN01"Vo ��e{ Rev. 2/14/94 f • • •■wia -- 1,-'�F'� �`' � � � t I� _ _ ILA PK 0. t will. In 1P � �� - �. -'i yam_--_ �' '��' t� ��• • ..,� rti. . y 'k Bowles Agawam li r - s �fi • r.f■..• ■r 's �� /� • •fa •■f • N1,90 a lor ` � � � �• a __ _� / _r•— � .`_ • . t+sir { ; •` � ' • + � k iJe .+ ap ` ■ L'3 I • w i 15*IN Name:WEST SPRINGFIELD Location: 042°03' 11.6" N 072'39 26.4" W Date, 5I312006 Scale: 1 inch equals 1000 feet Copyright(C)1997,Maptech.Inc. y sr w' i w o .. 1 • 4 � Ir f DRAINAGE REPORTS v t. L.. BEAN, INC. LAND CONSULTANTS 41 3-562-7566 Farley School Street Fax # 413-562-2091 SURVEYORS Westfield, Mass. 01085 October 6, 2006 ENGINEERS DFF CORPORATION DRAINAGE SYNOPSIS Existing site drainage was reviewed in the early stages of this proposed facility expansion, and was found to be performing as originally designed. The Bowles Industrial Park layout had incorporated a massive storm system of swales,culverts,pipe network, and detention basins to accommodate the development of 25 percent impervious cover per lot. In addition to that allowance,DFF also added two retention basins, designed and approved, to accommodate expansions in the overall facility, including additional buildings and parking areas, that now exist. The concept to handle additional nm-off for this new expansion was to install additional retention basins, and it was verbally reviewed with the Town Engineering Department. To insure an adequate means of controlling total ran-off from the proposed impervious areas, the decided design criteria was to use the run-off volume from all the proposed impervious areas for a 1.00 year storm event to size volume of retention. Simply equated; the additional impervious areas,buildings,parking and walks, equal a total of 224,638 square feet. A 100 year rainfall for this region is 6.5 inches of rain in a 24 hour period,with almost 100 percent run-off. The retention areas shown on the enclosed Drainage Areas Plan are sized to accomodate this volume of runoff. 224,638 S.F. X 0.54 F.T. (6.5")= 121,305 C.F. Pondmg Area Ia.. Additional volume= 3,204 C.F. Takes in one half of proposed drive (5,880 S.F. X 0.54 ft.) = 3,175 C.F. Retention Area I. Basin Volume= 36,482 C.F. Takes in one half of proposed drive,part of existing building, one half of proposed office and parking, and one hall'of visitor parking. (68,150 S.F. X 0.504 ft.)= 36,801 C.F. .Retention Areas IT& 11a. Basins Volume Total= 82,527 C.F. Takes in one half of proposed office and parking, one half of visitor parking, remainder of existing building, almost one half of proposed manufacturing building, and part of manufacturing building, parking, & drive area G51,000 S.F. +X 0.54 ft.)= 81,540 C.F. TOTAL PONDING/RETENTION BASIN VOLUME= 122,713 C.F. TOTAL VOLUME REQUIRED FOR 100 YEAR STORM= 121,305 C.F. Page--2- Synopsis DFF Corp. October 6, 2006 In order to relieve the retention basins of long term standing water from a major storm event, it was decided to install leaching basins that would percolate the ponded water even under frozen ground conditions. Underlying soils from the SCS maps indicate Merrimac sands and gravel. Actual soil examinations performed by D.L_Bean,Inc. and Thomas Pitoniak, Licensed Soil Evaluator,proved the SCS map to be correct, and also ascertained the estimated high water table to be as shown on the soil evaluators report. Soil samples were delivered to Allied Testing Laboratories for sieve analysis' and gradation curves,to prove the permeability of the soils. The basins, under normal conditions,will naturally percolate the ponded water through the lawns and underlying soils. Attached to this report is the following supportive information. 1, Drainage Areas Plan, 2. Retention Areas Volume Report. 3. SCS Soil Map. 4. Soil Evaluator's Report. 5. Laboratory Analysis of Soils. 1H OF y 6. TR-55 Calculations for Roof Run-Off, 7. Roof Drain Calculations for Pipe Sizing. AOIAM CUNK No.29�39 cawft f t a a u z a.� Q 0 z N 23 I! J t � lit Jim d i l ti I � 4 a► En op sop 11 Ca. all n a � t y �g h g , 4 RETENTION BASIN DFF CORPORATION AGAWAM,MA. Volume Report AREA Ia Lower left grid comer : 5667.90,5455.19 Upper right grid corner: 5780.79,5580.77 X grid resolution: 50,Y grid resolution: 50 X grid cell size : 2.26, Y grid cell size: 2.51 Pond/Pit volume : 3,204.2 cubic ft, 118.67 cubic yards Volume Report AREA I Lower left grid comer: 5461.08,5295.88 Upper right grid corner: 5683.15,5578.70 X grid resolution: 50,Y grid resolution: 50 X grid cell size : 4.44, Y grid cell size: 5.66 Pond/Pit volume : 36,981.8 cubic ft, 1,369.70 cubic yards Volume Report AREA IIa Lower left grid comer : 5190.22,5088.56 Upper right grid corner: 5453.02,5266.83 X grid resolution: 50, Y grid resolution: 50 X grid cell size : 5.26, Y grid cell size: 3.57 Pond/Pit volume : 26,466.7 cubic ft, 980.25 cubic yards Volume Report AREA 11 Lower left grid comer: 4892.64,4996.75 Upper right grid corner: 5207.78,5306.48 X grid resolution: 50, Y grid resolution: 50 X grid cell size : 6.30, Y grid cell size: 6.19 Pond/Pit volume : 56,060.5 cubic ft, 2,076.31 cubic yards SOILS INFORMATION HAMPDEN COUNTY, MASSACHUSI- IeB axr ��4`�� a` ;# � .ry-p .�,� �i �t Q{.. �--- • ��',�� T.�'�'�'�testa '� Y r�� s�'°' ��,„ �_ �s: ' � tries,. .,.�• - `• �'•• x A ab 1 I .li 6' •w ta& VR3 y P:#� + _ `s ^r' ,t'[ ma's_ .4` "':ay� '� �T �^ � ' ' w'T ��ff,'V P'", - '^T '��I�t �'• r}, A N F�7�t�'f+'1� 1a' 'at,'# � ,.,.��c"...�-�_ � �,,i'' {.�A n;.. � � -''�•{�~ [- j }^ `� '>.� bra *�P / t�'iY� .W+c�� •T u r ��`n"�T. .�i � �M •4 -�R4� -fix - Y•. ± P . •t;}L - ;: 's w t - � vSt�y�.t+i 1w �y,.'�,t a+;{v,. ,� �(r yid � P rS :.+, i 3 J �,7M•"' �...5� .s sir h �.�G _ _ 'F r�`�1et\ �' Ar tx ' ; + W i 4 i �.sr-fir- �iG ''p7 �.� !► y IN E f rate S:Dtrtft printed September 20, 1993 Appendlr 4 Page I 7VIt S Drat Pftod September 20, 1993 Apprn&a pet Can-site Review Dn-si1e,Review /4 R � Geep Hole Number.. --- Data:.__7/7!f 0 we.th.r ; Dup IjIdle Number... ._...,. Date:._.. Time:.,..... Weather Location IldentRy an site plan) —..... .. --- — Lactation 0deaft an site plan! _....... .. _......... Sidfie I%} _...,... Suriaee Stones . A'r':""'*•a, . Land Use __ __......................._...y...... _.,,... v.... ,. SgAGH(. I Land Usti_W..._. ... ._.._....._ slope i%) - Surface Stones . Vegetation � > � ' `.y��• Vegatition Landform � ` Landtorm Position an landscape (sketch an the beak) ............. -THOMAS F. PITONIAK � .Pashian on landscape (aketch an the back) ••• ••••- Distances from: NO. 653 � Olstaneet from. fall Drainageway... feet Open Water Body-�.. ....... feet Drairlapeway feet Open Water Body••_•• Q'. Possible Wet Area...... flat Property line .... ....... feet �� }' p° Passible Wet Area.,,,.,. _... feet Property Line .... ....... feet Drinking Water Well feet Other •"• � .•``�• Cranking Water Well feet Other . DEEP OBSERVATION HOLE LOG DEEP OBSERVATION HOLE LOG Depth from Surfsee Ina Hodzoe Sea'rsmuro Sea Calm Sell_Monft Dow t hm ouch" sae waft," Son TtJwwre �Sap Calar sea Man" Olk? firtat�sl (VeaAt PAW+Moa1 latruewro,elanao.isaldara. grtahaa} tUSOAI llMumrpi tstrueron.ENrn.eaWdsn � ..� 1 ?� � �j9lil i� �o� � d •� /Z------------- r ` 12 — s; g13 S S/ 54r� � Parent Material igeologicl Depth to Bedrock: ] Depth to Bedrock: • Parent Material idealopiel •- �� •� ` -to Qrojindwater: Standing Water In the Hole: Wpopog from Pit Face: Standing Water in the Hole: WAecing from Pic Face: Estimated Seasonal High Ground Water: Estimated Seasonal High Ground Water; ALLIED TESTING LABORATORIES, INC. �j 115 St George Springfield, Massachusetts 01 104 � Road . Phone: (413) 736-1846 Fax: (413) 736-1838 Report No. .63 of Soils Tests Date: 09/14/06 Client: D.L. Bean, Inc. Project: Quality Control Subject: Soils Tests Reported to: D.L. Bean, Inc. Herewith is submitted, the results of soils tests conducted on sample delivered to the laboratory on 09/13/06 by client's representative. Lab No. 8581 8582 { Source/Identification: KSD 1 RSD — 2 TEST: SIEVE ANALYSIS Sieve No. % Passing Z Passim 3/8 100.0 100.0 4 99.3 97.3 8 98.8 94.7 16 97.1 87.4 30 60.5 64.6 40 34.0 50.6 50 18.0 30.2 100 5.9 7.7 200 1.5 1.7 Respectfully submitted, ALLIED TESTING LABORATORIES, INC. hZ414&&-� By: Richard Bellucci President MEMBER: A.S_T.M. A.C.I. / A.W.S. / A.S.N T. / M.O.B. / I.A.C.R.S. oil I HIRE M110 IN ll ��i ■'ii i !iiii�ili=,n m �1111111 om so MEll IEEE I linommilillialm 0 1110 111 IEmil No I mmmiiiiimi I Ilium= NMN 1 0 1 ll§Nm= I ld ow loll mlliilmm 61 0 Imm liiiinmmm III IN 11 no INN on sommiliIioi► �110 N ■ MENME illsom=lllllvm on NO � got W li'�vY�1111Ni1 . . . ..1� ■ ■ , '::C Nam.. � �C�:. ��1��.: � ._:� . RUN-OFF CALCULATIONS RUNOFF CURVE NUMBER COMPUTATION Version 2. 10 Project : DFF CARP - ABRAHMS DRIVE User: DLB Date: 10-02-200E County : HAMPDEN State : MA Checked: Date: Subtitle: PROPOSED ROOF DRAIN - OUTS DE DFF-RDI Subarea : . 782 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab . ) Impervious Areas Paved parking lots , roofs , driveways . 782( 98 ) - - - Total Area (by Hydrologic Soil Group) . 782 ------------------------------------------------------------------------------- SUBAREA: . 782 TOTAL DRAINAGE AREA: . 782 Acres WEIGHTED CURVE NUMBER: 98* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2. 10 Project DFF CORP - ABRAHMS DRIVE User: DLB Date: 10-02-2001 County HAMPDEN State: MA Checked: Date : Subtitle: PROPOSED ROOF DRAIN - OUTSIDE DFF-RDI ------------------------------------------------------------------------------- Flow Type 2 year Length Slope surface n Area Wp Velocity Time rain ( ft ) ( ft/ft ) code (sq/ft ) ( ft ) ( ft/sec ) (hr ) ------------------------------------------------------------------------------- Sheet 3 60 . 0125 A 0. 017 Sheet 100 .0125 A 0.025 Time of Concentration = 0 .04* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass , Dense --- Shallow Concentrated --- B Fallow (No Res . ) G Grass , Burmuda --- Surface Codes --- C Cultivated < 20 % Res . H Woods, Light P Paved D Cultivated > 20 % Res . 1 Woods , Dense U Unpaved E Grass-Range , Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 . 10 Project : DFF CORP - ABRAHMS DRIVE User: DLB Date : 10-02-200[ County : HAMPDEN State : MA Checked: Date : Subtitle: PROPOSED ROOF DRAIN - OUTSIDE DFF-RDI Data: Drainage Area . 782 * Acres Runoff Curve Number 48 * Time of Concentration: 0 . 04 * Hours Rainfall Type III Fond and Swamp Area NONE Storm Number i 1 - 2 `---3 1 4--1 �5 6__' 7 1 1 1 1 1 1 ! E I -- 1 Frequency (yrs ) ; 1 ; 2 ; 5 ; 10 ; 25 50 ; 100 ; r ! I 1 1 1 1 I 1 1 1 1 1 I I 1 I 1 24-Hr Rainfall ( in ) ; 2. 5 ; 3 ; 4 ; 4 . 6 ; 5 . 3 6 6. 5 ; ! T 1 I f 1 1 I 1 Ia/P Ratio ; 0 .02 ; 0 . 01 0 . 01 ; 0.01 ; 0. 01 ; 0. 01 ; 0.01 r 1 I 1 f 1 1 I 1 Used ; 0 . 10 ; 0 . 10 0. 10 0. 10 ; 0. 10 ; 0. 10 ; 0 . 10 ; 1 1 1 i 1 t 1 1 1 1 1 1 1 1 I 1 1 + Runoff ( in) ; 2 . 27 ; 2. 77 ; 3 . 77 ; 4 . 36 ; 5 , 06 ; 5 . 76 ; 6. 26 ; 1 I 1 1 1 1 1 1 ! 1 E 1 1 1 1 1 1 1 Unit Peak Discharge ; 1 . 143 11 . 143 ; 1 . 143 ; 1 . 143 ; 1 . 143 ; 1 . 143 11 . 143 ; (cfs/acre/in) 1 [ 1 1 F 1 1 1 1 1 1 1 1 1 1 1 1 r Pond and Swamp Factor; 1 . 00 ; 1 .00 ; 1 .00 1 .00 ; 1 . 00 ; 1 .00 ; 1 .00 ; 0.0% Ponds Used 1 1 1 [ 1 1 1 E _Peak-Discharge-( cfs )= =--- - ---- - ====3- ====4===- --'--__---_-_---- -� * - Value(s ) provided from TR-55 system routines RUNOFF CURVE NUMBER COMPUTATION Version 2 . 10 Project : DFF CORP. - ABRAHMS DRIVE User: DLB Date : 10-02-200E County : HAMPDEN State : MA Checked: Date : Subtitle ; PROPOSED ROOF DRAINS DFF-RD1 Subarea : . 726 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg. Estab. ) Impervious Areas Paved parking lots , roofs , driveways . 726(98 ) - - - Total Area (by Hydrologic Soil Group) . 726 ------------------------------------------------------------------------------- SUBAREA: . 726 TOTAL DRAINAGE AREA: . 726 Acres WEIGHTED CURVE NUMBER: 98* ------------------------------------------------------------------------------- - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2. 10 Project : DFF CORP. - ABRAHMS DRIVE User : DLB Date : 10-02-200f County : HAMPDEN State : MA Checked: Date: Subtitle : PROPOSED ROOF DRAINS DFF-RDi ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain ( ft ) ( ft/ft ) code (sq/ft ) ( ft ) (ft/sec ) (hr) ------------------------------------------------------------------------------- Sheet 3 60 . 0125 A 0.017 Sheet 100 . 0125 A 0 . 025 Open Channel 113 3 0.010 �r Time of Concentration = 0.05* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass . Dense --- Shallow concentrated --- B Fallow (No Res . ) G Grass , Burmuda --- Surface Codes --- C Cultivated < 20 % Res . H Woods , Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range , Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2. 10 Project : DFF CORP. - ABRAHMS DRIVE User : DLB Date: 10-02-200( County : HAMPDEN State : MA Checked: Date : Subtitle : PROPOSED ROOF DRAINS DFF-RD1 Data: Drainage Area . 726 * Acres Runoff Curve Number 98 * Time of Concentration : 0 . 05 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 ; 3 ; 4 ; 5 ; 6 ; 7 ; ' -------- ------------ ; ! - 1 I ----- I Frequency (yrs ) ' 1 2 5 ; 10 ; 25 50 100 ; ! t I 1 I 1 f I I 24--Hr Rainfall ( in) 2 . 5 ; 3 4 4 . 6 ; 5 . 3 ; 6 ; 6. 5 Ia/P Ratio ; 0 . 02 ; 0 . 01 ; 0 . 01 ; 0.01 0.01 0 .01 0 .01 1 L 1 1 1 1 1 1 I Used ; 0 . 10 ; 0. 10 ; 0 . 10 ; 0. 10 ; 0. 10 ; 0. 10 0 . 10 Runoff ( in) ; 2. 27 ; 2. 77 ; 3 . 77 ; 4 . 36 ; 5 . 06 5 . 76 6. 26 ; 1 1 1 E 1 1 1 I I Unit Peak Discharge : 1 . 128 : 1 . 128 : 1 . 128 : 1 . 128 : 1 . 128 : 1 . 128 : 1 . 128 ; (cfslacre/in) t 1 1 1 1 1 1 1 1 s 1 1 1 1 1 1 1 = Pond and Swamp Factor ; 1 .00 ; 1 .00 ; 1 .00 ; 1 .00 1 . 00 ; 1 . €I0 1 . 00 ; 0 . 0% Ponds Used i i ----------------------- ; ------ --- ------ ; ------ -- -------- ------ Peak Discharge (cfs ) ; 2 ; 2 ; 3 ; 4 ; 5 5 * - Value(s ) provided from TR-55 system routines RUNOFF CURVE NUMBER COMPUTATION Version 2 . 10 Project : DFF CORP - ABRAHMS DRIVE User : DLB Date : 10-02-200( County : HAMPDEN State : MA Checked : Date : Subtitle : PROPOSED ROOF DRAINS DFF-RD2 Subarea : . 726 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab . ) Impervious Areas Paved parking lots , roofs , driveways . 726(98 ) - - - Total Area (by Hydrologic Soil Group) . 726 ------------------------------------------------------------------------------- SUBAREA: . 726 TOTAL DRAINAGE AREA: . 726 Acres WEIGHTED CURVE NUMBER: 98 RUNOFF CURVE NUMBER COMPUTATION Version 2. 10 Project : DFF CORP - ABRAHMS DRIVE User: DLB Date : 10-02-200E County : HAMPDEN State: MA Checked: Date: Subtitle : PROPOSED ROOF DRAINS DFF-RD2 Subarea : . 714 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Impervious Areas Paved parking lots , roofs , driveways . 714(98) - - - Total Area (by Hydrologic Soil Group) . 714 ------------------------------------------------------------------------------- SUBAREA: . 714 TOTAL DRAINAGE AREA: . 714 Acres WEIGHTED CURVE NUMBER: 98 TIME OF CONCENTRATION AND TRAVEL TIME Version 2. 10 Project DFF CORP - ABRAHMS DRIVE User : DLB Date : 10-02-200t County HAMPDEN State : MA Checked: Date: Subtitle : PROPOSED ROOF DRAINS DFF-RD2 Subarea #1 - . 726 ------------------------------ Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain ( ft ) ( ft/ft ) code ( sq/ft ) ( ft ) (ft/sec) (hr ) ------------------------------------------------------------------------------- Sheet 3 60 . 0125 A 0.017 Sheet 100 . 9125 A 0 .005 Open Channel 113 3 0.010 Time of Concentration = 0 . 03* Open Channel 113 3 0.010 Travel Time = 0 . 01* Subarea #2 - . 714 ------------------------------ Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft ) (ft/ft ) code (sq/€t ) ( ft ) (ft/sec) (hr ) ------------------------------------------------------------------------------- Sheet 3 60 . 0125 A 0.017 Sheet 100 .0125 A 0. 025 Open Channel 111 3 0.010 Time of Concentration = 0. 05* Open Channel ill 3 0 .010 Travel Time = 0 . 01* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass , Dense --- Shallow Concentrated --- B Fallow (No Res . ) G Grass , Burmuda --- Surface Codes --- C Cultivated < 20 % Res . H Woods , Light P Paved D Cultivated > 20 % Res . I Woods , Dense U Unpaved E Grass-Range , Short J Range, Natural * - Generated for use by TABULAR method TABULAR HYDROGRAPH METHOD Version 2. 10 Project : DFF CORP - ABRAHMS DRIVE User: DLB Date : 10-02--200f County : HAMPDEN State : MA Checked: Date: Subtitle : PROPOSED ROOF DRAINS DFF-RD2 Total watershed area: 0 .002 sq mi Rainfall type: III Frequency: ZE -------- Subareas ------------------- .726 .714 Area(sq mi ) 0. 00* 0. 00* Rainfall ( in) 5 . 3 5 . 3 Curve number 98* 98* Runoff( in) 5 .06 5 . 06 Tc (hrs ) 0 .03* 0 .05* (Used) 0. 10 0. 10 TimeToOutlet 0.01* 0. 00 . (Used ) 0.00 0 . 00 Ia/P 0 . 01 0. 01 (Used ) 0. 10 0. 10 Time Total -------------- Subarea Contribution to Total Flow (cfs) ------------- (hr ) Flaw . 726 . 714 11 . 0 0 0 0 11 . 3 0 0 0 11 . 6 0 0 0 11 . 9 2 1 1 12 . 0 2 1 1 12 . 1 4 2 2 12. 2 8P 4P 4P 12. 3 3 3 12 . 4 4 2 2 12 . 5 3 2 1 12 . 6 2 1 1 12. 7 2 1 1 12 . 8 2 1 1 13 . 0 0 0 0 13 . 2 0 0 0 13 . 4 0 0 0 13 . 6 0 0 0 13 . 8 0 0 0 14 . 0 0 0 0 14 . 3 0 0 0 14 . 6 0 0 0 15 . 0 0 0 0 15 . 5 0 0 0 16 .0 0 0 0 16 . 5 0 0 0 17 . 0 0 0 0 17 . 5 0 0 0 18 .0 0 0 0 19 . 0 0 0 0 20 . 0 0 0 0 22. 0 0 0 0 26.0 0 0 0 RUNOFF CURVE NUMBER COMPUTATION Version 2. 10 Project : DFF CORP - ABRAHMS DRIVE User : DLB Date : 10-02-200E County : HAMPDEN State : MA Checked: Date : Subtitle : PROPOSED ROOF DRAINS DFF-RD2 Subarea : . 726 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Impervious Areas Paved parking lots , roofs , driveways . 726(98) - - - Total Area (by Hydrologic Soil Group) . 726 ------------------------------------------------------------------------------- SUBAREA: . 726 TOTAL DRAINAGE AREA; . 726 Acres WEIGHTED CURVE NUMBER: 98 RUNOFF CURVE NUMBER COMPUTATION Version 2. 10 Project : DFF CORP - ABRAHMS DRIVE User: DLB Date : 10-02-200c County : HAMPDEN State : MA Checked: Date : Subtitle : PROPOSED ROOF DRAINS DFF-RD2 Subarea : . 714 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab . ) Impervious Areas Paved parking lots , roofs, driveways . 714( 98) Total Area (by Hydrologic Soil Group) . 714 ------------------------------------------------------------------------------- SUBAREA: . 714 TOTAL DRAINAGE AREA: . 714 Acres WEIGHTED CURVE NUMBER: 98 ------------------------------------------------------------------------------- RUNOFF CURVE NUMBER COMPUTATION Version 2 . 10 Project : DFF CORP - ABRAHMS DRIVE User : DLB Date : 10-02-200F County : HAMPDEN State : MA Checked: Date : Subtitle : PROPOSED ROOF DRAINS DFF-RD2 Subarea : 1 .067 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) -------------------------T_-------_----_-_------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab . ) Impervious Areas Paved parking lots , roofs , driveways 1 . 07(98 ) - - - Total Area (by Hydrologic Soil Group) 1 . 07 ------------------------------------------------------------------------------- SUBAREA: 1 . 067 TOTAL DRAINAGE AREA: 1 . 07 Acres WEIGHTED CURVE NUMBER: 98 TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 10 Project : DFF CORP - ABRAHMS DRIVE User: DLB Date: 10-02-200E County : HAMPDEN State : MA Checked: Date: Subtitle: PROPOSED ROOF DRAINS DFF-RD2 Subarea #1 . 726 ----------------_----___------ Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft ) (ft/ft ) code (sq/ft ) (ft ) (ft/sec) (hr ) ------------------------------------------------------------------------------- Sheet 3 60 .0125 A 0.017 Sheet 100 . 9125 A 0 . 005 Open Channel 113 3 0 .010 Time of Concentration = 0. 03* Open Channel 113 3 0.010 Travel Time = 0.01* ------------------------ -- Subarea #2 - . 714 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain ( ft ) ( ft/ft ) code (sq/ft ) ( ft ) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3 60 .0125 A 0 . 017 Sheet 100 . 0125 A 0 .025 Open Channel 111 3 0. 010 Time of Concentration = 0 .05* Open Channel ill 3 0.010 `�� Travel Time = 0.01* Subarea #3 - 1 .067 ---------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain ( ft ) ( ft/ft ) code (sq/ft ) ( ft ) ( ft/sec ) (hr ) ------------------------------------------------------------------------------- Sheet 3 60 . 0125 A 0. 017 Sheet 100 .0125 A 0 .025 Open Channel 166 3 0 .015 Time of Concentration = 0. 06* Open Channel 166 3 0.015 ljsapnw� Travel Time = 0 .02* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass , Dense --- Shallow Concentrated --- B Fallow (No Res . ) G Grass , Burmuda --- Surface Codes --- C Cultivated < 20 % Res . H Woods, Light P Paved D Cultivated > 20 % Res . I Woods , Dense U Unpaved E Grass-Range , Short J Range , Natural * - Generated for use by TABULAR method TABULAR HXDROGRAPH METHOD Version 2 . 10 Project : DFF CORP -- ABRAHMS DRIVE User: DLB Date: 10-02-200t County : HAMPDEN State : MA Checked: Date: Subtitle: PROPOSED ROOF DRAINS DFF-RD2 Total watershed area: 0 .004 sq mi Rainfall type : III Frequency: 25 Zyea)rs -------------------------- Subareas -----___ . 726 . 714 1 . 067 Area(sq mi ) 0. 00* 0. 00* 0.00* Rainfall ( in ) 5 . 3 5 . 3 5 . 3 Curve number 98* 98* 98* Runoff( in ) 5 .06 5 .06 5 . 06 Tc (hrs ) 0.03* 0 .05* 0 .06* (Used) 0. 10 0 . 10 0. 10 TimeToOutlet 0.03* 0 .02* 0.00 (Used) 0.00 0.00 0.00 Ia,P 0.01 0.01 0.01 (Used ) 0. 10 0. 10 0. 10 Time Total -------------- Subarea Contribution to Total Flow (cfs ) ------------ ( hr) Flow . 726 . 714 1 . 067 11 . 0 0 0 0 0 11 . 3 0 0 0 0 11 . 6 0 0 0 0 11 . 9 3 1 1 1 12 .0 4 1 1 2 12. 1 2 2 4 12 . 2 14P 4P 4P 6P 12. 3 10 3 3 4 12. 4 7 2 2 3 12. 5 5 2 1 2 12. 6 4 1 1 2 12. 7 3 1 1 1 12. 8 3 1 1 1 13 . 0 1 0 0 1 13. 2 1 0 0 1 13 . 4 1 0 0 1 13 . 6 0 0 0 0 13 . 8 0 0 0 0 14. 0 0 0 0 0 14 . 3 0 0 0 0 14. 6 0 0 0 0 15 . 0 0 0 0 0 15 . 5 0 0 0 0 16. 0 0 0 0 0 16. 5 0 0 0 0 17 . 0 0 0 0 0 17 . 5 0 0 0 0 18 . 0 0 0 0 0 19 .0 0 0 0 0 20. 0 0 0 0 0 22. 0 0 0 0 0 26. 0 0 0 0 0 ROOF DRAIN PIPE SIZING OUTSIDE ROOF DRAIN COLLECTION FOR EXISTING BUILDING DESIGN PARAMETERS : ROOF DRAIN COLLECTOR PIPE -- OUTSIDE OF RUTLDING 10/05/2006 Embankment Elevation : 204 .00 Maximum Water Elevation : 193 .03 Inlet Elevation : 192 . 03 Outlet Elevation : 191 . 23 Tailwater Depth: 0 . 00 Slope in Percent : 0. 5 Length of Pipe : 160 _0 Diameter of Pipe ( in ) . : 15 . 0 Type of Pipe : PVC Manning ' s n : 0 . 011 Head Loss Coefficient : 0 . 0 Flow Type: Manning's Equation (Open Channel Flow) CALCULATION OUTPUTS Discharge ( cfs ) : 5 . 2596 Depth of Flow: 1 .0 Velocity ( fps ) : 4 . 9975 IN-HOUSE PIPTNG FOR ROOF DRAJNS - UNDER PRESSURE ( 25 YEAR STORM ) DESIGN PARAMETERS : .1rIRST SECTION - 113 FEET 10/05/2006 Embankment Elevation : 204 . 00 Maximum Water Elevation : 196. 00 Inlet Elevation : 194. 00 Outlet Elevation : 193 . 44 Tailwater Depth: 0 . 00 Slope in Percent : 0 . 5 Length of Pipe : 113 . 0 Diameter of Pipe ( in ) . : 8 . 0 Type of Pipe : Steel (Good ) Manning' s n : 0 . 011 Head Foss Coefficient : 0 . 0 Flow Tyne : Pipe Control CALCULATION OUTPUTS Discharge ( cfs ) : 2 . 7521 Depth of Flaw: 2 . 0 Velocity ( fps ) : 7 . 8842 DESIGN PARAMETERS : SECOND SECTION - III FEET 10/05/2006 Embankment Elevation : 204 : 00 Maximum Water Elevation : 195 . 44 Inlet Elevation: 193.44 Outlet Flevation : 192. 59 Tailwater Depth : 0 . 00 Slope in Percent : 0. 5 Length of Pipe : 111 . 0 Diameter of Pipe ( in) . : 12 .0 Type of Pipe: Steel (_Good ) Manning ' s n : 0 . 011 Head Loss Coefficient : 0 . 0 Flow Type : Pipe Control CALCULATION OUTPUTS Discharge (cfs ) : 5 . 9133 Depth of Flow: 2 . 0 Velocity ( fps ) : 7 . 5291 IN-HOUSE ROOF DRAINS (CON'T. ) DESIGN PARAMETERS : LAST SECTION - 166 FEET 10/05/2006 Embankment Elevation : 204 . 00 Maximum Water Elevation : 195 . 88 Inlet Elevation : 192 . S8 Outlet Elevation : 192 . 05 Tailwater Depth : 0 . 00 Slope in Percent : 0 . 5 Length of Pipe : 1.66 . 0 Diameter of Pipe ( in ) . : 16 . 0 Type of Pipe: Steel (Good ) Manning ' s n : 0 .011 Head Loss Coefficient : 0 . 0 Flow Type: Pipe Control CALCULATION OUTPUTS Discharge (efs ) : 11 . 6023 Depth of flaw: 3 . 0 Velocity ( fps ) : 8 . 3096 DESIGN PARAMETERS : SECTION OUTSIDE OF BUILDING 10/05/2006 Embankment Elevation : 394 . 50 Maximum water Elevation : 193 . 80 Inlet Elevation: 192 . 05 Outlet Elevation : 191 . 10 Tailwater Depth: 0 . 00 Slope in Percent. : 0 . 5 Length of Pipe : 190 . 0 Diameter of Pipe tin ) . : 21 . 0 Type of Pipe : PVC Manning ' s n : 0 .011 Head Loss Coefficient : 0 . 0 Flow Type : Manning ' s Equation (Open Channel Plow) CALCULATION OLTTPUTS Discharge ( cfs ) : 14 . 21. 11 Depth of Flow: 1 . 75 Velocity ( fps ) : 6 . 0567 r ENVIRONMENTAL ISSUES I STORMWATER MANAGEMENT PLAN October, 2006 "DFF CORPORATION PROPOSED ADDITION" General Creighton W. Abrams Drive, Agawam Ension and Sediment Controls During Construclaou Storm system maintenance shall begin at the start of construction by protecting the integrity of the existing street. The treebelt shall have a staked siltation barrier, where necessary to prevent siltation from entering into the street. The construction entrances to the site shall have stoned entry ways to prevent sediment from being transported onto the street. The siltation barriers and stone entry shall be inspected weekly and after each rain storm. Cleaning of the existing street and repair of the siltation barriers shall occur as needed during all phases of construction. All newly installed leaching basins shall have a"Mirafi" type fabric placed between the fi-ame and grate to filter out sediment. These filters shall be replaced after each storm and at any time they become clogged. Additionally, the grates of the basins shall be surrounded by staked hay bales that shall be maintained or replaced until substantial vegetative growth, is attained. An alternative to the fabric would be the installation of silt socks in the newly installed basins. The socks must be inspected after each storm and emptied when the sediment reaches the marked design removal level. All new pipe outlets and sediment traps shall be protected with silt fence and hay bales staked around the structures to insure that all storm water is filtered prior to exiting the storm pipe network. All disturbed soils associated with the storm facilities shall be topdressed, seeded, and fertilized as soon as the finished grades are achieved. On slopes greater than 5 to 1, straw mulch, hay, or netting shall be spread and secured over the entire seeded area. All other disturbed areas shall be similarly stabilized within 60 days of disturbance. All stockpiled earth shall have hay bales or silt fence staked on the downgradient slope of the existing grade, and shall be seeded with an annual rye if left for more than 60 days. 1 of 6 October, 2006 "DFF CORPORATION PROPOSED ADDITION" General Creighton W. Abrams Drive Agawam, Massachusetts SIORMWATER FACILITIES MAINTENANCE PLAN The following will serve as the maintenance plan for the structural and nonstructural components for stormwater control for the above referenced project. Corporate maintenance will begin following the contractors cleaning of all the storm water control structures, upon completion of the project. Parking and D-&mYaY-(nonsftuctural1): The proposed driveways and parking lots streets shall be inspected monthly and swept as needed, especially during late spring, summer, and early fall. Depending on the sediment load, a more rigorous once monthly sweeping program may be necessary. A regular sweeping program will decrease sediment and debris from entering the retention basins; greatly simplifying the maintenance of these areas. Retention Basins:. The retention basins shall be inspected at least once a year to ensure proper operation of the detention structures. Inspections should occur during wet weather to determine if the detention capacities are meeting the design criteria. At least twice a year the accumulated trash and debris shall be removed and property disposed. Accumulated sediments, if any, should be removed from the basin areas as necessary, and at least once every ten years, after the project is complete. Mowing of the retention basins should be on a regular basis with that of that of the surrounding lawns. Snow removal storage should not occur within any wetland areas. Leaching Basins: The leaching basins should be inspected regularly and the sumps should be cleaned at least once per year. Disposal of accumulated sediments and hydrocarbons must be in accordance with applicable local, state, and federal guidelines and regulations. Water depth in the leaching structure should be measured at 0, 24, and 48 hour intervals after a storm. Clearance rates are calculated by dividing the drop in water level (inches)by the time elapsed(hours). A comparison of clearance rate measurements taken over the years provides a useful tool for tracking any clogging problems with the leaching system. 2 of 6 STONE CONSTRUCTION ENTRANCE 50 FOOT MINIM M 4 / z " 'jrRAPX0 MINMW McACTED suscRAnE Page 3 of 6 .CATCH BASIN INLET TRAP 2' X2"X4' STAKES ET- 7 12 El � 1�.•�• �r M.i�.s�rary�``� v_r.�'`�;i f+r •� �..i `. •i i s l • BALES EA/I 'EDDED TO 6 PIPE OUTLET TRAP FLOW i � 4—ENTRENCHED s FLOW. . t FLOW ' L: A Page 4 of 6_ SILT FENCE DETAIL Furif DLItF.mom •LE PREFA88ICATEO SE0nQW Flu= FABRIC FF.SCC- PAPDOFENCE M!, S`Tvp. PAM= SILT sm (/mm), WCOO OR Wn 0119tIC8 {=F.RRATFI(!• STM POSTS OR A88B m BAQtf a. 10' O.C. �N � BACxFTLi, 34 M� NATIVE Som NOTE: BAY SALES M.BE STAMM BEHIND SILT FENCE FOR "Ad4 am SILT Fina:e. HAY BALE STAKING DETAIL HARaH= oS METAL STAW DRUM Im "TV I= Gwm. �w A . 4� Y 118DGIH S S1RT � ii (�� •�� b� }�� IF BODE aw BALE$ TO BE t ■ as STAOGEW ' ; =O StAumm - I ,�•.4 EACR BAL.6 0 a• Tr1Ait 10 1XISTINGG �1�t SAW MOM � s F PL1t '� Page 5 of 6 TYPICAL APPLICATION METHOD FOR. EROSION CONTROL BLANKETS; OiN STEEP SLOPES NJM FILL WTTW SOIL AFTER'ANCHORING 1LG wlr�� ANCHOR METHOD TYPICAL SIDE GUIDELINES FOR INSTALLING EROSION FOR TOP OF STEEP SLOPE \ OVERLAP CONTROL BLANKETS 7 5' 2" Q' 3i75' .° GRADE TO, FINAL CONTOURS AND SMOOTH SLOPE. APPLY FERTILIZER AND APPROPRIATE SEED: MIX , ' FOLLOWING NRCS RECOMMENDATIONS, — - —LE J2'ANCHOR BLANKETS AT TOP OF SLOPE AS SHOWN P VER FCAL OR ON DIAGRAM. STEEP, SLOPES UNROLL BLANKETS DOWN GRADIENT. PLACE THE: 2-1 TO 1:1 _. ROLLS LOOSELY TO ENSURE FULL SOIL CONfAdT. OVERLAP BLANKETS ABOUT 2" AND STAPLE. � INSTALL. BLANKETS; SUCH THAT EDGE OVERLAPS ANCHOR METHOD ' ARE AWAY' FROM THE DIRE1rT1ON OF THE PREVAILING FOR BOTTOM OF � WINDS. STEEP SLOPE OVERLAP UPPER BLANKET OVER. LOWER BLANKET ABOUT S' USING FIVE STAPLES., FILL WITH SOIL CUT EXCESS BLANKET WITH SCISSORS AND ANCHOR AFTER ANCHORING FIVE ANCHOR AT BOTTOM OF SLOPE AS SHOWN ON DIAGRAM. STAPLES AT THE TOP ANfl SEE SEED, PLANTING SCHEDULE • BOTTOM OF BLANKET LlMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. General Information Important: When filling out From: forms on the Agawam computer, use Conservation Commission _ only the tab key to move To: Applicant Property Owner(if different from applicant): your cursor- do not use the Dan Stebbins KSD Partnership return key. Name Y Name 46 Boardman Road 103 Myron Street Mailing Address Mailing Address Belchertown MA 01107 W. Spfid. MA 01089 CitylTcm State Zip Code City[7own State Zip Code 1. Title and Date (or Revised Date if applicable) of Final Plans and Other Documents: nla Title Date Title Date Tille Date 2. Date Request Filed: May 10, 2006 B. Determination Pursuant to the authority of M.G.L. c. 131, § 40, the Conservation Commission considered your Request for Determination of Applicability, with sts supporting documentation, and made the following Determination. Project Description (if applicable): Expansion of existing building with associated parking areas and driveways. Project Location: 79 General Abrahms Drive _ Agawam Street Address City/Town G7 311 Assessors Map/Plat Number Parcel/Lot Number wpaform2.dw^rev.1211&W Page t of 5 Massachusetts Department of Environmental Protection �—� Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cost.) The following Determination(s) is/are applicable to the proposed site and/or project relative to the Wetlands Protection Act and regulations: Positive Determination Note: No work within the jurisdiction of the Wetlands Protection Act may proceed until a final Order of Conditions (issued following submittal of a Notice of Intent or Abbreviated Notice of Intent) has been received from the issuing authority(i.e., Conservation Commission or the Department of Environmental Protection). ❑ 1. The area described on the referenced plan(s)is an area subject to protection under the Act. Removing,filling, dredging, or altering of the area requires the filing of a Notice of Inteni. ❑ 2a.The boundary delineations of the following resource areas described on the referenced plan(s)are confirmed as accurate. Therefore, the resource area boundaries confirmed in this Determination are binding as to all decisions rendered pursuant to the Wetlands Protection Act and its regulations regarding such boundaries for as long as this Determination is valid. ❑ 2b. The boundaries of resource areas listed below are not confirmed by this Determination, regardless of whether such boundaries are contained on the plans attached to this Determination or to the Request for Determination. ❑ 3_The work described on referenced plan(s)and document(s) is within an area subject to protection under the Act and will remove, fill, dredge, or alter that area. Therefore, said work requires the filing of a Notice of Intent. ❑ 4. The work described on referenced plan(s)and document(s)is within the Buffer Zone and will alter an Area subject to protection under the Act. Therefore, said work requires the filing of a Notice of Intent. ❑ 5. The area and/or work described on referenced plan(s)and document(s) is subject to review and approval by: Name of Municipality Pursuant to the following municipal wetland ordinance or bylaw: Name _ Ordinance or Bylaw Citation wpaform2.doc•rev.12l15W Page 2 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cont.) ❑ 6. The following area and/or work, if any, is subject to a municipal ordinance or bylaw but not subject to the Massachusetts Wetlands Protection Act: ❑ 7. If a Notice of Intent is filed for the work in the Riverfront Area described on referenced plan(s) and document(s),which includes all or part of the work described in the Request,the applicant must consider the following alternatives. (Refer to the wetland regulations at 10.59(4)c.for more information about the scope of alternatives requirements): ❑ Alternatives limited to the lot on which the project is located. ❑ Alternatives limited to the lot on which the project is located, the subdivided lots, and any adjacent lots formerly or presently owned by the same owner. ❑ Alternatives limited to the original parcel on which the project is located, the subdivided parcels, any adjacent parcels, and any other land which can reasonably be obtained within the municipality. ❑ Alternatives extend to any sites which can reasonably be obtained within the appropriate region of the state. Negative Determination Note: No further action under the Wetlands Protection Act is required by the applicant. However, if the Department is requested to issue a Superseding Determination of Applicability, work may not proceed on this project unless the Department fails to act on such request within 35 days of the date the request is post-marked for certified mail or hand delivered to the Department.Work may then proceed at the owner's risk only upon notice to the Department and to the Conservation Commission. Requirements for requests for Superseding Determinations are listed at the end of this document. ® 1. The area described in the Request is.not an area subject to protection under the Act or the Buffer Zone. ❑ 2. The work described in the Request is within an area subject to protection'under the Act, but will not remove,fill, dredge, or alter that area. Therefore, said work does not require the filing of a Notice of Intent. ❑ 3. The work described in the Request is within the Buffer Zone, as defined in the regulations, but will not alter an Area subject to protection under the Act.Therefore, said work does not require the filing of a Notice of Intent, subject to the following conditions (if any). ❑ 4.The work described in the Request is not within an Area subject to protection under the Act (including the Buffer Zone).Therefore, said work does not require the filing of a Notice of Intent, unless and until said work alters an Area subject to protection under the Act. A7W*rM2.dac•rev.1211&W Page 3 of 5 COMMUnwealth afMassachrcretts Division of F sheffles vildlnllw — - - - - Wayne F.MacC ]uim Director August 9, 2006 D. L.Bean,Inc. 40 School Street Westfield, MA 01085 Re: DFM Expansion Agawam,MA NUESP Tracking Number: 06-20162 Dear Applicant, Thank you for contacting the Natural Heritage and Endangered Species Program("NHESP')of the MA Division of Fisheries&Wildlife for information regarding stage-protected rare species in the vicinity of the y above refrrrenced site. We have reviewed the site and would like to offer the following corninents. Our database nndicates that the following state-listed rare species have been found in the vicinity of the site: Scien c name Common Name T_ axonomic.Group Suite Staffs Pooecetes gramineus Vesper Sparrow Bird, Threatened Ammodrama savannarum Grasshopper Sparrow Bird Endangered These species are protected under the Massachusetts Endangered Species Act(h4.G.L.c. 131 A)and its irnplerxzenting regulations(321 CMR 10.00). State-listed wildlife are also protected under the state's Wetlands Protection Act(M.G.L.c. 131, s. 40)and its implementing regulations(310 CMR 10.37 and 10.59). Fact sheets for these species can be found on our website htta_//www.state.ma.Wdfwe htnL Although the site is ctnTcndy mapped as Priority Habitat,the sit&will bem t a as Priority or Estimated Habitat in the next edition of the MA Natural Heritage Atlas,expected to effective October 1,2006. This evaluation is based on the most recent information available in the NBESP database, which is constantly being expanded and updated through ongoing research and inventory. Should your site plans change,or new rare species information become available,this evaluation may be reconsidered. If you have any questions regarding is review please call Amanda Veinotte, Endangered Species Review Assis t,at ext. 17_ Thomas W. French,Ph.D. .Assistant Director www-m=swild7ife.or Division offisheries and Wildlife Field Headquarters,North Drive,Westborough,MA 01581 (508)792-7270 Fax(508)792-7275 An Agency of the Oepament of Fish aad Game E