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8329_SITE PLAN- MOYLAN LANE - BROOKDALE ASSOC. e Plate an Town of Agawam y' 36 Main Street Agawam, Massachusetts 01001-1837 zc� Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: ENGINEERING, SAFETY OFFICER, FIRE DEPARTMENT,' FROM: PLANNING BOARD SUBJECT: REVISED SITE PLAN - Assoc. - Moylan Lane DATE: OCTOBER 19, 2005 Please review and comment on the attached revised site plan for Brookdale Associates on Moylan Lane for the Planning Board's November 3, 2005 meeting. Thank you. Aa. Iq Michael R. Mercadante Fire Inspector A :wam F1rV Depay ta Town of awam y' 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD t J May 20, 2005 - w C0 James Sasanecki •P. Brookdale Associates 68 Moylan Lane P.O. Box 366 Agawam, MA 01001-0366 Dear Mr. Sasanecki: At its.duly called meeting held on May 19, 2005, the Agawam Planning Board approved the Site Plan entitled "New Building For: Brookdale Associates, 68 Moylan Lane", prepared by The O'Leary Company and dated 09-13-04, issued May 17, 2005 with the condition that the Engineering Department comments dated May 19, 2005 (attached) are addressed prior to commencement of work on this project. Three sets of the final plan are to be submitted to the Board for signatures. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, Travis Ward, Acting Chairman AGAWAM PLANNING BOARD TW:prd cc: Building Inspector, Engineering Dept., The O'Leary Co'., Town Clerk, File / FA q TOWN OFWGAWAM • o INTEROFFICE MEMORANDUM To: Planning Board T Dk1 CC: File From: Engineering Date: May 19, 2005 Subject: SP-449: Brookdale Associates—Site Plan and Stormwater Calculation Review Per your request, we have reviewed the site plan entitled "New Building For: Brookdale Associates - 68 Moylan Lane,Agawam, MA; Prepared by: The O'Leary Company; Scale: V 30; Dated: May 3, 2005", and we have the following comments: If the Planning Board decides to approve this Site Plan on the condition that Engineering's comments are addressed, the developer should not be allowed to start any construction until after Engineering is completely satisfied with both the storm drain calculations and the revised site plan. A new plan showing revisions to the drainage system was delivered to Engineering at 4 pm today. Engineering may have more comments after a review of the newly submitted plans and calculations has been completed. The following are comments from our previous memo which may or may not still apply: 1. On May 16'h, Engineering visited the above referenced site and noticed that site work had already begun. Trees had been removed, rough grading started, and fill was being brought onto the site. The anti-tracking stone construction pad had not been installed and mud was being tracked down Moylan Lane. This must be constructed and be used as the only construction entrance/exit. The developer must stop all work on the site and Moylan lane needs to be swept immediately. Once the site plan is approved, the owner should contact the Town of Agawam Engineering Division prior to beginning construction (see comment 10-C). An employee from O'Leary Company was notified that work should not be occurring on the site until after the Site Plan and Storm Drain Permit have been approved. 2. The proposal does not call for positive flow between the inlet and outlet pipes in the proposed detention pond. The owner should know that a design of this nature may allow stormwater to stand in the detention pond for long periods of time which can create mosquito/maintenance issues. 3. The outlet to Pond 210 has a conflicting elevation when connecting downstream with Reach 1. They should flow into each other at the same elevation. However, in the HydroCAD model, the outlet invert elevation of Pond 210 is 181.51 and the inlet invert elevation for Reach 1 is at 181.95. This results in an error within the HydroCAD software. See Warning [63] on the attached sheets. It is also not clear as to what the inlet and outlet invert elevations qWtch Basin #2 are as shown on the pi The elevations on the plans and in the model ild be the same. of 4. In the Hydro CAD calculations, the storage volume for Pond 200: Retention #1 is modeled with the bottom of the pond being at the 180 foot contour. However, the site plan only shows one spot grade in the pond at 180.25.. The storage volume is critical in meeting stormwater runoff requirements. The site plan should show the bottom of the pond more accurately so that it can be built in the field as per what the model calls for. 5. The conceptual future development shows only a very rough design for an addition to the building and a new detention pond. The applicant has submitted drainage calculations for the build-out of the entire site. However, final approval of the future addition will require more detailed information regarding the new pond. The future retention basin area at the back of the lot will need to have an emergency spillway that will direct stormwater to an appropriate location in the event the outlet fails. Since there is not enough information on the current site plan for the future development area, the approval of both a new Site Plan and new Stormwater Runoff Calculations will be required prior to construction of the addition and the pond. 6. A detail of the handicap access ramp needs to be added to the plans. 7. According to the developer, a new dumpster is not proposed. If this changes, the location of the dumpster and fence needs to be shown on the plan. A detail should also be added to the detail page. 8. The following notes must be added to the plans: A. "A minimum of 4 feet of cover for the sewer lateral and 5 feet of cover for the water lateral is required." B. "The contractor/owner shall be responsible for testing any existing Town gate valve where a new connection will be made. The.contractorlowner will also be responsible for repairing or replacing such valve or installing a new valve at the property line in order to allow pressure testing of the new water main." C. "Prior to the installation of any sewer, water or drainage lines, the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 27518. No pipinglappurtenances will be installed or backfilled without the permission of the division". If you have any questions, please do not hesitate to contact our division.' Sincerely, A4A,., f heo anne J oy , P.E. Michael C. Chase To Engineer Asst. Town Engineer H,lE1VGINFERLSPM9-HROOKDALE ASSOCIATES103 3RD REVIEW 2005.DOC TOWN OF AWAM FA R o INTEROFFICE - - � y` MEMORANDUM SOP To: Planning Board a;5 — O'L"Ry CC: File From: Engineering Date: May 19, 2005 Subject: SP-449: Brookdale Associates—Site Plan and Stormwater Calculation Review Per your request, we have reviewed the site plan entitled "New Building For: Brookdale Associates- 68 Moylan Lane, Agawam, MA; Prepared by: The O'Leary Company; Scale: 1" _ 30% Dated: May 3, 2005", and we have the following comments: If the Planning Board decides to approve this Site Plan on the condition that Engineering's comments are addressed,the developer should not be allowed to start any construction until after Engineering is completely satisfied with both the storm drain calculations and the revised site plan. A new plan showing revisions to the drainage system was deliver6d to Engineering at 4 pm today. Engineering may have more comments after a review of the newly submitted plans and calculations has been completed. The following are comments from our previous memo which may or may not still apply: 1. On May 16`h, Engineering visited the above referenced site and noticed that site work had already begun. Trees had been removed, rough grading started, and fill was being brought onto the site. The anti-tracking stone construction pad had not been installed and mud was being tracked down Moylan Lane. This must be constructed and be used as the only construction entrance/exit. The developer must stop all work on the site and Moylan lane needs to be swept immediately. Once the site plan is approved,the owner should contact the Town of Agawam Engineering Division prior to beginning construction (see comment 10-C). An employee from O'Leary Company was notified that work should not be occurring on the site until after the Site Plan and Storm Drain Permit have been approved. 2. The proposal does not call for positive flow between the inlet and outlet pipes in the proposed detention pond. The owner should know that a design of this nature may allow stormwater to stand in the detention pond for long periods of time which can create mosquito/maintenance issues. 3. The outlet to Pond 210 has a conflicting elevation when connecting downstream with Reach 1. They should flow into each other at the same elevation. However, in the HydroCAD model, the outlet invert elevation of Pond 210 is 181.51 and the inlet invert elevation for Reach 1 is at 181.95. This results in an error within the HydroCAD software. See Warning [63) on the attached sheets. It is also not clear as to what the inlet and outlet invert elevations of 18h Basin #2 are as shown on the plane elevations on the plans and in the model should be the same. 4. In the HydroCAD calculations, the storage volume for Pond 200: Retention #1 is modeled with the bottom of the pond being at the 180 foot contour. However, the site plan only shows one spot grade in the pond at 180.25. The storage volume is critical in meeting stormwater runoff requirements. The site plan should show the bottom of the pond more accurately so that it can be built in the field as per what the model calls for. 5. The conceptual future development shows only a very rough design for an addition to the building and a new detention pond. The applicant has submitted drainage calculations for the build-out of the entire site. However, final approval of the future addition will require more detailed information regarding the new pond. The future retention basin area at the back of the lot will need to have an emergency spillway that will direct stormwater to an appropriate location in the event the outlet fails. Since there is not enough information on the current site plan for the future development area, the approval of both a new Site Plan and new Stormwater Runoff Calculations will be required prior to construction of the addition and the pond. 6. A detail of the handicap access ramp needs to be added to the plans. 7. According to the developer, a new dumpster is not proposed. If this changes, the location of the dumpster and fence needs to be shown on the plan. A detail should also be added to the detail page. 8. The following notes must be added to the plans: A. "A minimum of 4 feet of cover for the sewer lateral and 5 feet of cover for the water lateral is required." B. "The contractor/owner shall be responsible for testing any existing Town gate valve where a new connection will be made. The contractor/owner will also be responsible for repairing or replacing such valve or installing a new valve at the property line in order to allow pressure testing of the new water main." C. "Prior to the installation of any sewer, water or drainage lines, the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 275/8. No piping/appurtenances will be installed or backfilled without the permission of the division". If you have any questions,please do not hesitate to contact our division. Sincerely, _4L 1 i e anne J o , P.E.oLAMichael C. Chase To Engineer Asst. Town Engineer HAENGB4EEMSPN49.BROOKDALE ASSOCIATESIO 7RD REVB W 2005.DOC 0 o�� 9 Town of Agglaw.am' y 36 Main Street Agawam, Massachusetts 01001-1837 zc� Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Safety Officer, Fire Department- FROM: Planning Board SUBJECT: Revised Site Plan - Brookdale Associates - Moyl. n Lane DATE: May 9, 2005 Please review and comment on the attached revised site plan for Brookdale Associates on Moylan Lane for the Planning Board's May 19, 2005 meeting. Thank you. Michael R. Mercadante Fire Inspector -�T .tiam Fir D p7 t�m`ernt Y S / p . _ TOWN OF AGAWAM RECEIVE! FA INTEROFFICE MAY i 6 20G5 MEMORANDUM PLANNING To: PIanning Board; Ted Boulais—Brookdale Associates; John Stone—DPW Supt. CC: File From: Engineering 'Date: May 16, 2005 Subject: SP-449: Brookdale Associates— Site Plan and Stormwater Calculation Review Per your request, we have reviewed the site plan entitled "New Building For: Brookdale Associates - 68 Moylan Lane, Agawam, MA; Prepared by: The O'Leary Company; Scale: 1" _ 30'; Dated: May 3, 2005", and we have the following comments: 1. On May 16`h, Engineering visited the above referenced site and noticed that site work had already begun. Trees had been removed, rough grading started, and fill was being brought onto the site. The anti-tracking stone construction pad had not been installed and mud was being tracked down Moylan Lane. This must be constructed and be used as the only construction entrance/exit. The developer must stop all work on the site and Moylan lane needs to be swept immediately. Once the site plan is approved, the owner should contact the Town of Agawam Engineering Division prior to beginning construction (see comment 10-Q. An employee from O'Leary Company was notified that work should not be occurring on the site until after the Site Plan and Storm Drain Permit have been approved. 2. The proposal does not call for positive flow between the inlet and outlet pipes in the proposed detention pond. The owner should know that a design of this nature may allow stormwater to stand in the detention pond for long periods of time which can create mosquito/maintenance issues. 3. The outlet to Pond 210 has a conflicting elevation when connecting downstream with Reach 1. They should flow into each other at the same elevation. However, in the HydroCAD model, the outlet invert elevation of Pond 210 is 181.51 and the inlet invert elevation for Reach I is at 181.95. This results in an error within the HydroCAD software. See Warning [63] on the attached sheets. It is also not clear as to what the inlet and outlet invert elevations of Catch Basin #2 are as shown on the plans. The elevations on the plans and in the model should be the same. 4. In the HydroCAD calculations, the storage volume for Pond 200: Retention #1 is modeled with the bottom of the pond being at the 180 foot contour. However, the site plan only shows one spot grade in the pond at 180.25. The storage volume is critical in meeting stormwater runoff requirements. The site plan should show the bottom of the pond more accurately so that it can be built in the field as per what the model calls for. 0 0 5. The conceptual future development shows only a very rough design for an addition to the building and a new detention pond. The applicant has submitted drainage calculations for the build-out of the entire site. However, final approval of the future addition will require more detailed information regarding the new pond. The future retention basin area at the back of the lot will need to have an emergency spillway that will direct stormwater to an appropriate location in the event the outlet fails. Since there is not enough information on the current site plan for the future development area, the approval of both a new Site Plan and new Stormwater Runoff Calculations will be required prior to construction of the addition and the pond. 6. Details for each of the outlet control structures for the detention ponds need to be shown on the plans. 7. A detail of the handicap access ramp needs to be added to the plans. 8. Once the revised storm drain calculations are approved, a Storm Drain Permit application must be submitted. 9. The location of the dumpster and fence needs to be shown on the plan. A detail should also be added to the detail page. 10. The following notes must be added to the plans: A. "A minimum of 4 feet of cover for the sewer lateral and 5 feet of cover for the water lateral is required." B. "The contractor/owner shall be responsible for testing any existing Town gate valve where a new connection will be made. The contractor/owner will also be responsible for repairing or replacing such valve or installing a new valve at the property line in order to allow pressure testing of the new water main." C. "Prior to the installation of any sewer, water or drainage lines, the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 275/8. No piping/appurtenances will be installed or backfilled without the permission of the division". If you have any questions,please do not hesitate to contact our division. Sin erely, 3 /64gannO.—HoAmn, P.E. Michael C. Chase To&En 'neer Asst. Town Engineer HAENQDMEI\M449-BROOKDALB ASSOCIATES103 SECOND PEVIEW 200$.DOC 0 0 AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: May 16, 2005 DATE RECEIVED: May 3, 2005 DISTRIBUTION DATE: May 9, 2005 PLANNING BOARD MEETING DATE: May 19, 2005 APPLICANT INFORMATION 1. Name of Business: Brookdale Associates Address: 68 Moylan Lane/P.O. Box 366, Agawam, MA 01001-0377 2. Owner: Same Address: Same Telephone: 786-6655 Fax: 786-9334 3. Engineer: The O'Leary Company, Inc. Address: 376 College Highway, P.O. Box 377, Southampton, MA 01001-0377 Telephone: 527-1360 Fax: 527-2499 PLAN REVIEW Scale: V = 30' Date: 9/13/04 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O. K. Description of Project: Proposed phased construction of 6,000 sq.ft. of an originally approved 12,600 sq. ft. building. Site Plan was approved by the Planning Board on October 28, 2004 Site Plan Review Page 2 Description of Site: Unchanged. Provision for Traffic Flow: Unchanged. Parking: Unchanged. Drainage: See Engineering comments. Public Utilities: See Engineering comments. . Landscaping/Screening and Buffers: Unchanged. Sign location: Unchanged. Exterior Lighting: Unchanged. Rendering or Elevations: Unchanged. Dumpster Location: Unchanged. Other Comments or Concerns: THENIl1111kI1111gkN11111kllllllllllklll ENGINEERING C]5LEARY PLANNING CONSTRUCTION k111i111111111COM RAN Y SINCE 195S May 3, 2005 Planning Board City of Agawam Agawam, MA 01001 Dear Members of the Board: In the fall of 2004 your Board gave approval for a site plan for a new building for Brookdale Associates on Moylan Lane. Due to changes in business conditions, the applicant is hereby submitting a request for an amendment to the plans you approved for construction of only 6,000 square feet instead of the originally approved 12,600 square feet. The proposed building would essentially be the front half of what was approved along with employee parking spaces located at the east side of the building but without the loading dock that was originally proposed. We have revised the storm water management plan and adjusted site grading accordingly. The building width and the building height are as originally proposed, as is the use of construction materials at the front of the building. We trust that since this is a reduction in the development scheme that was originally proposed and since it does comply with the town zoning requirements, that this amendment can be approved contingent upon the satisfaction of review by the City Engineer. We have submitted plans and drainage calculations under separate cover to the engineer. Thank you for your assistance. Sincerely, THE O'LEARY COMPANY, INC. Bryan Nic olas, Director Sales & keting REC'r;AE1"Er% MAY G 3 2OU5 PLANNING THE O'LEARY COMPANY, INC. BUTLER MAII-.A❑ORESS: p,0. 60X 377, SOUTHAMPTON, MA 01073-0377 ® OFFICE A❑DRESS: 376 COLLEGE HIGHWAY, ROUTE 10. SOUTHAMPTON, MA 01073 BUILDER TELEPHONE 413 527-1360 • FAX 413 527-249S • WEB SITE..olearyco.com o�� 9 Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Safety Officer, Fire Department FROM: Planning Board SUBJECT: Revised Site Plan - Brookdale Associates - Moylan Lane DATE: May 9, 2005 Please review and comment on the attached revised site plan for Brookdale Associates on Moylan Lane for the Planning Board's May 19, 2005 meeting. Thank you. 0 THElllllllllllllllllllllllllllllllllllllll ENGINEERING O'LEARY PLANNING CONSTRUCTION 11111111111111COMPANY SING 1955 May 3, 2005 Planning Board City of Agawam Agawam, MA 01001 Dear Members of the Board: In the fall of 2004 your Board gave approval for a site plan for a new building for Brookdale Associates on Moylan Lane. Due to changes in business conditions, the applicant is hereby submitting a request for an amendment to the plans you approved for construction of only 6,000 square feet instead of the originally approved 12,600 square feet. The proposed building would essentially be the front half of what was approved along with employee parking spaces located at the east side of the building but without the loading dock that was originally proposed. We have revised the storm water management plan and adjusted site grading accordingly. The building width and the building height are as originally proposed, as is the use of construction materials at the front of the building. We trust that since this is a reduction in the development scheme that was originally proposed and since it does comply with the town zoning requirements, that this amendment can be approved contingent upon the satisfaction of review by the City Engineer. We have submitted plans and drainage calculations under separate cover to the engineer. Thank you for your assistance. Sincerely, r THE O'LEARY COMPANY, INC. Bryan Nic olas, Director Sales & keting RECEIVEE) MAY 0 3 ZU05 PLANNING BOARD THE O'LEARY COMPANY, INC. BUTLER MAIL AOORESS: P.O. BOX 377, SOUTHAMPTON, MA 01073-0377 ® OFFICE AOORESS: 376 COLLEGE HIGHWAY, ROUTE 10. SOUTHAMPTON, MA 01073 GUILC]ER TELEPHONE 413 527-1360 • FAX 413 527-24SE3 • WES SITE www.olear-yco.com Town of Agawam all tirr N/ h 36 Main Street Agawam, Massachusetts 01001-1837 MPy`� Tel. 413-786-0400 Fax 413-786-9927 October 29, 2004 James Sasanecki Brookdale Associates 68 Moylan Lane rn P.O. Box 366 Agawam, MA 01001 Dear W. Sasanecki: At its duly called meeting held on October 28, 2004, the Agawam Planning Board voted to approve the Site Plan entitled: "New Addition For: Brookdale Associates, 68 Moylan Lane; Agawam, MA" prepared by the O'Leary Company and dated September 13, 2004 with the condition that additional handicapped spaces be provided and the Engineering comments be addressed. Sincerely, IsIb Dennis B. Hopkins, Chairman Agawam Planning Board cc: Clerk Engineering Building File Memo To: Planning Board From: Sgt. Donald Gallerani Subject: Site Plan - Brookdale Associates - Moylan Lane Date: November 17, 2004 The proposal by Brookdale Associates to construct a new 12,600 square foot building for light industrial use will have no impact on pedestrian and traffic safety. However, they need to be in compliance with the Town Ordinance regarding Handicapped Parking spaces QF TowN OF AGAWAM �. L& %if INTEROFFICE o , ��RATED Mpy MEMORANDUM To: Planning Board CC: File From: Engineering Date: October 28, 2004 Subject: Site Plan - 449 - Brookdale Associates - Moylan Lane Due to the current workload, Engineering has not been able to complete the review-of the site plan and drainage calculations for Brookdale Associates. Engineering will provide the comments as soon as possible. If you have any questions, please contact our division. Sin erely, Sincerely, f� A AA Geo ganne J y n,o P.E. Michael C. Chase, E.I.T. Tor o Engu er Assistant Town Engineer HAENGINEEMSK449-Brookdale Associates101.wpd 0 0 AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: October 25, 2004 DATE RECEIVED: October 14, 2004 DISTRIBUTION DATE: October 14, 2004 PLANNING BOARD MEETING DATE: October 28, 2004 APPLICANT INFORMATION 1. Name of Business: Brookdale Associates Address: 68 Moylan Lane/P.O. Box 366, Agawam, Ma 01001-0377 2. Owner: Same Address: Same Telephone: 786-6655 Fax: 786-9334 3. Engineer: The O'Leary Company, Inc. (Gerald P. Berson) Address: 376 College Highway, P.O. Box 377, Southampton, MA 01001-0377 Telephone: 527-1360 Fax: 527-2499 PLAN REVIEW Scale: V = 30' Date: 9/13/04 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Construction of a new 12,600 sq.ft. industrial building. 1 Site Plan Review Page 2 Description of Site: Area is primarily in grass. There is an existing parking lot under a 100' WMECO power easement. Provision for Traffic Flow: Provision of a new 25' curbcut on to Moylan Lane. Parking: There will be a need for a cross property easement for the sharing of parking. There will be fifty-six shared parking spaces, including four handicapped spaces. The Planning Board's parking guidelines suggest 1 space for each 1.5 employees on a major shift. The number of employees must be submitted so an analysis of the parking need can be conducted. Drainage: There will be a need for a cross property easement for the shared drainage structures. See Engineering comments. Public Utilities: See engineering comments. Landscaping/Screening and Buffers: O.K. Sign Location: Existing Exterior Lighting: All exterior lighting must be shielded. Wall packs are not encouraged. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: All dumpsters must be screened, fenced and gated. Other Comments or Concerns: The present property is just one lot. The applicant has submitted a Form A subdividing the property into two lots with shared parking and drainage. The Planning Board must take action on this Form A at its October 28" meeting. F AGAWAM FIRE DEPARTMENTv�N 800 MA!N STREET • AGAWAM, MA 01001 + TELEPHONE (413) 786-0v`57 FAX (413) 786-1241 �'��• Y ,�� David A. Pisano �7hi 'of Department p Stephen M. Martin Deputy Chief FI D RES BRE � RE: BROOKDALE ASSOC.. - MOYLAN LN. As per. 780.527,and521 C.M.R.s and 148 M.G.L. and N.F.P.A. 13 and 72 this addition shall be sprinkled, and alarmed. Please note that the hydrant must be located with in(100) ft. Of the fire department connection and all alarm wiring must be MC or in CONDUIT where it is not otherwise protected. Complete Narratives, Drawings, and Calculations, shall be submitted along with a copy of the sprinkler installers license before work is to begin. Also be advised that paved access to these structures is required. Fire Insp. M.Mer dante VI •r' o�� 9 Town of Agawam ' 36 Main Street Agawam, Massachusetts 01001-1837 y� Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT: Site Plan - Brookdale Associates - Moylan Lane. DATE: October 14, 2004 Please review and comment on the attached Site Plan for Brookdale Associates on Moylan Lane prior to the Board's October 28' meeting. Thank you. DSD:pre AGAWAM PLANNING BOARD Form D Application for Site Plan Approval Please complete the following form and return it and 10 copies of the Site Plan to: Agawam Building Department 36 Main Street Agawam, MA 0 100 1 1. Name of Business Brookdale Associates Address 68 Milan Lane 0. Box 366- Agnwam' MA-t 001-0366 Telephone 413-786-6655 Fax413-7866-9334 2. Name of Applicant/Owner The O'Leary Company, Inc. 376 College Highway Address, _ P. 0. Box 377. SQ is ham2ton. MA 01 07 1-017 7 Telephone 413-527-1360 Fax 413-527-2499 3. Name of Engineer/Architect Gerald P. Berson The O'Leary Company, Inc. Address P. o._}fox 377- Southampton- MA _QJ Q21JL77 Telephone 413-527-1360 Fax 413-527-2499, 4. Please give a brief description of the proposed project: Construction of a new 12,600 square foot building for light industrial use. Y v� q `^ }r D C­�o C Cr Cco 7 w: 1 Revised 8/14/03 C � CD E^ THEIIEIIIHIIIIIIIIIIIIIIIIIIIIIIIIfllllll ENGINEERING 03 ARY PANNING coNST»ucTloN 111111111fH11COMPANY SINCE ISSS May 3, 2005 Planning Board City of Agawam Agawam, MA 01001 Dear Members of the Board: In the fall of 2004 your Board gave approval for a site plan for a new building for Brookdale Associates on Moylan Lane. Due to changes in business conditions, the applicant is hereby submitting a request for an amendment to the plans you approved for construction of only 6,000 square feet instead of the originally approved 12,600 square feet. The proposed building would essentially be the front half of what was approved along with employee parking spaces located at the east side of the building but without the loading dock that was originally proposed. We have revised the storm water management plan and adjusted site grading accordingly. The building width and the building height are as originally proposed, as is the use of construction materials at the front of the building. We trust that since this is a reduction in the development scheme that was originally proposed and since it does comply with the town zoning requirements, that this amendment can be approved contingent upon the satisfaction of review by the City Engineer. We have submitted plans and drainage calculations under separate cover to the engineer. Thank you for your assistance. Sincerely, r THE O'LEARY COMPANY, INC. Bryanj&Tketing Director Sales R E(Ch E V E D MAY G 3 200 PLUNING BARD THE O'LEARY COMPANY, INC. BUTLER MAIL AOORESS: P.C. E30X 377. SOUTHAMPTON. MA 01073-0377 ® OFFICE AOORESS: 376 COLLEGE HIGHWAY, ROUTE 10, SOUTHAMPTON. MA 01073 BUILDER TELEPHONE 413 527-1360 - FAX 412 527.2499 • WES SITE www.olearygo.com — T DRAINAGE REPORT THE O'LEARY COMPANY,INC. PROPOSED WELDING MOYLAN LANE AGAWAM,MA October 2004 (Revised November 2004) OF Mgs�9c DONALD U g J. FRYDRYK %'I U CIVIL No. 35839 9 G 15 f E t' Ieq- ss, " Prepared for: The O'Leary Company, Inc. P.O. Box 377 Southampton, MA 01073 flec�� MAC 0 3 �005 Prepared by: Sherman& Woods Land Surveying& Engineering 3 Converse Street, Suite 203 Palmer, MA 01069 Drainage Report The O'Leary Company Proposed Building Introduction This report has been prepared to summarize proposed site improvements associated with the proposed building on Moylan Lane, in Agawam, MA(see locus plan in appendix A)and to analyze storm water management on the site for the existing and proposed conditions. This report has been prepared in conjunction with a plan entitled"Drainage & Erosion Control Plan, The O'Leary Company, Inc., Proposed Building, Agawam, MA",prepared by this office dated October 5, 2004 and revised November 9, 2004. The owner proposes to construct an 12,600 sf building to the south of the existing building on Moylan Lane and add 12 parking spaces south of the proposed building. All utilities to the proposed building will be connected from Moylan Lane. The proposed storm water management controls include two retention/infihmtion basins to infiltrate stormwater runoff. In addition, hooded catch basins will be used to manage water quality for the proposed building and parking lot expansion. Drainage Report Site Soils: The existing site was analyzed to not include the existing parking area. An undeveloped field was used for pre-development conditions. According to the Soil Conservation Service Hampden County(central part)soil maps,the soil types are MeA, Merrimac sandy loam and WnB,Windsor loamy sand(See Appendix B). Merrimac and Windsor soils fall into hydrologic group "A". These soil data were supplemented with two test pits, one of which is in the location of the existing detention basin and the other in the area of the retention basin northeast of the proposed building. (See the Drainage and Erosion Control plan attached to this report for the locations of the test pits.) The results of these two test pits are included in Appendix B. Existing conditions: For analysis,the site is considered one drainage area of an open field(101), which flows southerly off-site. The existing conditions were analyzed using an impervious factor of 25%of the entire area,due to the fact that the Moylan Lane subdivision has its own swale/ detention system. The drainage area was evaluated for peak flows using the"HydroCAD"Stormwater Modeling System using a 2-year 24 hour rainfall of 3,I inches,a I0-year 24 hour rainfall of 4.5 hours, and a 100-year 24 hour rainfall of 6.5 inches as taken from the"Rainfall Frequency Atlas for the Northeast"compiled by the Soil Conservation Service. A summary of drainage calculations for existing conditions is contained in Appendix C of this manual. The following is a summary of peak flows from each storm. X"4104267104467-RPT1.doc Existing Runoff Peak Runoff(cfs) Year Storm 2 0.47 10 1.65 100 3.91 Proposed conditions: The proposed conditions for this site are divided into three drainage areas: Retention basin#1 area(Subcat 201)will collect runoff from the parking areas and the proposed building(Pond 200); Retention basin#2 area(Subcat 202)will collect runoff from the eastern portion of the site(Pond 210); and the remainder of the site flows directly off-site(Subcat 203). Peak rates for proposed conditions were calculated using the"HydroCAD" Stormwater Modeling System using a 2-year 24 hour rainfall of 3.1 inches, a 10-year 24 hour rainfall of 4.5 hours, and a 100-year 24 hour rainfall of 6.5 inches as taken from the"Rainfall Frequency Atlas for the Northeast"compiled by the Soil Conservation Service. A summary of drainage calculations for proposed conditions is contained in Appendix D of this manual. Runoff to Infiltration Drain southeast of the proposed building will entirely infiltrate in all storms. Although the calculations show and percolation testing confirms that this infiltration will occur, no credit has been taken in the drainage calculations for any exfiltration from the area around the Infiltration Drain. A theoretical Pond(Pond 220) was used to calculate the combined peak flows from pond 200 and subcat 203. The following is a summary of peak flows from each storm. Proposed Runoff _ Peak Runoff tcfs) Year Storm Pond 220 2 0.09 l0 0.80 100 2.50 SUMMARY Through the use of the proposed hooded catch basins and retention basin, the proposed improvements will not increase peak flows off-site for any of the storms analyzed. As such, we believe this project will have an insignificant impact on the existing watersheds. An Operation and Maintenance Plan is included as Appendix E,the Storm water Management Form has been included as Appendix F, and the Erosion Control plan is included as Appendix G of this report. APPENDIX A LOCUS PLAN Cau t y —m'' r'' I IfFieid -1. 3 \OYi � \; % If ,i ,_-y ..,�.,, .. ,.�' �' ,1,_,-_•o,: a `•.��:._ ��.'', -, 1 '. ..- 6i!Feeding,Hills �•� dui�' •{ I 1 � e • yl ••� _ _^ 31111�}� r !1 � \\� �; \ •./}-�_ .F. �_... s r �.,•: Granger ..... =•. /: r :I• •- __ hjI •.I. ( �. / 'a'4 .� l _ I-�l/ ,�_ —. •. •1•' I ate' ' �� -\•�'•'W IF, Gar♦ 3�� � - �'.-fi.'Y� -• �'��' — � .�.`. • ` t-, �� '� '� I jlf'�•1 O,OU•��"�'—uy� u�,�i.;p Ir �}:� •I_, :F� y _._ ,, "S r'i�l4's' � rl!!._'�' :--,' n '.r•' ■ . Suffield- a3! {{ •o ,1 \ . Y - ,•+',• �\ - 1 I•' Bowl SAPwarrl Airport 67 1441I F� 1 f; —'��{`=- .r, � ' r j�� J r + j�ili• i r �_-� •,•. �..�CU arkall�' - oP. 1 ' \,�I ., .1 l� •.I, p. 1 \ �� rRc__ l �� Ior i 4. - I d - •�°`ypp� _ - "� Jouth Strs'et vh t 'Co ncyy ` `f� - o j i \ 11`J 1 • •9. l II / 1!a) .� -((i��?! ryo� rainingSch' Corner• _ 26, till •,,;, ! 1���;�J` 1��`�r/II r o 'J •i litn'G �L`bur e -= —NA y r,M I•o a � -1 � � __ `moo —�--�. ��—O� - %� .I � �J � '�� / a ,• t O \ 1 r i •_ G '� a.�J 19 _ — � �� _ `�-~ -_ t3ri' n L'[45 _CH T�S� I + • �:. ��{�`� i � ,�k illl ��.�j � �� � 1 ��, c��y ( ;II '! N° � � �• � (.'� HNC /!r rY -•� 1 1If 1r11 � ' I a �`- / ��� y O p' r c< h'O.p• o - _... ���.},l I' ti r r,•. { f cJ \��.' ca l_' ;1 jr \.�f;§¢a:�-�- ^I -� •- •b "� x �,, -�. �1�L�C�k� rti11 i ''.��� _//�r �I ��11 ten' 1 1� � ,`�. ti � -�,..`rJ.�✓�-. iu q �/•'sl WS r0 ,' ie �4f�'� �i �! I �i / �rYz N lil �, ') �)�i��,\i ���I�1 II:!• 'I � O�/�' S \`� I� i��,v(^' 1Ve• 0111 � � / �'' '�� '/���'�..:�,,l�sl_��_a'� �� ry � %4� O� N��y// (/21 /!l r,``I Y � Jil�`� O�Q• I / � , �: .J�..eFp�•9�-\ -o)rF' !� �I VII � 'yam r�'�Q i nr(_` � �/ I(1.1 1 ;, ..' 1.1 �- _ :I' .`7��••L a �` S7�g£t/. l'=�I i�f l , r `\W/ 1 '-�1~I -y i1Q `� •. �C�` ',�0-� ;� 'oU• ni APPENDIX B SOILS INFORMATION SOIL SURVEY OF Hampden County, Massachusetts Central Part ` United States Department of Agriculture i Soil Conservation Service d In cooperation with Massachusetts Agricultural Experiment Station HAMPDEN COUNTY. MASSACHI[S'.TTS. CE TRA! 'PAR _ McB (loins sheet 32) MNB• i wnB Wn@ i AC.A /V MeA MeA` t : ••. y + e�• (, B Yt ' .. .' ;RAv a•'+ - > ¢� - �i { I Pn .4 :ems... 7 :• - :.� ,1*.. . - , MeA r •'. ,'•• • �. i• ; 1r.:,r MeA Me •o: 'i * rci.! ,rl 1' r, ' ,,,: - -:• • �v1 eA A 'i i� � r• •,}, e►La j� l j ,"5 MeA AmB . 5B .•�,r 1 / n •j rx 1 " f` •/,� '•-�- 'Bowles Agawam - � ~�+•► '.'ya `��'•• �• �:-,� •3- ,yrt5oTt" / ' -�... r .,r; it -�'✓Mew" Ng Zia MeA.. /jr'+r- of v :i' a '1 �• Me L , MeB wne :via"r- , �h i Web .l. �a� �, ee '���• 4� �:' .. 4TH•-`� ::ES Mad 3 r � AIeB 'f MaB D v_yx s s ,9c `� ' !Ra • SrSt :M 's�` « A r LOCUS ,• GeV o , IUB , :'@s nre yY 4 4r t,v McAht ;r r A'- g Pa wnB Q r Ir1B �• GRAVEL '- � r BaB • -�/1i�} "7P� IV .. ryaB rrr a8' t ♦ *, :�' .9 �,� 7 MeC BuB• _ _Pi ,Ua' ' 0+- � l htg.,�+�h►r«r' ll- 1 `. �4 \'• �`r Bab 1 •%'!" eq. A Pu '� ��+• .'.S4e� �• + 4.'-1 J•. F.*' r` .MeA P� '��.�-x„� eGQ ��e.� ng; 'GYa � rC n w'�5^:�.. �',.•�..'.•r.-�- . A � •� 3 O 1 nE --PUB ' *. •f"'..1`, fl'.. 8 '., 69 •L + x Wg x Arn a S nN. .: j: •� .�' 1knB ' Es: M Corner AgB - '•'.f.:.:.. Ra• �•.a. `•may': t. v`+'•:'• r' "!'fry J• E"�- t �i3 s��• F� y _ "+_ Q. -AgE rt ;•. 4�t�$ �• ; Am8 Bab f r r BuB !• ` `. R,, PaB BaS �.. '`•r.:,, .s t/`„ ` Ra;,,•�,�/. _ r�' ;i - ram} •� MaC Am6 + :'fi .•, 9a8 .. }Bus _ y -'•• � w ,�4BaB � -."•.X_'..-!•: SC. 'S,. BuB s : ''Tr ;•-. `�• Bab .`Rg• 'i,. > •{-..•" t�•� - :r 1 ••VTa .. y-Cf '� _ �� � �i� ,f ti. � r' .�' �' s M�84 r.'., ••.�ti^' SU9_'+ AgC. `' .a'•�, :N,-4 �'.' Y,Ba$� Sc SuB r,��• ,�s TS �' 7C�a A uB :"a••�a. /ti+ BUa. i Fj3R $S1 BuB a o ;.• T�flRCt Se' ro BuB P' ' , � mac: '- � � a. �•• �' "PUB " '4, .r►+r.r. r: r +.; CptiSq:Y .. r \.•fSc gC sc t'f� urCr: ?• yam^ .' �.` ; , r y � �.•` .. 1, '1;�,:'L - r.Bu Bu138g6'Bu ' - :ti- .. art.- ��: -:r'� J• •.:':.. i .fH-�}T�ti.t.:•`G•fir y�•'lt� - '•�',y.t�•w�..,• .� ^. -• i+ • �� t a •, 196 SOIL SURVEY TABLE 16.--SOIL AND WATER FEATURES--Continued ;Hydro-; _ Floodinv Hi h water table ; edrock '-"� Soil name and 1 logic; ^; , , , , , ;Potential map symbol ;group 1 Frequency 1 Duration ,Months : Depth ; Kind ;Months Depth Hard- ; frost ness---- - _._1---_-- ----- ----i--- ---_i— �_ act In n Charlton: 1CrC: Pock outcrop part. : Hollis part---- C/D ;"None--------I >6,0 ___ i ___ 10-20 ;Hard ;Moderate. ICrD- Charlton part--I B :None--------1 --- ; ; >6.0 ,Low. , Rock outcrop part. Hollis part----; C/D ;hone--------; --- ; ; >6.0 ; --- ; 10-20 ;Hard --" , '-- ,Moderate. Deerfield: De---------------; B ;None--------; -__ ; _-- ; 1.0-3.0:Apparent:Dec-Apr: >60 , --- Moderate. i , Eldridge: : ; : : : EdB--------------1 C ;None--------; ; --- ;1.0-2.O:Apparent;Jan-May; >60 I , i ;Moderate. Enfield: I ; ; : 1 1 EnA, EnB, EnC----1 B tNone--------1 --- ___ 1 >6,0 ___ ; --_ ; >60 ; --- ;Moderate. Enosburg: ; Es---------------; D ;None--------1 --- --- 10,5-1,0;Apparent;Nov-May; >60 ; --- ;Moderate. Gloucester: 1 GfB--------------: A ;None--------: --- --- I >6.0 1 --- - >60 :Hard ' , -- ,Law. GhB, GhC, GxB, GxC, GxD---------', A :None-------- >6.0 I I >60 , 1 Hadley: Ha, HbA, HbB-----: B :Common------:Brief-----;Oct-Apr:3.0-6.0;Apparent;Nov-May; >60 ; --- ;High. Hinckley: HgA, HgS, HgC, HgD, HgE---------1 A :None--------1 --- 1 --- >6.0 --- : --- I >60 --- :Low. Holyoke: HOB, HOC---------; C/D ;None--------: --- --- >6.0 ; --- : - ; 10-20 ;Hard :Moderate. M , I , 14 , Holyoke part---; C/D ;None--------; --- : --- >6.0 --- ; --- 1 10-20 :Hard ;Moderate. Rock outcrop part. Limerick: Lk---------------: C !Frequent----!Brief-----:Apr-Jun;0.5-1.5:Appahent:Jan-Jun: >60 : --- :High. Ludlow: ; 1 LuB, LwS, LxB, LxC--------------; C :None--------; --- : 1.5-2.O;Perched ;Nov-Apr; >60 --- :High. Meckesville: ; MaB, MaC, MaD, MbB, MbC, MbD, ; MCB, MCC, McD----: C :None--------; : 1 --- --- ;2.5-3.5:Perched ;Nov-Apr: >60 : --- ;Moderate. Merrimac: MeA, MeB, MeC, MeD--------------: A 'None- -------I --- >6.0 : --- 1 --- : >60 : --- :Low. 1 i , I 1 I Montauk: ; : I i I MmB--------------: C :None--------1, --- --- 1 2-3 :Perched :Apr-May, >60 ; --- iModerate. See footnote at end of table. 198 SOIL SURVEY TABLE 16.--SOIL AND WATER FEATURES--Continued ;Hydro-; _ Flooding ; High water table ; _ Bedrock Soil name and 1 logic; ; ; -r 1 ;Potential map symbol ;group ; Frequency ; Duration ;Months ; Depth ; Kind ;Months ; Depth ; Hard- ; froat 'I ' ness ; , ---r-- -ram- j----- ` act.on I Suncook: Su---------------; A !Common------:Brief-----;Mar-May; >6.0 I --- ; --- ', >60 1 --- ;Lox. Terrace 1 escarpments: Te---------------: B :None--------1 --- 1 --- : >6.0 ; --- --- 1 >60 ; --- 1Moderate. r Unadilla: UaB, UaC---------1 B ;None--------! --- ; --- ; >6.0 1 --- 1 --- ; >60 1 --- ;Moderate. Urban land: Ub. 1 , 1UH: Urban land Part. Hadley part----: B ;Common------;Brief-----',Oct-Apr',3.0-6.O;Apparent,Nov-May; >60 ; --- ;High. 1 1 1 1 1 1 I 1 1 1 Winooski part--; B :Common------:Brief-----;Sep-Apr: 1.0-3.0;Apparent:Dec-Apr; >60 --- :High. 1UK: Urban land part. Hinckley part--! A :None--------1 --- --- ; >6.0 1 --- ; --- 1 >60 ; --- ;Lox. Windsor part---1 A ;None--------: --- ; --- ; >6.0 1 --- : --- 1 >60 1 --- ;Low. 1UW: Urban land part. Wethersfield -----' 2- :Perched ;Nov-A r1 >60 --- 'Moderate. part----- , C ,None--------I --- I --- 1 3 P , 1 Paxton part----1 C :None--------1 - 1 --- ! 2-3 ;Perched ',Nov-Mar! 60 ;Hard ;Moderate. Wareham: Wa---------------1 C ;None--------; --- ; --- 0-1.51Apparent,Sep-Jun'I >60 --- !Moderate. I 1 1 4 1 I I I I 1 Wethersfield: WeB, WeC, WfB, WfC, WfD, WgB, WgC, WgD---------; C ;None--------; --- --- : 2-3 ;Perched ;Nov-Apr; >60 --- ;Moderate. I 1 I 1 1 1 1 1 1 Whitman: WhA--------------1 D ;None--------; --- ; --- :0.0-0.5:Perched ;Sep-Jun; >60 ; --- :High. Wilbraham: WmA, WmB---------1 C ;None--- ----; --- 1 --- 10.5-1.5;Ferched ;Nov-Apr: >60 ; --- :High. Windsor: s. WnA, WnB, WnC, WnD, WnE---------1 A :None--------1 --- ; --- ! >6.0 ; --- : --_ : >60 , --- :Lou. Winooski: Wo---------------1 B :Common------1Brief-----;Sep-Aprl1.0-3.O:Apparent:Dec-Apr; >60 ; --- :High. Woodbridge: WrA, WrB, WsB, WsC, WtB, WtC, WtD--------------! C !None--------! --- : --- 11.5-3.0:Perched :Nov-Mar: >60 ;Hard :High- I 1This map unit is made up or two or more dominant kinds of soil. See map unit description for the composition and behavior of the whole map unit. r vr�-tii 1 i - SUIL EVALUATOR FOR,%j Page 2 Of 3 Loca(ion Address or Lot No. �g �Oy ���f On-site Review Deep Hole Number Date:. �,. ��,� � Time:-- < Location (identify on site plant kry.., v . . .. ... .�. . ,.�..._.--� _._ . �_,..,... _. . .. ,... .,� Land Use Slope {Q/Q} Surface Stones .. _ _.._ ..�.... . .,.. _,.. Vegetationr ....., ..,..: ... _ ,_ ....__. . __......�.. ..... .._ .._.. .. .... . .. Landform �. .. ..... . . . ..._. _._.. _. _., ._ v. Position on landscape (sketch on the back) _... .,. -- _.........-........ . ..... . Oistances from: Open Water Body feet Drainage way _.,......... feet Possible Wet Area feet Property Line ................ feet Drinking Water Well feet Other . .. _ .. .__ �. DEEP OBSERVATION HOLE LOG' Death from Sail Horizon Sail Texture Soil Colar Sail Other Surface (lnchesJ (USDA) (Munsell) Mottling (Structure, Stones, Boulders, Consistency, °!o Graved Z. 1" 1 s,s i`r.- i Z [- s G :3 mimmum ur. 2 hs l_s Ratau,Rza ArEvE.;,Y //PFwjaU5E0 Parent Material (geologiC) , ���U�rJF.. DepthwBedrock: derrrh to Groundwater: Standing Water in the Hole: 4- , Weeping from Pit Face: /lJ Estimated Seasonal High Ground Water: DEP APPRO16MD FORUM. zV01 4s FORINI 12 - PERCOLATION TEST Location Address or Lot No. ell Cy, � ��• t,✓U%, COMMONWEALTH OF MASSACHUSETTS Massachusetts Percolation Test' Date: Time: Observation Hole K ��f Depth of Perc Start Pre-soak Q End Pre-soak Time at Z 2" Time at 9" L -,T Time at 6" Time (9"-6") Rate Min./inch � Z_ 2- • Minimum of 1 percolation test must be performed in both the primary area AND reserve area. Site Passed ❑ Site Failed ❑ -Performed By: 1�.� ?''�'• Witnessed By: Comments: . DZP APPROVED TORN-warns APPENDIX C PRE-DEVELOPN ENT CONDITIONS 1 ' � 1 r , 0 1 - �t 1J MOMN BNB t EXISTING DRAINAGE CONDITIONS PREPARED FOR THE O'LEARY COMPANY MOYLAN LANE AGAWAM MA DATE: 10/4/04 PROJECT NO: 04267 DRAFTING: GPH CHECKED: DJF APPROVED: DJF I HORZ: i"=60' 101 Entire e DraiSubca Reach on Link 9ram for n &Egne Prepared by SHEMAN a WOODS,Land Surveying Engineering 11M00004 HydMC,AD®7.01 s/n 001267 O 1986-2004 Applied Microcomputer Systems 04267-EX1 Type Ill 24hr 2 Year Rainfall=3.10" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 1 HydmCAD®7.01 sln 001267 O 1986-2004 Applied Microcomputer Systems 11/09/2004 Subcatchment 101: Entire Site Runoff = 0.47 cfs @ 12.31 hrs, Volume= 0.060 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description _ �60,405 49 50-75% Grass cover, Fair, HSG A 1,170 76 Gravel roads, HSG A 20,525 98 Paved parking & roofs 82,100 62 Weighted Average Tc Length Slope Velocity Capacity Description _(min) (feet) ftft) �ftlsec� _ _(cfs) - 13.1 100 0.0100 0.1 Sheet Flow,THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.1 235 0.0150 1.8 Shallow Concentrated Flow, THRU GRASS Grassed Waterway Kv= 15.0 fps 15.2 335 Total 04267-EX1 Type 11124-hr 10 Year Rainfall=4.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 2 HydroCAD®7.01 s/n 001267 O 1986-2004 Applied Microcomputer Systems_ 11/09/2004 Subcatchment 101: Entire Site Runoff = 1.65 cfs @ 12.24 hrs, Volume= 0.161 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (so CN. Description 60,405 49 50-75% Grass cover, Fair, HSG A 1,170 76 Gravel roads, HSG A 20,525 98 Paved parking& roofs 82,100 62 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) _ (ft/sec) (cfs) . 13.1 100 0.0100 0.1 Sheet Flow,THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.1 235 0.0150 1.8 Shallow Concentrated Flow, THRU GRASS Grassed Waterway Kv= 15.0 fps 15.2 335 Total 04267-EX1 Type 11124-hr 100 Year Rainfall-6.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 3 HydroCAD®7.01 s/n 001267 ©1986-2004 Applied Microcomputer Systems 11/09/2004 Subcatchment 101: Entire Site Runoff - 3.91 cfs @ 12.22 hrs, Volume= 0.350 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt-- 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Areas CN Description 60,405 49 50-75% Grass cover, Fair, HSG A 1,170 76 Gravel roads, HSG A 20,525 98 Paved arkin & roofs 82,100 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (fttsec) (cfs) 13.1 100 0.0100 0.1 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.1 235 0.0150 1.8 Shallow Concentrated Flow, THRU GRASS Grassed Waterway Kv= 15.0 fps 15.2 335 Total APPENDIX D POST-DEVELOPMENT CONDITIONS 1 ' I 1 � 1 ' —tee —-- Tp--z i 201 N 1 I IP d[OYI.AN PROPOSED DRAINAGE CONDITIONS PREPARED FOR THE O'LEARY COMPANY MOYLAN LANE REV.: 11/9/04 ACAWAM MA DATE: 10/4/04 PROJECT NO: 04267 DRAFTING: GPH CHECKED: DJF APPROVED: DJF I HORZ: 1"=60' 202 To Infiltr ion Drain 201 210 To RetE ntion #1 Infi ation Drain R1 AA--� - 200 overflow 203 Retention #1 Directly Offsite 220 Total Offsite Subca Reach on Link Drainage Diagram for 04267-PR2 Prepared by SHEizMAN a WOODS,Land Surveying a Engineering 11109r1004 HydmCADO 7.01 sln 001267 0 1986-2004 Applied Microcomputer Systems 04267-P R2 Type 111 24-hr 2 Year Rainfall=3.10" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 1 HydroCAD®7.01 sin 001267 ©1986-2004 Applied Microcomputer Systems 11/09/2004 Subcatchment 201: To Retention #1 Runoff = 2.02 cfs @ 12.08 hrs, Volume= 0.133 A Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (so CN Description _ 32,875 98 Paved parking & roofs 725 76 Gravel roads, HSG A 5,580 72 Pond, HSG A 9,990 39 >75% Grass cover, Good, HSG A 49,170 83 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft(sec) (cfs) 5.0 Direct Entry, - Subcatchment 202: To Infiltration Drain Runoff = 0.09 cfs @ 12.15 hrs, Volume-- 0.013 af, Depth= 0.26' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description 7,395 98 Paved parking & roofs 600 76 Gravel roads, HSG A 1,015 72 Pond, HSG A 16,450 39 >75% Grass cover, Good, HSG A 25,460 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (f fsec) (cfs) 5.0 Direct Entry, Subcatchment 203: Directly Offsite Runoff = 0.07 cfs @ 12.11 hrs, Volume= 0.006 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2 Year Rainfall=3.10" Area„(sf) CN Description 3,190 98 Paved parking & roofs 4,560 39 >75% Grass cover, Good, HSG A 7,750 63 Weighted Average 04267-PR2 Type ///24-hr 2 Year Rainfall=3.10" Pre0ared by SHERMAN &WOODS, Land Surveying & Engineering Page 2 HydroCAD07A1 s/n 001267 01986-2004 Applied Microcomputer Systems 11/09/2004 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) -- - 5.0 Direct Entry, Reach R1: Overflow Inflow Area = 0.584 ac, Inflow Depth = 0.00" for 2 Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity= 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 5.00 hrs Capacity at bank full= 2.58 cfs Inlet Invert- 181.95', Outlet Invert-- 180.50' 12.0" Diameter Pipe n= 0.012 Length= 324.0' Slope= 0.00457 Pond 200: Retention #1 Inflow Area = 1.713 ac, Inflow Depth = 0.93" for 2 Year event Inflow = 2.02 cfs @ 12.08 hrs, Volume= 0.133 of Outflow = 0.09 cfs @ 15.56 hrs, Volume= 0.032 af, Atten= 96%, Lag=208.7 min Primary = 0.09 cfs @ 15.56 hrs, Volume= 0.032 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 181.65' @ 15.56 hrs Surf.Area= 3,736 sf Storage= 4,559 cf Plug-Flow detention time=310.3 min calculated for 0.032 of(24% of inflow) Center-of-Mass det. time= 209.2 min ( 1,005.6-796.4 ) # Invert AvaiLStorage Storage Description 1 180.00, 10,681 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) icubic-feet) (cubic-feet) _ Asa-ft)-ft) 180.00 1,725 235.0 0 0 1,725 181.00 2,890 276.0 2,283 2,283 3,412 182.00 4,200 315.0 3,525 5,807 5,270 183.00 5,580 350.0 4,874 10,681 7,151 # Routing Invert Outlet Devices _ 1 Primary 181.50' 12.0" x 23.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert-- 181.27' S= 0.0100'P n= 0.012 Cc-- 0.900 Primary OutFlow Max=0.09 cfs @ 15.56 hrs HW=181.65' (Free Discharge) t1=Culvert (Barrel Controls 0.09 cfs @ 1.9 fps) 04267-PR2 Type I//24-hr 2 Year Rainfall=3.10' Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 3 HydroCAD®7.01 sln 001267 01986-2004 Applied Microcomputer Systems 11/09/2004 Pond 210: Infiltration Drain Inflow Area = 0.584 ac, Inflow Depth = 0.26" for 2 Year event Inflow = 0.09 cfs @ 12.15 hrs, Volume= 0.013 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 181.29' @ 20.00 hrs Surf.Area= 957 sf Storage= 556 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) # Invert Avail.Stora a Storage Description 1 180.00' 13,622 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ftZ_ (feet) (cubic-feet) (cubic-feet) _ (sq ft) 180.00 120 84.0 0 0 120 181.00 276 96.0 193 193 314 182.00 2,600 202.0 1,241 1,434 2,832 183.00 5,120 295.0 3,790 5,223 6,519 184.00 12,180 450.0 8,399 13,622 15,715 # Routing Invert Outlet Devices 1 Primary 181.95' 12.0" x 133.0' long Culvert CPP, mitered to conform to fill, Ke=0.700 Outlet Invert-- 181.51' S= 0.0033 ? n= 0.012 Cc= 0.900 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=180.00' (Free Discharge) t-1=Culvert ( Controls 0.00 cfs) Pond 220: Total Offsite Inflow Area = 1.891 ac, Inflow Depth = 0.24" for 2 Year event Inflow = 0.09 cfs @ 15.50 hrs, Volume= 0.039 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.03' @ 20.00 hrs Surf.Area= 50,000 sf Storage= 1,674 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) # Invert Avail.Stora a Storage Description 1 178.00' 50,000 cf Custom Stage Data (Pyramidal) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 178.00 50,000 0 0 50,000 179.00 50,000 50,000 50,000 50,894 04267-PR2 Type ///24-hr 10 Year Rainfall=4.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 4 HydroCAD®7.01 s/n 001267 01986-2004 Applied Microcomputer Systems _ 11/09/2004 Subcatchment 201: To Retention #1 Runoff = 3.60 cfs @ 12.08 hrs, Volume-- 0.240 af, Depth= 2.56' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Areas CN Description 32,875 98 Paved parking & roofs 725 76 Gravel roads, HSG A 5,580 72 Pond, HSG A _ 9,990 39 >75% Grass cover, Good, HSG A _ 49,170 83 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment 202: To Infiltration Drain Runoff - 0.51 cfs @ 12.10 hrs, Volume= 0.039 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf) CN Description _ 7,395 98 Paved parking & roofs -� 600 76 Gravel roads, HSG A 1,015 72 Pond, HSG A _ 16,450 39 >75% Grass cover, Good, HSG A 25,460 58 Weighted Average µ - Tc Length Slope Velocity Capacity Description min feet (ft/R)_ (f tsec) (cfs) --- . 5.0 Direct Entry, Subcatchment 203: Directly Offsite Runoff - 0.23 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 1.09' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf) CN Description 3,190 98 Paved parking & roofs 4,560 39 >75% Grass cover, Good, HSG A _ - 7,750 63 Weighted Average 04267-PR2 Type 11124-hr 10 Year RainfalF=4.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 6 HydroCAD®7.01 sin 001267 C 1986-2004 Applied Microcomputer Systems 11/09/2004 Pond 210: Infiltration Drain Inflow Area = 0.584 ac, Inflow Depth = 0.81" for 10 Year event Inflow = 0.51 cfs @ 12.10 hrs, Volume= 0.039 of Outflow - 0.02 cfs @ 20.00 hrs, Volume= 0.004 af, Atten= 97%, Lag=474.1 min Primary = 0.02 cfs @ 20.00 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 182.03' @ 20.00 hrs Surf.Area= 2,671 sf Storage= 1,540 cf Plug-Flow detention time= 382.5 min calculated for 0.004 of(10% of inflow) Center-of-Mass det. time= 263.8 min ( 1,102.7-838.9 ) # Invert Avail.Storage Storage Description 1 180.00' 13,622 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft)_ _ (feet) (cubic-feet) (cubic-feet) (sq-ft) 180.00 120 84.0 0 0 120 181.00 276 96.0 193 193 314 182.00 2,600 202.0 1,241 1,434 2,832 183.00 5,120 295.0 3,790 5,223 6,519 184.00 12,180 450.0 8,399 13,622 15,715 # Routing Invert Outlet Devices 1 Primary 181.95' 12.0" x 133.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert-- 181.51' S= 0.0033 T n= 0.012 Cc= 0.900 Primary OutFlow Max=0.01 cfs @ 20.00 hrs HW=182.03' (Free Discharge) t-1=Culvert (Barrel Controls 0.01 cfs @ 0.8 fps) Pond 220: Total Offsite Inflow Area = 1.891 ac, Inflow Depth = 0.99" for 10 Year event Inflow - 0.80 cfs @ 12.49 hrs, Volume= 0.156 of Outflow - 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.14' @ 20.00 hrs Surf.Area= 50,000 sf Storage= 6,774 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) # Invert Avail.Stora a Storage Description 1 178.00' 50,000 cf Custom Stage Data (Pyramidal) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft cubic-feet cubic-feet s -ft 178.00 50,000 0 0 50,000 179.00 50,000 50,000 50,000 50,894 04267-PR2 Type /it 24-hr 100 Year Rainfalk6.50" Prepared by SHERMAN & WOODS, Land Surveying & Engineering Page 7 HydroCAD®7.01 s/n 001267 01986-2004 Applied Microcomputer Systems 11/09/2004 Subcatchment 201: To Retention #1 Runoff = 5.97 cfs @ 12.07 hrs, Volume= 0.404 af, Depth= 4,29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Areas CN Description 32,875 98 Paved parking & roofs 725 76 Gravel roads, HSG A 5,580 72 Pond, HSG A 9,990 39 >75% Grass cover, Good, HSG A 49,170 83 Weighted Average Tc Length Slope Velocity Capacity Description Amin) (feet) (ft/ft) sec) (cfs) 5.0 Direct Entry, Subcatchment 202: To Infiltration Drain Runoff = 1.35 cfs @ 12.09 hrs, Volume= 0.092 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Areas CN Description 7,395 98 Paved parking & roofs 600 76 Gravel roads, HSG A 1,015 72 Pond, HSG A 16,450 39 >75% Grass cover, Good, HSG A 25,460 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) sec) __ (cfs) 5.0 Direct Entry, Subcatchment 203: Directly Offsite Runoff = 0.52 cfs @ 12.08 hrs, Volume= 0.035 af, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Area (sf) CN Description 3,190 98 Paved parking & roofs 4,560 39 >75% Grass cover, Good, HSG A 7,750 63 Weighted Average 04267-PR2 Type /if 24-hr 100 Year Rainfall=6.50" Prepared by SHERMAN & WOODS, Land Surveying & Engineering Page 8 HydroCADV 7.01 sln 001267 01986-2004 Appliedcrocomputer Systems __ 11/09/2004 Tc Length Slope Velocity Capacity Description min feet fVft) (ft/sec) (cfs 5.0 Direct Entry, Reach R1: Overflow Inflow Area = 0.584 ac, Inflow Depth = 1.09" for 100 Year event Inflow = 0.13 cfs @ 13.48 hrs, Volume= 0.053 of Outflow = 0.13 cfs @ 13.57 hrs, Volume= 0.052 A Atten= 0%, Lag= 5.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 1.7 fps, Min. Travel Time= 3.1 min Avg. Velocity= 1.5 fps, Avg. Travel Time= 3.7 min Peak Depth= 0.16' @ 13.51 hrs Capacity at bank full= 2.58 cfs Inlet Invert-- 181.95', Outlet Invert-- 180.50' 12.0" Diameter Pipe n= 0.012 Length= 324.0' Slope= 0.00457 Pond 200: Retention #1 Inflow Area = 1.713 ac, Inflow Depth = 3.20" for 100 Year event Inflow = 5.97 cfs @ 12.07 hrs, Volume= 0.456 of Outflow = 2.27 cfs @ 12.32 hrs, Volume= 0.348 af, Atten=62%, Lag= 14.6 min Primary = 2.27 cfs @ 12.32 hrs, Volume= 0.348 of Routing by Stor•Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Eiev= 182.43' @ 12.32 hrs Surf.Area= 4,795 sf Storage= 7,910 cf Plug-Flow detention time-- 124.8 min calculated for 0.347 of(76% of inflow) Center-of-Mass det. time= 62.0 min ( 851.0-789.0 ) # Invert Avail.Storage Storage Description 1 180.00, 10,681 cf Custom Stage Data (Irregular) Listed below - Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (g-ft) 180.00 1,725 235.0 - 0 0 1,725 181.00 2,890 276.0 2,283 2,283 3,412 182.00 4,200 315.0 3,525 5,807 5,270 183.00 5,580 350.0 4,874 10,681 7,151 # Routing Invert Outlet Devices 1 Primary 181.50' 12.0" x 23.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert-- 181.2T S= 0.01007 n= 0.012 Cc-- 0.900 Primary OutFlow Max=2.26 cfs @ 12.32 hrs HW=182.43' (Free Discharge) t-1=Culvert (Barrel Controls 2.26 cfs @ 3.9 fps) 04267-PR2 Type 11124-hr 100 Year Rainfall=6.50" Prepared by SHERMAN & WOODS, Land Surveying & Engineering Page 9 HydroCAD®7.01 sln 001267 ®1986-2004 Applied Microcomputer Systems _ 11/09/2004 Pond 210: Infiltration Drain Inflow Area = 0.584 ac, Inflow Depth = 1.89" for 100 Year event Inflow = 1.35 cfs @ 12.09 hrs, Volume= 0.092 of Outflow - 0.13 cfs @ 13.48 hrs, Volume= 0.053 af, Aften= 90%, Lag= 83.4 min Primary = 0,13 cfs @ 13.48 hrs, Volume= 0.053 of Routing by Star-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 182.17' @ 13.48 hrs Surf.Area= 3,036 sf Storage=2,089 cf Plug-Flow detention time= 193.4 min calculated for 0.053 of(57%of inflow) Center-of-Mass det.time= 107.9 min ( 926.2-818.3 ) # Invert Avail.Stora a Storage Description 1 180.00' 13,622 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. inc.Store Cum.Store Wet.Area (feet) (sq-ft)_ (feet) (cubic-feet) (cubic-feet) (sq-ft) 180.00 120 84.0 0 0 120 181.00 276 96.0 193 193 314 182.00 2,600 202.0 1,241 1,434 2,832 183.00 5,120 295.0 3,790 5,223 6,519 184.00 12,180 450.0 8,399 13,622 15,715 # Routing Invert Outlet Devices 1 Primary 181.95' 12.0" x 133.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 181.51' S= 0.0033 T n= 0.012 Cc= 0.900 Primary OutFlow Max=0.13 cfs @ 13.48 hrs HW=182.1T (Free Discharge) t-1=Calvert (Barrel Controls 0.13 cfs @ 1.5 fps) Pond 220: Total OfFsite Inflow Area= 1.891 ac, Inflow Depth = 2.43" for 100 Year event Inflow = 2.50 cfs @ 12.28 hrs, Volume= 0.383 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Aften= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.33' @ 20.00 hrs Surf.Area= 50,000 sf Storage= 16,661 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) # _ Invert A_vail.Storage _Stogie Description 1 178.00' 50,000 cf Custom Stage Data (Pyramidal) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 178.00 50,000 0 0 50,000 179.00 50,000 50,000 50,000 50,894 APPENDIX E OPERATION&MAINTENANCE PLAN OPERATION&MAINTENANCE PLAN The O'Leary Company, Inc. Proposed Building Moylan Lane Agawam, Ma The O'Leary Company, Inc. will be responsible for the operation and maintenance of the temporary erosion control measures during construction and the stormwater management system during the construction phase of the project. Erosion control measures shall be installed and maintained as shown on site plans for the project in accordance with details shown on the plan. Erosion control shall be maintained as detailed on the site plans. The following maintenance and inspection recommendations are taken from DEP's Stormwater Management Technical Handbook and shall become part of the operation and maintenance plan for the stormwater management system located on the site: All stormwater management devices shall be thoroughly cleaned immediately after any spill which may occur on site. All stormwater management components shall be inspected on a monthly basis during the first six months of operation after the completion of construction. At least three monthly inspections of the stormwater management system must take place during the first growing season after the completion of construction. Infiltration Basin: Once the basin goes on-line, inspections shall occur after every major storm for the first six months to ensure proper stabilization and function. Standing water in the basin 48 to 72 hours after the storm indicates the infiltration capacity may be compromised due to clogging of the soil. Sediment shall be removed as necessary to maintain infiltration and capacity of the basin. After the initial six month period, the infiltration basin shall be inspected at least twice per year. Items to check include standing water, differential settlement, erosion,tree growth on embankments, condition of rip rap, sediment accumulation and health of turf. At least twice per year,the buffer area, side slopes, and basin bottom shall be mowed. Grass clippings and accumulated organic matter shall be removed to prevent the formation of an impervious organic mat. Trash and debris shall also be removed at this time. Deep tilling can be used to break up a clogged surface area. Any tilled areas on the slopes of the basin shall be revegetated immediately. Sediment shall be removed from the basin as necessary. Removal procedures should not take place until the floor of the basin is thoroughly dry. Light equipment, which will not compact the underlying soil, should be used to remove the top layer. The remaining soil should be deeply tilled, and slopes of the basin revegetated as soon as possible. The sediment forebay shall also be inspected and cleaned at least twice a year, ideally every other month. XApo4104267104267-0M.doc Deep Sump Catch Basins and Drop Inlets with Hoods: Maintenance is essential for the proper operation of these structures. Catch basins and drop inlets shall be inspected annually and cleaned as required. All sediments and hydrocarbons shall be properly handled and disposed. XApM04267\04167-0M.doc APPENDIX F STORMWATER MANAGEMENT FORM Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Property Information Important When filling out 1 The proposed project is: forms on the computer, use only the tab New development ® Yes key to move your cursor- ❑ No do not use the return key. VQ Redevelopment ❑ Yes ❑ No Combination ❑ Yes (If yes, distinguish redevelopment components from new development components on plans). ❑ No Note:This February m 2. Sto �water runoff to be treated for water quality are based on which of the following calculations: 2000 version of the Stormwater ❑ 1 inch of runoff x total impervious area of post-development site for discharge to critical areas Management (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, Form supersedes swimming beaches, cold water fisheries). earlier versions including those contained in ® 0.5 inches of runoff x total impervious area of post-development site for other resource areas. DEP's Stormwater 3. List all plans and documents (e.g. calculations and additional narratives)submitted with this form: Handbooks. Drainage Report, The OLea ryCom Company, Inc., Proposed Building. Mo Ian Lane, Agawam, MA, dated October 2004 _ Drainage&Erosion Control Plan, The O'Leary Company, Inc., Proposed Building, Moylan Lane, Agawam, MA, dated October 5, 2004 B. Stormwater Management Standards DEP's Stormwater Management Policy(March 1997) includes nine standards that are listed on the following pages. Check the appropriate boxes for each standard and provide documentation and additional information when applicable. Standard#1: Untreated stonnwater ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to,wetlands and waters. WPA AppaKd4 C PNG 1 or 6 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cost.) Standard#2: Post-development peak discharges rates ❑ Not applicable—project site contains waters subject to tidal action. Post-development peak discharge do not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr and 100-yr, 24-hr storms. ❑ without stormwater controls ® with stormwater controls designed for the 24-hr, 2-yr, and 10-yr storms. ® The projects stormwater design will not increase off-site flooding impacts from the 100-yr, 24-hr storm. Standard#3: Recharge to groundwater Amount of impervious area (sq.fL)to be infiltrated: 43,460 sf Volume to be recharged is based on: ® The following Natural Resources Conservation Service hydrologic soils groups(e.g. A. B, C. D, or UA)or any combination of groups: 100 A (%of impervious area) (Hydrologic soil group) (%of impervious area) (Hydrologic soil group) (%or impervious area) (Hydrologic soil group) (%of impervious area) (Hydrologic sal group) ❑ Site speck pre-development conditions: Recharge rate Volume Describe how there calculations were determined: With an impnious area of 43,460 .ft.the volume to be infiltrated is 122 cubic feet. (0.40)/(12)x 43,460= 1,460 CU. FT. List each BMP or nonstructural measure used to meet Standard#3. (e.g. dry well, infiltration trench). Infiltration will occur in the proposed_retentionfin€Iltration basins. For the 2-year storm, a volume of 0.138 af. in the basin or 6,010 cubic feet is infiltrated. The annual groundwater recharge for the post-development site approximates the annual recharge from existing site conditions. ® Yes ❑ No WPA App wx ix C Paps 2 ar 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cunt.) Standard 94: 80%TSS Removal ® The proposed stomw ater management system will remove 80%of the post-development site's average annual Total Suspended Solids(TSS)load. Identify the BMP's proposed for the project and describe how the 80%TSS removal will be achieved. This projects uses retentionfinfiltration basins and deep-sump, hooded catch basins. Infiltration basins allow for an 80%design rate for TSS removal by the Stomwwater Management Poll . If the project is redevelopment,explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard#5: Higher potential pollutant loads Does the project site contain land uses with higher potential pollutant loads(See Stormwater Policy Handbook—Vol_ I, page 1-23,for land uses of high pollutant loading). ❑ Yes If yes, describe land uses: ® No Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed. Standard#6: Protection of critical areas Will the project discharge to or affect a critical area?(See Stomiwater Policy Handbook—Vol. I, page I - 25,for critical areas). ❑ Yes If yes, describe areas: - ® No Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 128 of the Stormwater Policy Handbook—Vol. I: WPA Appendix C Pew 3 d 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Note:components of Standard#7: Redevelopment projects redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously undeveloped ❑ Yes If yes,the following stormwater management standards have been met: areas do not fall under the scope ® No The following stormwater standards have not been met for the following reasons: ❑ The proposed project will reduce the annual pollutant toad on the site with new or improved stormwater control. Standard#8: Erosion/sediment control ® Erosion and sediment controls are incorporated into the project design to prevent erosion,control sediments,and stabilize exposed soils during construction or land disturbance. Standard#9: Operation/maintenance plan ® An operation and maintenance plan for the post-development stormwater controls have been developed.The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long-tens maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Operation and Maintenance Plan,The O'leary Co., Inc. Proposed Building October 2004 PlanTitle _ Date Moylan Lane,Agawam, Ma. Pla-01de Date C. Submittal Requirements DEP recommends that applicants submit this form, as well as, supporting documentation and plans,with the Notice of Intent to provide stormwater management information for Commission review consistent with the wetland regulations(310 CMR 10.05(B)(b))and DEP's Stormwater Management Policy(March 1997). If a particular stormwater management standard cannot be met, information should be provided to demonstrate how equivalent water quality and water quantity protection will be.provided. DEP encourages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. For more information,consult the Stormwater Management Policy. wPA npp.ndu c Paps 4 or 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Signatures Applicant Date Signature - Sherman and Woods f0�lU16 Representative -- - - Date Donald I F d , P.E., P.LS. C� Signature VWPA Appr+d&C page 5 of 5 APPENDIX G EROSION CONTROL PLAN EROSION CONTROL PLAN The O'Leary Company, Inc. Proposed Building Moylan Lane Agawam, Ma Prepared for: The O'Leary Company, Inc. P.O. Box 377 Southampton, MA 01073 Prepared by: Sherman& Woods Land Surveying& Engineering 3 Converse Street, Suite 203 Palmer, MA 01069 Site Description This report has been prepared to summarize proposed site improvements associated with the proposed building on Moylan Lane, in Agawam, MA(see locus plan in appendix A)and to analyze storm water management on the site for the existing and proposed conditions. This report has been prepared in conjunction with a plan entitled"Drainage&Erosion Control Plan,The O'Leary Company,Inc., Proposed Building, Agawam, MA",prepared by this office dated October 5,2004. The owner proposes to construct an 12,600 sf building to the south of the existing building on Moylan Lane and add 12 parking spaces south of the proposed building. All utilities to the proposed building will be connected from Moylan Lane. The proposed storm water management controls include two retention/infiltration basins to infiltrate stormwater runoff. In addition,hooded catch basins will be used to manage water quality for the proposed building and parking lot expansion. The soil disturbing activities will include: installing a stabilized construction entrance,perimeter and other erosion and sediment controls; excavation for detention pond and sediment basins, storm sewer, utilities,paved areas,and building foundation; construction of parking and berms;and preparation for final planting and seeding. Seguence of Ma*or Activities The order of activities will be as follows: 1. Install sediment controls as shown on design plans. 2. Install stabilized construction entrance. 3. Clear and grub for earth dike and sediment basin at location of fidure detention pond. 4. Install earth dikes. 5. Construct sediment basins in the areas of the future retention basins. Sediment basin construction shall include temporary standpipe and emergency spillway. 6. Clear and grub pavement expansion area. 7. Rough grade pavement area including temporary slope stabilization. 8. Utility and drainage Installation. 9. Parking expansion paving. 10. Final grading and seeding. 11. Remove accumulated sediment and complete final grading of retention basins. Erosion and Sediment Controls 1. Proposed bay baletsilt fence barriers shall be installed at the limit of work prior to any construction activities at the site. 2. All stockpiles and stockpile areas shall be surrounded by erosion control barriers. 3. All stock piles and disturbed portions of the site where construction activities cease for at least 21 days will be stabilized with temporary seed and mulch no later than 14 days from the last construction activity in that area. 4. Disturbed areas of the site where construction activities are completed shall be stabilized with permanent seed no later than 14 days after the last construction activity. 5. Temporary earth dikes and/or trenches shall be constructed along the fill slopes and along the northerly limit of the parking lot construction to temporarily divert runoff towards the sediment basins until pavement construction is stabilized. 6. Sediment basins shall be constructed at the location of the future retention basins. A temporary standpipe, as shown on the site development plan shall be constructed within the existing basin. Construction of any sediment basin shall include a emergency spillway. 7. Accumulated sediment shall be removed as required to maintain basin volumes and infiltration capacities. Accumulated sediment shall also be removed upon stabilization of the site. 8. Anti-tracking pads shall be installed at the construction entrance in conformance with the detail included on design plans. 9. No stockpiles of materials will be allowed in wetland buffer zones. Hazardous Waste All hazardous waste materials will be disposed of in the manner specified by local or State regulations or by the manufacturer. Site personnel will be instructed to proper disposal methods and of proper reporting methods should a spill occur. All on-site vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum projects will be stored in tightly sealed containers, which are clearly labeled. No refueling of vehicles or equipment will take place with the buffer zone. Inspection and Maintenance Practices I. All erosion control measures shall be inspected at least once per week, as well as before and following any storm event of 0.5 inches of rainfall or greater. 2. All erosion control measures will be maintained in good working order. Any required repairs would be completed within 24 hours of notice of such. 3. Built up sediment will be removed from silt fence/hay bale barriers when it reaches one-third height of fence. 4. Temporary earth dikes and trenches will be inspected for any signs of excessive erosion or for breaches. 5. Temporary and permanent seeding will be inspected for bare spots, washouts and substantial growth. 6. A maintenance inspection report will be made after each inspection. 7. The owner of the site will be responsible for selecting the indivi-Lai :--sponsibte for inspections, maintenance and repair activities and for completion of inspection reports. DRAINAGE REPORT THE O'LEARY COMPANY,INC. PROPOSED BUILDING MOYLAN LANE AGAWAM,MA October 2004 DONALD cy� s J. FRYDRYK m o CIVIL No,35839 p0„, C�STEP� ASS/p?SAL ENS'\. G Prepared for: The O'Leary Company,Inc. P.O. Box 377 Southampton, MA 01073 Prepared by: Sherman& Woods Land Surveying& Engineering 3 Converse Street, Suite 203 Palmer, MA 01069 t' Q� s i Drainage Report The O'Leary Company Proposed Building Introduction This report has been prepared to summarize proposed site improvements associated with the proposed building on Moylan Lane, in Agawam, MA(see locus plan in appendix A)and to analyze storm water management on the site for the existing and proposed conditions. This report has been prepared in conjunction with a plan entitled"Drainage&Erosion Control Plan, The O'Leary Company, Inc., Proposed Building, Agawam,MA",prepared by this office dated October 5, 2004. The owner proposes to construct an 12,600 sf building to the south of the existing building on Moylan Lane and add 12 parking spaces south of the proposed building. All utilities to the proposed building will be connected from Moylan Lane. The proposed storm water management controls include two retention/infiltration basins to infiltrate stormwater runoff. In addition, hooded catch basins will be used to manage water quality for the proposed building and parking lot expansion. Drainage Report Site Soils: The existing site was analyzed to not include the existing parking area. An undeveloped field was used for pre-development conditions. According to the Soil Conservation Service Hampden County(central part)soil maps,the soil types are MeA, Merrimac sandy loam and WnB,Windsor loamy sand(See Appendix B)_ Merrimac and Windsor soils fall into hydrologic group "A". These soil data were supplemented with two test pits,one of which is in the location of the existing detention basin and the other in the area of the retention basin northeast of the proposed building. (See the Drainage and Erosion Control plan attached to this report for the locations of the test pits.) The results of these two test pits are included in Appendix B. Existing conditions: For analysis,the site is considered one drainage area of an open field(101), which flows southerly off-site The drainage area was evaluated for peak flows using the"HydroCAD"Stormwater Modeling System using a 2-year 24 hour rainfall of 3.1 inches,a 10 year 24 hour rainfall of 4.5 hours,and a 100-year 24 hour rainfall of 6.5 inches as taken from the"Rainfall Frequency Atlas for the Northeast"compiled by the Soil Conservation Service. A summary of drainage calculations far existing conditions is contained in Appendix C of this manual. The fbHowing is a summary of peak flows from each storm. Existing Runoff P2&Runoff Year Storm 2 0.02 10 0.38 100 1.73 r X:%p04W4267W4267-RPr.doc i Proposed conditions: The proposed conditions for this site are divided into three drainage areas: Retention basin#1 area(Subcat 201)will collect runoff from the parking areas and north half of the proposed building(Pond 200); Retention basin#2 area(Subcat 202)will collect runoff from the eastern portion of the site and the south half of the proposed building(Pond 210); and the remainder of the site flows directly off-site(Subcat 203). Peak rates for proposed conditions were calculated using the"HydroCAD" Stormwater Modeling System using a 2-year 24 hour rainfall of 3.1 inches, a 10-year 24 hour rainfall of 4.5 hours, and a 100-year 24 hour rainfall of 6.5 inches as taken from the"Rainfall Frequency Atlas for the Northeast" compiled by the Soil Conservation Service. A summary of drainage calculations for proposed conditions is contained in Appendix D of this manual. Runoff to Retention basin#2 will entirely infiltrate in all storms. A theoretical Pond(Pond 220)was used to calculate the combined peak flows from pond 200 and subcat 203. The following is a summary of peak flows from each storm. Proposed-Runoff Peak Runoff(cfs} Year Storm Pond 220 2 0.07 10 0.23 100 0.72 SUMMARY Through the use of the proposed hooded catch basins and retention/infiltration basins,the proposed improvements will not increase peak flows off-site for the 10-yr and 100-yr storms with a minor increase(0.05 cfs) in the 2-yr storm. This minor increase is the result of not being able to intercept the runoff from the new paved driveway off of Moylan Lane. As such, we believe this project will have an insignificant impact on the existing watersheds. An Operation and Maintenance Plan is included as Appendix E,the Storm water Management Form has been included as Appendix F, and the Erosion Control plan is included as Appendix G of this report. t X\p04104267104267-RPr.doc ti APPENDIX A LOCUS PLAN i igh yC3u`iti f ))' °' L•�� �r :1 _'�' L14 t�Fltid ern . .�`o� IF r _ :NF'eeding Hills r) o {�w ,>=pzs'` ' ' _';' J I' ! \ ..' :i•�. Z. Granger ! Y • • atr • "' eJ � � 4 SO ie113-r-� '`•. ~�I �'•-^r. "1=��'l g` ' , I ..�=�,` C' --r�l—w � •r: ���T'3',,1 r .— � V. 0 Bowles fAwatn rpart ' I o.l -lu I� _ ry I' �- ,}1 OF �.�r, •°,� 5�,`���� � � `�1, 1•' DO lla •.• LOCUS ' ;:r 1r '�•; ���'\ �{ 4. +I'IJI ';Jkki F.- •; y, � •{ ate- _• .i} r I ..�. Il �. �_� o �Pd iuth Str et �•� ICOunLy', •� f �:..,1 r�r•�. _a + S `� '`f �� �1`.� I r I� 'I�1 ,rp raining Sch _ ' _ 1 �._ C0 er'- hzn�tlit 0 �. I •t kl�l G1�Co rSe '` i, a - "� 15J!'ilcj r. f l �, ,( `t.11 14 �p� �_"" - ::CCU /( •�-� ,tr a_.��a�.'` t O _NIA S CEi £T ON CTICU ?4{ }C L z i � .� •-. lr��l /I' q I �n`' � !r � '� •a:0o � pa�•ns'j a'y`-� r O.p• ° II ,f �' 1 = � � - - `�'� 1. �'L=. �-'�•S �'1 *� k' �•}} , I f f\ � 1 ` •°G' ';1_ Yr Ir 1; �.� _��__ r �' F" 1. '•sr �] :;\\ - ,o� ' I � .fir• =�4»r �. _�y� o }�� )1�y ��S�,-4 �,..`, r _'+ _ - ' S "�- it •., `�./ '� _`:�y r `r s, /, `,qr ; o I!�_ -� `r • " I s ��1 .,1�1 r�;�{�T�^I y q�''� l 4 `! '! M1 .5" `�e•�O1 Ysl 1 �}-.-�„J �i�-�-' I1ssl ' ° � �.l}. r ♦¢ Ar / as .:x •�"�" I,�� -J 1 �.', JI (� - �\j•,� rr, �%.• tl � L o-s '! I vZ' l �l S�l, S ,L� •� '' !"�"'" • 1 l�� (,:,� .�� 1 � � a -'�t r'�i "r� \ nil •�= St _• 1r 1 1 S 1 �r t 1 ?I \ :,I r� '.,�zr !• r` I 1..�L' J\ �"lr _ ._. 11 I - '� 0,�,,a`, \•\� O.I } La _ ._ ,- ,'' •. �J tl,l.{` l �._�.GYM/"` •I' `}A• il: 1 APPENDIX B SOII.S INFORMATION i SOIL SURVEY OF Hampden County, Massachusetts Central Part f United States Department of Agriculture Soil Conservation Service In cooperation with � _ Massachusetts Agricultural Experiment Station ' Mee Noins sneer 32 HA tea. h1eA wns Wn MPDEN COUNTY, MASSAC�'?�5�:�rG• CENTRa` PART �• S C��g .5 '. Meq! G1aav � Vfi>. i' AgA • 1.SY '� '; � G.P. PTr .� +• Me� •ti •~ F1. 3,- ••' '� 3� .-? . .. _� f- r,,; '.` ,•!. 1 ;,` t: MeA '� - , . Es rt. a , s• Y ';ti_ .e, y�:..�� �;`< MeA F.MeA MeA : �`�?" f ti:*f 1-/ MeA ju ado 'Bowles Agawam AhT e Wa `Port ArriB ,�'., � � r lVy 1�' �^l'1 �/ •� _»��r 'I a Y t���ry+r�,y� � _ ' Sc r ••.,,• '�' 'a '•• � ,'y� �� z y � - � %/ MeA •�••�•. ` �' �.,� w a. 03 We C b C6 C J %. Me 9 _� a Me8 ►vn$71 Mae �� [ �9 , _ PuB cr h.!••. Es Am6 LOCUS B�.• ��`3'� +' ice, • ';?YnS= 'a+:' ar 4g9 ^ �' pm9 eq tw ' � J Ra r . Z,V -_� MeA ..- 1 r• '�.Bu6 kie GPAVLI r. a pa� Wn8 e8 Prr * y r..F FP J wbB r' +P� � �, '� 5C m r J , �8 �• •►• • MeC P@ BUB P e . MeAas PUB -e CaB we m t l:. t.�+• is AmB {'.tw A g _ Ra r,r ^ Es c Y Corner Map'' �« Es Es Gas $aB] } �• �5'.-•:it �` . :. .a PaB E Mac BaB 4 CC f - • ��� ru .i 1 rx' �� ' ,Sc'� s� Bub ~ Se. UGC; iC .1-IL AgC ?+-: �ES:• Me8 �. 1 uB r , + ~ �M'i BuB -Ba r'� d m rs \li Me •: HART, �Rlt . sUB ac :Bua • L.�w ic + COly,�YT.Y r �._� Sc" PuB 10 SC 'R-s :•. l y. u$ leg Hue • �r•' ,�,� Y. _ ._ « �' { ' Ewa'•» _�_.,• .. � C,FX .. _�. 4 pft w,f • .e�.]•r���„may ........ ��. .. .,. .�+'-".�'-"�.Vf.�= •"+. •��'',- .^/rI, _-♦,�F. _ 196 SOIL SURVEY TABLE 16.--S01L AND WATER FEATURES--Continued . _ :Hydro _ Fjoodina __ j_�High_water table edrock Soil name and logic; ; ; , map symbol group Frequency Duration !Months Depth Kind ;Months Depth Hard- �P°tential ----1---- -- frost i.F;_,.,._i �__ Hess Be Charlton: t o ' ' In ; ; 1 I 1 1CrC: dock outcrop 1 , I art. p Hollis part----: C/D ' 1,None--------; --- _-- � >6,0 10-20 :Hard :Modena 1 1CrD: Charlton part--: B ;None--------; ; ; >6.0 ` ' , � � � --- --- 1 --- � --- � >64 � --- :Lox. Rock outcrop part. , Hollis part--- CiD ;None------- --- _-- ; >6.0 ; _-- ; _-- : 10-20 'IHard ' ,Hoderate. Deerfield: 1 De---------------: S ;None-------- ; _-_ : 1.0-3.0:Apparent:Dec-Apr; >60 : --- :Moderate. Eldridge: £dB--------------1 C :None--------' _-- ; 1.0-2.0;Apparent;Jan-May: >6o e - ' :Moderate. Enfield: £nA, EnB, £nC----1 B None-------- ___ ; >6,0 ; ___ ; >60 ; -__ ;Moderate. Enosburg: Es---------------, D ;None--------' I 1, , 1 --- I --- 0.5-1.0:Apparent:Nov-May; >60 : --- ;Moderate. Gloucester: GfB--------------i A ;None------- --- : >6.0 1 --- 1 --- 1 >60 :Hard :Lox. 1 I , ChB, GhC, GxB, GxC, GxD--------- A !None-------- >6.0 --- --- i >60 1 --- !Lou. I I , Hadley: I , Ha, HbA, HbB-----: B :Common------:Brief-----;Oct-Apr;3.0-6.0:Apparent!Nov-May: >60 ; --- :High. Hinckley: HgA, HgB, HgC* HgD, HgE---------: A ;None--------' 1 >60 tLow. Holyoke: HOB, HOC-------- C/D :None--------: --- --- : >6.0 --- ; --- 10-20 ;Hard :Moderate. I 1 , , Holyoke part---! C/D :None--------; --- : --- : >6.0 : --- ; --- : 10-20 :Hard ;Moderate. Rock outcrop I , , part. Limerick: Lk---------------1 C Frequent----!Brief-----:Apr-Jun:0.5-1.5:Appafent:Jan-Jun: >60 1 --- :High. Ludlow: 1 I I I LuB, LwB, LxB, LxC--------------: C :None-------- ___ ; : 1.5-2.0:Perched :Nov-Apr: >60 : --- :High. Meckesville: MaB, MaC, MaD, MbB, MbC, MbD, MCB, McC, McD----: C :None--------; --- : --- :2.5-3.5:Perched :Nov-Apr! >60 -_- :Moderate. : Merrimac: : ; ___.V,_ MeA, MeS, MeC, : : ; ; ; , , MeD--------------: A :None--------: : --- : >6.0 : : --- : >60 : --- :Low. 1 Montauk: 1 , MmB--------------: C '',None--------, --- : --- : 2-3 :Perched :Apr-May: >60 : --- ;Moderate. See rootnote at end of table. 198 SOIL SURVEY TABLE 16.--SOIL AND WATER FEATURES--Continued ;Hydro-; — Flooding i High uat_er table- ck; Bedro --'�� Soil name and ; logic ; ; - -'� map symbol ;group 1 Frequency , Duration ;Months Depth ; Kind ,Months Depth Hard- :Potential --------- n e s saction -------�---------- ' ; ; , ; r o a t Suncook: Su---------------, A ,Common------Brief-----:Mar-May; >6.0 i --- i --- i >60 --- !Low. Terrace escarpments: e--------------- H ,None--------; --- � --- � >6,0 i _-_ � --- ; >60 ! --- !Moderate. : 1 Unad ill a: UaB, UaC---------; B ;None--------; --- ! --- ! >6.0 --- ! --- i >60 ; , , 1 --- Moderate, 1 , Urban land, 1 1 Ub. ! : 1 1 1 1 Urban land part. ! ! ! ! ! ! ! Hadley part----; B 'Common------;Brief-----:Oct-Apr;3.0-6.O:App anent:Nov-May, >60 --- ;High. Winooski part--; B 'Common------;Brief-----;Sep-Apr; 1.0-3.0:Apparent:Dec-Apr; >60 "High. 1UK: Urban land e , part. Hinckley part--, A None-------- --- ! --- ! >6.0 >60 1 --- !Low. Windsor part---: A ;None--------; ___ ; ___ 1 >6.0 : --- >60 ; --- ;Low. 1UW: Urban land part. Wethersfield part----------; C ;None--------' ' ' 2-3 ;Perched :Nov-A r' >60 Paxton part----: C ;None--------; ___ ! 2 3 1 ' , --- - ,Perched ,Nov-Mar: 60 ;Hard ;Moderate. Wareham: 1 , Wa--------------- C !None--------: -- ; ; 0-1.5:Apparent;Sep-Jun! >60 ! --- !Moderate. Wethersfield: ; WeB, WeC, WfB, WfC, WfD, WgB, WgC, WgD---------: C ;None--------: 2-3 ;Perched ;Nov-Apr: >60 : --- !Moderate. Whitman: WhA--------------; D !None--------: _-- --- 10.0-0.5:Perched :Sep-Jun: >60 : --- :High. Wilbraham: WmA, WmB--------- C None------ -: --- ; --- ;0.5-1.5:Perched ;Nov-Apr! >60 : --- :High. 1 , Windsor: ,-W. WnA, WnB, WnC, WnD, WnE---------: A None--------' i --- --- i >6.0 : --- ! --- : >60 : --- !Low. 1 1 1 Winooski: Wo---------------: B :Common------:Brief-----:Sep-Apr:1.0-3.0;Apparent!Dee-Apr: >60 ; --- ',High. 1 1 1 1 Woodbridge: WrA, WrB, WSB, WsC, WtB, WtC, i WO-------------- C :None--------: --- : --- : 1.5-3.0;Perched ;Nov-Mar; >60 ! :r Hard Nigh. 1This map unit is made up of two or more dominant kinds of soil. See map unit description for the composition and behavior of the whole map unit. r V1(ti1 1 - SOIL EVALUATOR FOk1i Pa;e 2 of 3 Location Address or La( 140. '-�07 /q1-7 :'1 3 A'7 '`� On-site Review Deep Hale Number _ Date:..l �l...c� Time:.:.1171' .. Weather < 4. Location {identify on site plan} w.v� .... ,..,, v . . .. ... . .w.. ._�_.__.._ w..... _ .. .. v.. .. Land Use Slope M Surface Stones .. ... ._... ..�.. ... Vegetationxw.,. .. ...,.. .. . , ,..__ ,_.�. �._..,...._ ....._._..�, ..�.. .. .. Landforrn .•,..,_..... ., . ... Position an landscape (sketch on the back) ....... ............. ...... ......— ..... Distances from: Open Water Body feet Drainage way ._._...... feet Possible Wet Area feet Property Line ................ feet Drinking Water Well feet Other . .. . .,. ._. .. DEEP OBSERVATION HOLE LOG' Deoth from Sail Horizon Sail Texture Sail Color Sail other Surface (Inches) (USDA) (Munsell) Mottling (Structure,Stones. Boulders. Consistency, % Gravel) zf- $ G 3 INVI r ;; tray REta It t C j Parent Material (geologic) ,2,J—,, oevftosedrock Oeor.ti to Groundwater: Standing Water in the Hole: 4'++ ��� Weeping from Pit Face: Estimated Seasonal High Ground Water; DEP APPROVED FOR-%t• llta'!gS FORM 12 - PERCOLATION TEST ' Location Address or Lot No. COMMONWEALTH OF MASSACHUSETTS Massachusetts Percolation Test' Date: .....--... ., 4., Time: Observation Hole I Depth of Perc Start Pre-soak End Pre-soak ` 3 Time at 12" Time at 9" �y Time at 6" — fa Time (9"-6") Rate Min./Inch • Minimum of 1 percolation test must be performed in both the primary area AND reserve area. Site Passed ❑ Site Failed ❑ ,Performed By: !! f Witnessed By: Comments: . DEP ArMOVW Palm-Lvd7ns i APPENDIX C PRE-DEVELOPMENT CONDITIONS ' 1 -=-- ' , 101 ,, ! EXISTING DRAINAGE CONDITIONS PREPARED FOR THE O'LEARY COMPANY MOYLAN LANE AGAWAM MA DATE: 10/4/04 PROJECT NO: 04267 DRAFTING: GPH CHECKED: DJF APPROVED: DJF HORZ: 10=601 . 101 Entire e SubCa Reach on Link Drainage Diagram for 04267-EX Prepared by SHOMM a woods,Land Surveying a engineering 10104noo4 HydmjCADO 7.01 s/n 001267 01986-2004 Applied NAiorocompu5e systems 04267-EX Type I1124-hr 2 Year Rainfall=3.10" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 1 H droCAD®7.01 s/n 001267 01986-2004 Applied Microcom uter SyVems I OID412 Subcatchment 101: Entire Site Runoff - 0.02 cfs @ 13.95 hrs, Volume= 0.011 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Areas CN Description 80,930 49 50-75% Grass cover, Fair, HSG A Tc Length Slope Velocity Capacity Description (min) (feet (ftKt) (ft/sec) (cfs) 13.1 100 0.0100 0.1 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.1 235 0.0150 1.8 Shallow Concentrated Flow,THRU GRASS _ Grassed Waterway Kv= 15.0 fps 15.2 335 Total 04267-EX Type 11124-hr 10 Year Rainfall`---4.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 2 HydroCADS 7.01 s/n 001267 01986-2004 Applied Microcompuker Systems _ 1 OLD412004 Subcatchment 101: Entire Site Runoff = 0.38 cfs @ 12.42 hrs, Volume= 0.060 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (sf CN Description 80,930 49 50-75% Grass cover, Fair, HSG A Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) _ cfs) 13A 100 0.0100 0.1 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.1 235 0,0150 1.8 Shallow Concentrated Flow,THRU GRASS _ Grassed Waterway Kv= 15.0 fps 15.2 335 -Total 04267-EX Type 11124-hr 100 Year.Rainfall=6 50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 3 HydroCAD®7.01 s/n 001267 0 1986-2004 Applied Microcomputer Systems , - _ 10/04/2004 Subcatchment 101: Entire Site Runoff w 1.73 cfs cQ 12.26 hrs, Volume-- 0.181 af, Depth= 1.1r Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Area (sfl CN Description 80,930 49 50-75% Grass cover, Fair, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) . (#Uft) (ft/sec) (cfs) 13.1 100 0.0100 0.1 Sheet Flow, THRU GRASS Grass: Short n= 0.150 P2= 3.10" 2.1 235 0.0150 1.8 Shallow Concentrated Flow,THRU GRASS w Grassed Waterway Kr 15.0 fps 15.2 335 Total APPENDIX D POST-DEVELOPMENT CONDITIONS l� I ■ 1 � 1•r��f � � •� ���►' .� ,; +rid PROPOSED DRAINAGE CONDITIONS PREPARED FOR THE OLEARY COMPANY NOYLAN LANE CHECKED: -- AGAWAM. MA DJF APPROVED: DJF HORZ: . • 202 To Ret ntion #2 201 210 To Retention #1 Retention #2 A200 203 Retention # irectly Offsite A Total Offsite Subca React► on Link Drainage Diagram for 04267-PR Prepared by SMERIAAN a WOODS.Land Surveying a Engineering 1018dMM HydmCADO 7.01 s!n 001267 a 1 gM2004 Applied Micro mputer Systems 04267-PR Type 11I 24-hr 2 Year Rainfall=3.10" Prepared by SHERMAN &WOODS, Land Surveying& Engineering Page 1 HydroCAD®7.01 s1n 001267 01986-2004 Ap Lte Microcomputer Systems , _ _ 1 Q Q512004 Subcatchment 201: To Retention #1 Runoff = 1.62 cfs @ 12.08 hrs, Volume= 0.107 af, Depth= 1.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sf) CN Description 27,075 98 Paved parking & roofs 725 76 Gravel roads, HSG A 5,580 72 Pond, HSG A 109025 39 >75% Grass cover, Good, HSG A 43,405 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/tt) (ftlsec) (cfs) 5.0 Direct Entry, Subcatchment 202: To Retention #2 Runoff = 0.40 cfs @ 12.10 hrs, Volume= 0.032 af, Depth= 0.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3A Y' Area M- CN Description 13,195 98 Paved parking & roofs 600 76 Gravel roads, HSG A 1,G15 72 Pond, HSG A 16,415 39 >75% Grass cover, Good, HSG A 31,225 66 -Weighted Average Tc Length Slope Velocity Capacity Description min feet ftfft ftlsec cfs 5.0 Direct Entry, Subcatchment 203: Directly Offsite Runoff = 0.07 cfs @ 12.11 hrs, Volume= 0.006 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Rainfall=3.10" Area (sn CN Description 3,190 98 Paved parking &roofs 4,560 _ 39 >75% Grass cover, Good, HSG A 7,750 63 Weighted Average 04267-PR Type 11124-hr 2 Year Rainfa11=3.1 0" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 2 HydroCAD®7.01_s1n 001267 C 1986-2004 Applied Microcomputer Systems _ _ 10/05/2004 Tc Length Slope Velocity Capacity Description _(min) (feet) (ftlftft,�, (ft/sec) (cfs) _- 6.0 Direct Entry, Pond 200: Retention #1 Inflow Area= 0.996 ac, Inflow Depth = 1.29" for 2 Year event Inflow = 1.62 cfs @ 12.08 hrs, Volume= 0.107 of Outflow = 0.34 cfs @ 12.53 hrs, Volume= 0.107 af, Atten= 79%, Lag= 26.8 min Discarded = 0.34 cfs @ 12.53 hrs, Volume= 0.107 of Primary = 0.00 cfs @ 5.00 hrs, Volume- 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.06 hrs Peak Elev= 180.61'@ 12.53 hrs Surf.Area= 2,434 sf Storage= 1,389 cf Plug-Flow detention time= 32.7 min calculated for 0.106 of(99% of inflow) Center-of-Mass det. time= 31.8 min ( 833.5- 801.6 ) # Invert Avail.Storage Storage Description .. _ 1 180.00, 10,681 cf Custom Stage Data(Irregular) Listed below Elevation . Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) _ (sg ft) _(feet) _(cubic-feet)_ _ (cubic-feet) .(sg`ft) 180.00 1,725 235.0 _ -0 0 1,725 181.00 2,890 276.0 2,283 2,283 3,412 182.00 4,200 315.0 3,525 5,807 5,270 183.00 5,580 350.0 4,874 10,681 7,151 # Routing Invert Outlet Devices 1 Primary 181.50' 10.0" x 23.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 181.27' S= 0.0100'P n= 0.012 Cc= 0.900 2 Discarded 0.00' 0.008333 fpm Exfiltration over entire Surface area Discarded OutFlow Max--0.34 cfs @ 12.53 hrs HW=180.61' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.34 cfs) Primary OutFiow Max--0.00 cfs @ 5.00 hrs HW=180.0& (Free Discharge) t-I=Culvert ( Controls 0.00 cfs) Pond 210: Retention #2 Inflow Area= 0.717 ac, Inflow Depth = 0.53" for 2 Year event Inflow - 0.40 cfs a@ 12.10 hrs, Volume= 0.032 of Outflow - 0.08 cfs @ 12.79 hrs, Volume= 0.031 af, Atten=81%, Lag=41.2 min Discarded = 0.08 cfs a@ 12.79 hrs, Volume= 0.031 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs,dt-- 0.05 hrs Peak Elev= 181.38' @ 12.79 hrs Surf.Area= 556 sf Storage=422 cf Plug-Flow detention time= 80.2 min calculated for 0.030 of(96%of inflow) Center-of-Mass det.time= 69.1 min ( 910.2-841.1 ) 04267-PR Type III 24-hr 2 Year Rainfall--3.10" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 3 HydroCAD®7.01 sln 001267 01986-2004 Applied Microcomputer Systems_„_ _ 10/05/2004 # Invert Avaii.Storage Storage Description ~ 1 180.09 10,569 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feed (cubic-feet) (sg-ft) 180.00 120 84.0 0 0 120 181.00 276 96.0 193 193 314 182.00 1,015 144.0 607 799 1,239 183.00 3,720 250.0 2,226 3,025 4,568 184.00 12,180 450.0 7,544 10,569 15,714 # Routing Invert Outlet Devices 1 Discarded 0.00'- 0.008333 fpm Exfiltration over entire Surface area iscarded OutFlow Max=0.08 cfs @ 12.79 hrs HW=181.38' (Free Discharge) =Exfiltration (Exfiltration Controls 0.08 cis) Pond 220: Total Offsite Inflow Area = 1.174 ac, Inflow Depth = 0.06" for 2 Year event Inflow — 0.07 cfs @ 12.11 hrs, Volume-- 0.006 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag=0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.03' @ 20.00 hrs Surf.Area= 10,000 sf Storage= 270 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) #_ invert. Avail.Storaae Storage Description 1 178.00' 10,000 of Custom Stage Data (Pyramidal) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) ._ (sg-ft) (cubic-feet) (cubic-feet) (scin 178.00 10,000 0 0 . 10,000 179.00 10,000 10,000 10,000 10,400 04267-PR Type 11124-hr 10 Year Rainfall--4.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 4 HYdroCAD®7.01 sln 001267 0 1986-2004 Applied Microcomputer Systems _ _� 10105/2004 Subcatchment 201: To Retention #1 Runoff - 2.98 cfs @ 12.08 hrs, Volume= 0.198 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt-- 0.05 hrs Type fit 24-hr 10 Year Rainfall=4.50" Areas CN Descri tion 27,075 98 Paved parking & roofs 725 76 Gravel roads, HSG A 5,580 72 Pond, HSG A 10,025 39 >75% Grass cover, Good, HSG A 43,405 81 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (ftfftL, (ft/sec) � (cfs) _ _ ,- 5.0 Direct Entry, Subcatchment 202: To Retention #2 Runoff = 1.11 cfs @ 12.09 hrs, Volume= 0.076 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area(sfZ CN Description _ 13,195 98 Paved parking & roofs 600 76 Gravel roads, HSG A 1,015 72 Pond, HSG A 16,415 39 >75% Grass cover, Good HSG A 31,225 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) - (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 203: Directly Offsite Runoff = 0.23 cfs @ 12.09 hm, Volume= 0.016 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Rainfall=4.50" Area (0--. CN Description 3,190 98 Paved parking & roofs 4,560 39 >75% Grass cover, Good, HSG A 7,750 63 Weighted Average - 04267-PR Type III 24-hr 10 Year Rainfall--4.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 5 HVdroCAD®7.01 s/n 001267 01986-2004 Applied Microcomputer Systems 10/0512004 Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs)- - 5.0 Direct Entry, Pond 200: Retention #1 Inflow Area = 0.996 ac, Inflow Depth = 2.38" for 10 Year event Inflow = 2.98 cfs @ 12.08 hrs, Volume= 0.198 of Outflow = 0.45 cfs @ 12.60 hrs, Volume= 0.197 af, Atten= 85%, Lag= 31.5 min Discarded = 0.45 cfs @ 12.60 hrs, Volume= 0.197 of Primary - 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 181.25' @ 12.60 hrs Surf.Area= 3,214 sf Storage= 3,153 of Plug-Flow detention time= 65.6 min calculated for 0.197 of(100% of inflow) Center-of-Mass det. time--64.7 min ( 852.4-787.7 ) # Invert Avail.Storase Storage Description 1 180.00, 10,681 cf Custom Stage Data (Irregular) Listed below Elevation . Surf Area Perim. lnc.Store Cum.Store WetArea (feet) (sq-ft) (feet) _ cubic-feet ^ (cubic-feet) (sg- ) 180.00 1,725 235.0 0 _ _ 0 1,725 181.00 2,890 276.0 2,283 2,283 3,412 182.00 4,200 315.0 3,525 5,807 5,270 183.00 5,580 350.0 4,874 10,681 7.151 # Routing Invert Outlet Devices 1 Primary 181.50' 10.0" x 23.0' long Culvert CPP, square edge headwall, Ke= 0.500 � Outlet Invert-- 181.27' S= 0.0100 7 n= 0.012 Cc= 0.900 2 Discarded 0.00' 0.008333 fpm Exflltration over entire Surface area Qiscarded OutFlow Max=0.45 cfs @ 12.60 hrs HW=181.25' (Free Discharge) L2=Exflltratlon (Exf'iltration Controls 0.45 cfs) Primary OutFlow Max--0.00 cfs @ 5.00 hrs HW=180.00' (Free Discharge) t-1=Culvert ( Controls 0.00 cfs) Pond 210: Retention #2 Inflow Area = 0.717 ac, Inflow Depth= 1.2r for 10 Year event Inflow - 1.11 cfs @ 12.09 hrs, Volume= 0.076 of Outflow = 0.21 cfs a@ 12.59 hrs, Volume= 0.072 af, Atten= 81%, Lag= 30.2 min Discarded = 0.21 cfs @ 12.59 hrs, Volume= 0.072 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 182.18'@ 12.59 hrs Surf.Area= 1,511 sf Storage= 1,208 cf Plug-Flow detention time= 88.8 min calculated for 0.072 of(94% of inflow) Center-of-Mass det.time= 69.5 min ( 889.1 -819.6 ) 04267-PR Type /1124-hr 10 Year Rainfall=4.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 6 HydroCADO 7.01 s/n 001267 01986-2004 Applied Microcomputer Systems 10/0512004 # Invert Avail.Storage Storage Description 1 180.00' 10,569 cf Custom Stage Data(Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum-Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 180.00 120 84.0~ 0^ 0 120 181.00 276 96.0 193 193 314 182.00 1,015 144.0 607 799 1,239 183.00 3,720 250.0 2,226 3,025 4,568 184.00 12,180 450.0 7,544 10,569 15,714 _# Routing Invert Outlet Devices 1 Discarded 0.00' 0.008333 fpm Exfiltration over entire Surface area iscarded OutFlow Max=0.21 cfs @ 12.59 hrs HW=182.18' (Free Discharge) =Exfiltration (Exfiltration Controls 0.21 cfs) Pond 220, Total Offsite Inflow Area = 1.174 ac, Inflow Depth = 0.16" for 10 Year event Inflow 0.23 cfs @ 12.09 hrs, Volume= 0.016 of Outflow - 0.00 cis @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, tag= 0.0 min Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.OT @ 20.00 hrs Surf.Area= 10,000 sf Storage= 702 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) - # Invert Avail.Storage' Storage Description 1 178.00' 10,000 cf Custom Stage Data (Pyramidal) Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) _ cubic-feet (cubic-feet) (sg-ft) 178.00 10,000 0 - 0� 10,000 179.00 10,000 10,000 10,000 10,400 04267-PR Type 11124-hr 100 Year Rainfal1=6.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 7 HVdroCAD®7.01 stn 001267 01986-2004 Applied Microcomputer Systems _J_ 105C2004 Subcatchment 201: To Retention #1 Runoff w 5.05 cfs @ 12.07 hrs, Volume= 0.339 af, Depth= 4.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Area sf) CN Description ____ 27,075 98 Paved parking & roofs 725 76 Gravel roads, HSG A 5,580 72 Pond, HSG A 10,025 39 >75% Grass cover, Good HSG A 43,405 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) {feet (Rift) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 202: To Retention #2 Runoff - 2.35 cfs c@ 12.08 hrs, Volume= 0.155 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Areas ___CN Description 13,195 98 Paved parking &roofs 600 76 Gravel roads, HSG A 1,015 72 Pond, HSG A 16,415 39 >75% Grass cover, Good, HSG A 31,225 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (Lett) (ftfft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 203: Directly Offsite Runoff - 0.52 cfs @ 12.08 hrs, Volume= 0.035 af, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.50" Areas CN Descri tion 3,190 98 Paved parking & roofs 4,560 39 >75% Grass cover, Good HSG A 7,750 63 Weighted Average 04267-PR Type 11l 24-hr 100 Year Rainfall=6.50- Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 8 HydroCAD®7.01 stn 001267 C 1986-2004 Applied Microcomputer Systems - 1010512004 Tc Length Slope Velocity Capacity Description _ (min) (feet) (ftltt? ( sec) (cfs) 5.0 � � � Direct Entry, Pond 200: Retention #1 Inflow Area= 0.996 ac, Inflow Depth= 4.08" for 100 Year event Inflow - 5.05 cfs @ 12.07 hrs, Volume= 0.339 of Outflow = 1.14 cfs @ 12.48 hrs, Volume= 0.338 af, Atten= 78%, Lag= 24.6 min Discarded = 0.57 cfs @ 12.48 hrs, Volume= 0.305 of Primary = 0.57 cfs @ 12.48 hrs, Volume= 0.033 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev- 181.93'@ 12.48 hrs Surf.Area=4,103 sf Storage= 5,547 cf Plug-Flow detention time= 83.3 min calculated for 0.337 of(100% of inflow) Center-of-Mass det. time= 82.4 min ( 857.5-775.0 ) # Invert Avai€.Stora-ge Storage Description 1 180.00' 10,681 cf Custom Stage Data (irregular) Listed below Elevation . Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet (sq-ft) (feet) (cubic-feet) pubic-feet) _ (sq-ft) 180.00 1,725 235.0 0 0 1,725 181.00 2,890 276.0 2,283 2,283 3,412 182.00 4.200 315.0 3,525 5,807 5,270 183.00 5,580 350.0 4,874 10,681 7,151 # Routing Invert Outlet Devices 1 Primary 181.50' 10.0" x 23.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert~ 181.27' S= 0.01007 n= 0.012 Cc-- 0.900 2 Discarded 0.0Y 0.008333 fpm Exfiltration over entire Surface area Qlscarded OutFlow Max=0.57 cfs @ 12.48 hrs HW=181.92' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.57 cfs) Primary OutFlow Max=0.56 cfs @ 12.48 hrs HW=181.92' (Free Discharge) t-1=Culvert (Barrel Controls 0.56 cfs @ 2.9 fps) Pond 210: Retention #2 Inflow Area = 0.717 ac, Inflow Depth = 2.60" for 100 Year event Inflow = 2.35 cfs @ 12.08 hrs, Volume= 0.155 of Outflow = 0.46 cfs @ 12.55 hrs, Volume= 0.147 af, Atten= 80%, Lag= 28.0 min Discarded = 0.46 cfs @ 12.55 hrs, Volume= 0.147 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 182.85' @ 12.55 hrs Surf.Area= 3,308 sf Storage= 2,687 cf Plug-Flow detention time= 91.3 min calculated for 0.147 of(94% of inflow) Center-of--Mass det. time= 72.7 min ( 876.2-803.5) 04267-PR Type 111 24-hr 100 Year Rainfall=6.50" Prepared by SHERMAN &WOODS, Land Surveying & Engineering Page 9 HydroCADO 7.01_s!n 001267 01986-2004 Applied Microcomputer Systems _ 10/45120A4 # Invert Avail.Stora a Stara a Description 1 180.00' 10,569 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store WetArea (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 180.00 120 84.0 0 0 120 181.00 276 96.0 193 193 314 182.00 1,015 144.0 607 799 1,239 183.00 3,720 250.0 2,226 3,025 4,568 184.00 12,180 450.0 7,544 10,569 15,714 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.008333 fpm Exfiltration over entire Surface area iscarded OutFlow Max=0.46 cfs a@ 12.55 hrs HW=182.85' (Free Discharge) =Exfiltratlon (Exfiltration Controls 0.46 cfs) Pond 220: Total Offsite Inflow Area = 1.174 ac, Inflow Depth= 0.69" for 100 Year event Inflow 0.72 cfs @ 12.44 hrs, Volume= 0.068 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Men= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.30' @ 20.00 hrs Surf.Area= 10,000 sf Storage= 2,953 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det.time= (not calculated: no outflow) _#_._ Invert Avail.Storage Storage Description _ 1 178.00' 10,000 cf Custom Stage Data (Pyramidal) Listed below Elevation Surf.Area lnc.Store Cum-Store Wet-Area _ (Lent)_ (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 178.00 10,000 0 0 10,000 179.00 10,000 10,000 10,000 10,400 APPENDIX E OPERATION&MAINTENANCE PLAN OPERATION&MAINTENANCE PLAN The O'Leary Company, Inc. Proposed Building MoyIan Lane Agawam, Ma The O'Leary Company, Inc. will be responsible for the operation and maintenance of the temporary erosion control measures during construction and the stormwater management system during the construction phase of the project. Erosion control measures shall be installed and maintained as shown on site plans for the project in accordance with details shown on the plan. Erosion control shall be maintained as detailed on the site plans. The following maintenance and inspection recommendations are taken from DEP's Stormwater Management Technical Handbook and shall become part of the operation and maintenance plan for the stormwater management system located on the site: All stormwater management devices shall be thoroughly cleaned immediately after any spill which may occur on site. A1l'stormwater management components shall be inspected on a monthly basis during the first six months of operation after the completion of construction. At least three monthly inspections of the stormwater management system must take place during the fast growing season after the completion of construction. Infiltration Basin: Once the basin goes on-line, inspections shall occur after every major storm for the first six months to ensure proper stabilization and function. Standing water in the basin 48 to 72 hours after the storm indicates the infiltration capacity may be compromised due to clogging of the soil. Sediment shall be removed as necessary to maintain infiltration and capacity of the basin. After the initial six month period, the infiltration basin shall be inspected at least twice per year. Items to check include standing water, differential settlement, erosion, tree growth on embankments, condition of rip rap, sediment accumulation and health of turf. At least twice per year,the buffer area, side slopes, and basin bottom shall be mowed. Grass clippings and accumulated organic matter shall be removed to prevent the formation of an impervious organic mat. Trash and debris shall also be removed at this time. Deep tilling can be used to break up a clogged surface area. Any tilled areas on the slopes of the basin shall be revegetated immediately. Sediment shall be removed from the basin as necessary. Removal procedures should not take place until the floor of the basin is thoroughly dry. Light equipment, which will not compact the underlying soil, should be used to remove the top layer. The remaining soil should be deeply tilled, and slopes of the basin revegetated as soon as possible. The sediment forebay shall also be inspected and cleaned at least twice a year, ideally every other month. X.Apo4404267\04267-0M.doc Deep Sump Catch Basins and Drop Inlets with Hoods: Maintenance is essential for the proper operation of these structures. Catch basins and drop inlets shall be inspected annually and cleaned as required. All sediments and hydrocarbons shall be properly handled and disposed. X\pWW4267�04267-0M.doc APPENDIX F STORMWATER MANAGEMENT FORM Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C -- Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Property Information Important When Trilling out 1• the proposed project is: forms on the computer, use only the tab New development ® Yes key to move your cursor- ❑ No do not use the return key. &,L-� Redevelopment ❑ Yes V •ram ❑ No Combination ❑ Yes (If yes, distinguish redevelopment components from new development components on plans). ❑ No Note. '2. Stormwater runoff to be treated for water quality are based on which of the following calculations: This February q Y 2000 version of the Stormwater ❑ 1 inch of runoff x total impervious area of post-development site for discharge to critical areas Management (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, Form supersedes swimming beaches, cold water fisheries). earlier versions inducting those contained in ® 0.5 inches of runoff x total impervious area of post-development site for other resource areas. DEP's Stormwater 3. List all plans and documents (e.g. calculations and additional narratives)submitted with this form: Handbooks. Drainage Report,The O'Leary Company, Inc., Proposed Building, Moylan Lane, Agawam, MA, dated October 2004 Drainage&Erosion Control Plan,The O'Leary Company, Inc., Proposed Building, Moylan Lane, Agawam, MA, dated October 5, 2004 B. Stormwater Management Standards DEP's Stormwater Management Policy(March 1997) includes nine standards that are listed on the following pages. Check the appropriate boxes for each standard and provide documentation and additional information when applicable. Standard#1: Untreated stormwater ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to, wetlands and waters. wPA Appends c Pope/d 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cunt.) Standard#2: Post-development peak discharges rates ❑ Not applicable—project site contains waters subject to tidal action. Post-development peak discharge do not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr and 100-yr, 24-hr storms. ❑ without stormwater controls ® with storm water controls designed for the 24-hr,2-yr, and 10-yr storms. ® The projecrs storrnwater design will not increase off-site flooding impacts from the 100-yr,24-hr storm. Standard 93: Recharge to groundwater Amount of impervious area(sq.ft.)to be infiltrated: 43,460 sf Volume to be recharged is based on: M The following Natural Resources Conservation Service hydrologic soils groups(e.g.A.B,C, D, or UA)or any combination of groups: 100 A (%of impervious area) (Hydrologic soil group) (%of impervious area) (Hydrologic soil group) (%of impervious areal (Hydrologic soil gawp) (%of impervious area) (Hydrologic soil group) ❑ Site specific pre-development conditions: Recharge rate Volume Describe how there calculations were determined: With an impervious area of 43,460 soft.the volume t_o_ be infiltrated is 122 cubic feet_. (0.40)/(12)x 43,460= 1,450 CU. FT. List each BMP or nonstructural measure used to meet Standard#3. (e.g. dry well, infittration trench). Infiltration will occur in the reterrtion/inflltration basins. For the 2- ear storm,a volume of 0.138 af,in the basin or 6,010 cubic feet is infiltrated. The annual groundwater recharge for the post-development site approximates the annual recharge from existing site conditions. ® Yes ❑ No WPA Appmu t C Peps 2 of 6 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Standard#4: 80°Y6 TSS Removal ® The proposed stormwater management system will remove 80%of the post-development site's average annual Total Suspended Solids(TSS)load. Identify the BMP's proposed for the project and describe how the 80%TSS removal will be achieved. This projects uses retentionrnfiltration basins and deep-sump, hooded catch basins. Infiltration basins allow for an 80%design rate for TSS removal by the Stormwater Management Policy. If the project is redevelopment,explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard#5: Higher potential pollutant loads Does the project site contain land uses with higher potential pollutant loads(See Stormwater Policy Handbook—Vol. I, page 1-23,for land uses of high pollutant loading). ❑ Yes If yes, describe land uses: ® No Identify the 8MPs selected to treat stomriwater runoff. if infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed. Standard#6: Protection of critical areas Will the project discharge to or affect a critical area?(See Stonywater Policy Handbook—Vol. I, page I - 25,for critical areas). ❑ Yes If yes, describe areas: ® No Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Storm%vater Policy Handbook—Vol. is WPA APP«xtla c Pape 3 d 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cunt.) Note: Standard 47: Redevelopment projects components of redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously undeveloped ❑ Yes If yes, the following stormwater management standards have been met: areas do not fall under the scope ® No The following stormwater standards have not been met for the following reasons: ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control. Standard#8: Erosion/sediment control ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard#9: Operation/maintenance plan ® An operation and maintenance plan for the post-development stormwater controls have been developed. The plan includes ownership of the stornw Ater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and iong4erm maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Operation and Maintenance Plan,The Oleary Co., Inc. Proposed Building - October 2004 PIarVT'de Date Moylan Lane,Agawam, Ma _ Planrn le --- - - Date C. Submittal Requirements DEP recommends that applicants submit this form, as well as, supporting documentation and plans, with the Notice of Intent to provide stormwater management information for Commission review consistent with the wetland regulations(310 CMR 10.05(6)(b))and DEP's StonT water Management Policy(March 1997). If a particular stormwater management standard cannot be met, information should be provided to demonstrate how equivalent water quality and water quantity protection will be.provided. DEP encourages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. For more information,consult the Stormwater Management Policy. WPA Appwdx C Papa 4 d S Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix C — Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Signatures Appar.ant Date d LV4 s nat� Sherman and woods Representative Dee Donald J. F , P.E., P.L.S. C. Signature WPa rpp«+da c Papa 5 d 5 APPENDIX G EROSION CONTROL PLAN r EROSION CONTROL PLAN The O'Leary Company, Inc. Proposed Budding Moylan Lane Agawam, Ma Prepared for: The O'Leary Company, Inc. P.O. Box 377 Southampton,MA 01073 Prepared by: Sherman& Woods Land Surveying& Engineering 3 Converse Street, Suite 203 Palmer, MA 01069 •T Site Description This report has been prepared to summarize proposed site improvements associated with the proposed building on Moylan Lane, in Agawam, MA(see locus plan in appendix A)and to analyze storm water management on the site for the existing and proposed conditions. This report has been prepared in conjunction with a plan entitled"Drainage& Erosion Control Plan,The O'Leary Company, Inc., Proposed Building, Agawam, MA",prepared by this office dated October 5, 2004. The owner proposes to construct an 12,600 sf. building to the south of the existing building on Moylan Lane and add 12 parldng spaces south of the proposed building. All utilities to the proposed building will be connected from Moylan Lane. The proposed storm water management controls include two retention/infiltration basins to infiltrate stormwater runoff. In addition,hooded catch basins will be used to manage water quality for the proposed building and parking lot expansion. The soil disturbing activities will include: installing a stabilized construction entrance,perimeter and other erosion and sediment controls; excavation for detention pond and sediment basins, storm sewer, utilities,paved areas,and building foundation;construction of parking and berms; and preparation for final planting and seeding. Sequence of Maior Activities The order of activities will be as follows: i. Install sediment controls as shown on design plans. 2. Install stabilized construction entrance. 3. Clear and grub for earth dike and sediment basin at location of f:rture detention pond. 4. Install earth dikes. 5. Construct sediment basins in the areas of the firture retention basins. Sediment basin construction shall include temporary standpipe and emergency spillway. 6. Clear and grub pavement expansion area. 7. Rough grade pavement area including temporary slope stabilization. 8. Utility and drainage Installation. 9. Parking expansion paving. 10. Final grading and seeding. 11. Remove accumulated sediment and complete final grading of retention basins. Erosion and Sediment Controls 1. Proposed hay bale/silt fence barriers shall be installed at the limit of work prior to any construction activities at the site. 2. All stockpiles and stockpile areas shall be surrounded by erosion control barriers. 3. All stock piles and disturbed portions of the site where construction activities cease for at least 21 days will be stabilized with temporary seed and mulch no later than 14 days from the last construction activity in that area. 4. Disturbed areas of the site where construction activities are completed shall be stabilized with permanent seed no later than 14 days after the last construction activity. 5. Temporary earth dikes and/or trenches shall be constructed along the fill slopes and along the northerly limit of the parking lot construction to temporarily divert runoff towards the sediment basins until pavement construction is stabilized. '4 6. Sediment basins shall be constructed at the location of the future retention basins. A temporary standpipe, as shown on the site development plan shall be constructed within the existing basin. Construction of any sediment basin shall include a emergency spillway. 7. Accumulated sediment shall be removed as required to maintain basin volumes and infiltration capacities. Accumulated sediment shall also be removed upon stabilization of the site. 8. Anti-tracking pads shall be installed at the construction entrance in conformance with the detail included on design plans. 9. No stockpiles of materials will be allowed in wetland buffer zones. Hazardous Waste All hazardous waste materials will be disposed of in the manner specified by local or State regulations or by the manufacturer. Site personnel will be instructed to proper disposal methods and of proper reporting methods should a spill occur. All on-site vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum projects will be stored in tightly sealed containers, which are clearly labeled. No refueling of vehicles or equipment will take place with the buffer zone. Inspection and Maintenance Practices 1. All erosion control measures shall be inspected at least once per week, as well as before and following any storm event of 0.5 inches of rainfall or greater. 2. All erosion control measures will be maintained in good working order. Any required repairs would be completed within 24 hours of notice of such. 3. Built up sediment will be removed from silt fence/hay bale barriers when it reaches one-third height of fence. 4. Temporary earth dikes and trenches will be inspected for any signs of excessive erosion or for breaches. 5. Temporary and permanent seeding will be inspected for bare spots, washouts and substantial growth. 6. A maintenance inspection report will be made after each inspection. 7. The owner of the site will be responsible for selecting the individual responsible for inspections, maintenance and repair activities and for completion of inspection reports. 1 IOC L400!�l -C� LOB �ql Pox # I DOCUMENT _. d� r PAGE 4 - - -- 1 zv I c� / N I ��a r I NOTE: SEE PLAN BY THE O'LEARY CO., INC. FOR PROPOSED DRAINAGE STRUCTURE AND PIPE i INFORMATION. r 1 r ' 86 � r 3' , 1 f I / �' r _ - 85 4" DIA. 2- 6" DIA. ORIFICES FF y PROP. EROSION CONTROL ORIFICE € € INV. ELEV.=180.50 ' € T ! BARRIER SEE DETAIL) € INV. I IN 1' € l �Ln 06 go Fr- _, �— 84 2 DIA. - - - - y - - - � I I I �$ — !' ORIFICE DISCHARGE II L �� - - - - - - _ _ _ _ -_1'1� � € l I f - - - I CAP ! I PIPE r 'd y -� r88- / I I I - -�f J ,4 181.75 r FRONT VIEW 83 F- - - - - --€--€- - - - - - PIPE FOR FUTURE I € € € CONNECTION € ' I ' 6- PVC 12" RCP ACCESS COVER----, ; H i DISCHARGE PIPE L=70; S=0.0040 g J € t I I Al C62 L- - _ _ _ _€-€- - - - - -, ZK r RIM=184.50 INV. IN=181.47 TOP VIEW - INV. OUT=181.37 l i f —184—' �8 L � 12" RCP TOP OF STRUC R 3� } \ ' i 1 [ 5=0.0040 = . - _ TOP OF BERM \ � � ELEV. 184.00 ,; ^ _s. -�;: >} . .a ; ?ir ELEV=183.25 TOP OF BAFFLE - - - - - - - _ OUTLET ELEV. 183.00 ;L; CONTROL 1 182 INV. 1 1 " HDP ;r' 4" DIA. ORIFICE STRUCT. t80.s 180.50 , L=100 INV. ELEV.=181.50 1 \ ( S=0.0040 6" PVC S , ,-" - �:% DISCHARGE PIPE CB3 BOTTOM OF BASIN Y. INV. OUT=180.00 RIM=184.50 ELEV. = 180.50 r• \��� ���+ If * INV. IN=181.00 _ INV. OUT=180.90 180 �1 8 4" CAST IN PLACE 2" DIA. ORIFICE o y PROP. ANTI—TRACKING INV. ELEV.=180.50 s1 CONCRETE BASE PAD SEE DETAIL s2 SECTION HOYLAN ' LAXE a OUTLET CONTROL STRUCTURE DETENTION BASIN 1 REMOVE EXISTING 6" RECONFIGURE TO DISCHARGE PIPE, REPLACE CONTOURS AND W1 NEW 6" PVC PIPE FROM NO. DATE BY REVISIONS ELEVATIONS SHOWN.) CONTROL STRUCTURE REMOVE INFILT. BASIN #2, REMOVE ROOF INV. ® STRUCTURE=180.00 1 11/9/04 GPH DRAIN, ADD OVERFLOW PIPE } INV. OUT TO SWALE=179.75 I S=0.0100, L=25' 5111/a 5 GM ADO ov-ryET zMAN and WOODS � N°p A149 SCALE: PROJ. NUMBER � �, DESIGN: GPH � �� THE 0 LEARY COMPANY INC. t?ONALD y� s 04267 J. FRYDRYK n' HORIZ: 1"=40' DRAINAGE AND CA 3 Converse Street, Suite 203 DRAFTING: GPH CIVIL P�QPO1 BUILDING Palmer, MA 01069 a ° 3�83s SHEET NUMBER <, VERT: N/A MD FLAN LANL' � CHECKED: DJF �� ``r>r�,t,.4` ��� N FSSrG�� E,� DATE: 10 /04 EROSION CONTROL PLAN 1 OF 1 APPROVED: DJF c AGAWAM, MA 04267-2.dwg