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8814_SITE PLAN - 470 SHOEMAKER LN - RLA?FILl Sae �iC4n =7 Town of Agawam Planning Board 36 Main Street, Agawam, Massachusetts 01001.1801 Tel.413=726.9737 Fax-413.786.9927 May 4,;2018 LTM, 'LLC 470 Shoemaker Lane Agawam, MA 01001 Dear Mr, Liquori: Thank you for attending last night's Planning Board meeting. As was discussed and agreed upon, the exterior lights on the Shoemaker Lane side of Next Fitness, 470 Shoemaker Lane shall be turned off at 9:30 PM each day. Thank you for your cooperation on this matter. If you have any questions, please contact this officeat786-0400, extension 8245. Sincerer, Mark R. Paleologopoulos, Chairman Agawam Planning Board cc R. Levesque Associates E. Wight, Building Inspector ! 0 Town of Agawam Planning Board 36 Main Street Agawam, Massachusetts 01001-1801 Tel. 413-726.9737 Fax 413.786-9927 April 24, 2018 LTM, LLC 470 Shoemaker Lane - Agawarn, MA 01001 Dear Mr. Liquori: The Planning Board would like you to attend their May 3, 2018 meeting to discuss the exterior lighting at your 470 Shoemaker Lane site. If you have any questions, please contact this office at 786-0400, extension 8245. Sincerely, 4 Mark R. Paleologopoulos, Chairman AgawamPlanning Board cc: R. Levesque Associates E. Wight, Building Inspector •A - 40 to Town of Agawam Interoffice Memorandum To: Engineering Department CC From: Planning Board Date 8/24/ 17 Subject: 470 Shoemaker- Revised Site Plan Please review the attached revised plan for LTM,Realty LLC, 470 Shoemaker Road, to ensure it is ready for the Planning Board's signatures at their September"7, 2017 meeting. Could you please return this plan to our office prior to Thursday, September 7th so that it may be signed. Thank you, PRK amb 0 Za C 10. FROM THE DESK OF... YOUR NAME TITLE TOWN OF AGAWAM 36'MAIN ST` AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax:413-786=9927 Town of awam e Planning Board 36 Main Street, Agawam, Massachusetts 01001.1801 n Tel. 413.726.9737 Fax 413-786.9927 August 4, 2017 LTM Realty, LLC 470 Shoemaker Lane Agawam, MA 01001 To Whom It May Concern: At its duly called meeting held on August 3, 2017, the Agawam Planning Board voted to approve the Site Plan entitled "Proposed Site Improvements; Assessor's Parcel ID: G5 3 12 — 470 Shoemaker Lane, Agawam, MA" and dated July 19, 2017, revised 8-3-17 with the condition that all professional staff comments be addressed; additional landscaping is to be provided as presented by the owner; and the following note is to be added to the plan: "All plantings must be ;maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Three sets of revised plans shall be submitted for the Board's signatures. If you have any questions, please contact this office at 786-0400, extension 8245, Sincerely, Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD MRP:prk Cc: R. Levesque Associates Building Inspector Engineering Dept. Town Clerk File / �`� 11 ,; ► Department of Public Narks 1000 Suffield Street Agawam, MA 01001 Tel (413)8210600 + ;Fax- (413) 8210631 Christopher J. Golba . Superintendent MEMORANDUM To Planning l R Levesque Associates, Inc. CC: File From: Engineering Division Date: July 31, 2017 Subject Site Plan— LTM, LLC - 4 470 Shoemaker Lane Per your request, we, have reviewed the Plan entitled "Proposed Site Improvements; Assessor's Parcel ID: G5 3 12 — 470 Shoemaker Lane, Agawam, MA; Prepared for: LTM Realty LCC, 470 Shoemaker Lane, Agawam, MA; Prepared by: R Levesque Associates, Inc., 40 School Street, Westfield, MA; Scale: l" = 30'; Dated: July 19, 2017," and we recommend approval of the plans. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions, please do not hesitate to contact this division Sincerely, A off, .41. Vladimir Caceres Michelle C. e, P.E. Civil Engineer Town Engineer Town of Agawam Interoffice Memorandum To: Engineering Dept., Police Dept., Fire Dept., ADA Committee CC: From- Planning Board Date: 7/21 /17 Subject: Revised Site Plan - 470 Shoemaker Lane Attached is a revised Site Plan for 470 Shoemaker Lane. Please review and comment on this revised plan prior to the Beard's August.3rd meeting. Thank you. :prk FROM THE DESK OF... YOUR NAME TITLE TO\NN OF AGAWAMr 36 MAIN $T AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax: 413-786-9927 July 19, 2017 Town of Agawam Department of Public Works Engineering Division 1000 Suffield Street Agawam, MA 0100'1 RE: Memorandum Site Plan — LTM,.LLC #470 Shoemaker Lane Assessor's Parcel G5 3 12 RLA Project File: 170506 Mr. Albro & Ms. Chase, . . . . . . . . . . . . JIJL„, 2017 AGA ,CAM PLANNING BOARD On behalf of LTM, LLC, our office is herein responding to comments which were distributed in a memorandum from the Engineering Division to Planning/Robinson Engineering fora review of a plan entitled "Site Plan' prepared by Robinson Engineering dated February 10, 2017 for the proposed project of 470 Shoemaker Lane in Agawam, MA. Since the original site plan submission, RLA was retained by the applicant to provide revisions to the site plan in order to address the concerns of the DPW. The following response provides the original comment as stated in the review, followed by the RLA response in bold. The comment numbering and format is consistent with the original document for ease of review. 1. Engineering has determined that the following components were not included in the Stormwater Report' a. A detailed description of the existing conditions including topography, hydrology and quantities of existing paved, gravel and pervious areas RLA: All items have been addressed in the provided Stormwater Drainage Report. b. A detailed description of the proposed project including the quantity of increased impervious area and the additional number of proposed parking spaces RLA: The Stormwater Drainage Report provides the requested information. The total existing site impervious area is 30,945 SF and the proposed impervious area is 42,548 SF. Under existing conditions there were only 5 delineated parking spots in front of the building. The proposed site improvements will provide for 42 spaces. c. An Operations and Maintenance Plan for the storm drainage system on the project site A LAND PLANNING SERVICES COMPANY Proposed Site Improvements Response to Comments 470 Shoemaker Lane Agawam, Massachusetts including the two existing detention ponds and the roof gutters and downspouts for the existing building RLA: A Long -Term Operation and Maintenance Plan has been provided as part of the Stormwater Drainage Report. 2. The extended ;parking area proposed for the southern portion of the project site includes approximately 7,100 SF of new impervious area. According to the HydroCAD calculations performed by Robinson Engineering, this additional impervious area will trigger an increase in the post -development stormwater peak flow rates to Shoemaker Lane and the detention pond on the southwestern side of the property during the 2, 10, and 100-Year storm events. The Developer' must mitigate stormwater runoff from the property so that post -development flows match or reduce the pre-developmenf peak flow rates, as per Massachusetts Stormwater Regulations. RLA: The revised site plan has addressed this item by modifying the existing stormwater management system such that peak discharge rates for the 2, 10, and 100-year storm events match or are decreased in post -development conditions from pre -development conditions. In order to achieve the reduction in peak -discharge rates, a new outlet control structure shall be installed in the front basin to control discharge rates. The rear stormwater basin did not require any structural or outlet modifications, however, portions of the gravel maneuvering area behind the building will be loomed and seeded to reduce the overall runoff to the basin. 3. As shown on the Proposed Drainage Area Plan included in the Stormwater Report, Subcatchrnent 2' includes new impervious area that is draining into Shoemaker Lane. Stormwater runoff generated by new impervious surfaces must be contained and mitigated within the project site to the maximum extent practicable. In addition, the new impervious surfaces shall be graded such that no stormwater runoff is directed onto any adjacent private property. RLA: The revised site plan includes re -grading of the front entrance area such that a majority of the impervious surface will now be redirected towards the front basin. There is; a significant decrease in runoff directly tributary to Shoemaker Lane which is an improvement over existing conditions and will work to relieve some burden on the drainage infrastructureinShoemaker Lane. 4. The entire roof area of the existing building is tied into a drainage system consisting of gutters and downspouts designed to direct roof runoff to one of the two existing detention ponds located onsite. Engineering estimates the roof area of the existing building to be 22,300 square feet. However, only 10,775 square feet of roof area is included in the HydroCAD calculations (4,632 SQ FT in Subcatchment IS and 6,143 SQ FT in Subcatchment 3S). The entire roof area must be included in the "HydroCAD calculations to accurately depict the inflow and storage volume of the detention ponds during large storm events. RLA: The provided hydrologic model accounts for the entire roof area. 5. All existing and proposed walkways and ramps must be in compliance with ADA/AAB standards. R Levesque Associates, Inc Page 2 Proposed Site Improvements Response to Comments 470 Shoemaker Lane Agawam, Massachusetts RLA: The revised grading between the ADA accessible parking spaces and the proposed ramp shall conform to ADA guidelines. 5. The Developer shall include a site Erosion Control plan showing silt fences and hay bales as needed. RLA: The revised site plans show silt fence to be located along the proposed limit of ,work. 7. Details of the bike rack and accessible parking signs for handicapped parking spaces (see attached detail) shall be included on the site plan. RLA: Details for both a bike rack and accessible parking signs have been included in the planset. 8. Engineering performed a site inspection on March 2, 2017 and observed that the Developer has begun construction activities including the clearing of trees and grassed areas along the southeastern property line and the portion of the site abutting Shoemaker Lane. Based on these observations, the work already performed by the Developer appears to extend beyond the limits of the proposed parking areas shown on the site plan. The Developer has since replied that the disturbed areas outside the limit of the <proposed parking will not become impervious area and will be restored to their original condition. Vegetation for these disturbed areas must be established in the spring as soon as ,possible. RLA; Exterior site work on the property has ceased since the writing of this memorandum. The applicant shall coordinate with the engineering department to document the reestablishment of the disturbed areas as noted in this comment. Should you have any questions regarding the aforementioned information, please do not hesitate to contact our office at your convenience. Sincerely, n Filipe J. Cravo Project Engineer cc; LTM Realty LLC Attachments: 1. Planset dated July 19, 2017; 2. Stormwater Drainage Report dated July 19, 2017. R-Levesque Associates, Inc Page 3 a From: R LEVESQUE ASSOCIATES, INC. LETTER OF TRANSMITTAL Date: July 20, 2017 A Land Planning Services Company www.rlaland.com 40 School Street, P.O. Box 640, Westfield, MA 01086 413-568-0985)(0) 413 -568-0986 (F) To- Town of Agawam Project No: 170506 Project Name: 470 Shoemaker Lane RE: Proposed Site Improvements Planning Board 36 Main Street Agawam, MA 0 100 1 Attention: Pam Kerr We Are Transmitting to You: ❑ Under Separate Cover VIA ❑ Attached ❑ Plans ❑ Approval of Subcontractor ❑ Copy of Letter ❑ Specifications ❑ Order on Contract ❑ Photographs ❑ Report ❑ Original Drawings ❑ Proposal ❑ Form ❑ Other Number of Copies DWG./Revision i Date Drawing Number Description 10 Site Plan Set dated July 19, 2017 2 Stormwater Drainer a Report dated J uly 19, 2017 2 Response Letter to DPW dated July 19, 2017 These are Transmitted as Noted Below: For Approval ❑ Approved as Submitted ❑ Resubmit Copies for Approval ❑ For Information ❑ Approved as Noted ❑ Resubmit Copies for Distribution For Action ❑ For Corrections ❑ Return Corrected Prints As Requested ❑ For Review and Comments ❑ Remarks: Hi Pam, please contact me with any questions ou may have. jUL o AGA AM PLANNING BOARD 0 c By: Ryan Nelson Note: If Enclosures are not as noted, please notify us at once. F Town of Agawam Planning Board rti 36 Main Street, Agawam, Massachusetts 01001-1801 Tel. 413.726.9737 Fax 413.7SG-9927 May 19, 2017 Martino Dibenedetto 929 Parker Street Springfield, MA 01 I29 Dear Mr. Dibenedetto: At its duly called meeting held on May 18, 2017, the Agawam Planning Board voted to return your site plan for 470 'Shoemaker Lane to allow for your engineer to address professional staff comments. When a revised plan has been received it will be placed on the next available Planning Board agenda. If you have any questions, please contact this office at 726-9737. Sincerely, Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD MRPprk Cc R. Levesque Associates, Inspection Serv,, Eng. Dept., Town Clerk, File 1'SQUE ASSOCIATES, INC. May 16, 2017 VIA EMAIL Rkkorr@agawgm ma.us Pamela R. Kerr, Administrative Assistant Agawam Town Hall Planning Department 36 Main Street Agawam, MA 01001 RE Continuance Request LTM, LLC — 470 Shoemaker Lane Dear Ms, Kerr, On behalf of the applicant, LTM, LLC; our office is herein requesting that the Planning Board continue the hearing for 470 Shoemaker Lane, scheduled for May 18, 2017 to the next Planning Board public hearing. Should you have any questions or comments regarding this request, please do not hesitate to contact our office at your earliest convenience. Sincerely, R LEVESQUE ASSOCIATES,,INC Robert M. Levesque, RLA, ASLA President cc: Anthony Liquori — LTM, LLC A LAND PLANNING SERVICES COMPANY Stone From: Mindy Stone <mindys@rlaland.com> Sent: Tuesday, May 16, 2017 9:38 AM To: 'Pamela 'Kerr' Cc 'tlquori22@gmailcom'; 'Rob Levesque;;'Ryan Nelson' Subject: CONTINUANCE REQEUST 470 Shoemaker Lane Attachments: PB continuance letter 5.16.17.pdf Hi Pam, Attached please find the; continuance, requestfor LTM, LLC for property at 470 Shoemaker Lane. We are now under contract with LTM, LLC and will be moving forward with this project. Thanks! Mindy Stone, Executive Assistant 40 School Street, P.O. Box 640 Westfield, MA 01085 P 413.568.0985 Ext 109 F=413.568-0986 www.rlaland.com 0 WIX: ,110 IN, %!hIlr f tn. 010H�, �. Aj 3j Fi 7ws3r.;, 4:-1 71 G(30017!6 'r rrlr vlaj; icp r r,rn. May 16, 2017 VIA EMAIL gkagmygm.mo.us Pamela R. Kerr, Administrative Assistant Agawam Town Hail Planning Department 36 Main Street Agawam, MA 01001 RE. Continuance Request LTM, LLC - 470 Shoemaker Lane Dear Ms. Kerr, On behalf of the applicant, LTM, LLC, our office is herein requesting that the Planning Board continue the hearing for 470 Shoemaker Lane, scheduled for May 18, 2017 to the next Planning Board public hearing. Should you have any questions or comments regarding this request, please donot hesitate to contact our office of your earliest convenience. Sincerely, R LEVESQUE ASSOCIATES, INC. Robert M. Levesque, RLA, ASI.A President cc: Anthony Liquori - LTM, LLC A LAND PLANNING SERVICES COMPANY 11 R LEVESQUE ASSOCIATES, INC,. krrril'0,c41P fo HOX 1,10 Wrstti, id MA 01005 Y� rll l'SiiE3 f)S)i3 :j 41-'3.SiA3.'09E3k; 5iunn i I ibutirt t:cir�, May 4, 2017 VIA EMAIL pkerr@apawam.ma.us Pamela R. Kerr, Administrative Assistant Agawam Town Hall Planning Department 36 Main Street Agawam, MA 01001 RE; Continuance Request LTM, LLC — 470 Shoemaker Lane Dear Ms. Kerr, On behalf of the applicant, LTM, LLC, our office is herein requesting that the Planning Board continue the hearing for 470 Shoemaker Lane, scheduled for May 4 2017 to the next Planning Board public hearing. Should you haveanyquestions or comments regarding this, request, please:do not hesitate to contact our office at your earliest convenience. Sincerely, R LEVESQUE ASSOCIATES, INC. Robert M. Levesque,.RLA, ASLA President cc: Anthony Liquori LTM, LLC A LAND PLANNING SERVICES COMPANY R LEVESQUE ASSOCIATES, INC. 40 Chool rtred,.PA BOX640, Wrltti0d, MA: 01095.: 1,411WI09a5' :.t 4GSSS:0986 wwmi-Wand rain April 20, 2017 VIA EMAIL akerr@agawam.ma,us Pamela R. Kerr, Administrative Assistant Agawam Town Hall Planning Department 36 Main Street Agawam, MA 01001 RE: Continuance Request LTM, LLC - 470 Shoemaker Lane Dear Ms. Kerr, On behalf of ;the applicant, LTM, LLC, our office is herein requesting that the Planning Board continue the hearing for 470 Shoemaker Lane, scheduled for April 20, 2017 to the next Planning Board public hearing. Should you haveanyquestions or comments regarding this request, please do not hesitate to contact our roffice at your earliest convenience. Sincerely, R LEVESQUE ASSOCIATES, INC. J Robert M. Levesque,,RLA, ASLA President cc: Anthony Liquori - LTM, LLC A LAND PLANNING SERVICES COMPANY Amanda Boissonneault From: David Robinson <dsrobinson@myfairpointnet> Sent Tuesday, April 04, 2017 1047 AM To: Amanda Boissonneault tliquori22@gmail.com;='David Robinson' Subject: Planning Board Meeting on ApHi 6, 2017 Hi Amanda - As you requested in our phone conversation of a few minutes ago, I want to inform you that the Shoemaker Road project will not be able to attend this week's planning board meeting. We had planned to attend a meeting for next week; however, your meeting schedule changed because of the calendar. Thank you, David S. Robinson, P.E., Principal Robinson Engineering 603 763-2534 dsrobinson@myfairpoint.net pgrna►sda �t�o►uuault Senior Clerk Town of Agawam Planning and Community Development Zoning Board of Appeals 36 Main Street, Agawam MA 01001 413-726-9739 aboissonneault a awam,ma.us C • Amanda Boissonneault From: David Robinson <dsrobinson@myfairpointnet> Sent: Thursday, March 16, 2017 3:41 PM To: Amanda Boissonneault; 'David Robinson; tliquori22@gmail.com Subject: RE: 470 Shoemaker Lane Hi Amanda - have talked with the Owners of 460 Shoemaker Lane and they have told me to email you and cancel their attendance at tonight's meeting. Hopefully, by the next Planning Board meeting, they can be complete with your engineering department. Thank you for your attention to this. David S. Robinson, P.E., Principai Robinson ;Engineering 603 763-2534 From: Amanda Boissonneault [mailto:ABoissonneaultCaaagawam ma.usl Sent: Thursday, March 16, 2017 2.12, PM To. Michael Albro; dsrobinson(5)myfairpoint.net Subject: RE: 470 Shoemaker Lane: David Robinson — dsrobinson@mvfairpoint.net From: Michael Albro Sent: Thursday, March 16, 2017 1:18 PM To: Amanda Boissonneault Subject: 470 Shoemaker Lane Amanda, Please find attached; Engineering's comments for #470 Shoemaker Lane. Michael F. Albro, P.E. Assistant Town Engineer Department of Public Works 1000-Suffield Street Agawam, MA 01001 Phone: 413.726.2803 Fax: 413.821.0631 • TOWNOFAGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 8210600 * Fax (413) 8210631 Christopher J Golbs . Superintendent MEMORANDUM To: Planning 1 Robinson Engheering CC: File From: Engineering Division Date: March 16, 2017" Subject: Site Plan — LTK LLC - # 470 Shoemaker Lane Per your request, we have reviewed the Site Flan, revised March 6, 2017, and the Stormwater Report, dated March 1, 2017, for the LTM, LLC project located at #470 Shoemaker Lane, prepared by Robinson Engineering. Based on our review, we have the following comments: 1. Engineering has determined that the following components were not included in the Stormwater a. A detailed description of the existing conditions including topography, hydrology and quantities of existing paved, gravel and pervious areas b. A detailed description of the proposed projeet'ancluding the quantity of increased impervious area and the additional number of proposed parking spaces c. An Operations and Maintenance Plan for the storm drainage system on the project site including the two existing detention ponds and the roof gutters and downspouts for the existing building. 2 The extended parking area proposed for the southern portion of the project site includes approximately 7,100 SF of new impervious area. According to the HydroCAD calculations performed by Robinson; Engineering, this additional impervious area will trigger an increase in the post-dovelopment stormwater peak flow rates to Shoemaker Lane and the detention pond on Ihe southwestern side of the property during the 2, 10, and 100-Year storm events. The Developer must mitigate stormwater runoff from the property so that post -development flows match or reduce the pre -development peak flow rates, as per Massachusetts Stormwater Regulations. 3. As shown on the Proposed Drainage Area Plan included in the Stormwater Report, Subcatclnnent 2 includes new impervious area that is draining into Shoemaker Lane. Stormwater runoff generated by new impervious surfaces must be contained and mitigated within the project site to the maximum extent pm&able. In addition, the new impervious sur&m shall be graded such that no stormwater runoff is directed onto any adjacent private property. 4. The entire roof area of the existing building is tied into a drainage system consisting of gguam and downspouts designed to direct roof runoff to one of the two existing detention ponds located orate. Engineering estimates the roof area of the existing building to be 22,300 square feet. However, only 10,775 square feet of roof area is included in the HydroCAD calculations (4,632 SQ FT in, Subcatcbment 1 S and 6143 SQ FT in Subcatchment 3S). The entire roof area must be included in �j 11 the HydroCAD calculations to accurately depict the Inflow and storage volume of the detention ponds during large storm events. S. All existing and proposed walkways and ramps must be in compliance with ADA/AAB standards. 6. The Developer shall include a site Erosion Control plan showing silt fences and hay bales as needed. 7. Details of the bike rack and accessible parking signs for handicapped parking spaces (see attached detail} shall be included on the site plan. S. Engineering performed a site inspection on March 2, 2017 and observed that the Developer has begun construction activities including the clearing of trees and grassed areas along the southeastern property line and the portion of the site abutting Shoemaker Lane. Based on these observations, the work already performed by the Developer appears to extend beyond the limits of the proposed parking areas shown on the site plan. The Developer has since replied that the disqtutted areas outside the limit of the proposed perking will not become impervious ;area and Will be restored to their original condition. Vegetation for these disturbed areas must be established in the spring as soon as possible. Engmeering reserves the right to make additional comments, as new informaton is submitted. If you have any questions, please do not hesitate to contact this division. Sincerely, AC4/ Z. Michael F. Albro, F.E. Awistmg Town Engirtm Mchelle C. Chase, P.E. Town Engineer Ll cc c �r f E REFLECTORIZED (ENG. GRADE) WHITE TEXT AND SYMBOL ON BLUE BACKGROUND (TYP.) WHEN REQUIRED ALUMINUM SIGN (TYP.) DP.W' 'BREAKAWAY POST PERMANENTLY INSTALLED INTO FINISHED GROUND HANDICAPPED PARKING SPECK PLATE REQUIRED UMUTROM a YM CLES MAY BE REMOVED AT OWNERS EXPENSE ALE; N.T.S. MAXIMUM MOUNTING DISTANCE FROM HEAD OF STALL IS 10' PLEASE $EE: MGL C.40§21-22A AAS -521 CMR 23.00, AGAWAM CODE §169-28 DRAWN BY: JCD DWG, NO.: 1 MPROVEE7 BY: moo PROJECT TOWN OF AGAWAM CONSTRUCTION STANDARDS W. NAME ACCESSI®LE PARKING SIGN I A-1 7 TOWN OF AGA AM Department of Public Works '1000 Suffield Street Agawam, MA 01001 Tel (413) 8210600 Fax (413) 8210631 Christopher I Golba . Superintendent; To: Planning I Robinson Engineering cc File From Engineering Division Date: March 2, 2017 Subject: Site Plan — LTM, LLC - # 470 Shoemaker Lane Per your request, we have reviewed the Site Plan entitled "LTM, LLC — 470 Shoemaker Lane, Agawam, MA 01001; Parcel ID: G5 3 12; Prepared for: Martino Dibenedetto; Prepared by: Robinson Engineering, 43 Bridle Path, Amherst, MA 01002; Scale: 1"=20'; Updated: February 23, 2017" Based on our review, we have the following comments: 1. A hard copy of the Stormwater Report and HydroCAD calculations was submitted by Robinson Engineering on March '1, 2017 at 3:00 pm. The Engineering 'Division has determined that the following components had not been included in the report: a. A detailed description of the existing conditions ;including topography, hydrology and quantities of existing paved, gravel and pervious areas b. A detailed description of the proposed project including the quantity of increased impervious area and the additional number of proposed parking spaces c. An Operations and Maintenance Plan for the existing detention ponds. 2. Engineering is requesting that an electronic copy of the HydroCAD files be submitted to allow for a more thorough review of the pre and post -development stormwater runoff flows and the functionality of the existing detention ponds. 3. Prior to the beginning of this project, Engineering had received several complaints concerning stormwater nmoff;from the roof of the former Cordi Foods building flowing into the backyards of #845 and #853 Silver Street. The existing building has a roof drainage system consisting of gutters and downspouts designed to direct roof runoff to the two existing detention ponds located onsite. From 2010-2012 Engineering observed damage or disconnections within the roof gutters and downspouts on several occasions. The roof gutters and downspouts should be checked regularly to ensure they are functioning properly and remain clear of trash, leaves or any other debris. The schedule for this maintenance shall be included in the Operations and Maintenance section of the Stormwater Report. 4. The project site shall be graded such that no stormwater runoff is directed onto any adjacent properties. 5. The detention pond on the northern end of the project site discharges to a swale located along the southwestern property line of 474 Moylan Lane. This property has previously had problems with flooding in their parking lot and within their building. Engineering is concerned that an increase in 11 E the stormwater flow to the north detention pond on the project site could result in an overflow of the swale and additional flooding. 6. Engineering performed a site inspection on March 2, 2017 and observed that the DevelopeT has begun construction activities including the clearing of trees and grassed areas along the southeastern, property line and the portion of the site abutting Shoemaker Lane. Based on these observations, the work already performed by the Developer appears to extend beyond the limits of the proposed parking areas shown on the site plan. Engineering requests that the Developer verify the exact limit of work for the proposed project. 7. All existing and proposed walkways and ramps must be in compliance with ADA/AAB standards. 8. The Developer shall provide the vehicle trip generation and parking generation calculations for the protect based on the proposed use for the site. 9. The Developer shall include a site Erosion Control plan showing silt fences and haybeles. 10. Snow storage locations should be indicated on the site plan. 11. A detail of the bike rack shall be included on the site plan. Engineering reserves the right to make additional comments as new informaton is submitted. If you have any questions, please do not hesitate to contact this division. Sincerely, Vladimir Ckeres Civil Engineer Ae4l,.-e, g��2, Michael F. Albro, P.E. Asgstant Town Engin= AGAVMM FIRE DEPAWMENT 800 MAIN STREET, AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX (413) 786-1241 ALAN SIROIS, CHIEF of DEPARTMENT afJchief@agawam.ma.us BERNARD J. CALVI,DEPUTY CHIEF afddeputygagawal? .ma.us 3ACOB N. G. DUSHANI , FIRE INSPECTOR afdins{�@agawam.ma.us FRANK MATUSZCZAK, TRAINING OFFICER afdtraining@agawam.ma.us February 22, 2017 Plan Review For: LTM, LLC 470 Shoemaker Street Agawam, Ma 01001 Dated February 10, 2017 Prepared by Robinson Engineering Planning: Board Members; I have reviewed the; plan submitted before you for the site plan change and was present during the team meeting. Upon further review one additional item is needed with this change in use. The westernmost door that faces Silver Street will need a path that leads to a public way as part of the means of egress. There is currently no such path. With this addition and the comments previously made at the team meeting. I have no concerns about this project and it has fire department approval. If there are any questions please contact this office. Fire prevention is everyone's responsibility. Jacob N_G. Dushane Fire Inspector afdins agawam.ma.us (413) 786-0657 EXT 8883 a ':'"'' Town of Agawam t% Interotfice Memorandum To: Engineering Dept., Police Dept., Fire Dept., ADA Committee CC: From: Planning Board Date: 2/17/17 Subject: Revised Plan for 470 Shoemaker Lane Please revuew and comment on the attached revised Site Plan for 470 Shoemaker Lane to the Board's March 2, 2017 meeting. Thank you, PRKamb FROM THE DESK OF... YOUR NAME TITLE TOWN OF AGAWAM 3$ MAIN ST AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax: 413-786-9927 • f' f� 1Town of Agawam To: Engineering Dept., Police Dept., Fire Dept., ADA Committee CC. From: Planning Board Date 113/17 Subject: Site Plan - 470 Shoemaker Lane - LTM, LLC' Please review and comment on the attached Site Plan for LTM, LLC prior to the Board's January 19th meeting. Thank you. This item will appear on the January 10th Team Meeting agenda as well. :prk FRom THE DESK OF... YOUR NAME TITLE TOWN OF"AGAWAM 36 MAIN ST AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax: 413-786-9927 TOXIN OF AGAWAM, MASSACHUSETTS Application for Site Plan Approval Please; complete the following form and return itandten (10),copies of the Site Plan to: Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001 20. f..V 1. Name of Business i� ''r1 le L C- _ 3 , Address Phone # Fax # email 2. Name of Applicant/Owner f 1j r�;a7n.c- 17 i4 i i c Address �2!1 PA 4 90Z 5 WE Phone# 'fir 3 'i y e,- Z 77 Z Fax # email 3. Name of Engineer/Architect l')A V { 17 Address ?- 3 Y»Zf l)Li L/)711 . 4 nw&-r r aw o ey z Phone# f13 3+5--L.qI Fax &63-7,3 -Z�;3,1lemail D5►&'r3rnsin, MYFAIP-O ET 4. Please give a brief description of the proposed project: A60-11C"t. -F 1:3 T'IAr Cni-> JA, A EXlSiltiG- RL'i"/ {Cr_ NC-, rti 9L J - V r fj�:,- 5 r- ,Z ItiGi�r 15� �: A EX!'S!!NL PArY-,kC- AC01 TO y I, V 5 'I V P 9PACG3. NC 6-9-A V L.M I Art-t3 c k C 1, jL -A G � 7-ij. e�t,15i'l106- L iz I-Yf"Aft► c -44(As,�t-iFD, Agawam Planning Board August 3, 2017 Bob Rossi, City Councilor asked why we need a moratorium at all if the state hasn't finalized their regulations. Mr. Strange stated that the state has recommended that towns enact a moratorium. As of April 1, 2018 applicant will be able to apply for licenses to operate these facilities. Councilor Rossi stated that he feels the Town should decide what we want first. Jim Cichetti, Council President, stated that the dates are already in place and there is already a moratorium in place as the state is still working on it. Mr. Strange reiterated his suggestion that if enacted, this moratorium be in effect until December 31, 2018 rather than the July 1, 2018 as proposed. He stated once again that in the meantime the Town can write and enact a new ordinance if that's what they decide to do or they can vote to opt out during this time. There was a general discussion of the town opting out and losing the tax revenues. Motion was made by Ms. Baldwin and seconded by Mr. Tedeschi to close the public hearing on the proposed Zoning Amendment for a Temporary Moratorium on Recreational Marijuana Establishments. VOTE 4-0 Motion was made by Mr. Tedeschi and seconded by Mr. Elfman to send a positive recommendation to the City Council regarding the Mayor's Proposed Temporary Moratorium on Recreational Establishments, also recommending that the date this would be in effect until be December 31, 2018 (rather than July 1, 2018 as submitted). VOTE 4-0 2. SITE PLAN — 470 Shoemaker Lane LTM, LLC Filip Craveau of R. Levesque Associates was in attendance as well as the; owner, Tony Liguori. Mr. Craveau explained that they have taken over this project and prepared a full site plan that addresses all professional staff comments that.were received on the previous plan. He submitted a further revised plan this evening which shows additional landscaping. He explained that his client has purchased this building and will be locating a fitness facility here. There is currently a large gravel area for truck storage and turnaround. Due to the need for additional parking they have redesigned the parking lot and gravel turn around area. No changes will be made to the curb cut. All previous Engineering Department comments have been addressed and a memo was submitted from them recommending approval. The previous Fire Department concern has also been addressed. Exterior site improvements include extending the parking area in the front of the site, paving a portion on the side (gravel area to remain),_ landscaping along the parking that abuts Shoemaker Lane: Mr. Paleologopoulos asked for the height of the landscaping. Mr. Craveau indicated that they would be 2' to 3' — high enough to block headlights. Ms. Baldwin stated she drove by the site and noticed that small plantings were added along the front of the building. Mr. Liquori (owner) stated that he brought in decorative stone along with the smaller plantings and will be adding larger plantings as well and on the side that faces the storage units. Ms. Baldwin stated that larger plants would help to enhance the site. Mr. Liquori agreed. Mr. Craveau stated that there will be no change to the exterior lighting other than they will be putting 2 Agawam Planning Board August 3, 2017 in new LED fixtures. Mr. Paleologopoulos asked if any changes to the stormwater were being proposed. Mr. Craveau stated that there are two basins shown and the grading will accommodate flows both to the front basin and rear basin. He stated that he redesign actually provides for less water going to Shoemaker Lane. Mr. Paleologopoulos asked about snow removal and whether they would be installing a sign. Mr. Liquori stated the snow will be plowed the rear of the site. He indicated that the sign for the business will be the same as the one that exists at their current location on Springfield Street. Motion was made by Ms. Baldwin and seconded by Mr. Elfman to approve the Site Plan for 470 Shoemaker Lane with the following conditions: all professional staff comments are addressed; additional landscaping is to be provided as presented by the owner; the following note is to be added to the plans: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." ; and three sets of revised plans shall be submitted for the Board's signatures. VOTE 4-0 3. APPROVAL OF MINUTES — July 20, 2017 Motion was made by Mr. Tedeschi and seconded by Ms. Baldwin to approve the minutes of July 20, 2017 as written. VOTE 4-0 4. RELEASE OF COVENANT & NEW PERFORMANCE AGREEMENT Lot 5 Windermere Estates— Bretta Motion was made Mr. Tedeschi and seconded by Mr. Elfman to approve a Release of Covenant and a new Performance Agreement for Lot 5 Windermere Estates pending receipt of the required lot bond. The meetingadjourned at 7 -15 PM. VOTE 4-0 3' Agawam Planning Board August 3, 2017 AGAWAM PLANNING BOARD August 3, 2017 MEMBERS PRESENT: Mark R„Paleologopoulos, Chairman Violet E. Baldwin Charles Elfman Mario Tedeschi MEMBERS ABSENT: Nicholas Pandolfi ALSO 'PRESENT: Marc Strange Pamela R. Kerr Mr. Paleologopoulos;called 'the meeting to order at 6:30 PM. 1. PUBLIC HEARING — Zoning Amendment — Temporary Moratorium on Recreation Marijuana Establishments — Mayor Cohen Mr. Paleologopoulos opened the hearing and explained that this proposal sponsored by Mayor Cohen is for a temporary moratorium on recreational marijuana establishments until July 1, 2018. He asked for any public input. Helen Chester, 320 Barry Street stated that a new bill was signed last Friday and asked how this proposal would affect the towns that voted against recreational marijuana as Agawam did. Mr. Strange explained that the State has until June 30, 2018 to finalize the regulations. He recommends that this proposal be extended beyond that date to give the Town ample time to write an ordinance that conforms to the state law. He went on to say that in towns that voted against recreational marijuana the City/town councils can vote to opt out without putting it on the ballot. Paul Cavallo, City Councilor stated that according to a recent article in The Beacon communities that rejected or did not vote to support the recreational marijuana have until December 31, 2019 to vote to ban them and that towns that it passed must prepare an ordinance or bylaw followed by a ballot question. He went on to say that after December 21, 2019 a ballot requirement will apply to every town. Mr. Strange stated that the regulations have to be reasonable and that towns can vote to opt out by December 31, 2019. He stated that the moratorium must also be reasonable and that the Council could vote to opt out during the moratorium. Mr. Paleologopoulos stated that the moratorium will provide the Council time to either write regulations or vote to opt out. u 1 k L Proposed Site Improvements 470 Shoemaker Lane Agawam, Massachusetts AppllCant/ownep: LTM Realty LLC 470 Shoemaker Lane Agawam, MA RLA Project File: 170506 July 19, 2017 RECEIVED JUL 2 1 2017 AGAWAM PLANNING BOARD LEVESQUE ASSOCIATES, INC A LAND PLANNING SERVICES COMPANY 40 School Street WC;stfidd, MA 01085' p-413.568.8985 f 413.S68 a985 • www.rialand.com Proposed Site, Improvements Stormwater Drainage Report 470 Shoemaker lane Agawam, Massachusetts SECTION TABLE OF CONTENTS PAGE NO. 1. INTRODUCTION......................................_............................................................... 1-1 2. SITE DESCRIPTION.................................................................................................... 2- 2.1 Predevelopment Conditions ............. .................................... ........._........ 2=1 2.2 Resource Areas ......................................... ....... ............. - 21 2.21 Floodplain..................................... 2-1 2.2.2" Natural Heritage and Endangered' Species Program .......................... 2-2 2.3 Soils. 2-2' 2.4 Post Development Conditions ........................................ - 22 3. STO'P.MWATER MANAGEMENT SYSTEM.................................................................. 3-1 3.1 Drainage Calculations ............................................. - 3.1.1 Design Points .... .......... 3.1.2 Pre -Development Hydrology.._ ...................................... ........ 3-2 3.1.3 Post -Development Hydrology ....................................... ...... 3-2' 3.`1.4 Peak Discharge Rates ........................................... , . ... ... ..... .. 3-2 3.2 MassDEP Stormwater Management Standards ........................................... 3-3'; 3.3 Stormwater Best Management Practices .......................................................... 3-5 3.3.1 Vegetated Filter Strip with Level Spreader........................................................ 3-6 3.3.2 Surface Infiltration n Basin ........ .. .... 3-6 3.4 Protection of Stormwater Best Management Practices during Construction........ 3-6 3.5 Inspection and Maintenance of Stormwater Best Management Practices ........... 3-6 3.6' Illicit Discharge Compliance S a iStatement ........................................... 3-7 3.7 Department of Public Works — Inspection Checklist .......................................... 3-7 4. CONCLUSION........................................................................................................ 4-1 I Table List of Tabics Page No. Table 2 4: Hydrologic; Soil Group Classification .... ...........................................,................................................2-2 Table 3,1: Design Rainfall Data ................ Table 3.1.4 Pre- and Post -Development Peak Discharge Rates .............. ......... ............3-3 R lsvr=sque Associates, Inc. Page i Propo5Ed Site-ImproyEMEnts - Stormwater DralnagE.Report d70 Shoemaker Cane Agawam, Massachusetts List Of Flguras Figure Figure 1 Site Locus — USGS Map Figure 2: FEMA Flood Map Figure 3: NHESP Map Figure 4 Pre -Development Watershed Plan Figure 5 Post -Development Watershed Plan Appendices APPENDIX A: CHECKLIST FOR STORMWATER REPORT APPENDIX B SOILS INFORMATION APPENDIX C: PRE- AND POST- DEVELOPMENT HYDROLOGIC ANALYSIS (2, 10, & 100 YEAR STORM EVENTS) APPENDIX D: MASSDEP CALCULATIONS APPENDIX E: CONSTRUCTION PERIOD EROSION CONTROL PLAN APPENDIX F: LONG-TERM OPERATION AND MAINTENANCE PLAN APPENDIX G: ILLICIT DISCHARGE COMPLIANCE STATEMENT APPENDIX H: DPW INSPECTION SCHEDULE R levEsquE A556CiatES, Inc. Page ii u E u Proposed Site Improvements Stormwakr Drainage Report 470 Shoemaker Lane Agawam, Massachusetts I. INTRODUCTION R. Levesque Associates (RLA) has produced this Stormwater Drainage Report as a descriptive narrative for the proposed project. The property is located at 470 Shoemaker Lane at the former location of a food distribution company office and distribution building. The entire property has been historically developed and currently is the site of an 22,366+/- square foot warehouse building with associated site improvements. The applicant, LTM Realty LLC, is proposing to redevelop the parcel by renovating the existing warehouse building into a fitness center. The proposed redevelopment of the site includes the construction of a new parking lot, various entrance walkway improvements, and modification of the existing stormwater management system. All existing utility connections to the building, which include water service, sanitary >sewer service, gas service and electrical/telecommunication service will be maintained. The proposed site improvements include: 1. Demolition and removal of the existing impervious areas adjacent to the building as shown on the site plans; 2. Re -grading of the site such that more of the proposed impervious surfaces will be collected by the stormwater management system; 3. Modification to portions of the existing stormwater management system to mitigate the impacts of the proposed site improvements. As part of the proposed site improvements, the existing stormwater management system has been modified to meet the requirements of the Agawam Stormwater Management Ordinance as well as the Massachusetts Department of Environmental Protection Stormwater Management Handbook. In general, the proposed site improvements will maintain the existing drainage patterns of the site. R Lsvesque Associates, Inc. PagE 1-1 I 1 Proposed Site Improvements Stormwater Drainage Report 470 ShoEmaker Lane Agawam,Massachusetts 2. SITE DESCRIPTION 2.1 Predeveloprnent Conditions The property to be redeveloped is located at 470 Shoemaker Lane which is a corner parcel at the intersection of Shoemaker Lane and Silver Street. The site is currently listed as parcel ID G5 3 12 in the Town of Agawam Assessor's Office. The site is situated within the Industrial B ;district as shown in the Town of Agawam Zoning GIS and zoning map. The total area of the parcel is approximately 3.02 acres. Figure 1 USGSMap illustrates the location of the project. The property is bounded to the north by a commercial property, to the east by commercial properties, to the west by industrially zoned residential properties as well as Silver Street, and to the south by Shoemaker Lane. The entire property has been historically developed. There is an existing building and site improvements which were previously the location of a food distribution business. The existing site amenities include various impervious surfaces utilized for parking, gravel open space which was previously used to store tractor trailers, and a stormwater management system which includes two separate surface basins; one along the frontage of the property with Shoemaker Lane and Silver Street and the other at the rear of the property adjacent to the northerly property line. All other site areas were mostly maintained lawn areas and wooded area along the eastern property line. The exiting topography of the parcel is relatively flat from the front of the building to the rear and sides of the parcel. Grades generally slope gently downhill from the areas adjacent to the front entrance both to the west towards the existing stormwater basin at the front of the property as well as to the north towards the stormwater basin at the rear of the property. Additionally, the front entrance area of the property is directed off -site towards Shoemaker Lane. The front stormwater basin has an outlet pipe which is connected to the drainage infrastructure at the intersection of Shoemaker Lane and Silver Street. The rear stormwater basin has an outlet pipe which discharges runoff off -site to the east. Figure-4 Pre -Development conditions delineates the sub -catchment areas. 2.2 Resource Areas The entirety of the parcel developed and , m'aintained. delineated on the parcel. 2 2 1 Floodplain where the site improvements are proposed has been historically There were no bordering or isolated vegetation wetland areas R. Levesque Associates, Inc. performed due diligence research on the property in regards to FEMA flood zone mapping. As demonstrated by the most recent FEMA Flood Insurance Pate Maps, the site is not located within a flood hazard one, see Figure 2 — Flood Rate Insurance Map. it R 1-EvEsque Associates, Inc. Page 2-1 r 1 - Proposed Site Improvements Stormwater Drainage Report 470 Shoemaker lane Agau.iam, Massachusetts 2.2.2 Natural Heritage and Endangered Species Program R. Levesque Associates, Inc. performed due diligence research on the property in regards to Natural Heritage and Endangered Species Program (NHESP) areas. The parcel is not located within an area delineated by NHESP as priority habitat of endangered species; ;see Figure 3 NHESP Map. 2.3 Soils R. Levesque Associates, Inc. researched the soils located on site with information readily available by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS). Based on a review of the USDA Soil Survey of Hampden County, Massachusetts, Central Part, the site is comprised of the following soil types:- ..�..,.,n._...>r:.m..,.,.;.;,.,,.m W,........�.,..,.._ a�.>..:...........:<._ ......_........M..,... ..- e:;;;;:.�»r.:¢;c:::,»..,... awe,....==rm-:: "y _. ..>...9f �ci=:a:Si� �-� »»�:^::i¢»f@°s = m,. �='.e..�„�'{=.�,.....»�,•«eiSSi°lEtm`®:iii: -;,; e�- m�H.. p Sion nl Hrallcoo oip n:... _......._ ..._.. e.,.... d. Wareham loam sand, 0 to 3 32A A/D percent slopes Merrimac fine sandy loam, 3 254B A to, 8 percent slopes Amostown fine sandy loam, 0 258B C/D to 6 percent slopes Agawam fine sandy loam, 0 B 275B to 3 percent slopes Enosburg loamy sand, 0 to 3 731A C/D percent slopes The NRCS soil maps were utilized to prepare the hydrologic model to analyze the proposed site improvements in both the pre -development and post -development conditions. In an effort to remain as conservative as possible, no infiltration credit was taken for either of the existing stormwater basins. SeeAppendixB for additional soils information. 2.4 Post Development Conditions The applicant is proposing to redevelop the property by constructing a new paved parking area and associated improvements. No major exterior building alterations are proposed to the existing building as part of this project. All of the existing utility service connections to the building shall be maintained. Additionally, site improvements include modifications to the existing stormwater management system which will provide an improvement over existing conditions. Under existing conditions, stormwater sheet flows off of the impervious area from the parking lot near the front R Levesque Associates, Inc. Page 2-2 Proposed Site ImprovEments Stormuater Drainage REport 470 Shoemaker Lane Agauuam, Massachusetts entrance directly to Shoemaker Lane. A majority of the some area in post -development conditions will be redirected towards the front stormwater basin where ;it can be treated for stormwater quality, provide groundwater recharge, held for peak -rate attenuation, and decrease the burden on the drainage infrastructure in Shoemaker Lane. The other areas to the east of the existing building which were previously gravel, will be paved and directed towards the rear stormwater basin similar to existing conditions. The proposed site improvements and stormwater management system modifications have been designed to mitigate the impacts of the proposed redevelopment. The proposed stormwater management system will provide water quality treatment, peak ,rate attenuation, and groundwater recharge. This is achieved by utilizing stormwater best management practices such as vegetated filter strips and the existing stormwater management basins The proposed stormwater management system will collect runoff from the proposed impervious areas on site via surface flow. Once collected, the runoff will be conveyed via a stone level spreader and associated vegetated filter strips to the existing stormwater basins. Overall, the proposed site improvements will maintain the general drainage patterns of the site. The stormwater management system has been analyzed and can accommodate all storm events up to and including the 100 year rainfall event. Figure-5 Post- Development conditions delineates the sub -catchment areas. R Levesque Associates, Inc. Page 2-3 proposed Site Improvements Stormwater Drainage Report 470"Shoemaker Lane Agawam, Massachusetts 3. STORMWATER MANAGEMENT SYSTEM R. Levesque Associates, Inc. has prepared the following drainage system calculations for the proposed project site. These calculations were performed to document compliance with the guidelines set forth by the Agawam Stormwater Management Ordinance as well as the Massachusetts Department of Fnvironmental Protection Stormwater Management Handbook (MassDEP Handbook). A detailed hydrologic analysis of the system was completed in order to evaluatethe performance of the stormwater management system components, see Appendix C Pre- and Post -Development Hydrologic Analysis. The proposed stormwater management system .will collect runoff from -on -site pervious and impervious areas. The system will utilize stormwater best management practices to provide water quality treatment, groundwater recharge, and peak discharge rate attenuation. 3.1 Drainage Calculations R. Levesque Associates, Inc. utilized the HydroCAD software program, Version 10.0, developed by HydroCAD Software Solutions LLC, in order to create and analyze the site hydrology. The HydroCAD software is based upon the Soil Conservation Service (SCS) "Technical Release 20 — Urban Hydrology for Small Watersheds" and "Technical Release 55 — Urban Hydrology for small Watersheds" which are generally accepted industry standard methodologies. The analysis was conducted in order to establish the peak discharge rates and estimated run-off volume from the project site. This was accomplished to properly evaluate pre- and post -development conditions during various storm events. Contributing drainage areas were identified and soils, surface cover, watershed slope, and flow paths were evaluated to develop the necessary HydroCAD model input ' parameters. Drainage calculations were performed for the pre and Post -Development conditions for the 24- hour, 2 10, and 100-year Type III storm events. The total rainfall for each of the storm events was based upon data provided by the United States Department of Commerce Technical Paper No. 40 Rainfall Frequency ;Atlas of the United States. The total rainfall values used in the hydrologic modeling for each event are shown in the following table: Table 3 7 w Design Rainfall Dicta 2-year, 24-hour 10-year, 24-hour 100-year, 24-hour storm storm storm 3.00 inches 4.60 inches 6.50 inches R LevEsque Associates, Inc. Page 34 ProposEd Site Improvements Stormuuater Drainage Report 470 Shoemaker lane Agawam, Massachusetts 3.1.1 Design Points I In order to compare the difference between pre and post -development peak flows, existing and proposed watersheds were delineated. Multiple Design Points (DP) were established with flow paths representing the. longest time of concentration of run-off in each tributary watershed. For this analysis, the design points were determined as follows: • DP-1: Outlet Pipe from Front Stormwater Basin: This design point represents the existing outlet pipe from the front stormwater basin; • DP-2 Shoemaker Lane: This design point represents the area on -site which is directly tributary to Shoemaker Lane; • DP-3 Off -site to the East: This design point represents discharge from the site which is tributary to off -site areas to the east, • DP-4 Off -site to the West This design point represents discharge from the site which is tributary to ,off -site areas to the west. 3.1.2 Pre -Development Hydrology The project area under existing conditions was broken down into five (5) sub -catchments discharging to the design points as described above. The sub -catchments were delineated based on the existing developed areas and the existing topography of the parcel and surrounding areas. The existing watershed areas are shown on the attached Figure 4 entitled "Pre - Development Watershed Plan" Peak discharge rates for the design point are depicted in Table 3.14 below. 3.1.3 Post -Development Hydrology db The project area under proposed conditions was broken down into fire (5) sub -catchments discharging to the some design points as the existing conditions. The proposed watershed areas are shown on the attached Figure 5 entitled "Post -Development Watershed Plan". Peak discharge rates for the design point are depicted in Table 3.1.4 below. 3.1.4 Peale Discharge Rates The table below summarizesthePre and Post -Development peak discharge rates for each Design Point: R LevesquE AssodatEs, Inc. Page 3,2 Proposed Site Improvements Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts .m Table 3 Pre and Post <.^^.�.:t,::::'.:>n:.._:.:,.,.....,-,...:�..-re:.w.,.".`.,.-_Y�;i.s_;a_.,......,«-c»,. Devi v ment Peak Dzschar a Rat�.s , 2-year storm (cfs) 10-year storm (cfs) 100-year storm (cfs) Pre- Post- Pre- Post- Pre- Post - Design Point 1 0.01 0.00 0.22 0.14 0.61 0.61 Design Point 2 0.27 0.01 0.85 0.07 1.67 0.21 Design Point 3 0.59 0.42 4.39 3.71 7.99 7.73 Design Point 4 0.01 0.01 0.14 0.14 0.4`1 0.41 As depicted in the table, the post -development peak discharge rates do not increase over pre - development peak discharge rates for each of the storm events presented. This is accomplished by provided onsite attenuation through the existing stormwater basins. 3.2 MassD`LEP Stormwater Management Standards R. Levesque Associates, 'Inc. has designed the proposed stormwater management system to be in compliance with the MassDEP Stormwater Management Standards. Chapter 1, Volume 3 of the MassDEP Handbook outlines specific calculations, and other information, that must be submitted with each report to document compliance. The following summary highlights elements of the proposed project and how they apply to each standard. • Standard :#7 - No new stormwater conveyances e.g., outfalls) may discharge untreated storm water directly to or cause erosion in wetlands or waters of the Commonwealth. The proposed project provides water quality treatment to the ;guidelines of the MassDEP Handbook. Therefore, no new untreated stormwater is discharged. • Standard 42 Stormwaler management systems shall be designed so than post - development peak discharge rates do not exceed pre -development peak ,discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 370 CMR 10.04. The proposed stormwater management system has been designed such that the post - development peak discharge rates are less than the pre -development discharge rates for the 2-year, 1 0-year, and 100-year 24-hour storms. See Appendix C for the Hydrologic Analysis. • Standard 113 - Loss of annual recharge to groundwater shall be eliminated or minimized through the use of environmentally sensitive site design, low impact development techniques, stormwater BMPs, and good operation and maintenance. At a minimum, the R Levesque Associates, Inc. Page'3-3 Proposed Site improvEments 5tormwatEr DrainagE Report 470 Shoemaker lane Agawam, Massachusetts annual recharge from the post -development site shall approximate the annual recharge from pre -development conditions ,based on soil type. This Standard is met when the stormwater management system is designed to infiltrate the required volume as determined in accordance with the Massachusetts stormwater Handbook. The existing stormwater basins have been analyzed to demonstrate that there is sufficient capacity to infiltrate the required recharge volume. See Appendix D for the Required Recharge Volume Calculations. Standard 04 - Stormwater management systems shall be designed to remove 80% of the average annual post -construction load of T55. It is presumed that this standard is met when: a. Suitable practices for source control and pollution prevention are identified in a long term pollution prevention; plan, and thereafter are implemented and maintained; b. Structural stormwater RMPs practices are sired to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and c. Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook The treaiment train for the proposed stormwa ter management system includes vegetated filter strips with pea gravel diaphragms and surface infiltration basins to meet the water quality standards. See Appendix D for the Water Quality Volume Calculations. • Standard 05 for land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. I If through source control and/or pollution prevention all land uses with higher potential pollutant loads cannot be completely protected from exposure to rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by MassDEP to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. .Stormwater discharges from land uses with higher potential pollutant loads shall also comply with the requirements of the Massachusetts Clean Waters Act, M. G. L. c. 21, .§§ 26-53 and the regulations promulgated thereunder at 374 CMR 3.00, 374 CMR 4.00 and 374 CMR 5.00. This standard is not applicable. • Standard 06 Stormwater :discharges within the Zone It or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and ;the specific structural stormwater BMPs determined by MassDEP to be suitable for managing 1 R Levesque Associates,, Inc. Page 3-4 11 Proposed Site ImprovenEnts Stormwater Drainage Report 470 shoemaker Lane Agawam, Massachusetts 1 discharges to such areas, as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical ,area if there is a strong likelihood of a significant impact occurring to said area, faking into account site -specific factors. Stormwater discharges to Outstanding Resource Waters and -Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method ;of treatment. A "storm water discharge" as defined in 374 CMR 3.04(2)(a)7 or (b) to an Outstanding ,Resource Wafer or Special Resource Wafer shall comply with 374 CMR 3.00 and 3'74 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation ofa,public water supply. This standard is not applicable. Standard 07 - A redevelopment project is required to meet the following Stormwater Management Standards only to the maximumextent practicable: Standard 2, Standard 3, and the pretreatment and structural RMPs requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 7 only to the maximum extent practicable. A redevelopment project shall also comply with all other` requirements of the Stormwater Management Standards and improve existing conditions. This standard is not applicable. • Standard #8 - A plan to control construction -related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention) shall be developed and implemented. A Construction Period Erosion Control Plan has been provided in Appendix E. • Standard #9 - A long-term operation and maintenance plan shall be developed and implemented to ensure that stormwater management systems function as designed. A Long-term Operation & Maintenance Plan has been provided in Appendix F. • Standard # 70 - All illicit discharges to the storm wafer management system are prohibited. An illicit discharge statement will be provided prior to discharge of stormwater to post construction BMPs. See Appendix G for a copy of the Illicit Discharge Statement. 3.3 Stormwater Best Management 'Practices The proposed stormwater management system was designed utilizing stormwater best management practices (BMP) as set forth by the MassDEP' Handbook. The BMPs utilized as part of the stormwater management system include vegetated filter strip and bioretention area. All of the BMPs were designed to meet the requirements of the MassDEP Handbook and will provide water quality treatment, groundwater recharge, and peak rate attenuation in order to mitigate the R LEVEsgUE AssociatES,..Inc.. Page-3-SS Proposed Site ImpravEments Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts impacts of the proposed site improvements. See Appendix D MassDEP Calculations for the calculations required to document compliance. The following section provides a description of the best management practices (BMPs) being utilized on site. 3.3.1 Vegetated Filter Strip with Level Spreader Vegetated filter strips, also known as filter strips, grass buffer strips and grass filters, are uniformly graded vegetated surfaces (i.e. grass or close -growing native vegetation) that receive runoff from adjacent impervious areas. Vegetatedfilter >strips typically treat sheet .flow or small concentrated flows that can be distributed along the width of the strip using a level spreader. Vegetated filter strips are designed to slow runoff velocities, trap sediment, and promote infiltration. Level spreaders are proposed at the up -gradient elevations of the vegetated filter strips to uniformly disperse the runoff across the slope directing runoff towards the bio-retention area. 3.3.2 Surface infiltration Basin Surface infiltration basins are well suited to provide groundwater recharge from watershed areas such as those associated with this project. The proposed surface basins will provide groundwater recharge by providing storage of runoff prior to discharge out of the system through infiltration. The discharge is conveyed to the surface infiltration basins via up -gradient drainage features and surface flow. During larger storm events, when the recharge volume has been exceeded, the overflow is discharged down -gradient via outlet control devices. Both of the existing basins, the front basin and the rear basin, will function similar to their existing conditions. The rear basin will remain unalfered while the front basin will require the addition of an outlet control structure to control discharge to down gradient infrastructure. 3.4 Protection of Stormwater Best Management Practices during Construction Protection of the stormwater best management practices during construction will ensure the proper functioning of the stormwater management system and provide protection to the undisturbed areas until the site has been stabilized. Certain specific erosion and sedimentation controls and good practices to be performed by the site contractor have been documented in a Construction Period Erosion Control Plan. See Appendix E — Construction Period Erosion Control Plan, 3.5 Inspection and Maintenance of `Tiormwater Best Management Practices Frequent maintenance of the stormwater best management practices is essential to ensuring that the stormwater management system will function properly long-term. The MassDEP provides guidelines; for the regular 'inspection and maintenance of the proposed stormwater best management practices. A Long -Term Stormwater Operation and Maintenance 'Plan has been R Levesque Associates, Inc. Page 3-6 ProposEd Site Improvements Stormwater Drainage Report 470 Shoemaker lane Agawam, Massachusetts prepared which dictates the inspection frequency and maintenance operations for each BMP. See Appendix Long -Term Operation and Maintenance Plan. 3.6 Illicit Discharge Compliance Statement RLA has prepared an Illicit Discharge Compliance Statement to document compliance with the Massachusetts Department of Environmental Protection Stormwater Management Handbook, see Appendix G. 3.7 Department of Public Works — Inspection Checklist As provided in Section 175-22 of The Code of the Town of Agawam the DPW shall perform 1 inspections at the following milestones: a) After placement of erosion control BMPs (This will be before beginning of land -disturbing activities or clearing) b) Before backfilling of any underground drainage utilities or structures; c) Walk through to determine final punch list of items remaining; d) Final inspection upon completion of all construction and stabilization of disturbed areas; e) Random inspections may be conducted to ensure compliance with the permit provisions. R. Levesque Associates, Inc. has prepared a checklist to document to the required inspections by the Department of Public Works, see Appendix H. 1 R Levesque Assodolc5, Inc. Page 3-7 Proposed SitE Improvements Stormwater drainageREport 470Shoemaker lane Agawam, Massachusetts 4. CONCLUSION The proposed stormwater management system has been designed to mitigate the impacts of the proposed site improvements by providing modifications to the existing stormwater management system which will provide a control for runoff water quality and water quantity. The proposed site redevelopment will provide an improvement to water quality treatment, groundwater recharge, and peak rate attenuation by providing a new outlet control structure in the front stormwater basin and decreasing the amount of area directly tributary to Shoemaker Lane. Implementation of stormwater best management practices such as a vegetated filter strip and the utilization of the existing stormwater management features allow for a stormwater drainage design that is in conformance with the criteria set forth in the Agawam Stormwater Management Ordinance as well as the Massachusetts Department of Environmental Protection Stormwater Management Handbook. R LevcsquE.AssodatE$, Inc. Page 4•1 1 Proposed SRE ImprovEments Stormwater DrainagE Report 470-ShoemakEr Lane Agawam, Massachusetts Figure 1: Site Locus USES Neap R LEvesque AssociatEs, Inc. 1 Proposed Site Improvc-ments 5tormwatEr drainage Report: 470 Shoemaker lane AgawaMr Massachusetts Figure 2: FEMA Flood Map R UvEsqurm Associates, fnr- Proposed Site,ImprovemEnts Stormwater Drainage Report 474 Shoemaker lane Agawam, Massachusetts Figure 3 NHESP,Map R LEvesqueAssociates,Inc. Proposed Site Improvements Stormwater Drainage; Report 470 ShoernakEr Lane Agawam,,Massachus®tts 1 Figure 4 Pre -Development Watershed Plan 1 1 1 1 1 1 1 R Levesque Associates, Inc. 1 W03-Puelela 9860.895'E[b'Kef 5860'895'Elb14d S4asnHDOssaW "LUOMO6y .0 Q _0 ,I 98010 VYVPlal}}saM • Ob9 XOS 'O`d • P-15 IOMPS 017 1 .1 ueld P3LISJ3�,eM OuDl J9�DW804S OLV ]l7 �410."d o z° ; fiuedLuo] 5�71AJ35 �LII[JLl2id P��'d jugLu dojaA3a-3Jd o 0 UW dW `weme6b �Ur?� J3S�8W30L�S OLb AA�� ,,/ /-► e{,/ }� /� :)NI `Sg. i:)oss V anDSD 31 5}UBWDAOJdwi D41S P350dOJd a q N O O LO [I a Lo 04 t r cn 4e Proposed Site Improvements 5tormwater Drainage Report 470'Shoemaker lane Agawam, Massachusetts ' Figure 5 Post- Development Watershed Plan ■ 1 ■ i 1 R t_evesque Associates, Inc. woxpuelep 986a895`Ejt, :Xe, 5860'895•Elb :4d 9$0IO V W 'Pl3lJ45EbM • Ob9 xo8 'O'd - PWIS 100455 0b ueld paysiale jugwdOj3A3(3-}Sod lluedwo:) s331A.135 5uluueld PUEn V :)NI `s31vi:)osv anuSBAB-1 d Ld g Q Z LLJ Z z.] V p g C 0 VW'WOMDBV a v auol soJOLUS045 OL17 CD o z :)77 /410e�j Wil w 3uel Jl Mew3045 OLb m . SjU3w3Ao Idwj 3415 pasodOJd p L ct� ♦ moo; N a CD v CG Op + ,\ ILA • 4 4 flop* aqq. �. ` ' �•V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Proposed Site Improvements Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts Appendix A Checklist for Stormwater Report R Levesque Associates, Inc. Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program 1 Checklist for Stormwater Report ■ A. Introduction Important: When A Stormwater Report must be submitted with the Notice of Intent permit application to document ■ filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, Report Stormwater the Stter Re which should provide more substantive and detailed information but is offered use only the tab p { key to move your here .as a tool to help the applicant organize their Stormwater Management documentation for their cursor- do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and VD—W certified by a Registered Professional Engineer (R'PE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.' This Checklist ■ is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address ■ • Name of Firm and Registered Professional Engineer that prepared the Report • Long -Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed 13MP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, MRCS soil types, ■ critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ■ As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the ■ Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. i The Stormwater Report mayalso include the `Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater-runoff to the post -construction best management practices. 2 For some complex projects, it may not be possible to include the, Construction Period Erosion and Sedimentation Control Plan in the Stormwater' Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and` Sedimentation Control Plan ■ before commencing any land disturbance activity on the site. 170506 - MassDEP Stormwater Checklist . 04/01/08 Stormwater Report Checklist • Page 1 of Massachusetts Department of Environmental Protection LiBureau of Resource Protection - Wetlands Program Checklist fair for wa er Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the ,Checklist. If it is+ determined that specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Regist=tired Professional Engineer's Certification have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plait (if included), the Long- term Post -Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? develop ment ment ' ❑ p ❑ Redevelopment Mix of New Development and Redevelopment 170506 - MassDEP;Stormwater Checklist - 04/01/08 Stormwater Report Checklist • Page 2 of 8 0 F 11 1 Massachusetts Department of Environmental Protection LiBureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Documentwhat environmentally sensitive design and LID Techniques were considered during the planning and design of the project: Z No disturbance to any Wetland; Resource Areas; El Site resign Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit;3 Z use of "country drainage" versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter Water Quality Swale ❑ Grass Channel ❑ Green Roof' ❑ Other (describe): Standard 1: No New Untreated Discharges N No new untreateddischarges ❑ Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. h 170506 NlassDEP'Stormwater Checklist • 04/01/08 Stormwater Report Checklist • Page 3 of Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program � Checklist for for wat r rt L t Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm floorage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off -site flooding increases during the 100-year'24-hour storm. Calculations provided to show that post -development peak discharge rates do not exceed pre development rates for the 2-year and I0-year 24-hour storms. If evaluation shows that off --site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post -development peak discharge rates do not exceed pre -development rates for the 100-year 24 hour storm. Standard 3: Recharge Soil.Analysis provided. Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. 0 Sizing the infiltration, BMPs,is based on the following method: Check the method: used. M Static ❑ Simple Dynamic ❑ Dynamic Field' M Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. M Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. N Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 2'1E site <ora solid waste landfill and a mounding analysis is included. .................--._.... ................... _._ _. _. ........... ..................... 80% TSS-removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. 170506 - MassDEP-Stormwater Checklist + 04/01/08 Stormwater Report Checklist Page 4 of 8 11 AEM Massachusetts Department of Environmental Protection L'TiBureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3 Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. ® Standard 4: Water Quality The Long -Term Pollution Prevention Plan typically includes the following: ' • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • • Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPS; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides,; and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; + Winter Road Salt and/or Sand Use and Storage restrictions; • • Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for or personnel involved with implementing Long -Term Pollution Prevention Plan; + staff List of Emergency contacts for implementing Long -Term Pollution Prevention Plan. A Long -Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge; ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas is within soils with a rapid infiltration, rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits.: Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS. removal pretreatment requirement, are provided. 1 170506 - MassDEP Stormwater Checklist •,04101108 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Roport Ch nkiiSt.(continued) Standard 4: Water Quality (continued) Z The BMP is sized (and calculations provided) based on: The Y2" or 1" Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi -Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDESMulti-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post -construction stormwater BMPs. ❑ The NPDES Multi -Sector General Permit does not cover the land use. El LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. El All exposure has been eliminated. All exposure has not been eliminated and all BMPs <selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000;vehicle trips per day)' and the treatment train includes an oil grit separator, a;filtering bioretention area, a sand filter or equivalent. t Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. C] Critical areas and BMPs are identified in the Stormwater Report. ■ 170506 - MassDEP Stormwater Checklist • 04/01108 Stormwater Report Checklist - Page 6 of Massachusetts Department of Environmental Protection Li ureau of Resource Protection - Wetlands Program Checklist for t r ter a ort ® Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project El Small Residential Projects: 5-9 single family houses or 5-9 units in a multi -family development provided there is no discharge that may potentially affect critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi -family -development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path 1 ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met (Standard No. 1, 8, 9, and 19 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project` involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 ;and the pretreatment and structural BMP requirements of Standards 4-6 to ;the maximum extent practicable and (b) improves existing conditions'. Standard 8; Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information:' Narrative; Construction Period Operation and Maintenance Plan;. • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; .. Erosion and Sedimentation :Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; Site Development Plan; Construction Sequencing Plan; .. Sequencing of Erosion and :Sedimentation <Controls; Operation and Maintenance of Erosion and Sedimentation Controls;. • Inspection Schedule; Maintenance Schedule; .: Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. 170506 - MassD> P Stormwater Checklist-'04101108 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureauof Resource Protection - Wetlands Program Chackfist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ❑ The project is covered by a NPDES Construction Genera[ Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plait The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: M Name of the stormwater management system owners; M Party responsible for operation and maintenance; Z Schedule for implementation of routine and non -routine maintenance tasks; M Plan showing the location of all stormwater BMPs maintenance access areas; 1.1 I • Description and delineation of public safety features; • Estimated operation and maintenance budget; and Z Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument (deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of illicit Discharges ❑ The Long -Term Pollution Prevention Plan includes measures to prevent' illicit discharges; Z An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post -construction BMPs. 170506 - MassDEP Stormwater Checklist 04/01108 Stormwater Report Checklist • Page 8 of 8 Proposed Site ImprovemEnts Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts Appendix B Soils Information NRCS Soils Report R Levesque AssociatEs, Inc, USIA United States Department of Agriculture NRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hampden County, Massachusetts, Central Part July 4, 2017 s.: Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect variousland uses and provide information abort the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers,: developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions; on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases Examples include soil quality assessments (http:/lwww.nres.usda.gov/wps/ portal/nres/mainlsoils/health!) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (httpslloffices.sc.egov.usda.gov/locatorlapp?agency=nres) or your MRCS State Soil Scientist (http://www.nres.usda.gov/wps/portallnres/detaii/soils/contactus/? cid=nres142p2_g53951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey_ Information about soils is updated periodically.. Updated information is available through the MRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice ' and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity 1 provider and employer. '' 3 Preface................................. ..................................................................... ............... 2 How Soil Surveys Are «fade ................. ............... ............... .......5 SoilVlap......................................................................... ..................... ................ 8 SoilMap...... ........... .............................................................................. 9' Legend...............:......... ......... .......... ............ ..... ................ ..............10 MapUnit Legend ...... ..... .................-..........; .............. ........... ............12 Map Unit Descriptions .............. ._....... ........... ......................... 12` Hampden County, Massachusetts, Central Part .......... ..... ......... ..............14 32A Wareham loamy sand, 0 to 3 percent slopes.................. ..............14 254B—Merrimac fine sandy loam, 3 to 8 percent slopes ...............15 25813--Amostown fine sandy loam, 0 to & percent slopes ......... .......—....17 275A—Agawam fine sandy loam, 0 to 3 percent slopes : ......... ..............18 731A—Enosburg loamy sand, 0 to 3 percent slopes ....... ....... ............20 References... ............... ......... .._.............._ .................-_.....22 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers; or horizons, in a soil. The profile extends from the surface clown into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mappad according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a -segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree;of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has aset of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the 1 individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is ,not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that ' have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the, map unit. The presence of minor components in a map unit in no way diminishes the usefulnessor accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. if intensive use of small areas is planned,:onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a:soil map, The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at ' specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and same new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of ' specialists. For example, data on crop yieldsunderdefined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy'that.a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the; significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report identified each as a specific reap unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 1 t 7 The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the reap. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. Custom Soil Resource Report Soil Map I; 421 3:O" N 42° 3 Cr N N p m C rj y Li N td CL Ca N C (AE c :E L .. a N O C a Um L N N E N > JZ O O 6] >. d O cc m O O. 13L N m - E.F- N. Q1 CO UI0 N C 03 "m. _0 coo �N. C 2 O d m U L!1 E •C U o v L O- N a c� �o�o m V N� y a + 'O In U N NN CE AZcor— c t ° ma� o to 00 wmmN U) u L. EO N y� s ca (-0 N (D0 O N� b Z: (A O :N. : U CL ate.. N)�ay�� Q mN n Q t: inCp C i p W Q " O �: � 'D C: r.. 0 -0 c — C 0) t: ¢ A -0 c6 :N 3 O N: 'a N _ O (D N N '^ C. .J O W Q• O fo (D. N.. L -O. Z..} T.O. 7 t:N d l6 {31 i6 t6 m t6) O •� G O- N 7• eU N c6 3 w c6 O p C m �. i .L- U GO Q t6 t6 C: N16 O C. (O cr O N O`. 7 (U 7. CD to � `O. OL A to Q N 'E. a E c°n � U d .0 N O- U a a ¢ m N [ o C ;� ul d- Ui O cn - H 0 — of h C.) W m tll M m k C U m t L cL m d Q: Q R O (n A. ID J 'N N: E. o' O fY o d .� _ N cL m u a Z ' 4 7 ?b d.. t ° tL La r i.. C ,p W �: irs to m LLJ J N //�� a. O. 0. y 0. .:N. y1 O.: G N -. Em �v yy cL O n a r>. m. 0.. n G] d ?^ — o `o m 0 to � to � Vl 2 Q 'a 'a V) U) O C: cn 'p: a o' R to [n V O U C7 f7 J >>m m J _c. w m �. OO. EC •t6 ,0 (a4) to U) (0 to Lo M d ❑ ® a o h a w 11 11 0 c E E Z 0 75 m o a !L 1° Z co CL D +� c ram, a a CL r Z W 0 W J a Custom Soil Resource Report leap Emit legend 32A Wareham loamy sand, 0 to 3 12 39.4%l percent slopes 254E Merrimac fine sandyloam, 3 to 01 2.7% 8 percent slopes 258B Amostown fine sandy loam, 0 to 1.0 31.8% 6_percent slopes 275A Agawam fine sandy loam, 0to 3 0.8 2&0% percent slopes 731A Enosburg loamy sand, 0 to 3 0.0 0.2% percent slopes Totals for Area of Interest 3.0 100.0%a R"Lap Unit DaG["ip ions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A mapunit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting,, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some shall areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it 12 Custom Soil Resource Report was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. if intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying, symbol precedes the map unit name in the map unit descriptions. 1 Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the ;Alpha series. L Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an ;intricate pattern or in such small areas that they cannot be shown separately on the maps. - The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0`to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rockoutcropis an example. 13 Custom Soil Resource Report Hampden County, Massachusetts, Central Part 32A—Wareham loamy sand, 0 to percent slopes Map Unit Setting National map unitsymbol. 99rs Elevation: 0 to 3,280 feet Mean annual precipitation: 32 to 50 inches Mean annual air temperature 45 to 52 degrees F Frost -free period. 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Wareham and similar soils 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wareham Setting Landform: Terraces, terraces Landform, position (two-dimensional): Footslope Landform position (three-dimensional): Riser Down -slope shape: Convex Across -slope shape Convex Parent material: Loose sandy glaciofluvial deposits Typical profile H9 - a to 93 inches loamy sand H2 - 13 to 60 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): to 20.00 inlhr) Depth to water table: About 0 to-18 inches Frequency of flooding gone Frequency of ponding: None Available water storage in profile: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: A1D Hydric soil rating: Yes Minor Components Scarboro Percent of map unit. 10 percent Landform: Terraces, terraces Landform position (two-dimensional): Footslope Landform position (three-dimensional). Riser High to very high (6.00 11 11 11 14 11 1 Custom; Soil Resource Report Down -slope shape: Convex P Across -slope shape: Convex Hydric soil rating: Yes Swansea Percent of map unit 5 percent Landform: Bogs Down -slope shape Linear Across -slope shape: Concave ■ Hydric soil rating: Yes ® Deerfield Percent of map unit 5 percent Landform: Terraces Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down -slope shape- Linear Across -slope shape Linear Hydric soil rating: No 2543—Merrimac fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2tygs Elevation: 0 to 1290 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature 39 to 55 degrees F Frost -free period 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Merrimac and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Merrimac Setting Landform: Outwash ,plains, outwash terraces, kames, eskers, moraines Landform position (two-dimensional): Backslope, footslope, shoulder, summit Landform position (three-dimensional): Side slope, crest, riser, tread Down -slope Shape: Convex Across -slope shape: Convex Parent material: Loamy glaciofluvial deposits derived from granite, schist, and gneiss over sandy and gravelly glaciofluvial deposits derived from granite, schist, and gneiss Typical profile Ap - 0 to 10 inches: fine sandy loam Bw9 _ 10 to 22 inches: fine sandy loam Bw2 - 22 to 26 inches: stratified gravel to gravelly loamy sand 1 15, Custom Soil Resource Report 2C - 26 to 65inches: stratified gravel to very gravelly sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 99.90 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding. None Calcium carbonate, maximum in profile: 2 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.4mmhoslcm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Low (about 46 inches)` Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No f Inor Components Ulincklay Percent of map unit. 5 percent Landform: Outwash plains, kames, eskers, deltas Landform position (two-dimensional): Summit, shoulder, baclsiope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down -slope shape: Convex Across -slope shape Linear, convex Hydric soil rating: No Sudbury Percent of map unit. 5 percent Landform: Outwash plain's, deltas, terraces Landfonn position (two-dimensional): Footslope Landform position (three-dimensional): Tread, dip Down -slope shape: Concave Across -slope shape Linear Hydric soil rating: No Windsor Percent of map unit: 3 percent Landform: Outwash plains, outwash terraces, dunes, deltas Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Tread, riser Down -slope shape Linear, convex Across -slope shape: Linear, convex Hydric soil rating: No Agawem Percent of map unit; 2 percent Landform: Outwash plains, outwash terraces; kames, eskers, stream terraces, moraines 1 16 1 Custom Soil Resource Report Landform position (three-dimensional): Rise Down -slope shape: Convex Across -slope shape'- Convex Hydric soil rating: No 258B—Amostown fine sandy loam, 0 to 6 percentslopes Map Unit Setting National map unit symbol. 99ms Elevation: 0 to 1,000 feet Mean annual precipitation: 32 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost -free period. 140 to 240 days Farmland classification` All areas are prime farmland Map !Unit Composition Amostown and similar soils: 80 percent' Minor components. 20 percent Estimates are based on observations, descriptions,and transects of the mapunit. Description of Amostown Setting Landform: Terraces Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down -slope shape: Convex Across -slope shape: Convex Parent' material. friable sandy glaciofluvial deposits over hard silty glaciolacustrine deposits Typical profile H1 - 0 to 10 inches: fine sandy loam H2 10 to 32 inches: fine sandy loam H3 - 32 to 60 inches silt loam Properties and qualities Slope 3 to 8 percent Depth to restrictive feature.: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.60,inlhr) Depth to water table: About 12 to 30 inches Frequency of flooding None Frequency :of ponding: None Available water storage in profile: High (about 9.4 inches) Interpretive groups Land capability classification (irrigated) None specified Land capability classification (nonirrigated): 2w 1 17 Custom Soil Resource Report Hydrologic Soil Group: C/D Hydric soil rating: No Minor Components Enosburg Percent of map unit: 10 percent Landform: Terraces, terraces Landform position (two-dimensional) Footslope Landform position (three-dimensional): Riser Down -slope shape: Convex' Across -slope shape: Convex Hydric soil rating: Yes Pollux Percent of map unit., 10 percent Landform Terraces` Landform position (two-dimensional): Footslope Landform position (three-dimensional) Tread Down -slope shape: Convex Across -slope shape: Convex Hydric; soil rating: No 275A--Acgawam fine sandy loam, 0 to 3 percent slopes 11 Map Unit Sotting National map unit symbol., 2tygw Elevation: 0 to 1,040 fleet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost: free period: 140 to 250 days Farmland classification: All areas are prime farmland Map Unit Composition Agawam andsimilarsoils: 85 percent Minor components: 15 percent ' Estimates are based on observations, descriptions, and transects of the mapunit. Description of Agawam Setting Landform Kame terraces, outwash plains, outwash terraces, kames, moraines Landfonn position (two-dimensional) Backslope, shoulder, footslope, summit Landform position (three-dimensional) Side slope, crest, tread, riser, rise, dip Dawn -slope shape: Convex Across -slope shape: Convex Parent material. Coarse -loamy eofian deposits over sandy and gravelly glaciofiuvial deposits derived from gneiss, granite, schist; and/or phyllite Typical profile Ap - 0 to 11 inches: fine sandy loam 18 Custom Soil Resource Report E-11 E El Sw1 11 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C1- 26 to 39 inches: loamy fine sand 2C2 - 39 to 55 inches: loamy fine sand 2C3 - ;55 to 65 inches., loamy sand Properties and qualities Slope: "0 to 3 percent Depth to restrictive feature 15 to 35 inches to strongly contrasting textural stratification Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.14 to 14.17 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly; saline (0.0 to'2.0 mmhoslcm) Available water storage in profile: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated)` None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Hydric soil rating; No Minor Components Ninigret Percent of map unit. 5 percent Landform Terraces Down -slope shape: Linear Across -slope shape Concave Hydric soil rating: No Windsor Percent of map unit 4 percent Landform: Outwash plains, outwash terraces,, dunes, deltas Landform position (three-dimensional) Tread, riser Down -slope shape: Linear, convex Across -slope shape Linear, convex Hydric soil rating: No Walpole Percent of map unit. 3 percent Landform: Outwash plains, outwash terraces, deltas, depressions, depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional) Tread, clip, tall Down -slope shape: Concave Across -slope shape: Concave Hydric soil rating.: Yes Hinckley Percent of map unit. 3 percent Landform: Outwash plains, kames, eskers, deltas Landform position (two-dimensional): Summit, shoulder, backslope 1 19 Custom Soil Resource Report Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down -slope shape: Convex Across -slope shape: Linear, convex Hydric soil rating No 731A—Enosburg loamy sand, 0 to 3 percent slopes Map Unit Getting National map unit symbol. 99nz Elevation: 50 to 1,000 feet Mean annual precipitation: 32 to 50 inches Mean annual air temperature 45 to52 degrees F Frost -free period: 149 to 240 days Farmland classification: Not prime farmland Map UnitComposition Enosburg and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enosburg Setting Landform: Terraces, terraces Landform position (two-dimensional): Footslope Landform position (three-dimensional): Riser Down -slope shape:. Convex Across -slope shape: Convex Parent material: Friable sandy glaciofluvial deposits over soft loamy glaciolacustrine deposits Typicalprofile H1- a to 10 inches: loamy sand H2 - 10 to 26 inches, sand H3 - 26 to 60 inches: silt Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 16 to 34 inches to strongly contrasting textural stratification Natural drainage class. Poorly drained Runotfclass Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately low to mo�,arately high (0.06 to 0.60'inlhr) Depth to water table: About 0 to 18 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile Very low (about 2.4 inches) u 20 1 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): None specified Land capability classification(nonirrigated): 3w Hydrologic Soil Group: CID Hydric soil rating: Yes ■ Minor Components Eldridge Percent of map unit., 10 percent Landform: Terraces Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Hydric soil rating: No Raynharn Percent of map unit 5 percent Landform: Depressions Down -slope shape: Linear Across -slope shape Linear Hydric soil rating: Yes Wareham Percent of map unit: 5 percent Landform: 'Terraces, terraces Landform position (two-dimensional): Footsiope Landform position (three-dimensional): Riser Down -slope shape: Convex Across -slope shape Convex Hydric soil rating: Yes 1 21 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31 Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W, and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http:llwww.nres.usda.govlwps/portal/ n res/detail/nati o na Usoilst?cid =n res 142 p2_054262 Soil Survey Staff. 1999. Sol taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture; Handbook 436. http:// www.nres.usda.govlwps/portal/nres/detaiUnational/soils/?cid=nresl42p2 O53577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11 th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:/l' www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053680 Tiner, R.W., Jr. 1985, Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87=1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual http://www.nrcs.usda.gov/wps/portal/nres/detail/soilst ho me/?cid= n res 142 p2_053 374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuselrangepasture/?cid=stelprdbl 043084 1 0 22 u Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres,usda.gov/wpslportal/ nres/detail/soils/scientists/?cid=nres142p2054242 United StatesDepartment of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.govlwps/portal/nres/detail/national/soils/? cid=arcs 142p2_053624 1 united States Department of Agriculture, Soil Conservation Service. 1961._Land capability classification. U.S. Department of AgricultureHandbook210. http:// www.n'res.usda.gov/lnternet/FSE-DOCUMENTS/nresl42p2-052290.pdf 1 1 23 Proposed Site ImprovemEnts Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts Appendix C: Pre- and Post [development Hydrologic Analysis (2, 10, & 100 Year Storm Events) R Levesque Associates, Inc. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Suboat C�a�h fln .. Llr�k ES�2 ES 3: ubcat-ES-2 Subcat ES-3 Ex. B sin #1 Subcat ES-5 Offsite to South 170306 .. PRE 470 Shoemaker Lane. Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC Page 2 Area Listing (ail nodes) Area CN Description (sq-ft) (subcatchment-numbers) 33,829 39 >75% Grass cover, Good,, HSG A (ES-1, ES-2, ES-3, ES-4) 10,464 61 >75% Grass cover, Good, HSG B (ES-3, ES-5) 12,736 74 >75% Grass cover, Good, HSG G (ES-3, ES-4, ES-5) 1,447 96 Gravel surface, HSG A (ES-3) 10,668 96 Gravel surface, HSG B (ES-3) 15,782 96 Gravel surface, HSG C (ES-3) 8,391 98 Paved parking, HSG A- (ES-1, ES-2, ES-3, ES-4) 188 98 Paved parking, HSG C (ES-3) 11,254 98 Roofs, HSG A (ES-1, ES-2., ES-3) 11,112 98 Roofs, HSG C (ES-3) 4,711 98 Water Surface, HSG B (ES-3) 1,106 30 Woods, Good, HSG A (ES-1, ES4) 8,354 55 Woods, Good, HSG B (ES-3 ES-5) 1,746 70 Woods, Good, HSG C (ES-3, ES-4) 131,787 74 TOTAL AREA 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 17030E - PRE Prepared by Levesque Associates HvdroCAD® 10.00 s/n 02175 © 2013 HvdroCAD SoftwareSolutionsLU Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 56,027 HSG A ES-1, ES-2, ES-3, ES-4 34,197 HSG B ES 3, ES-5 41,563 HSG C ES-3, ES-4, ES-5 0 HSG D 0 Other 131,787 TOTAL AREA 470Shoemaker Lane Printed 7/19/2017 Paae 3 470 Shoemaker Lane 170306 - PRE Prepared by R Levesque Associates Printed 711912017 HydroCAD®10.00 sJn 02175 02013 HydroCAD`Sofiware Solutions-LLC Pace 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft)' (sq-ft) (sq-ft) (sq-ft) Cover 33,829 10,464 12,736 0 0' 57028 >75% Grass cover; Good 1,447 10,668 15,782 0 0 27,897' Gravel surface 8,391 0 . 188 0 0 8.579 Paved parking 11,254 0' 11,112 0 0 22,366 Roofs 0 4,711 0 0 0 4,711 Water Surface 1,106 8,354 1,746 0 0 11,206 Woods, Good 56,027 34,197 41,563 0 0 131,787 TOTAL AREA 470 Shoemaker Lane 170306 - PRE Type Ill 24-hr 2- Year Rainfal1=3. 00" Prepared by R Levesque; Associates Printed 7/10/2017 HydroCADO 10.00 s/n 02175 0'2013 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment'ES-1: Runoff Area=21,803 sf 22.45% Impervious Runoff Depth=0.13" Tc=6.0 min CN=52RunoffW0.01 cfs 233 cf Subcatchment ES-2: Subcat ES-2 Runoff;Area=21,942 sf 47.60% Impervious Runoff Depth=0.58 Tc=6.0 min CN=67 Runoff=0.27 cfs 1,070 cf Subcatchment ES-3: Subcat ES-3 Runoff Area=72,740 sf 27.82% Impervious Runoff Depth=1.59" Tc=6.0 min CN=85 Runoff=3 05 cfs 9,627 cf ■ Subcatchment ES-4: Subcat ES-4 Runoff Area=9,940 sf 0.83% Impervious Runoff Depth=0.17" Tc=6.0 min CN=54 Runoff=0.01 cfs 142 cf SubcatchmentES-5: Subcat ES-5 Runoff Area=5,362 sf 0.00% Impervious Runoff Depth=0.47" Tc=6.0 min CN=64 Runoff=0.05 cfs 209'ef Pond I P: Ex. Basin #1 Peak _Elev=186.26' Storage=4,641 cf Inflow=3.05 cfs 9,627 cf Primary=0;57 cfs 6,625 cf Secondary=0.00 cfs 0 cf Outflow=057 cfs 6,625 cf Pond 2P: Ex. Basin #f2 Peak Elev=184.50' Storage=0 cf Inflow=0.01 cfs 233 cf Outflow=0.01 cfs 233 -cf Link DP-1: Ex. Drainage Inflow=0.01 cfs 233 cf Primary=0.01 cfs 233 cf Link OP-2: Shoemaker Inflow=0.27 cfs 1,070 cf Prlmary=0.27 cfs 1,070 cf Link DP-3: Offsite to South Inflow=059 cfs 6,834 cf Primary=0.59 cfs 6,834 cf Link ❑P4: Offsite to forth Inflow=0.01 cfs 142 cf Primary=0.01 cfs 142 cf Total Runoff Area � 131,7$7 sf Runoff Volume 11281 cf Average Runoff Depth = 1.03" = a 72.94% Pervious = 96,131 sf 27.06% impervious = 35,656 sf I 470 Shoemaker Lane 170306 - PRE Type I// 24-hr 2-Year Rai'nfalf=3.00" Prepared by R Levesque Associates Printed 7119/2017 HydroGADO 10.00 s/n 02175 0 2013 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment ES-1: Runoff` = 0.01 cfs @ 1`2.46 hrs, Volume 233 cf Depth= 0.13" Runoff by SCS TR-20 method, <UH=SCS, Weighted-CN, Time Span= 0.00-48,00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00 Area (sf) CN Description 16,733 39 >75% Grass cover, Good, HSG A 13 98 Paved parking, HSG A 4,882 98 Roofs, HSG A 176 30 Woods, Good, HSG A 21,803 52 Weighted Average 16,909 77.55% Pervious Area 4,894 22.45% Impervious Area Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) (ft/sec) (cfs)` 6.0 Direct Entry, Subcatchment ES-1: Hydrograph Runoff Time (hours) 1 11 470 Shoemaker Lane ■ 170306 - PRE Type 1l124-hr 2- Year Rainfafl=3. 00" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD® 10.00 s1n 02175 02013 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment ES-2: Subcat ES-2 Runoff = 0.27 efs @ 12.11 hrs, Volume= 1,070 cf, Depth= 0.58" Runoff by SCS TR-20 me#hod, UH=SCS, Weighted-CN, Time Span= 0.00-48 00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (so CN Description 11,499 ■ 39 .,._ >75%Grans cover, .Good, HSG A 6,317 98 Paved parking, HSG A 4,126 98 Roofs, HSG A 21,942 67 Weighted Average 11,499 52.40% Pervious Area 10,443 47.60% Impervious Area ■ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ftt) (ftlsec) (cfs) --- 6.0 _ Direct Entry, Subcatchment ES-2c Subcat ES-2 Hydrograph 0 3 0 U. :Runoff 470 Shoemaker Lane 170306 _PRE Type ll! 24-hr 2-Year Rainfall=3, 00" Prepared by R Levesque Associates Printed 7/19/2017 HvdroCAD(D 10.00 s/n 02175 0 2013 HvdroCAD Software Solutions LLC Page 8 Summary for Subcatchment=ES-3: Subcat ES-3 Runoff = 3.05 cfs @ 12.09 hrs, Volume= 9,627 cf, Depth= 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-4800 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN _Description 1,150 39 >75% Grass cover, Good, HSG A 8,559 61 >75% Grass cover, Good, HSG B 6,978 74 >75% Grass cover, Good, HSG C 1,447 96 Gravel surface, HSG A 10,668 96 Gravel surface, HSG'B 15,782 96 Gravel surface, HSG C 1,978 98 Paved parking, HSG A 188 98 Paved parking, HSG C 2,246 98 Roofs, HSG A 11,112 98 Roofs, HSG C 4,711 98 Water Surface, HSG B ' 6,966 55 Woods, Good, HSG B' 955 70 Woods, Good, HSG C 72,740 85 Weighted Average ' 52,505 72.18% Pervious Area 20,235 27.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 11 u 470 Shoemaker Lane 170306 - PRE Type fl124-hr 2-Year Rainfall=3. 00 " Prepared by R Levesque Associates Printed 7119/2017 HydroCADO 10.00 s/n 02175 O 2013 HydroCAD Software Solutions LLC Page 9 Subcatchment ES-3; Subcat ES-3 Hydrograph � Runoff 170306 - PRE Prepared by R Levesque Associates HvdroCAD®`10.00 sin 02175 © 2013 Hydi 470 Shoemaker Lane Type 11124-hr 2-Year Rainfafl=3.00" Printed 7/19/2017 s L.0 Summary for Subcatchment ES-4: Subcat ES-4 Runoff 0.01 cfs @ 12.40 hrs, Volume= 142 cf, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Descrintion 4,448 39 >75'% Grass cover, Good, HSG A 3,689 74 >75% Grass cover, Good, HSG C 83 98 Paved parking, HSG A 930 30 Woods, Good, HSG A _ 791 70 Woods Good, HSG C 9,940 54 Weighted Average 9,857 99.17% Pervious Area 83 0.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) _ (ft/sec) (cfs) _ 6.0 Direct Entry, Subcatchmetit'E-:S-4: Subcat F S-4 Hydrograph [� Runoff 1� 470 Shoemaker Lane 170306 PRE Type 11124-hr 2-Year Rainfall=3.00 Prepared by R Levesque Associates Printed 7/19/2017 HydreCAD010.00 s/n 02175 02013 HydroCAD Software Solutions;LLC_ Paige 11 Summary for Subcatchment ES-5: Subcat ES-5 Runoff = 0.05 cfs @ 12.12 hrs, Volume= 209 cf, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 1,905 61 >75% Grass cover, Good, HSG B 2,069 74 >75% Grass cover, Good, HSG C 1,389 55 Woods, Good, HSG B' 5,362 64 Weighted Average 5,362 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (faint) lftlfFl tfflcar) trfcl 11 n 1 6.0 Direct Entry, Subcatchmcnt ES-5 Subcat ES-5 Hydrograph Time (hours) �1 Runoff 470 Shoemaker Lane 170306 - PRE Type U/ 24--hr 2-Year Rainfall=a oo,, ' Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 s/n 02175 O 2013 H droCAD Software Solutions LLC Page 12 Summary for Pond 1 P: Ex. Basin. #1 Inflow Area = 72,740 sf, 27.82% Impervious, Inflow Depth = 1.59" for 2-Year event Inflow 3.05 cfs @ 12.09 hrs, Volume= 9,627 cf Outflow = 0.57 cfs @ 12.56 hrs, Volume= 6,625 cf, Men= 81%0, Lag= 28.3 min Primary = 0.57 cfs @ 12.56 hrs, Volume= 6,625 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor=Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 186.26' @ 12.56 hrs Surf.Area=;5,696`>sf Storage= 4,641 cf Plug -Flow detention time= 240.5 min calculated for 6,618 cf (69% of inflow) Center -of -Mass det. time= 143.5 min ( 972.5 - 829.0') Volume Invert Avail.Storage Storage Description - f#1 185.00' 7;883 cf Custom Stage Data (Irregular) Listeddbelow (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sg-ft) (feet) (cubic -feet) (cubic -feet)_ s -ft) - 185.00 2,706 211.0 0 . 0 2,706 185.50 3,319 238.0 1,504 1,504 3,677 186.00 4,165 366.0 1,867 3,371 9,831 186.50 7,338 911.0 2,8396,209 65,215 186.60 8,267 1,011.0 780 6,989 80,511 186.70 9,629 1,101.0 894 7,883 95,637 1 Device Pouting Outlet Devices _Invert #1 Primary 185.90' 120" Found Culvert L= 41.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 185.90' / 185.35' S='0.0133'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Secondary 186.30' 15.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFllow Max=0.57 cfs @ 12.56 hrs HW=186.26' (Free Discharge) ' I-'-1=Culvert (Barrel Controls 0.57 cfs @ 3.36 fps) LScondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=185.00' (Free Discharge) 0.00 2=Broad-Crested Rectangular Weir ( Controls cfs) 1 470 Shoemaker Lane 170306 - PRE Type 11124-hr 2-Year Rainfall=3. 00" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADI 10.00 sln 02175 © 2013 HydroCAD Software Solutions_LLC Page 13 Pond 'IP: Ex. Basin #1 E 10 IM EM ry 470 Shoemaker Lane ' 170306 - PRE Type 11124-hr 2-Year Rainfall=3.00' Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s/n 02175 © 2013 H droCAD Software Solutions LLC _ Page 14 Summary for Pond 2P: Ex. Basin #2 Inflow Area = 21803sf, 22.45% Impervious, Inflow Depth = 013" for 2-Year event: Inflow - 0.01 cfs @ 12.46 hrs, Volume= 233 cf Outflow = 0.01 cfs @ 12.46 hrs, Volume= 233 cf, Atten= 0%, Lag= 0.1 min Primary = 0.01 cfs @ 12.46 hrs, Volume= 233 cf Routing by Star -Ind method, Time Span= 0.0048.00 hrs, dt= 0.05 hrs Peak Elev= 184.50' @ 12.46 hrs Surf.Area= 81 sf Storage= 0 cf Plug -Flow detention time=<0.1 min calculated for 233 cf (100% of inflow) , Center -of -Mass det. time= 0.1 min ( 1,004.8 - 1,004.6 ) Volume Invert Avail.Storage Storage Description #1 184.50'3,680 cf Custom Sage data (Irregular); Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-1) (feet) (cubic -feet) (cubic feet (sq ft) 184.50 80 45.0 0 0 80 185.00 543 890 139 139 550 18550 1,027 124.0 386 525 1,146 186.00 1,560 165.0 642 1,167 2,092 186.50 2,497 245.0 1,005 2,172 4,704 187.00 3,565 275.0 1,508 3,680 5,952 Device Routing Invert Outlet Devices #1 Primary 184.20' 6.0 Round Culvert L= 67.0' RCP, groove end projecting, Ke= 0.200 Inlet] Outlet Invert= 184.20' 1 83.65' S= 0.0082 T Cc= 0.900 n= 0.011 Concrete pipe, straight &clean, Flow Area= 0.20 sf #2 Device 1 18420' 60"'Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.23 cfs @ 12.46 hrs HW=184.50' (Free Discharge) 'Ltculvert (Passes 0.23 cfs of 0.24 cfs potential flow) 2=Orif celGrati�a (Orifice Controls 0.23 cfs @ 1.87 fps) i 1 1 1 1 1 1 1 1 1 1 1 1 1 17030E PRE Prepared by R Levesque Associates HydroCADO 10.00 s/n 02175 0'2013 HydroCAD Software Solutions LL Pond 2P: Ex. Basin #2 Hydrograph 3, 0 Time (hours) 470 Shoemaker Lane Type 111 24-hr 2-Year Rainfall=3. 00 " Printed 7119/2017 Pacie.1'5 'lnRaw 13 Primary 470 Shoemaker Lane 170306 - PRE Type 11124-hr 2-Year Rainfal1=3.00 Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC __ Page 16 Summary for Link DP-1: Ex. Drainage Inflow Area = 21,803 sf, 22.45% Impervious, Inflow Depth = 013" for 2-Year event Inflow = 0.01 efs @ 12.46 hrs, Volurne= 233 cf Primary = 0.01 cfs @ 12.46 hrs, Volume 233 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-4800 hrs, dt= 005 hrs Link DP-1: Ex. Drainage Hydrograph ® Inflow aPrirrary 470 Shoemaker Lane 170306>- PRE Type /it 24-hr 2-Year Rainfall=3. 00 " Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC_Page 17 Summary for Link DP-2: Shoemaker Inflow Area = 21,942 sf, 47.60% Impervious, Inflow Depth = 0.58" for 2-Year event Inflow 0.27 cfs @ 12.11 hrs, Volume= 1,070 cf Primary = 0.27 cfs @ 12.11 hrs, Volume= 1,070 cf, Aften= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 000-48.00 hrs, dt= 0.05 hrs Link DP-2: Shoemaker Hydrograph V' 3 0 LL Time (hours) Inflow M Primary 470 Shoemaker Lane 170306 - PRE Type III 24-hr 2-YearRainfal1=3.00" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Page 18 Summary for Link DP-3: Offsite to South Inflow Area = 78,102 sf, ;25.91%a Impervious, Inflow Depth > 1.05" for 2-Year event Inflow = 0.59 cfs @ 12.55 hrs, Volume= 6,834 cf Primary = 0.59 cfs @ 12.55 hrs, Volume= 6,834 cf, Men= 0% Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-3: Offsite to South Hy€Erograph Inflow El Primary Time (hours)' 470 Shoemaker Lane 170306 - PRE Type 11124-hr 2-Year Rainfall=3.00" Prepared by Levesque Associates Printed 7/19/2017 H droCADO 10.00 s/n 02175 © 2013 H droCAD Software Solutions LLC Page 19 Summary for Link DP4: Offsite to forth Inflow Area 9,940 sf, 0.83% Impervious, Inflow Depth = 0.17 for 2-Year event Inflow 0.01 cfs @ 12.40 hrs, Volume= 142 cf Primary 0.01 cfs @ 12.40 hrs, Volume= 142 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-4 Mite to Forth O-1nflow ® Primary Time (hours) 470 Shoemaker Lane 170306 - PRE Type /I/ 24-hr 10-Year Rainfall=4. 60" Prepared by R Levesque Associates Printed 7/1912017 HI droCADO 10.00 sln 02175 © 2013 H droCAD Software Solutions LLC Page 20 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind}Trans method - Pond routing by Stor- Ind method Subcatchment ES-1 RunofArea=21,803 sf 22.45% Impervious Runoff Depth=0.63" Tc=6.0 min CN=52 Runoff=0.22 cfs 1,150 cf Subcatchment ES-2: Subcat ES-2 Runoff Area=21,942 sf 47.60% Impervious Runoff Depth=1.53" Tc=6.0 min CN=67 Runoff=0.85 cfs 2,798 cf Subcatchment E-S-3: Subcat ES-3 Runoff Area=72,740 sf 27.82% Impervious Runoff Depth=3.00" Tc=6.0 min CIS=85 Runoff=5.71 cfs 18,187'cf Subcatchment ES4: Subcat ES-4 Runoff Area=9,940 sf 0.83% Impervious Runoff Depth=0.73" Tc=6.0 min CN=54 Runoff=0.14 cfs 609 ef' Subcatchment ES-5: Subcat ES-5 Runoff Area=5,362 sf 0,00%Impervious Runoff Depth=1.33" Tc=6.0 min CN=64 Runoff=0.17 cfs 593 cf Pond 1 P: Ex. Basin #1 Peak Elev=186.47' Storage=6,026 cf Inflow=5.71 cfs 18,187 cf' Primary=1.32 cfs 11,776 cf Secondary=2.93 cfs 3,408 cf Outflow=4;25 cfs 15,184 cf Pond`2P: Ex. Basin #2 Peak Elev=184.52' Storage=2 cf Inflow=0.22 cfs 1,150 cf Outflow=0.22 cfs 1,150 cf Link DP-1: Ex. Drainage inflow=0.22 cfs 1,150 cf Primary=022 cfs 1,150 cf Link DP-2: Shoemaker Inflow=0.85 cfs 2,798 cf Primary=0.85 cfs 2,798 cf Link DP-3: Offsite to South Inflow=4.39 cfs 15,777`cf Primary=4.39 cfs 15,777'cf Link DP-4: Offsite to North Inflow=0.14 cfs 609'cf Primary=0.14 cfs 609;cf Total Runoff Area=131,787 sf Runoff Volume = 23,336 cf Average Runoff Depth = 2.12" 72 94% Pervious = 96,131 sf 27.06% Impervious = 35,65E sf 1 470 Shoemaker Lane 170306 - PRE Type 11124-hr 10-Year Rainfall=4. 60" Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 s/n 02175 © 2013 H droCAD Software Solutions LLC Page 21 Summary for Subcatchment ES-1: Runoff 0.22 cfs @ 12.13 hrs, Volume= 1,150 cf, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10-Year Rainfall=4.60" Area (sq CN Description 16,733 _ 39 >75% Grass cover, Good, HSG A 13 98 Paved parking, HSG A 4,832 98 Roofs, HSG A 176 30 Woods, Good, HSG A 21,803 52 Weighted Average 16,909 77.55% Pervious Area 4,894 22.45% Imp-�rviousArea Tc Length Slope Velocity Capacity Description fmin) (food fft/f l (ff/gPM frfcl u w U C LL 6.0 Direct Entry, Subcatchment ES-1: Hydrograph Time (hours) � Runoff 470 Shoemaker Lane 170306 PRE Type 11124-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®i 0.00 s1n 02175 02013 HydroCAD Software Solutions LLC _ _ Page 22 Summary for Subcatchment ES-2: Subcat ES-2 Runoff 0.85 cfs @ 12.10hrs, Volume= 2,798 cf, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type HI 24-hr 10-Year Rainfall=4.60 Area fsf? CN Description 11,499 39 >75% Grass cover, Good, HSG<A 6,317 98 Paved parking, HSG`A 4,126 98 Roofs, HSG A _ 21,942 67 Weighted Average 11,499 52.40% Pervious Area 10,443 447.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fysec) (cfs) 6.0 Direct i=ntryy, - - ----- - - - - - -•- Subcatchment ES-2. Subcat ES-2 ® Runoii P 470 Shoemaker Lane 170306 PRE Type 11124-hr 10-Year Rainfa11=4.60 Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 s/n 02175 O 2013 H droCAD Software Solutions LLC Page 23 Summary for Subcatchment ES-3: Subcat ES-3 Runoff 5.71 cfs @ 12.09`hrs, Volume= 18,187 cf, Depth= 300" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 1,150 39 >75% Grass cover, Good, HSG A 8,559 61 >75% Grass cover, Good, HSG B 6,978 74 >75% Grass cover, Good, HSG C 1,447 96 Gravel surface, HSG A 10,668 96 Gravel surface, HSG B 15,782 96 Gravel surface, HSG C 1,978 98 Paved parking, HSG A 188 98 Paved parking, HSG C 2,246 98 Roofs, HSG A 11112 98 Roofs, HSG C' 4,711 98 Water Surface, HSG B 6,966 55 Woods, Good, HSG B 955 70 Woods, Good, HSG C _ 72,740 85 Weighted Average 52,505 72.18%Pervious Area 20,235 27.82% Impervious Area Tc Length iin) (feet) 6.0 ki C Velocity Capacity Description Direct Entry, r 470 Shoemaker Lane 170306 - PRE Type III 24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 0 2013 HydroCAD Software Solutions LLC _ _Page 24 Subcatchment ES-3: Subcat ES-3 Runoff Time (hours)' 170306 - PRE Prepared by R Levesque Associates ■ HvdroCAD010.00 sln 02175 0 2013 Hvdi L 470 Shoemaker Lane Type 1124-hr 10-Year Rainfall=4.60" Printed 7/19/2017 Surnmary for Subcatchrnent ES-4: Subcat ES-4 Runoff 0.14 cfs @ 12.12 hrs, Volume= 609 cf, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=460" Areas CN Description 4,448 39 >75% Grass cover, Good, HSG A 3,689 74 >75% Grass cover, :Good, HSG G 83 98 Paved parking, HSG A 930 30 Woods, Good, HSG A 791 70 Woods, Good, HSG C 9,940 54 Weighted Average 9,857 99.17% Pervious Area 83 0.83% Impervious Area Te Length Slope Velocity Capacity Description min feet ftlft fklsec cfs 6.0 Direct Entry, Subcatchmnt ES-4: Sbbcat ES-4 Time (hours) 1 � Runoff 470 Shoemaker Lane 170306 - PRE Type ili 24-hr 90-Year.Rainfall=4.60 Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®10.00 s1n 02175 0 2013 HydroCAD Software Solutions LLC Pace 26 Summary for Subcatchment ES-5: Subcat ES-5 Runoff = 0.17 cfs @ '12.10 hrs, Volume= 593 cf, Depth= 1.33 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 005 hrs Type III 24-hr 10-Year Rainfall=4.60 Area (sf CN Description 1,905 61 >75% Grass cover, Good, HSG f3 2,069 74 >75% Grass cover, Good, HSG C 1,389 55 Woods, Good, HSG B _ 5,362 64 Weighted Average , 5,362 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) ffi atl fff/ft) (fffspr) tr_fsl 6.0 Direct Entry, Subcatchment E01-5 Subcat LS-5 Hydrograph ,Runoff Time '(hours) 170306 - PRE Type If124-hr Prepared by R Levesque Associates HydroCAD0 10.00 s/n 02175 02013 HydroCAD Software Solutions LLC 470 Shoemaker Lane 10- Year Rarnfall=4.60" Printed 7/19/2017 Page 27 Summary for Pored 1P: Ex. Basin #1 Inflow Area 72,740 sf, 27.82% Impervious, Inflow Depth = 3.00" for 10-Year event Inflow - 5.71 cfs @ 12.09 hrs, Volume= 18, 187 cf Outflow - 4.25 cfs @ 12.17 hrs, Volume= 15,184 cf, Atten= 26%, Lag= 4.8 min Primary = 1.32 cfs @ 12.17 hrs, Volume= 11,776 cf Secondary - 2.93 cfs @ 12.17 hrs, Volume= 3,408 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 186.47' @ 12.17 hrs Surf.Area= 7,156 sf Storage= 6,026 cf Plug -Flow detentiontime= 152.5 min calculated for 15,184 cf (83% of inflow) Center -of -Mass det. time= 84.3 min ( 895.1 - 810.8` ) Volume Invert Avail.Stora e Storage Description #1 185.00' 7,883 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s =ft feet cubic -feet cubic -feet s -ft 185.00 2,706 211.0 0 0 2,706 185.50 3,319 238.0 1,504 1,504 3,677 186.00 4,165 366.0 1867 3,371 9,831 186.50 7,338 911.0 2,839 6,209 65,215 186.60 8,267 1,011.0 780 6,989 80,511 186.70 9,629 1,101.0 894 7,883 95,637 Device Routing Invert Outlet Devices 91 Primary 185.90' 12.0" Round Culvert ' L= 41.5' RCP, groove end projecting, Ke= 0.200 Inlet/ Outlet Invert= 185.90' /185.35' S= 0.0133<? Cc= 0.900 n= 0013-Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Secondary 186.30' 15.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.30 cfs @ 12.17 hrs HW=186.47' (Free Discharge) L1=Culvert (Barrel Controls 1.30 cfs @ 4.06 fps) Secondary OutFlow Max-2.81 cfs @ 12.17 hrs HV1l=186.47' (Free Discharge) �2=Broad-Crested Rectangular Weir (Weir Controls 2.81 cfs @ 1.10'fps) 470 Shoemaker Lane 170306 PRE Type I1124-hr 10-Year Rainfall =4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s/n 02175 © 2013 HydroCAD Software_ Solutions LLC Pete 28 Pond IP., Ex, Basin #1 M Inflow M' Outfiaw � Primary Secondary Time (hours) 470 Shoemaker Lane ■ 170306 - PRE Type 11124-hr 10- Year Ralnfa11=4.60 Prepared by R Levesque Associates Printed 7/19/2017 HydroCAM 10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC Page 29 Summary for Pond 2P: Ex. Basin #2 Inflow Area 21,803 sf, 22.45% Impervious, Inflow Depth = 0.63" for 10-Year event Inflow 0.22 cfs @ 12.13 hrs, Volume= 1,150 cf Outflow 0.22 cfs @ 12.13 hrs, Volume 1,150 cf, Atten= 0%, Lag= 0.3 min tPrimary 0.22 cfs @ 12.13 hrs, Volume= 1,150 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 184.52' @ 12.13 hrs Surf.Area= 91 sf Storage= 2 cf Plug -Flow detention time= 0.1 min calculated for 1,149 cf (100% of inflow) Center -of -Mass det. time= 0.1 min ( 9155 915.3) Volume Invert Avail.Storage Storage Description #1 184.50' 3,680 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. inc Store Cum.Store Wet.Area (feet) (sq-ft) (17eet) (cubic -feet) (cubic -feet) (sq-ft 18450 80 45.0 0 0 80 185.00 543 89.0 139 139 550 185.50 1,027 124.0 386 525 1,146 186.00 1,560 165.0 642 1,167 2,092 186.50 2,497 245.0 1,005 2,172 4,704 187.00 3,565 275.0 1,508 3,680 5,952 Device Routing Invert Cutlet Devices #1 Primary 184.20' 6.0" Round Culvert L= 67.0' RCP, groove end projecting, Ke= 0.200 Inlet l Outlet Invert= 184.20' 1183.65' S= 0.0082 'f Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.20 sf #2 Device 1 184,20' 6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.26 cfs @ 12.13 hrs HW= 84.52' (Free Discharge) t--tCulvert (Passes 0.26 cfs of 0.26 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.26 cfs @ 1.93 fps) 470 Shoemaker Lane 170306 PRE Type 111 24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroC4DQ 10.00 sin 02175 02013 HydroCAD Software Solutions LLC Page 30 Pond_2P: Ex. Basin #2 Hyd rograph Inflow Primary Time (hours) 170306 - PRE Prepared by'R:Levesque HvdroCADO 10.00 s/n 02175 470 Shoemaker Lane Type 11l 24-hr 10-Year Rainfafl=4.60" Printed 7/19/2017 C Page 31 Summary for Link DP-1: Ex. Drainage Inflow Area 21,803 sf, 22.45% Impervious, Inflow Depth= 0.63" for IO-Year event Inflow 0.22 cfs @ 12.13 hrs, Volume= 1,150 cf Primary 0.22 cfs @ 12.13 hrs, Volume= 1,150 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time<Span= 000-48.00 hrs, dt = 005 hrs Link DP-1: Ex. Drainage Hydrograph w w 0 3 0 LL Time (hours) NE-1 Primary 470 Shoemaker Lane 170306 - PRE Type III24-hr 10-YearRarnfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD® 10.00 sin 02175 C 2013 HydroCAD Software Solutions LLC Page 32 Summary for Link DP-2: Shoemaker Inflow Area = 21,942 sf, 47.60% Impervious, Inflow Depth = 1.53" for 10-Year event Inflow - 0.85 cfs @ 12.10 hrs, Volume= 2,798 cf Primary = 0.85 cfs @ 12.10 hrs, Volume= 2 798 cf Atten= 0%0, Lag= OA min Primary outflow = Inflow, Time Span= 0.00-4800 hrs, dt= 0.05 hrs Link DP-2: Shoemaker Hydrograph [nflow 3P Primary 0:85 0.75 0. 0.65 0.6 _0 0 45 LL 0;4 0.35' 03 0.25 0;2 0.15 0.05 t 0 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 Time (hours) 46 '48 I 470'Shoemaker Lane ■ - 170306 - PRE Type III 24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 sln 02175 02013 H droCAD Software Solutions LLC Page 33 Summary for Link DP-3 Offsite to South ■Inflow Area = 78,102 sf, 25.91 % Impervious, Inflow Depth = 2:42" for 10-Year event Inflow 4.39 cfs @ 12.17 hrs, Volume 15,777 cf Primary = 4.39 cfs @ 12.17 hrs, Volume= 15,777 cf, 'Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span=-0.00-48 00 hrs, dt= 0.05 hrs Link DP-3: OfFsite to South aydrogrpn InNow P Primary U D LL 470 Shoemaker Lane 170306 - PRE Type /it 24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®10.00 sln 02175 © 2013 HydroCAD Software Solutions,LLC Page 34 Summary for Link DP-4: Of -site to Borth Inflow Area = 9,940 sf, 0.83% Impervious, Inflow Depth = 0.73" for 10-Year event Inflow 0.14 cfs @ 12.12 hrs, Volume= 609 cf Primary 0.14 cfs @ 12.12hrs, Volume= 609 cf, Atten= 0%u, Lag 0.0 min Primary outflow = Inflow, Time Span= 0 00-48 00 hrs, dt= 0..05 hrs Link DP-4: Mite to North I Inflow Primary Time (hours) 470 Shoemaker Lane 170306 - PRE Type III 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HvdroCAD(D 10.00 s/n 02175 V 2013 HvdroCAD Software Solutions LLC Paae 35 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method Subcatchment ES-1: Runoff Area=21,803 sf 22.45% Impervious Runoff Depth=1.56" Tc=6.0 min CN=52 Runoff=0.79 cfs 2,834 of Subcatchment ES-2: Subcat ES-2 Runoff Area=21,942 sf 47.60% Impervious Runoff Depth=2.91" Tc=6.0 min CN=67 Runoff=1.67 cfs 5,327 cf SubeatchmentES-3: Subcat ES-3 Runoff Area=72,740 sf 27.82% Impervious Runoff Depth=4.78" Tc=6.0 min CN=85 Runoff=8 93 cfs 28,950 cf Subcatchment ES-4: Subcat ES-4 Runoff Area=9,940 sf 0.83% Impervious Runoff Depth=1.73" Tc=6.0 min CN=54 Runoff=0.41 cfs 1,431 cf Subcatchment ES-5: Subcat ES-5 Runoff Area=5,362 sf 0.00% Impervious Runoff Depth=263" Tc=6.0 min CN=64 Runoff=0.37 cfs 1,174 cf Pond 1P: Ex. Basin#1 Peak Elev=186.58' Storage=6,816 cf Inflow=8 93 cfs 28,950 cf Primary=1.74 cfs 17,072 cf Secondary=594 cfs r8,874 cf Outflow=7.67 cfs 25,946 cf Pond 2P: Ex Basin ##2 Link DP-1: Ex. _Drainage Link DP-2: Shoemaker Link DP-3: OfFsite;to South Link DP-4: Offsite to North Peak Elev=184.90' Storage=91 cf Inflow=0.79 cfs 2,834 cf Outflow=0.61 cfs 2,834 cf Inflow=0.61 cfs 2,834 cf Primary=0.61 cfs 2,834 cf Inflow=1.67 cfs 5,327 cf Primary=1.67 cfs 5,327 cf Inflow=7.99 cfs 27,120 cf Primary=7.99 cfs ;27,120 cf Inflow=0.41 cfs 1,431 cf Primary=0.41 cfs 1,431 cf Total Runoff Area=13'1,787 sf Runoff Volume = 39,716 cf Average Runoff Depth = 3 62" 7294% Pervious = 96,131 sf 27.06% Impervious = 35656 sf 170306 - PRE Prepared by R Levesque Associates HvdroCAD®10.00 s/n 02175 0 2013 Hvdi 1 . . 470 Shoemaker Lane Type 11124-hr 100-Year Rainfall=6.50" Printed 7/19/2017 Iutions LlC Summary for Subeatchment ES-1: Runoff 0.79 cfs @ 12.11 hrs, Volume= 2,834 cf, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 16,733 39 >75% Grass cover, Good, HSG A 13 98 Paved parking, HSGA 4,882 98 Roofs, HSG A 176 30 Woods, Good, HSG A, 21,803 52 Weighted Average 16,909 77.55% Pervious Area 4,894 22.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (fusee) (cfs) 6.0 Direct Entry, 5ubcatchment'ES-1: Hydrograph ® Runoff Time (hours) 11 I t 470 Shoemaker Lane 170306 - PRE Type 11124-hr 100-Year Rainfall=6.50" Prepared by Levesque Associates Printed 7/19/2017 H droCADV 10.00 s1n 02175 02013 H droCAD Software Solutions LLC Page 37 Summary for Subcatchment ES-2: Subcat ES-2 Runoff _ 1.67 cfs @ 12.10 hrs, Volume= 5,327 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100-Year Rainfall=6.50" Areas CN Description 11,499 39 >75% Grass cover, Good, HSG A 6,317 98 Paved parking, HSG A 4,126 98 Roofs, HSG A 21,942 67 Weighted Average 11,499 52.40% Pervious Area 10,443 47.60% Impervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) _(ft/ft) (ft/sec)_ (cfs)' 1 60 F w 3 0 U. F Direct Entry, Subcatchment ES-2 Subcat i`S-2 Hydrograph Time (hours) ® Runoff F 470 Shoemaker Large ' 170306 - PRE Type ll! 24-hr 100-Year Rainfall=6.50" Prepared by R. Levesque Associates Printed 7/19/2017 HydroCAD®1D.00 s1n 02175 02013 HydroCAD Software Solutions LLC Page 338 Summary for Subcatchment ES-3: Subcat ES-3 Runoff = 8.93 cfs @ 12.09 hrs, Volume= 28950 cf, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=_0.05hrs Type III 24-hr 100-Year Rainfall=6.50" Area(sf) CN Description 1,150 39 >75% Grass cover, Good, HSG A 8,559 61 >75% Grass cover, Good, HSG B 6,978 74 >75% Grass cover, Good, HSG C 1,447 96 Gravel surface, HSG A 10,668 96 Gravel surface, HSG B 15,782 96 Gravel surface, HSG C 1,978 98 Paved parking, HSGA 188 98' Paved parking, HSG C 2,246 98 Roofs, HSG'A 11112 98 Roofs, HSG C 4,711 98 Water Surface, HSG'B 6,966 55 Woods, Good, HSG B 955 70 Woods; Good, HSG =C 72,740 85 Weighted Average 52,505 72.18%o Pervious Area 20,235 27.82% Impervious Area Tc Length Slope Velocity Capacity Description mitt feet fiAfit fttsec cfs 6 0 Direct Entry, 11 470 Shoemaker Lane 170306 - PRE Type/1/ 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC Page 39 Subcatchment ES-3: Subcat ESQ f Time (hours) � Runoff 470 Shoemaker Lane 170306- PRE Type III 24-hr 100-Ye?ar Rainfa!! =6. 50" Prepared by R Levesque Associates Printed 7/19/2017` HydroCAD010.00 s/n 02175 02013 HydroCAD Software Solutions LLC _ Page 40 Summary for Subcatchmenf ES-4 Subcat ES-4 Runoff 0.41 cfs @' 12.10 hrs, Volume= 1,431 cf, 'Depth= 1.73" Runoff by SCS TR-20°method, `UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 4,448 . 39 >75% Grass cover, Good, HSG A 3,689` 74 >75%n Grass cover, Good, HSG C 83 98 Paved parking, HSG A 930 30 Woods, Good, HSG A 791 70 Woods, Good, HSG C 9,940 54 Weighted Average 9,857 99.17% Pervious Area 83 0.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftfsec) (cfs) 6.0 � Direct entry, Subcatchment 7S-4: Subcat S-4 ® Runoff Time (hours)' 11 I � I 470 Shoemaker Lane 170306 - PRE Type 11124-hr 1 00-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s1n 02175 C 2013 HydroCAD Software Solution_s_LLC_ -__ _ Page 41 Summary for Subcatchment ES-5: Subcat ES-5 Runoff I 0.37 cfs @ 12.10 hrs, Volume 1,174 cf, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sO CN Description 1,905 61 >75% Grass cover, Good, HSG B 2,069 74 >75% Grass cover, Good, HSG C 1,389 55 Woods, Good, HSG B 1 5,362 64 Weighted Average 5,362 100.00% Pervious Area C Tc Length Slope VelocityT Capacity Description - (min) (feet) (Rift) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment ES-5:-Subcat ES-5 Time (hours) � Runoff 11 470 Shoemaker Lane , 170306 -: PRE Type !ll 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 42 Summary for Pond 1P Ex Basin #1 Inflow Area = 72,740 sf, 27.82% Impervious, Inflow Depth = 4.78" for 100-Year event Inflow _ 8.93 efs @ 12.09 hrs, Volume= 28,950 of Outflow = 7.67 cfs @ 12.14 hrs, ,Volume= 25,946 of, Atten= 14%, Lag= 3.2 min Primary _ 1.74 cfs @ 12.14 hrs, Volume= 17,072 cf Secondary = 5.94 cfs @ 12.14 hrs, Volume= 8,874 cf Routing by Stor-Ind method, Time Span= 0.00-4800 hrs, dt= 0.05 hrs Peak Elev= 186.58' @ 12.14 hrs Surf.Araa= 8,066 sf Storage= 6,816;cf Plug -Flow detention time= 113.1 min calculated for 25,919 cf (90% of inflow) Center -of -Mass det, time= 64.7 rein ( 862.5 - 797.7 ) Volume Invert Avail.Storaoe Storage Description _ #1 185,00, 7,883 cf Custom Stage Data (irregular) Listed below (Recalc) Elevation Surf.Area Perini. Inc.Store Cum.Store Wet.Area (feet) _ {sq-ft) (feet) (cubic -feet) __(cubic -feet) soft 185.00 2,706 211.0 0 0 2,706 185.50 3,319 238.0 1,504 1,504 3,677 16.3.00 4,165 366.0 1,867 3,371 9,831 18650 7,338 911.0 2839 6,209 65,215 186.60 8,267 1,011.0 780 6,939 80,511 186.70 9,629 1,101.0 894 7,883 95,637 Device Routine Invert Outlet Devices #1 Primary 185.90' 120" Round Culvert L= 41.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 185.90' /`185.35' S= 0.0133'f Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Secondary 186.30' 15.0' long x 20.0' breadth Broad -Crested Rectangular Weir' Head (feet) 0.20 0.40 0.60 0,80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OuMow Max=1.73 cfs @ 12.14 hrs HW=186.58' (Free Discharge)' L1=Culvertt (Darrel Controls-1.73 cfs @ 4.31 fps) Secondary OutFlow Max=5.86 cfs @ 12.14 hrs HW=186.58' (Free Discharge) L2=13road-Crested Rectangular Weir (Weir Controls 5.86 cfs @ 1.41 fps) 11 470 Shoemaker Lane 170306 - PRE Type III 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Asspciates Printed 7/19/2017 HydroCAD®10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Page 43 Pond 'I P: Ex. Basin #1' Hydrograph' u 3 0 Time (hours)' ®inflow OuHiow ® Primary Secondary 470 Shoemaker Lane 170306 - PRE Type 11124-hr 100-Year Rainfall=6. 50" Prepared by R Levesque Associates Printed 7119/20/7 HydroCADO 10.00 sin 02175 a 2013 HydroCAD Software Solutions LLC Page 44 Summary for Pond 2P: Lax. Basin #2 Inflow Area = 21,803 sf, 22.45% Impervious, Inflow Depth = 1.56" for 100-Year event Inflow = 0.79 ofs @ 12.11 hrs, Volume= 2,834 cf' Outflow 0.61 cfs @ 12.18 hrs, Volume= 2,834 cf, Atten= 23%, Lag= 4.7 min Primary = 0.61 cfs @ 12.18 hrs, Volume= 2,834 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt` 0.05 hrs Peak Elev= 184.90' @ 1218 hrs Surf.Area=`418 sf Storage= 91 cf Plug -Flow detention time=<0.6 min calculated for 2,831 cf (100% of inflow) Center -of -Mass det. time= 0.6 min ( 880.9 - 880.3) Volume Invert Avail.Stora e Storage Description #1 184.50' 3,680 cf Custom Stage Data :(Irreg:alar)`Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area 18450 80 450 0 0 80 185M 543 89.0 139 139 550 135.50 1,027 124.0 386 525 1,146 18600 1,560 165.0 642 1,167 2,092 186.50 2,497 245.0' 1,005 2,172 4,704 18700 3,565 275.0 1508 3,680 5,952 Device' Routing Invert Outlet Devices #1 Primary 184.20' 6.0 Round Culvert L= 67.0' RCP, ;groove end projecting, Ke= 0.200 Inlet/ Outlet Inert= 184.20' / 183.65' S= 0.0082f Cc= 0.900 n= 0.01'1 Concrete pipe, straight & clean, Flow Area= 0.20 sf #2 Device '1 184.20' 6.0" Vert.-Orifice/Grate C= 0.6G0 Primary OutFlow Max=0.61 cfs @ 12.18 hrs HW=184.90' (Free Discharge) 't---LCulvert (Barrel Controls 0.61 cfs @ 3.10 fps) 2= Orifice/Grate (Passes 0.61 cfs of 0.63 cfs potential flow) 1 11 11 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 470 Shoemaker Lane 170306 - PRE Type Ill 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC Page 45 Pond 2P: Ex. Basin #2 Hydrograph Time (hours) I inflow ® Primary 470 Shoemaker Lane 170306 - PRE Type lil 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 H droCAD010.00 s1n 02175 02013 H droCAD Software Solutions LLC Pa e 46 Summary for Link DP-1: Ex. Drainage Inflow Area = 21,803 sf, 22.45% Impervious, Inflow Depth 156" for 100-Year event Inflow 0.61 cfs @ 12.18 hrs, Volume= 2,834 cf Primary 0.61 cfs @ 12.18 hrs, Volume= 2,834 cf, A#ten= 0%,_L.ag= 0.0 min Primary outflow =Inflow, Time Span= 0.00-4800 hrs, dt= 0.05 hrs Link ,DP-1:,Ex. Drainage 0 3 O LL Time {hours) i7ti-, Primary 170306 - PRE Prepared by R Levesque Associates HvdroCADO 10.00 s1n 02175 4 2013 Hvd 470 Shoemaker Lane Type Ill 24-hr 100-Year Rainfall= 6.50 Printed 7/19/2017 Summary for Link DP-2:-Shoemaker Inflow Area = 21,942 sf, 47.60% Impervious, Inflow Depth = 2.91" for 100-Year event Inflow = 1.67 cfs @ '12.10 hrs, Volume 5327 cf Primary = 1.67 cfs @ 12.10 hrs, Volume= 5,327 cf, Atten= 0%, Lag= 0.0 min _ Primary outflow = Inflow, Time Span= 0 00-48.00 hrs, dt= 0.05 hrs Link DP-2: Shoemaker Inflow p Primary 470 Shoemaker Lane 170306 - PRE Type III 24-hr 100-YearRainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s!n 02175 02013 HydroCAD Software Solutions LLC _ _ Page 48 Summary for Link DP-3: OfFsite to South Inflow Area = 78,102 sf, 25.91% Impervious, Inflow Depth 4.17" for 100-Year event Inflow 7.99 cfs @ 12.14 hrs, Volume 27,120 cf Primary 7.99 cfs @ 12.14 hrs, Volume= 27,120 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Ur.K DP_-3: Offsite to South Hydrograph Inflow 1.0 Primary Time (hours) 470 Shoemaker Lane 170306 -: PRE Type III 24-hr 100-Year Rainfa11=6.50" Prepared by R, Levesque Associates Printed 7119/2017 HydroCAD® 10.00 s/n 02175 0 2013 HydroCAD Software Solutions_LLC Page 49 Summary for Link DP-4: Oflsite to North Inflow Area 9,940 sf, 0.83% Impervious, Inflow Depth = 1.73" for 100-Year event Inflow = 0.41 cfs @ 12.10 hrs, Volume= 1,431 cf Primary 0.41 cfs @ 12.10 hrs, Volume= 1,431 cf, Atten= 0%Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs; dt= 0.05 hrs Link DP-4: OfFsite to North Hydrograph Fp—ln—flo—w 12 Primary; Time (hours) 1 1 1 1 1 1 1 1 Ex. Drainage Ex, Front Basin P5 1. Subcat PS-1 Subcat P8 4 orth Subcat 119-2 Subcat PS-3 Ex. Re r Basin QP-2 PS-5' by-3 Shoemaker Subcat PS-5 Mile to South Sybdat Reach on th.k 470 Shoemaker Lane 170306 W POST Prepared by R Levesque. Associates Printed 7/19/2017 HvdroCAD010.00 s/n 02175 02013 HvdroCAD Software Solutions LLC Page-2 Area Listing (all nodes) Area CN Description (sq-ft) (su bcatch me nt-n umbers) 30,207 39 >75% Grass cover, Good, HSG A (PS-1, PS-2, PS-3, PS-4) 12,762 61 >75% Grass cover, Good, HSG B (PS-3, PS-5)' 12,335 74 >75% Grass cover, Good, HSG C (PS-3, PS-4, PS-5) 8,370 96 Gravel surface; HSG B (PS-3) 9,649 96 Gravel surface, HSG C (PS-3) 13,460 98 Paved parking, HSG A (PS-1, PS-2, PS-3, PS4) 6,721 98 Paved parking, HSG C (PS-3) 11,254 98 Roofs, HSG A (PS-1„ PS-3) 11,112 98 Roofs, HSG C (PS-3) 4,711 98 Watur Surface, HSG B (PS-3) 1,106 30 Woods, Good, HSG A (PS-1, PS-4) 8,354 55 Woods, Good, HSG B (PS-3, PS-5) 1,746 70 Woods, Good, HSG C (PS-3, PS-4) 131,787 75 TOTAL AREA 470 Shoemaker Lane 170306 - POST Prepared by R Levesque Associates Printed 7/1912017 HydroCADO 10.00 sIn 02175 0 2013 HydroCAD Software Solutions LLC Page 3 Soil Listing (ail nods)' Area Soil Subcatchment (sq-ft) Group Numbers 56,027 HSG;A PS-1, PS-2, PS-3, PS-4 34,197 HSG B PS-3, PS-5 41,563 HSG C PS-3, PS-4, PS-5 0 HSG D 0 Other 131,787 TOTAL AREA 470 Shoemaker Lane 170306 - POST Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®10.00 s/n 02175 O 2013 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-f) (sq-ft) Cover 30,207 12,762 12,335 0 0 55,304 >75% Grass cover, Good 0 8,370" 9,649 0 0 18,020 Gravel surface 13,460 0 6.721 0 0` 20,1,81 Paved parking 11,254 0 11,112 0 0 22,366 Roofs 0 4,711 0 0 0 4,711 Water Surface 1,106 8,354 1,746 0 0" 11,206 Woods, Good 66,027 34,197 41,563 4 0 131787 TOTALAREA 470 Shoemaker Lane 170306 - POST Type /// 24-hr 2-Year Rainfall=3.001, Prepared by R Levesque Associates Printed 7/19/2017 tH droCADO 10.00 s/n 02175 02013 H droCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing byStor-Ind+Trans method - Pond routing by Stor-trod method Subcatchment PS-1: Subcat PS-1 Runoff Area=38,199 sf 48.27% Impervious Runoff Depth=0.58" Tc=6.0 min CN=67 Runoff=0.47 cfs 1,862 cf Subcatchment PS-2: Subcat PS-2 Runoff Area=4,978 sf 25.61 % Impervious Runoff Depth=0 17" 1 Tc=6,0 min CN=54 Runoff=0.01 cfs 71 cf Subcatchment PS-3: Subcat PS-3 Runoff Area=73,309 sf 37 46%o Impervious Runoff Depth=1.45 Tc=6.0 min CN=83 Runoff=2.79 cfs 8,837 cf Subcatchment PS-4: Subcat PS-4 Runoff Area=9,940 sf 0.83% Impervious Runoff Depth=0.17 Tc=6.0 min CN=54 Runoff=0.01 cfs 142 cf Subcatchment PS-S: Subcat PS-5 Runoff Area=5,362 sf 0.00% Impervious Runoff Depth=0.47" Tc=6.0 min CN=64 Runoff=0.05 cfs 209 cf Pond 1P: Ex. Rear Basin Peak EJev=186.20' Storage=4,323 cf Inflow=2.79 cfs 8,837 cf Primary=0.41 cfs 5,834 cf Secondary=0.00 cfs 0 cf Outflow=0.41 cfs 5,834 cf Pond 2P - Ex. Front Basin Peak Elev=186.30' Storage=1,862 cf Inflow=0.47 cfs 1,862 cf Outflow=0.00 cfs 0 of Link DP-1 Ex. Drainage Inflow=0`00 cfs 0 cf Primary=0'.04 cfs '0 of Link DP-2: Shoemaker fnflow=0.01 cfs 71 cf Primary=0".01 cfs 71 of Link DP-3: Offsite to South fnflow=0".42 cfs 6,044 cf Primary=0.42 cfs 6,044 cf Link DP-4: Offsite to North Inflow=0.01 cfs 142 cf Primary=0.01 cfs 142 cf Total Runoff Area=131,787 sf Runoff Volume=:11,122 cf Average Runoff Depth =1.01" 64.14% Pervious = 84,629 sf 35 86% Impervious = 47,258-sf 470 Shoemaker Lane �7Q30fi - POST Type III 24-hr 2-YearRainfall=3.00" Printed 71191201`7 Prepared by R Levesque Associates Pane 6 H droCADO 10.00 s/n 02175 G0 2013 H droCAD Software Solutions LLG Summary for Subcatchrrtent PS-1: Subcat PS-1 Runoff = 0.47 cfs @ 12.11 hrs, Volume= 1,862 cf, Depth= 0-58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Areas CN Description 19585 39 >75% Grass cover, Good, HSG A 9,430 98 Paved parking, HSG A 9,008 98 Roofs, HSG A 176 30 Woods, Good, HSG A. 38,199 67 Weighted Average 19,761 51.73% Pervious Area 18438 48.27% Impervious Area Tc Length Slope Velocity Capacity Description mini feet ftlft ftlsec cfs Direct Entry, 6.0 Sut at-hm(-nt FPS-1: ;ubcat PS-1 Runo� l uuc ,, .. ' 1 1 1 1 1 1 1 1 1 1 1 470 Shoemaker Lane 170306 POST Type IN 24-hr 2-Year Rainfall=3. 00" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC _ _ _ _ Page 7 Summary for Subcatchment PS-2: Subcat PS-2 Runoff = 0.01 cfs @ 12.40 hrs, Volume= 71 cf, Depth= 0.17 Runoff by SCS TR-20 method, 'UH=SCS, Weighted-CN, Time Span= 0 00-48.00 hrs, dt= 0.05 hrs Type ill 24-hr 2-Year Rainfall=3.00 Areas CN Description 3,703 39 >75% Grass cover, Good, HSG A 1,275 98 Paved' parking, HSGA 4,978 54 Weighted Average 3,703 74.39% Pervious Area 1,275 25.61 % Impervious Area Tc Length Slope VelocityCapacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PS-2 Subcat PS-2 Hydragraph Time (hours) RunofF 470 Shoemaker Lane 170306 - POST Type Il1,24-hr 2- Year Rainfall=3. 00" Prepared by R Levesque Associates Printed 7/19/2017' HydroCAD®'10.00 s/n 02175 O 2013 HydroCAD Software Solutions LLC _ Page $ ' Summary for Subcatchment PS-3: Subcat PS-3 Runoff 2.79 cfs @ 12.09 hrs, Volume= 8,837 cf, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05_hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 2,471 39 >75% Grass cover, Good, HSG A 10,858 61 >75% Grass cover, Good, HSG B 6,577 74 >75% Grass cover, Good, HSG C 8,370 96 Gravel surface, HSG B 9,649 96 Gravel surface, HSG C 2,673 98 Paved parking, HSG A 6,721 98 Paved parking, HSG -C 2,246 98 Roofs, HSG A 11,112 98 Roofs, HSG C 4,711 98 Water Surface, HSG S 6,966 55 Woods, Good, HSG B 1 955 70 Woods, Good, HSG'C 73,309 83 Weighted Average 45,846 62.54% Pervious Area 27,462 37.46% Impervious Area Te Length Slope Velocity Capacity Description 6.0 . Direct Entry, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 470-Shoemaker Lane 170306 POST Type Ill 24-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Printed 7119/2017 H droCADM 10.00 s/n 02175 0 2013 H droCAD Software Solutions LLC Page 9 Subcatchment PS-3: Subcat PS-3 Hydrograph Time (hours): Runaif 1 470 Shoemaker Lane I 170306 - POST Type /H 24-hr 2-Year Rainfall=3. 00" Prepared by R Levesque Associates Printed 7/19/2017 HvdroCADO 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Page.10 ■ Summary for Subcatchment PS-4: Subcat PS4 Runoff 0.01 cfs @ 12.40 hrs, Volume= 142 cf, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area lsfl CN Description 4,448 39 >75% Grass cover, Good, HSG A 3,689 74 >75%fl Grass cover, Good, HSG C 83 98 Paved parking, HSG A 930 30 Woods, Good, HSG A 791 70 Woods, Good, HSG C 9,940 54 Weighted Average 9,857 99.17% Pervious Area 83 0.83% Impervious Area Tc Length Slope Velocity Capacity Description min feet' ft/ft) (ftlsec) (cfS) 6.0 Direct Entry, SubcaEtchenant PS-4: Subcat PS-4 � Runoff Time (hours) 470 Shoemaker Lane 170306 - POST Type 11124-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s/n 02175 02013 HydroCAD Software Solutions L_LC Page'1_1 Summary► for Subcatchment PS-5: Subcat PS-5 . Runoff 0.05 cfs @ 12.12 hrs, Volume= 209 ef, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05,hrs 1 Type III 24-hr 2-Year Rainfall=3 00" Areas CN Description 1,905 61 >75% Grass cover, Good, HSG B 2,069 74 >75% Grass cover, Good, HSG C 1,389 55 Woods, Good, HSG B 5,362 64 Weighted Average 5,362 100.00% Pervious Area F Tc Length Slope Velocity Capacity Description min.'(feet)__ft/ft ft/sec cfs 6.0 Direct Entry, Subcatchment PS-5: Subcat PS-5 Time (hours) � Runoff 470 Shoemaker Lane 170306 POST Type 11124-hr 2-Year Rainfall=3. 00 " Prepared by R Levesque Associates Printed 7/19/2017 H droCAD®10.00 s1n 02175 02013 H droCAD Software Solutions LLC Page 12 Summary for Pond IP Ex. Rear Basin Inflow Area = 73,309 sf, 37.46% Impervious, Inflow Depth = 1.45" for 2=Year event Inflow = 2.79 cfs @ 12.09 hrs, Volume= 8,837 of Outflow _ 0.41 cfs @ 12.67 hrs, Volume= 5,834 cf, Atten= 85%, Lag= 34.4 min Primary - 0.41 cfs @ 12.67 hrs, Volume= 5834 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0`cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 186.20' @ 12.67 hrs Surf.Area= 5,334 sf Storage= 4,323ef Plug -Flow detention time= 261.1 min calculated for 5,834 cf (66% of inflow) Center -of -Mass det. time= 156.8 min (992.8` - 836,0) Volume Invert Avail.Storage Storage Description #1 185.00, 7,883 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation SurfArea Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 185.00 2,706 2110 0 0 2,706 185.50 3,319 238.0` 1,504 1,504 3,677 186.00 4,165 366.0 1,867 3,371 9,831 186.50 7,338 911.0 2,839 6,209 65,215 186.60 8,267 1,011.0 780 6,939 80,511 186.70 9629 1,101.0 894 7,883 95,637 Device Routing Invert Outlet Devices - #1 Primary 185.90' 12.0" Round Culvert L= 41.5' RCP, groove end projecting, Ke= 0.200 [nlet 1 Outlet Invert= 185.90' 1185.35' S= 0.0133 7 Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Secondary 186.30' 15.0' long x 20 0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 rimary Outflow Max=0.41 cfs @ 12.67 hrs HW=186.20' (Free Discharge) 1=Culvert (Barrel Controls 0.41 cfs @ 3.10 fps) Secondary Outflow Max=0.00 cfs @ 0.00 hrs IOW=185.00' (Free Discharge) L2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) 470 Shoemaker Lane 170306 W POST Type 11124-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD D 10.00 sln 02175 0 2013 HydroCAD Software Solutions_LLCPage 13 Pond 1 P: Ex. Rear Basin Hydrogra ph Inflow ® outflow ® Primary Secondary Time (hours) 170306 - POST Prepared by R Levesque Associates HvdroCADO 10.00 s/n 02176 © 2013 HydroCAD Software 470 Shoemaker Lane Type /1124-hr 2-Year Rainfall=3.00" Printed 7/19/2017 Page 14 Summary for Pond 2P: Ex. Front Basin Inflow Area = 38,199 sf, 48.27% Impervious, Inflow Depth = 0.58" for 2-Year event Inflow = 0.47 cfs @ 12.11 hrs, Volume= 1,862 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten.= 100%, Lag= 0.0 min Primary _ 0.00 efs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev 186.30' @ 24.40 hrs Surf.Area= 2,366 sf Storage= 1,862 of Plug -Flow detentiontime= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 184.50' 4,843 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. lnc.Store Cum.Store Wet.Area 184.50 80 45.0 0 0 80 185.00 552 93.0 140 140 608 185.50 1,027 124.0 389 529 1,146 186.00 1,842 178.0 707 1,236 2,446 187.00 3,856 278.0 2,788 4,024 6,082 187.20 4,341 296.0 819 4,843 6,906 Device Invert Outlet Devices _Flouting #1 Primary 184.20' 12.0" Round Culvert L= 67.0' RCP, groove end projecting, Ke= 0.200 Inlet I Outlet Invert= 184.20' / 183.65' S= 0.0082 7 Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, flow Area= 0.79 sf #2 Device 1 186.30' 6.0" Vert. OL-ifice/Grate C= 0.600 #3 Primary 187.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0600 Limited to weir flow at low heads A.rirnary OutFlow Max=0.00 cfs@ 0.00 hrs HW=184.50` (Free Discharge) Culvert (Passes 0.00 cfs of 0.39 cfs potential flow)1 2=OrificelGrate ( Controls 0.00 cfs) 3=OrificefGrate ( Controls 000 cfs) u 11 470 Shoemaker Lane ■ 170306 - POST Type 1!l 24-hr 2- Year `Ralnfa11=3.00" Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 s1n 02175 0 2013 H droCAD Software Solutions LLC Page 15 Pond 2P: Ex. Front Basin Hydragraph 18 inflow ® Primary Time (hours) 470 Shoemaker Lane 170306 POST Type III 24-hr 2-Year Rainfall=3.00" Prepared by Levesque Associates Printed 7/19/2017 H droCADC 10.00 sin 02175 © 2013 H droCAD Software Solutions LLC Page 16 Summary for Link DP-1: Ex. Drainage Inflow Area 38,199 sf, 4827% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary _ 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Men= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-1: Ex. Dvainage Hyd rog raph s Jnflow ED Primary Time (hours) 470 Shoemaker Lane 170306 POST Type 11124-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Printed 7/19/2017 H droCAD@ 10.00 s/n 02175 P 2013 H droCAD Software Solutions !! LC Pac ie'17 Summary for Link DP-2: Shoemaker Inflow Area 4,978 sf, 25.61% Impervious, Inflow Depth = 0.17 for 2-Year event Inflow 0.01 cfs @ 12.40 hrs, Volume= 71 cf Primary 0.01 cfs @ 12.40 hrs, Volume= 71 cf, Atten= 0%, Lag= 0`0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-2: Shoemaker Hydrog'raph FM- El Primary Time (hours) 470 Shoemaker Lane 170306 - POST Type 11124-hr 2-Year Rainfall=3. 00 " Prepared by R Levesque Associates Printed 7/19/2017 H droCAD®10.00 s/n 02175 02013 H droCAD Software Solutions LLC Page 18 Summary for Link DP-3: Mite to South Inflow Area = 78671 sf, 34.91% Impervious, Inflow Depth > 0.92" for 2-Year event Inflow = 0.42 cfs @ 12.66 hrs, Volume= 6,044 cf Primary = 0.42 cfs @ 12.66 hrs, Volume= 6,044 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-4800 hrs, dt= 005 hrs Link DP-3: Qffsite to South Hydrograph InRow 0 Primary Time (hours)' 470 Shoemaker Lane 170306 - POST Type 11124-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s/n 02175 0 2013 HydroCAD Software Solutions LLC Page 19 Summary for Link DP-4: Offisite to North Inflow Area 9,940 sf, 0.83% Impervious, Inflow Depth = 0.17" for 2-Year event Inflow 0.01 cfs @ 12.40 hrs, Volume= 142 of Primary 0.01 cfs @ 12.40 hrs, Volume= 142 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48 00 hrs, dt= 0.05 hrs Link DP-4: Offsite to North Fs-1 ® Primary 170306 - POST Prepares! by R Levesque Assooiai HvdroCADO 10.00 sin 02175 0 2013 l 470 Shoemaker Lane Type III 24-hr 10-Year Rainfall=4.60" Printed 7/19/2017 utions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans methodPond routing by Stor-Ind method Subcatchment PS-1: Subcat PS-1 Runoff Area=38,199 sf 48 27%Impervious Runoff Depth=1.53 Tc=6.0 min CN=67 Runoff=1.47 cfs 4,871 cf Subcatchment PS-2: Subcat PS-2 Runoff Area=4,978 sf 25 61 % Impervious Runoff Depth=0.73" Tc=6,0 min CN=54 Runoff=0.07 cfs 305 cf Subcatchment PS-3: Subcat PS-3 Runoff Area=73,309 sf 37.46% Impervious Runoff Depth=281 Tc=6.0 min CN=83 Runoff=5.43 cfs 17,195 cf SubcatchmentPS-4: Subcat PS-4 Runoff Area=9,940 sf 0i83%o Impervious Runoff Depth=0.73" Tc=6.0 min CN=54 Runoff=0.14 cfs 609 cf Subcatchment PS-5: Subcat PS-5 Runoff Area=5,362 sf 0.00% Impervious- Runoff Depth=1.33 Tc=6.O min CN=64 Runoff=0.17 cfs 593 cf Pond P: Ex. Rear Basin Peak Flev=1'86.45' Storage=5,858 of Inflow=5.43 cfs 17,195 of Primary=1.23 cfs 11,382 of Secondary=2.36 cfs 2,809 of Outflow=3.59 cfs 14,191 of Pond?P: Ex. Front Basin Peak Elev=186.53' Storage=2452 of Inflow=1.47 cfs 4,871 of Outflow=0.14 cfs 2,989cf Link DE -1: Ex. Drainage Link DP-2:' Shoernal:er Link DP-3: 'Dffsite to South Link DP-4: Mite to North Inflow=0.14 cfs 2,989 of Primary=0.14 cfs 2,989 of Inflow=0.07 cfs 305'of Primary=0.07 cfs 305;of Inflow=3 71 cfs 14,784'of Primary=3.71 cfs 14,784 of Inflow=0.14 cfs 609 of Primary=0.14 cfs 609'of Total Runoff Area = 131,787 sf Runoff Volurne = 23,572 of Average Runoff Depth = 216" 6414% Pervious = 84,529 sf 35.86%o impervious = 47,258 sf 11 470 Shoemaker Lane 170306 - POST Type Ill 24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 s/n 02175 0 2013 H droCAD Software Solutions LLG Page 21 Summary for Subcatchment.PS-1: Subcat PS-1 Runoff - 1.47 cfs @ 12.10"hrs, Volume= 4,871 cf, ❑epth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type HI 24-hr 10-Year Rainfall`4.60" Area (sf) CN Description 19,585 39 >75%>Grass cover, Good, HSG A 9,430 98 Paved parking, HSG A 9,008 98 Roofs, HSG A 176 30 Woods, Good, HSG A 38,199 67 Weighted Average 19,761 51.73%Pervious Area 18,438 48.27% Impervious_ Area Tc Length Slope Velocity Capacity Description (rain) (feet) (ft/ft) (ftlsec) (cfs) 6.0 Direct Entry, - Sw5catchment PS-1: Subcat PS-1 Time (hours) 1 1.1 ®Runoff F 470 Shoemaker Large 17G306 - POST Type ll! 24-hr 10-Year Rainfa/1 4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sfn 02175 Q 2013 HydroCAD Software Solutions;LLC Page 22 Summary for Subcatchrnent PS-2: Subcat PS-2 _ 0.07 12.12 hrs, Volume= 305 cf, Depth- 0.73" Runoff. cfs @ Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sD CN Description 3,703 _ 39 >75% Grass cover, Good, HSG A 1,275 98 Paved parking, HSG A 4,978 54 Weighted Average 3,703 74.39% Pervious Area 1,275 25.61 % Impervious Area Tc Length Slope Velocity Capacity Description min feef ft/ft ft/sec cfs 6.0 Direct Entry, Subcatchment PS-2: Subcat PS-2 Hydrograph F7 Runoff Time (hours) � I 470 Shoemaker Lane ■ 170306 - POST Type Ill 24-hr 10-Year Rainfall=4. 60 Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s/n 02175 © 2013 HydroCAD Software_ Solutions LLC _ Page 23 Summary for Subcatchment PS-3: Subcat PS-3 Runoff 5.43 cfs @ 12.09 hrs, Volume= 17,195 cf, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0048 00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 2,471 39 >75% Grass cover, Good, HSG A 10,858 61 >75% Grass cover, Good, HSG B 6,577 74 >75% Grass cover, Good, HSG C 8,370 96 Gravel surface, HSG B 9,649 96 Gravel surface, HSG C 2,673 98 Paved parking, HSG A 6,721 98 Paved parking, HSG C 2,246 98 Roofs, HSG A 11,112 98 Roofs, HSG C 4,711 98 Water Surface, HSG B 6,966 55 Woods, Good, HSG B 955 70 Woods, Good, HSG C 73,309 83 Weighted Average 45,846 62.54% Pervious Area 27,462 37.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 470 Shoemaker Lane 170306 - POST Type 11124-hr 10-Year Rainfall=4. 60" Prepared by R Levesque Associates Printed 711912017 HydroCAD(D 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLCPage 24 Subcatchment PS-3: Subcat PS- ® Runoff Time (hours) 470 Shoemaker Lane ■ 170306 POST Type III 24-hr 10-Year Rainfall=4. 60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 0 2013 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchrnent PS-4: Subcat PS4 Runoff - 0.14 cfs @ 12.12 hrs, Volume= 609 cf, Depth= 0 73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 ,hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf CN Description _ 4,448 39 >75% Grass cover, Good, HSG A 3,689 74 >75% Grass cover, Good, HSG C 83 98 Paved parking, HSG A 930 30 Woods, Good, HSG A 791 70 Woods, Good, HSG C 9,940 54 Weighted Average 9,857 99.17% Pervious Area 83 0.83% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet) (ftlft) (ft/sec) (cfs) - - - -- 6.0 Direct Entry, Subcatchrment PS4: Subcat PS4 n 3 0 1 Time (hours) � Runoff 470 Shoemaker Lane 170306 - POST Type III 24-hr 90-Year Rainfalf=4.60" Prepared by R Levesque Associates Printed 7/1912017 HydroCAD010 00 s/n 02175 02013 HydroCAD Software, Solutions LLC Page 26 Summary for Subcatchment PS-5: Subcat PS-5 Runoff - 0.17 cfs @ 12.10 h'rs, Volume= 593 cf, Depth= 1.33 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48 00 hrs dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60 Area (sf) CN Description 1,905 61 >75% Grass cover, Good, HSG B 2,069 74 >75% Grass cover, Good, HSG C 1,389 55 Woods, Good, HSG B 5,362 64 Weighted Average 5362 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ft/sec (cfs) 6.0 direct Entry,, Subcatchment PS-5: Subcat PS-5 � Runofr Time (hours) 470 Shoemaker Lane 170306 - POST Type 111 24-hr 10-Year Rainfall=4.66" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®10.00 s/n 02175 t7 2013 HydroCAD Software Solutions LLC Page 27 Summary for Pond 1 P: Ex. Rear Basin Inflow Area = 73,309 sf, 37.46% Impervious, Inflow Depth = 2.81" for 10-Year event Inflow = 5.43 cfs @ 12.09 hrs, Volume= 17,195 cf Outflow - 3.59 cfs @, 12,20 hrs, Volume= 14,191 cf, Atten= 34%, Lag= 6.4 min Primary = 1.23 cfs @ 12.20 hrs, Volume= 11,382 cf Secondary = 2.36 cfs @ 12.20 hrs, Volume= 2809 cf Routing by Stor-End method, Time Span` 0A0-48.00 hrs, dt= 0.05 hrs Peak Elev= 186.45' @ 12.20 hrs Surf.Area= 6,987 sf Storage= 5,858 cf Plug -Flow detention time= 156.4 min calculated for 14,176 cf (82% of inflow)' Center -of -Mass det. time= 87.0 min ( 903.9 - 816.9 ) Volume Invert Avail.Storage Storage Description #1 185.00, 7,883 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc:Store Cum.Store Wet.Area feet` s -ft feet cubic -feet cubic -feet s -ft 185.00 2,706 211.0 0 0 2,706 185.50 3,319 238.0 1,504 1,504 3,677 186.00 4,165 366.0 1867 3,371 9,831 186.50 7,338 911.0 2,839 6,209 65,215 186.60 8,267 1,011.0 780 6,989 80,511 186.70 9,629 1,101.0 894 7,883 95,637 Device Routing Invert Outlet Devices #1 Primary 185.90' 12.0" Round Culvert L= 41.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 185.90' 1185.35' S= 0 0133 'I' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2; Secondary 186,30' 15.0' long x 20.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63` Primary OutFlow Max=1.23 cfs @ 12.20 hrs HW=186.45' (Free Discharge) 't-1=Culvert (Barrel Controls 1.23 cfs @ 4.01 fps) Secondary OutFlow Max=2.35 cfs @ 12.20 hrs HW=186.45' (Free Discharge) 12=13road-Crested Rectangular Weir (Weir Controls 2.35 cfs @ 1.04 fps) 470 Shoemaker Large 170306 - POST Type II124-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates - Printed 7/19/2017 HydroCADO 10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC Page 28 Pond 1 P: Ex. Rear Basin Hydrograph u 3 0 LL Time(hours) a ary L E 470 Shoemaker Lane 170306 - POST Type U124-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 sIn 02175 © 2013 H droCAD Software Solutions LLC- Page 29 Summary for Pond 2P Ex. Front Basin Inflow Area - 38,199 sf, 48.27% Impervious, Inflow Depth = 1 53" for 10-Yearevent Inflow 1.47 cfs @ 12.10 hrs, Volume= 4,871 cf Outflow 0.14 efs @ 13.64 hrs, Volume 2,989 cf, Atten= 90%, Lag 92.4 min Primary 0.14 efs @ 13.64 hrs, Volume 2,989 cf` Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 186.53' @ 13.64 hrs Surf.Area= 2,811 sf Storage 2,452 cf Plug -Flow detention time= 302.4 min calculated for 2,989 cf (61 % of inflow) Center -of -Mass det. time= 184.4 min ( 1,044.9 - 860.5 ) Volume Invert Avail.Stora a Storage Description #1 184.50' 4,843 cf Custom Stage Data (Irregular) Listed 'below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic feet) (cubic -feet) (sq-ft) 184.50 80 45.0 0 0 80 185.00 552 93.0 140 140 608 185.50 1,027 124.0 389 529 1,146 186.00 1,842 178.0 707 1,236 2,446 187.00 3,856 278.0 2,788 ` 4,024 6,082 187.20 4,341 296.0 819 4,843 6,906 Device Routinq Invert Outlet Devices #1 Primary 184.20' 12.0" Round Culvert L= 67.0' RCP, groove end projecting, Ke = 0.200 Inlet / Outlet Invert= 184.20' 183.65' S= 0.0082 `f Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 186.30' 6.0" Vert. Or ificelGrate C= 0.600 #3 Primary 187.00' 48.0" x 48.0" Horiz. OrificelGrate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.14 cfs ,@ 13.64 hrs HW=186.53' (Free Discharge) =Culvert (Passes 0.14 cfs of 5.25 cfs potential flow) Culvert (Passes (Orifice Controls 0.14 cfs @ 1.62 fps) 3=Orifi ce/G rate ( Controls 0.00 cfs) 1 470 Shoemaker Lane 170306 - POST Type/1/ 24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Printed 7119/2017 H droCAD010.00 sln 02175 02013 H droCAD Software Solutions LLC Page 30 Pond 2P: Ex. Front Basin Hydrograph 10 Inflow 113 Primary 470 Shoemaker Lane 17030E POST Type 111 24-hr 10-Year kainfa11=4.60" Prepared by R Levesque Associates Printed 7/19/2017 Fi droCAD(D 10.00 sin 02175 © 2013 H droCAD Software Solutions LLC Page 31 Summary for Link DP-1 Ex. Drainage Inflow Area = 38,199 sf, 48.27% Impervious, Inflow Depth > 0.94 for 10-Year event Inflow 0.14 cfs @ 13.64 hrs, Volume= 2,989 cf Primary 0.14 cfs @ 13.64 hrs, Volume= 2,989 cf, Atten= 0%, 'Lag= 0.0 min Primary outflow = Inflow, Time Span= 000-48.00 hrs, dt= 0.05 hrs Link DP-1 Ex. drainage Hydrograph u 3 0 LL Time (hours) FE—tn—Vo—w-1 ® Primary 470 Shoemaker Lame 170306 - POST Type 11124-hr 10-Year Rainfall=4. 60" Prepared by R Levesque Associates Printed 7/19/2017 H droCADV 10.00 sln 02175 © 2013 H droCAD Software Solutions LLC Page 32 Summary for Link DP-2: Shoemaker Inflow Area = 4,978 sf, 25.61`%a Impervious, Inflow Depth = 0.73" for 10-Year event Inflow 0.07 cfs @12.12 hrs, Volume= 305 cf Primary 0.07 cfs @ 12.12 hrs, Volume= 305 cf, Atten= 0%; Lag= 0.0 min Primary outflow =Inflow, Time Span= 0 00-48.00 hrs, dt= 0.05 hrs Link DP 2: Shoemaker Hydrograph H U O LL _. Time (hours) 1niSow [i Primary 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 470 Shoemaker Lane 170306 - POST Type 1/124-hr 10-Year Rainfa11=4.60" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s/n 02175 0 2013 HydroCAD Software Solutions LLC _ Page 33 Summary for Link DP-3: OfFsite to South Inflow Area 78,671 sf, 34.91 % Impervious, Inflow Depth > 2.26" for 10-Year event Inflow 3.71 ofs @ 12.20 hrs, Volume= 14,784 cf Primary 3.71 cfs @ 12.20 hrs, Volume= 14,784 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-4800 hrs, dt= 0.05 hrs Link DP-3: Offsite to South Hydrograph yU i 1 nflow El Primary 470 Shoemaker Lane 170306 - POST Type 11124-hr 10-Year Rainfall=4. 60" Prepared by R Levesque Associates Printed '7119/2017 HydroCADO 10.00 s/n 02175 0 2013 HydroCAD Software Solutions LLC Page 34 Summary for Link DP-4: Offsite to berth Inflow Area = 9,940 sf, 0,83% Impervious, Inflow Depth = 0.73" ` for 10-Yearevent Inflow 0.14 cfs @ 12.12 hrs, Volume=" 609 cf Primary 0.14 cfs @12.12 hrs, Volume= 609 cf, Atten= 0%, Lag= 0.0 mien Primary outflow = Inflow, Time Span= 0 00-48.00 hrs, dt= 0`.05 hrs Link DP-4: Mite to North Hydrocgraph ® Inflow Primary 470 Shoemaker Lane ■ 170306 - POST Type 1124-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 s/n 02175 © 2013 HydroCAD;Software _Solutions LLC_ _ Page 35 Time span=0.00-48.00 hrs„dt=0.05 hrs, 961 points Runoff by SOS TR-20 method,-UH=SCS, Weighted-CN IReach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method Subcatchment PS-1: Subcat PS-1 Runoff Area=38,199 sf 48.27% Impervious Runoff'Depth=2.91 Tc=6.0 min CN=67 Runoff=2.92 cfs 9,273 cf Subcatchment PS-2: Subcat PS-2 Runoff Area=4,978 sf 25.61 % Impervious Runoff ;Depth=1.73 Tc=6.0 min CN=54 .Runoff=0.21 cfs 717 cf Subcatchment PS-3': Subcat PS-3 Runoff Area=73,309 sf 37.46% Impervious Runoff Depth=4.56" Tc=6.0 min CN=83 Runoff=8 66.cfs 27,843 cf Subcatchment PS-4: Subcat PS-4 Runoff Area=9,940 sf 0.83% Impervious Runoff Depth=1.73" Tc=6.0"min CN=54 Runoff=0 41 cfs 1,431 of SubcatchmentPS-5: Subcat PS-5 Runoff Area=5,362 sf 0.00% Impervious Runoff Depth=2.63" Tc=6.0 min CN=64 Runoff=0'.37 cfs 1,174,cf' Pond 1P,: Ex. Rear Basin Peak E lev=186.57' Storage=6,759 cf Inflow=8.66 cfs 27,843 cf` Primary=1.71 cfs 16,554 cf Secondary=5;71 cfs 8,285 of Outflow=7.42-cfs 24,839 cf Pond 2P: Ex. Front Basin Peak Elev=186.96' Storage=3;887 of Inflow=2;92 cfs 9,273 cf Outflow=0.61 cfs 7,391 cf Link DP-1:;Ex. Drainage Inflow=061 cfs 7,391 cf Primary=061 cfs 7,391 cf Link DP-2: Shoemaker Inflow=0.21 cfs 717 cf Primary=0.21 cfs 717 cf Link DP-3: Offsite to South Inflow=7.73 cfs 26,012 cf Primary=7.73 cfs 26,012.cf Link DP-4: Cffsiteto Forth Inflow=041 cfs 1,431 cf Primary=0 41 efs 1,431 cf' Total Runoff Area = 131,787 sf Runoff Volume = 40,438 cf Average Runoff Depth = 3.68" 64.14% Pervious = 84,529 sf 35.86% Impervious = 47,258 sf LM E 470 Shoemaker Lane 170306 POST Type ill 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 711912017 HydroCAD@ 10.00 s/n 02175 © 2013 HydroCAD Software Solutions_LLC _Page 36 i Summary for Subcatchment PS-1: Subcat PS-1 Runoff 2.92 cfs @ 12.10 hrs, Volume = 9,273 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 000-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 19,585 39 >75% Grass cover, Good, HSG A 9,430 98 Paved parking, HSG A 9,008 98 Roofs, HSG A 176 30 Woods, Good, HSG A 38,199 67 Weighted Average 19,761 51.73% Pervious Area 18,438: 48.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (fusee) (cfs) 6.0 Direct Entry, 1 Runoff 170306 - POST Prepared by R LeVE ■ HvdroCADO 10.00 s/n 470 Shoemaker Lane Type I1124-hr 100-Year Rainfa/1=6.50" ue Associates Printed 7/19/2017 175 0 2013 HvdroCAD Software Solutions LLCPaae 37 Summary for Subcatchment PS 2: Subcat PS-2 ® Runoff = 0.21 cfs @ 12.10 hrs, Volume= 717 cf, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III'24-hr 100-Year Rainfal1=6.50" Area (sf) CN Description 3,703 39 >75% Grass cover, Good, HSG A 1 1,275 98 Paved parking, HSG A 4,978 54 Weighted Average 3,703 74.39% Pervious Area 1,275 25.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PS-2 Subcat PS-2 Hydrograpn Runoff I� 470 Shoemaker Lane 170306 - POST Type 11124-hr 100-Year Rainfall= 6.50" Prepared by R Levesque Associates Printed 7119/2017 HydroCAD®10.00 sln 02175 0 2013 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment PS-3: Subcat PS-3 Runoff 8.66 cfs @ 12.09 hrs, Volume 27,843 cf, Depth= 456" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span- 0.00-48 00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50 Area fsfl CN Description 2,471 39 >75% Grass cover, Good, HSG A 10,858 61 >75% Grass cover, 'Good, HSG B 6,577 74 >75% Grass cover, Good, HSG C 8,370 96 Gravel surface, HSG B 9,649 96 Gravel surface, HSG C 2,673 98 Paved parking, HSG A 6,721 98 Paved parking, HSG C 2,246 98 Roofs, HSG A 11,112 98 Roofs, HSG C 4,711 98 Water Surface, HSG B 6,966 55 Woods, Good, HSG B 955 70 Woods, Good, HSG C 73,309 83 Weighted Average 45,846 62.54% Pervious Area 27,462 37.46% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, u u 470'Shoemaker Lane 170306 - POST Type III 24-hr 900-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADC 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Pace 39 Subcatchrnent PS-3: Subcat PS- Hydrograph � Runoff Time (hours) 1 470 Shoemaker Lane 170306 POST Type 11124-hr 100-Year Rarnfa11=6.50" Prepared by R Levesque Associates printed 7/19/2017 H ydroCAD®"10.00 s/n 02175 02013 HydroCAD=Softtinrare Solutions LLC_ page 40 Summary for Subcatchment PS4: Subcat PS4 Runoff _ 0.41 cfs @ 12.10 hrs, Volume= 1,431 cf, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 000-4800 hrs, dt= 0.05;hrs Type III 24-hr 100-Year Rainfall=6.50" Area'fsfl CN Description 4,448 39 >75% Grass cover, Good, HSG A 3689 74 >75% Grass cover, Good, HSG C 83 98 Paved parking, HSG A 930 30 Woods, Good, HSG A 791 70 Woods, Good, HSG C 9,940 54 Weighted Average 9,857 99.17% Pervious Area 83 0.83% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ftft/sec cfs 6.0Dircct Entry, Su'3catchment PS-4: Subcat PS-4 � Runoff Time (hours) 11 11 11 470 Shoemaker Lane ■ 170306 POST Type // 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 H droCADO 10.00 s/n 02175 © 2013 H droCAD Software Solutions LLC" Page 41 Summary for Subcatchment PS-5: Subcat PS-5 ■ Runoff = 0.37 cfs @ 12.10 hrs, Volume 1,174 cf, Depth= 263" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48 00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Descrirtion 1,905 61 >75% Grass cover, Good, HSG B 2,069 74 >75% Grass cover, Good, HSG C. 1,389 55 Woods, `Good, HSG B 5,362 64 Weighted Average 5,362 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, Subcatchment PS-5 Subcat PS-5 Hydrograph � Runoff Time (hours) 470 Shoemaker Lane 170306 - POST Type 11124-hr 100- Year ,Rainfall=6.50" OS YA Prepared by R Levesque Associates Printed 7/19/2017 HydroCADV 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Page 42 Summary for Pond 1 P: Ex. Rear Basin Inflow Area = 73,309 sf, 37.46%p Impervious, Inflow Depth = 4.56" for 100-Year event Inflow = 8,66 cfs @ 12.09 hrs, Volume= 27,843 cf Outflow _ 7.42 cfs @ 12.14 hrs, Volume= 24,839 cf, Atten= 14%, Lag=3.2 min Primary - 1.71 cfs @ 12.14 hrs, Volume= 16,554 cf Secondary = 5.71 efs @ 12.14 hrs, Volume= 8,285 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, ;dt= 0.05 hrs Peak Elev= 186.57' @ 12.14 hrs SurfArea= 7,998 sf Storage= 6,759 cf Plug -Flow detention time= 114.6'min calculated for24,813 cf (89% of inflow) Center -of -Mass det. time= 64.8 min ( 868.0 - 803.2') Volume Invert Avail.Stora e Storage Description #1 185.00, 7,833 cf Custom Stage data (irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (fe=3t) (scl-ft) feet} (cubic -feet), (cubic feet) sq-ft 185.00 2,706 211.0 0 0 2706 185_50' 3,319 238.0 1,504 1,504 3,677 18600 4,165 366.0 1,867 3,371 9,831 18650 7,338 911.0 2,839 6209 65,215 186.60 8,267 1,011.0 780 6,989 80,511 186.70 9,629 1,101.0 894 7883 95,637 Device Rotating Invert Outlet Devices #1 Primary 185.90' 12.0" Round Culvert L= 41.5' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 185.90' 1185.35' S = 0.0133 '1' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Secondary 186.30' 150' Icing x 20.0' breadth Broad -Crested Rectangular Weir Head (feet)' 0.20 0.40 0.60 0.30 1.00 1.20 1.40 1.60' Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OuTlow Max=1.70 cfs @ 12.14 hrs HW=186.57' (Free Discharge) 't--1=Culvert (Barrel Controls 1.70 cfs @ 4.30 fps) Secondary OuTlow Max=5.64 cfs @ 12.14 hrs HW=186.57' (Free Discharge) 't-2=Broad-Crested Rectangular Weir (Weir Controls 5.64 cfs @ 1.40' fps) 1 470 Shoemaker Lane 170306 - POST Type H/ 24-hr 100-Year Rainfa11=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HVdroCAD®10.00 s/n 02175 0 2013 HydroCAD Software Solutions LLC Page 43 Pond IP: Ex. Rear Basin Hydrograph M ry Time (hours) 470 Shoemaker Lane 170306 - POST Type 11124-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HvdroCAD®"10.00 s/n 02175 OO 2013 HydroCAD Software Solutions LLC Page 44 Summary for Pond 2P: Ex. Front Basin Inflow Area = 38,199 sf, 48.27% Impervious, Inflow Depth = 2.91" for 100-Year event Inflow = 2.92 cfs @ 12.10 hrs, Volume= 9,273 cf' Outflow = 0.61 cfs @ 12.55 hrs, Volume= 7,391 cf, Atten= 79%, Lag= 27.4 min Primary = 0.61 cfs @ 12.55 hrs, Volume= 7,391 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 186.96` @ 12.55 hrs Surf.Area= 3,771 sf Storage= 3,887 cf Plug -Flow detention time= 184.7 min calculated for 7,391 cf (80% of inflow) Center -of -Mass det.:time= 104.6 min ( 945.8 - 841.2) Volume invert Ayail.Storage Storage Description #1 184.50' 4,843 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft (feet) cubic -feet cubic -feet s -ft 184.50 80 45.0 0 0 80 185.00 552 93.0 140 140 608 185.50 1,027 124.0 339 529 1,146 186.00 1,842 178.0 707 1,236 2,446 187.00 3856 278.0 2,788 4,024 6,082 187,20 4,341 296.0 819 4,843 6,906 Device Routing Invert Outlet Devices__ _ #1 Primary 184.20' 12.0" Round Culvert L= 67.0' RCP, groove end projecting, Ke= 0.200 Inlet/ Outlet Invert= 184.20' / 183.65' S= 0.0082 '/' Cc= 0900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 186.30' 6.0"Vert. Orifice/Grate C= 0.600' #3 Primary 187.00' 48.0" x 48.0" Horiz. OrifiicelGrate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.61 cfs @ 12.55 hrs HW=186.96' (Free Discharge) Culvert (Passes 0.61 cfs of 5.83 cfs potential flow) 2=Orifice1Grate (Orifice Controls 0.61 cfs @ 3.10 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 470 Shoemaker Lane ■ 170306 - POST Type III24-hr 100- Year Rainfall=6.g0" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADC 10.00 sln 02175 O 2013 HydroCAD Software Solutions LLC Page 45 Pond 2P: Ex. Front Basin Inflow in Primary Time (hours) 470 Shoemaker Lane 170306 - POST Type l!! 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 0 2013 HydroCAD Software Solutions LLC Page 46 Summary for Link DP-1: Ex. Drainage Inflow Area 38,199 sf, 48.27% Impervious, Inflow Depth > 2.32" for 100-Year event Inflow 0.61 efs @ 12.55 hrs, Volume 7,391 cf Primary = 0.61 cfs @ 12.55 hrs, Volume 7,391 ef, Men= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-1 Ex. Drainage Fmfin—flo-.—k 1.11 Primary Time (hours) 1 1 1 1 1 1 1 1 1 1 1 1 1 470 Shoemaker Lane 170306 -POST Type 11124-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD@ 10.00 sln 02175 02013 HydroCAD Software Solutions LLC Page 47 Summary for Link DP-2: Shoemaker Inflow Area 4,978 sf, 25.61%o Impervious, Inflow Depth = 1.73" for 100-Year event Inflow 0.21 cfs @ 12.10 hrs, Volume= 717 cf Primary 0.21 cfs @ 12.10 hrs, Volume= 717 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 000-48.00 hrs, dt= 0.05 hrs Link DP-2: Shoemaker Hydrograph w w 0 LL Time (hours) Illy inflouw Primary 470 Shoemaker Lane 170306 - POST Type ,11124-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Printed 7/19/2017 HydroCAD®`10.00 sln 02175 02013 HydroCAD Software Solutions LLC _ Page 48 Summary for Link DP-3: Ofisite to South Inflow Area = 78,671 sf, 34.91% Impervious, Inflow Depth = 3.97" for 100-Year event Inflow 7.73 cfs @ 12.14 hrs, Volume 26,012 cf Primary 7.73 cfs @ 12.14 hrs, Volume= 26,012 cf, Atten 0% Lag 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 005 hrs Lints DP-3: OfFsite to South Inflow E3 Primary Time (hours) 470 Shoemaker Lane ■ 170306 - POST Type lil 24-hr 100-Year Rainfall=6.50 Prepared by R Levesque Associates Printed 7/19/2017 HydroCADO 10.00 sln 02175 0 2013 HydroCAD Software Solutions LLC Page 49 Summary for Link DP4: Offsite to Forth iInflow Area = 9,940;sf, 0.83% Impervious, Inflow Depth = 1.73" for 100-Year event Inflow 0.41 cfs @ 12.10 hrs, Volume 1,431 of Primary 0.41 cfs @ 12.10:hrs, Volume 1,431 cf, Atten= 0%, L.ag='0.0 min Primary outflow= Inflow, Time Span= 0.00-48 00 hrs, dt= 0.05 hrs Link DP-4: Offsite to North Eydrograph FM-1 Primary a Proposed Site Improvements Stormwater Drainage Report 470 5hoEmaker lane Agawam, Massachusetts Appendix D. MassDEP Calculations R Levesque Associates, Inc. Proposed Site ImprovEmrints 5tormwater 0rainage Report 470 Shoemaker Lane Agawam, Massachusetts Standard 3: RecharQr Calculations Impervious Area Calculations Existing Total Impervious Area Sub -Catchment Roof (sf) ES-1 ES-2 ES-3 ES-4 ES-5 4882 4126 13358 22366 Other Impervious Sum (sf f sf# 11 13. 4895 6317 10443 2166 15524 83 83 8579" 3 9945 Proposed Total Impervious Area Other Sub -Catchment Roof (sf) Impervious Sum -(sf) sf 18438 Tributary to Front Basin PS-1 9008 9430 PS-2 - 1275 1275 PS-3 13358 9394 22752 Tributary to Rear Basin 83 83 PS-5 - 0 42548 22366 20182 Summnry Tnble Total EAsting Impervious Area 30945 SF Total Proposed Impervious Area 42548 SF Total New Impervious Area 11603 SF Pal Impervious Area Tributary to Basins 41190 SF Proposed Site improvements MassOER Stormuiater Standards Calculations 470 Shoemaker Lane AgaLuam, Massachusetts Standard 3:.RcchardE Calculations Required _Recharge Volume Sizing (&) Rv (required) = F x Impervious Area where: Rv = Required Recharge Volume (cu. ft.) F = Target Depth Factor 0.60 inch (A -soils) 0.35 inch (B-soils) 0.25 inch (C-soils) 0.10 inch (D-soils) Impervious Area by Hydrologic Soil Type Impervious Area (A -soils) 5,069 sq. ft 43.7% Impervious Area (B-soils) 0 sq. ft. 0.0% Impervious Area (C-soils) 6,533 sq. ft. 56.3% Impervious Area D-soils) 0 sq. ft 0.0% Total Impervious area 11,602 sq. t 100.0% R,, (required) = [Fsc91 Typs x Impervious Areasoil Type] x 1 ft./12 in. R„ (required) = 390 cu. f1`. Car)tvre.A'rea Adiustment Toial New Impervious Area* = 11,603 sq. ft. Total Imperv. To Recharge Facilities = 41,190 sq. ft. Percent Imperv. To Recharge Facilities" = 100% Calculated for new impervious area over existing conditions "Impervious Area tributary to recharge facilities must be greater than 65% Adjustment Factor = 1.00 Adjusted Rv (required) = 390 cu. ft. Proposed Site improvements Stormwater-drainage Report 470 Shoemaker Lane Agawam, Massachusetts Standard 4: Water Qualitu Water Quality Volume Front Basin VWQ (required) = ( DwQ / 12 inches/foot ) ( Amp x 43,560 square feet/acre ) where: VWQ = req'd water quality volume (cu. ft.) Dwq = water quality depth* (inches) = 0.5 inches Aimp = total impervious area (acres)" = 0.423 acres VWQ (required) = 768 cu. ft. Compare required water quality volume VWQ) to required recharge volume FV) Infilatraion BMP must be sized to treat or hold the larger of the two volumes RV (required) = 390 cu. ft. See Standard 3: Recharge Volume VWQ (required) = 768 cu. ft. Use 768 cu. ft. Target Volume Storaple°Volume Provided Recharge Facility Volume Provided Front Basin 1,866 cu. ft.*** 1,866 :cu. ft. > 768 cu. ft. *Water quality depth shall equal 1-inch for discharges within a Zone ll or Interim Wellhead Protection Area, to or near another critical area, runoff from a LUHPPL, or exfiltrationto soils with infiltration rate greater than 2.4 inches/hour; l-inch for discharges, near or tootherareas "All impervious area tributary to the surface infiltration basin including roof area not required to be treated. -*Volume represents the available storage in basin below elevation 186.30 Depth of water in basin = 1.3 feet 1 Proposed Site Improvements Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts Standard 4: Water Quality Water Quality Volume - Rear Basin VWQ (required) _ ( DwQ / 12 inches/foot j ( Amp x 43,560 square feet/acre ) where: VWQ '= req'd water quality volume (cu;. ft.) DWQ = water quality depth* (inches) = 0.5 inches Aimp = total impervious area (acres)** = 0.522 acres VWQ (required) = 94`8 cu ft. Compare required water quality volume VWQ) to required recharge volume gv) Infilatraion BMP must be sized to treat or hold the larger of the two volumes Ry (required) = 390 cu. ft. See Standard 3: Recharge Volume VWQ (required) = 94`8 cu. ft. Use 948 cu. ft. Target Volume StoraOe Volume Provided Recharge Facility Volume Provided Rear Basin 2,963 cu. ft.*** 2,963 cu. ft. > 948 cu. ft. *Water quality depth shall equal 1-inch for discharges within a Zone II or Interim Wellhead Protection Area, to or near another critical area, runoff from a LUHPPL,:or eAltration to soils with infiltration rate greater than 2.4 inches/hour; %-inch for discharges near or to other areas "All impervious area tributary to the surface' infiltration basin including roof area not required to be treated. 'Volume represents the available storage in basin below elevation 185.90 Depth of water in basin = 0.9 feet Proposed Site ImprovEmrmts MassDEP Stormwater Standards Calculations 470 Shoemaker Cane Agawam, Massachusetts TSS Removal Form - Front Basin BMP TSS Removal Starting TSS Amount Remaining Rate rLoad Removed Load Vegetated Filter E Strip Q;10 1.00 0.10 0.90 w IX Surface Infiltration Basin 0.80 0.90 0.72 0.18 w �o 0 H Total TSS Removal = 82%' Proposed Site Improvements NlassDEP Stormwater Standards Calcuiations 470 ShoEmaker Lane Agawam, Massachusetts TSS removal Form - Rear Basin BMP TSS Removal Starting TSS Amount Remaining Rate ' Load Removed Load � o Vegetated Filter 0 1.00 010 090 E Strip W it Surface Infiltration 0.80 0.90 0.72 0.18 Basin E— 0 Total TSS Removal = 82% 1 1 1 i 1 1 1 i 1 1 1 1 1 1 1 1 Proposed Site Improvements MassDEP Stormwater Standards Calculations 470 Sharmaker Lane Agawam, Massachusetts Drawdown Analysis Rv TDRAWDOWN = KA where: TDRAWDOWN = time in hours RV = required recharge volume(cu. ft.) K Rawls rate 2.41 inches/hour (A -soils)* 0.52 inches/hour (B-soils)* 0.27 inches/hour (C-soils)* A = bottom area of recharge facility(sa. ft.) *Most conservative Rawls rate values for given soil type used for analysis purposes Front Basin TDRAWDOWN Rear Basin TDRAWDOWN = Rv = 390 cu. ft. A.= 552 sq. ft. 3.5 hours c 72 hours (A -soils)** RV = 390 cu. ft. A ;= 2,706 sq. ft. 33 hours < 72 hours (B-soils)** ** Rawls Rate based on NRCS soils mapping. I 170306 - POST Type III 24-hr 100-Year Rainfalh6.50" Prepared by R Levesque Associates Printed 7/19/2017 Hy_droCADC 10.00 sln 02175 O 2013 HydroCAD Software Solutions-LLC Stage -Area -Storage for Pond 2P; Ex. Basin#2 Elevation Surface Storage (feet) (sq-ft) {cubic -feet) 184.50 80 0 184.55 108 5 184.60 141 11 184.65 177 19 184.70 218 29 184.75 263 41 184.80 312 55 184.85 366 72 18490 424 92 184.95 486 114 185.00 552 140 185.05 593 169 ' 185.10 635 200 185.15' 679 233 185.20 724 268 18525 771 305 185.30 819 345. 185.35 869 387 185.40 920 432 185.45 973 479 185.50 1,027 529` 185,55 1,098 582 185.60 1,171 639 185.65 1,247 699 185.70 1,325 764 185.75 1,405 832 185.80 1,488 904 185.85 1,573 981 185.90 1,660' 1,061 185.95 1,750 1,147 186.00 1,842 1,236 186.05 1,925 1,331 186.0 2,010 1,429 186,15 2,097 1,532 186.20 2,186' 1,639 186.30 2,369 1,866 186.40 2,559 2,113 186.45 2,657 2,243 186.50 2,757 2,379 186.55 2859 2,519 186.60 2,962 2,664 186.65 3,067' 2,815 186.70 3,175 2,971 186.75 3,284 3,133 186.80 3394 3,300 186.85 3,507 3,472 186.90 3,621 3,650 186.95 3,738 3,834 187.00 3,856 4,024 187.05 3,975 4,220 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 187.10 4,095 4,422 187.15' 4,217 4629 187.20 4,341 4,843 Elevation of outlet for Front Basin. 0 n 170306 - POST Type III 24-hr 100- Year ,Rainfa11=6.50" Prepared by R Levesque Associates Printed 7/19/2017 H droCAD8 10.00 s/n 02175 02013 H droCAD Software Solutions LLC Stage -Area -Storage for Pond IP::Ex. Basin #1 Elevation Surface Storage feettj (sq-ft) cubic -feet) 185.00 2,706 0 185.02 2,729 54 185.04 2,753 109 185.06 2,776 164 18508 2,800 220 18510 2,824 276 185.12 2,847 333 185.14 2,871 390 185.16 2,895 448 185.18 2,919 506 185.20 2,944 565 185.22 2,968 624 185.24 2,992 684 185.26 3,01,7 744 18528 3,042 804 185.30 3,066 865 185.32 3,091 927 185.34 3,116 989' 185.36 3,141 1,051 185.38 3,166 1,115 185.40- 3,191 1,178 185.42 3,217 1,242 185.44 3,242 1,307 18546 3,268 1,372 185.48 3,293 1,438 185.50 3,319 1,504 185.52 3,351 1,570 185.54 3,383 1,638 18556 3,415 1,706 185.58 3,448 1,774 185.60 3,481 1,844 18562 3,513 1,914 185.64 3,546 1,984 185.66 3,579 2,055 185.68 3,613 2,127 185.70 3,646 2,200 185.72 3,679 2,273 185.74 3,713 2,347 185.76 3,747 2,422 185.78 3,781 2,497 185.80 3,815 2,573 185.82 3,849 2650 18584 3,884 2,727 185.86 3,918 2,805 185.92 4,023 3,U43 185.94 4,058 3,124 185.96 4,094 3,205 186.98 4,129 3,288 186.00 4,165 3,371 186.02 4,275 3,455 Elevation Surface Storage (feet) _ _ sq-ft)_ (cut3c-feet) 186,04 4,386 3,542 186.06 4,499 3,630 186.08", 4,613 3,722 186,10 4,728 3,815 186.12 4,845 3,911 186.14 4,963 4,009 186.16 5,083 4,109 186.18 5,204 4,212 186.20 5,327 4,317 186.22 5,451 4425 186.24 5,577 4,536 186.26 5,704 4648 186.28 5,832 4,764 186.30 5,962 4,882" 186.32 6,093 5,002 186.34 6,226, 5,125 186.36 6,360 5,251 186.38 6,495 5,380 186.40 6,632 5511 186.42 6,770 5,645 186.44 6,910 5,782 186.46 7,051 5,921 186.48 7,194 6,064 186.50 7,338 6,209 186.52 7519 6,358 186.54 7,703 6,510 186.56 7,889 6,666 186.58 8,077 6,826 186.60' 8,267 6,989 186.62 8,531 7,157 186.64 8,799 7,330 186.66 9,072 7,509 186.68 9,348 7,693 186.70 9,629 7,883' 186.72 9,629 7,883 186.74 9,629 7,883 186.76 9,629 7,883 186..78 "9,629 7,883 186.80 9,629 7,883 186.82 9,629 7,883 186.84` 9,629 7883 186.86 9,629 7,883 186.88 9,629 7883 186.90 9,629 7,883" Outlet elevation of Rear Basin. 1 1 t 1 1 1 1 1 1 A t 1 1 1 1 1 Proposed Site ImprovEmEnts StormwatEr Drainage Report 470 Shoemaker lane Agawam, Massachusetts Appendix E: Construction Period Erosion Control Plan R UvEsquc Associates, Inc. Proposed Site Improvements 470 Shoemaker Lane Agawam, Massachusetts AppliCc nt/Ot.[ ncr .- LTM Realty LLC 470 Shoemaker Lane Agawam, MA RLA Project File: 170506 July 19, 2017 Proposed Site Improvements Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts The project shall implement a construction period erosion control plan. The following provides descriptions and guidelines to ensure that the areas surrounding the project site will be protected from excessive sedimentation and runoff during construction. 1.1 Construction Period 'Pollution Prevention And Erosion Control Measures 1.1.1 Preconstruction Notifications And Meetings Prior to the start of construction, the contractor shall call together a pre -construction meeting including a representative from the Town, the design engineer, contractor, and any pertinent persons that should be in attendance. These requirements shall be the responsibility of the Contractor to arrange, attend, and document. 1.1.2 Sediment Barrier And Work Limit Before installation of the sediment barriers, the location shall be staked in the field for review and approval by the owner or their representative. To facilitate sediment barrier installation, woody vegetation may then be removed and any required trench may be cut by machine, provided all other ground cover is left intact. No excavation, grading, filling, or removal of vegetative ground cover shall begin until sediment barriers have been installed as shown on the plans and have been inspected by the owner or their representative. 1.1.3 Silt Fence The bottom of the fence shall betrenchedinto the ground a minimum of 6" and back -filled with compacted soil. Where trenching is not feasible, silt fence skirt shall be covered with compacted soil or crushed stone. The top of the fabric shall be stretched as tightly ;as is practical, with intermediate stakes added to correct excessive sags. Stakes shall be driven at least 12" into the ground. Splices between sections shall be made by rolling end stakes together one complete turn and driving into the ground together. 1.14 Straw Bales Straw bales may be used as temporary and moveable control measures, temporary check dams, or as reinforcement for silt fence in areas of concentrated runoff or high fills. Bales shall be tightly butted and staked 12 into the ground. Where used without silt fence in front, the bales shall be trenched` 4" into the ground, back -filled with compacted soil, and the spaces between bales shall be chinked with loose hay. 1.1.5 Filter Sock (Filtrexx Or Equivalent) In areas of expected sheet flow, filter sock may be placed directly on the ground without trenching or stakes. In areas of expected concentrated flow, mulch or crushed stone shall be placed along the up -slope face to control and filter underfloor. Additional layers of Filter Sock may be required for adequate freeboard. The filter sock shall be staked at 10 feet on -center or in cases where they cannot be staked, utilize heavy concrete blocks to hold in place. R Levesque Associates, Inc. Page l Proposed SKE Improvements 5tormuiater Drainage Report 470 Shoemaker Lane Agawam, Massachuse ts- 1.1.6 Temporary Sedimentation Basins Temporary sediment basins may be excavations- or bermed stormwater detention structures (depending on grading) that will retain runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge. These temporary basins will be located based on construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment basins will be stabilized to minimize erosion. If the temporary basin is to be located within an area of future infiltration as part of the stormwater management system, the excavation for the temporary sedimentation basin shall be limited to one foot above final grade of the infiltration structure. 1.1.7 Stocking Additional Materials A stock of additional erosion control materials shall be available on the site for emergency repairs and temporary measures. Stock shall be replenished when decreased to 50% of the numbers below. Stock shall include: Straw Bales — 10 (kept dry) with 20 oak stakes Or Silt Fence - 30 Linear feet. Or Filter Sock — 4 — 8 foot sections (kept dry) Washed Stone — One (1) cubic yard, 314" to 2" diameter 1.1.8 Trench Protection Open trenches shall be protectedfromaccumulation of surface water or groundwater that could result in erosion of the trench and discharge of sediment. Where feasible, spoil shall be stockpiled on the up -slope side of the trench to prevent entrance of surface runoff. Backfill shall be crowned to allow for settlement and to avoid concentration of runoff on top of the trench. 1.1.9 Site Stabilization — Temporary Where a portion of the site will not be subject to construction activity for over 14 days, measures shall be taken to provide temporary stabilization of that inactive portion of the site, within 14 days of the cessation of construction activity. Stabilization measures may include seeding for temporary cover, mulching, or other measures to protect exposed soil from erosion and prevent sediment movement. 1.1.10 Site Stabilization — Permanent Within 14 days of completion of looming and finish grading on any portion of the site, that area shall be seeded or planted for permanent cover (season permitting) in accordance with USDA NRCS guidelines or equivalent. R'Levesque Associates, Inc: Page 2 i?raposed Site lmprovEments StormwatEr Drainage Report 470 Shoemaker lane Agawam, Massachusetts 1.1.11 Roadway Sweeping The entrance to the site and affected portions of the access drive: or paved project areas shall be swept as needed to control sediment runoff into storm drains or waterways and to control blowing dust. 1.2 Short -Term Erosion Control Maintenance The following provides snort -term erosion control maintenance; guidelines and requirements. 1. The contractor or subcontractor will be responsible for implementing each control shown on the sedimentationand erosion control plan. 2. All erosion and sediment control devices shall be properly maintained during all phases of construction until the completion of all construction activities and all disturbed areas have been stabilized. Additional control measures will be installed during construction in order to control erosion and/or off -site sedimentation if deemed necessary by on -site inspection. ® 3. Effective erosion control measures shall be initiated prior to the commencement of clearing, grading, excavation, or other operations that will disturb the natural protection. 4. All sediment and erosion control devices shall be inspected at least once every seven `'(7) calendar days and after any storm event greater than 0.5 inches of precipitation during any 24-hour period, and the inspection shall be documented in writing. Damaged or ineffective devices shall be repaired or replaced, as necessary. 5. The contractor shall take all reasonable precautions to avoid excess erosion of the site due to the construction of this project. b. Silt shall be removed from behind barriers if greater than 6-inches deep or as needed. Sediment that is collected in structures shall be disposed of properly and covered if stored on -site 7. Damaged or deteriorated 'items will be repaired immediately after identification. S. All ditches shall be stabilized as soon as is practicable to minimize, erosion. 9. The contractor shall maintain all erosion control devices in a good, working state of repair. Upon complete stabilization of any tributary areas, the erosion control devices shall be removed and disposed of so as to cause no off -site siltation. 10. Inspect and maintain construction entrance stone such that sediment does not track onto the street;. Any sediment tracked onto the street shall be swept daily. 11. After catch basins have been constructed, the contractor shall protect the inlets by constructing inlet protection as shown on the plans. 12`. Once the site has been paved, all catch basin inlets shall receive a silt sack type protection. 13. Erosion control measures shall remain in place until all disturbed earth has been substantially stabilized. After removal of structures, disturbed areas shall be regraded and stabilized as necessary. R Levesque Asso q ciatEs, Inc. Page 3 Proposed Site Improvements 5tormwatEr Drainage Report 470 Shoemaker lane Agawam, Massachusetts Appendix F: Long -Term Operation and Maintenance Plan R Levesque Associates, Inc. 11 L.ong-Term flperation & Maintenancc- Plan Proposed Site Improvements 470 Shoemaker Lane Agawam, Massachusetts Applicant/Owner: LTM Rea{iy LLC 470 Shoemaker Lane Agawam, MA RLA Project File: 170505 JuIg 19, 2017 Proposed Site Improvements Stormwater Drainage Report 470 ShoEmaker Lane Agawam, Massachusetts 1. Long Term Stormulater Maintenance Program; This Long -Term Operation and Maintenance Plan (O&M) identifies inspection and maintenance requirements for the proposed stormwater management system. The O&M references guidelines set forth by the 5tormwater Management Handbookdeveloped by the Massachusetts Department of Environmental Protection. Owner*: LTM Realty !_LC 470 Shoemaker Lane Agawam, MA Responsible Party*: LTM Realty LLC 470 Shoemaker Lane Agawam, MA *The party listed shall be responsible for implementation andretard keeping of the requirements listed in this operation and maintenance plan. Upon sale of property or any other transition of ownership, the responsible party shall be reinstated as the new owner or any other group created as determined by the owner. R Levesque Associates, Inc. Page I Proposed Site IMPrOVEMEnts 5tormwater Drainagr= Report 470 Shoemaker Lane Agawam, Massachusetts 2. Inspection and Maintenance Program: Regular inspection and routine maintenance are necessary to ensure that the stormwater management system continues to control and treat runoff. The following lists the inspection schedule and maintenance procedures for the proposed stormwater Best Management Practices: VVz Mow the * Inspect the level spreader for sediment Vegetated e Every six months gross on a buildup and the vegetation for signs of Filter Strip for first year; regular erosion, bare spots, and overall health; with Stone * Twice per year schedule with other 0 Regularly mow the gross, Diaphragm thereafter landscape * Remove sediment from the toe of slope or items level spreader and reseed bare spots a Inspect downspout connections at grade Once per and remove any blockages Roof Leaders Once per year year * Open and inspect cleanout locations and remove any blockages 0 Check for signs of differential settlement, cracking, e . rosion, leakage in the Surface embankments, tree growth, sediment Infiltration Twice per year Twice Per accumulation, and health of the turf; Basin year # Mow side slopes and basin bottom and remove clippings; * Remove accumulated trash and debris. See the attached Long -Term Operation & Maintenance Inspection Checklist for record keeping purposes. R Levesque Associates, Inc. Page 2 Proposed -Sits Improvements Stormwater Drainage Report 470 5hoemakEr Lane Agawam, Massachusetts 3. Additional Long: Term Operation and Maintenance Items ■ The following is a list of additional operation and maintenance items to be implemented by the owner to maintain the features proposed in this project. A. Proper storage, use, and disposal of hazardous chemicals, including automobilefluids, pesticides, paints, solvents, etc. shall be required. Information should be provided on chemicals of concern, proper use, and disposal options. Recycling programs for used motor oil, antifreeze, and other products should be developed, promoted and distributed to the homeowners. B. Vehicle Washing. This management °measure involves educating the owner on the water quality impacts of the outdoor washing of vehicles and how-to avoid allowing polluted runoff to enter the storm drain system. Outdoor vehicle washing has the potential to result in high loads of nutrients, metals, and hydrocarbons which is conveyed by the detergent -rich water into storm drains'. 1 C. Recycling, spill prevention and response plans, and proper material storage and disposal shall be implemented. It will be the responsibility of each owner to contain and legally remove any materials' that are spilled onsite. The use of dry floor cleaners and absorbent materials and limiting the use of water to clean driveways is encouraged. Care should be taken to avoid accidental disposal of hazardous materials. D. Provisions for storing trash and waste products shall be implemented. The waste materials shall be collected by the owner and all materials shall be properly disposed of. E. Requirements for routine inspections and maintenance of stormwater best management practices. Routine inspections shall be performed to ensure the correct functioning of stormwater best management practices. See the specific maintenance criteria for detail regarding inspections and maintenance frequency. F. Requirements for Storage and Use of Fertilizers, Herbicides, and Pesticides. Fertilizers, pesticides, herbicides, lawn care chemicals, or other leachable materials shall be used in accordance with the Lawn Care Regulations of the Massachusetts Pesticide Board, 33 CMR 10.03 (30,31), as amended, with manufacturer's label instructions and all other necessary precautions to minimize adverse impacts on surface and groundwater. The storage of any such materials shall be within structure designed to prevent the generation an escape of contaminated runoff or leachate. G. Provisions for prevention of illicit discharges to the stormwater management system shall be implemented. Any illicit discharges to the stormwater management system shall be prohibited. It will betheowner's responsibility to ensure compliance with the legal disposal of all materials and containment/cleanup of any illicit discharges. H. Training for staff or personnel involved with implementation of the Long -Term Pollution Prevention Plan shall be required. The owner will be responsible for the implementation of the measures set forth in the Long -Term Pollution Prevention Plan. Documentation that personnel and owners involved with the implementation of the long -Term Pollution Prevention Plan have been trained toconduct such tasks shall be documented. 1 R-Levesque Associates, Inc. PagE:3 ProposEd SitE Improvements Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts 4. Winter and Snow Conditions The following is a list of additional operation and maintenance items to be implemented by the owner during winter and snow conditions. A. Snowfall shall be stored on the grassed areas surrounding the paved areas, excluding any areas within the buffer zone to wetland areas or areas utilized for stormwater management practices. As needed, any snow that cannot be stored on site shall be trucked off site and disposed of properly. B. Winter road salt and/or sand use and storage restrictions shall be implemented based on any restrictions issued for the project. Sodium chloride for ice control shall be used at the minimum salt to sand ratio which is consistent with the Massachusetts Department of Environmental Protections guidelines. Sodium chloride, calcium chloride, chemically treated abrasives or other chemicals used for the removal of ice and snow on roads/drives shall not be stored on site. S. Public Safety Fe attires The proposed site design utilizes the following features which have been incorporated to ensure the safety of the public: A. Control and collection of stormwater runoff through positive drainage and curbing directing it towards the infiltration structures; B. Reduction of peak discharge rates from the site in the post -development condition as compared to the pre -developed conditions; C. Development and implementation of an Operations & Maintenance Plan to ensure the stormwater management system continues to function as designed. 11 11 R Levesque Associates, Inc. Page 4 Proposed Site Improvements _ Stormwater Drainage REport 470 Shoemakcr lane Agawam, Massachusetts G. Estimated Cost of Maintenance The following budget was prepared as an estimate of inspection and maintenance costs for the stormwater management system. The budget is an estimate only as the costs may vary depending on the level of sediment accumulation and frequency of maintenance tasks required. ��.1}7 ' +3•Y1 \71J�Lx�t�of}1 . Occurrences - 'i' Cosh StYUcturas ...� e , . -� -- , m Vegetated Filter Strip with Stone 2/year $50 2 $200 Diaphragm Surface Infiltration Basin 2/year $75 2 $300 Total Estimated Annual Cost of Inspections $500 dumber of TVZamt�enance Numbar' m ....... .,_..., .,.�m..... ..... ::::::.:::: :::.:.... _..:.,.....,..; .. ranee `R Vegetated Filter Strip with Stone 2/year $100 2 $400 Diaphragm Surface Infiltration Basin 2/year $500 2 $2000 Total Estimated Annual Cost of Maintenance $2,400 RLEvesque Associates, Inc. Page 5 CD m 0 C 0 12 CD m c: m03 m z 'O CD 6 m m ' n o u o E m = o v m m o 0 o m o m H a > 0 C a s m o u 0-0 a m a D a m �+ c 0 E p c C fa cu V O E m a� Y e m a -uo O m .. f w: m v E c C 0 N C m m _ m. N m O: O :a a •�CL w -. m .... E E o .— a m } - "� o m m E O E OD N..9 o O 1] O. ti > Cie> W O � m tp 3 N 0 _ ro-0-- o 0ED ID m -0 y m a CEtj m Q o o m Cco m m y re m c c .j c m N 4 C CO m ❑ U -�-. O m V.. y �� E o o O a cc c ` 'p: w 6 .N O 0 0 O 0' 'm m' � i Z o � C: 00 o' 0 3i w a F- ❑ ❑ 0 a i C m C a m Q p G: - m •� N m _� m . Proposed Site Improvements StormmaterOrainage Report 470 Shoemaker Lane Agawam, Massachusetts Appendix G: Illicit Discharge Compliance Statement R Levesque Associates, Inc. Proposed Site ImprovcmEnts Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts Illicit Discharge Compliance Statement The owners of the land/responsible_ party will be responsible for prohibiting illicit discharges to the stormwater management system during construction and during its life of operation. The stormwater management system is comprised of the components for conveying, treating, and infiltrating stormwater runoff on -site, including stormwater best management practices and any pipes intended to transport stormwater to the groundwater, a surface water, or municipal separate storm sewer system. An illicit discharge shall constitute any connection or discharge to the stormwater management system including, but not limited to, wastewater discharges, discharge of stormwater contaminated by contact with process wastes, raw materials, toxic pollutants, hazardous substances, oil, or grease. Responsible Party*: LTM Realty LLC 470 Shoemaker Lane Agawam, MA M *The party listed shall be responsible for implementation and record keeping of the requirements listed in this operation and maintenance plan. Upon sale of property or any other transition of ownership, the responsible party shall be reinstated as the new owner or any other group created as determined by the owner. Signature of Responsible party Representative Date R Levesque Associates, Inc. Proposed Site ImprovEmEnts Stormwater Drainage Report 470 Shoemaker Lane Agawam, Massachusetts Appendix H DPW Inspection Schedule R Levesque Associates, Inc. 1 . I r :7 D: ;:ear mT�.= ii=`m e Q L cil m J2 G] C ow c m Q 0-0 m 0 2 _ p Q o m r a L Q as m 0 •F E.. ^' ui. ra }i 0fu 0 T+ �: Ou. Q CL m 3c a y. -.. w v c ca "- 0 IV cL g 0)N ED •�. Q •� '4 -043 a' = m 0 arm c n Ism w 0 u t: u -t N. v d Q: 4) Q o a o a _ w I 2�A Site Plan Notes: 0. Zlt 1. Survey remarks were taken from original plans prepared by Durkee, White, Town, and Chapdelaine, Civil Engineers, �, f 2. Existing parking provided: 11 cars. Proposed parking: 39 car spaces at 1 Ox2O plus 2 HP constructed to meet the town and state requirements including HP parking signs. Any overflow parking shall be handled on the existing gravel areas beside and behind the building. A Stop sign and stop bar will be placed at the existing entrance drive in accordance with the town's standards and requirements. All new parking and drive areas shall be paved. Traffic at this new business is estimated to be from 10 to 50 cars daily. i> 3. The new paved handicap ramp will be constructed in accordance with the vat - N ADA/AAB standards including setting the ramp incline at 1:12 with HP handrails V both sides. \ 4. The building shown on these plans is existing. No new buildings or additions are I being proposed. 5. Land Area: 3.026 acres. Building Area: 22,300 sf. 1 6. A standard metal bike rack shall be placed as shown on this Site Plan. Topography and Drainne Notes L 1. This topographic plan was produced from a field survey done this month by LTM, LLC 4A 0. Robinson Engineering and a partial topographic plan produced by the Agawam 470 Shoemaker Lane, Agawam, Massachusetts 0 Engineering Department in 2001. i # f r rj — "' �' "` "� %A If 2. No change in the existing topography is planned at this time. 3. All roof water drainage to the left side of the building is presently collected with r�. r - .� ys downspout piping that exits into the existing rear detention pond which will be 4 # f f , r.-- © cleaned up and seeded and all exposed piping shall be inspected and repaired or replaced as needed and as soon as the weather permits.. t !8' l . i Cal 4. Temporary silt fencing shall be installed in both the existing front and back ... . ... ...... .... . .... ...... detention areas in accordance with the town requirements. and before any earth work is started. .. . .. ... ... ..... Tl* V-j I i V N \ 01 A 00 .... . .... .... t Sl- t U1 veto .4 164, 04 t X 4 i I I T i 4A' I (A ik. N 61010 6104 t 601 i dW -2 AW iw w. X 1 X or 00 Af ?X " 4 9 kv E� u ... ....... t P\ A V A' its RE'El" "ED t 14� FEB 1 6 2017 A G AA I PLANNING BOARD Cell: 413 335-6414 site ]Ilan Site Plan Date: Martino Dibenedetto Feb. 10, 2017 Agawam, Massachusetts Scale: ill I 20' Robinson En vinippriln Engineers & Planners 43 Bridle Path 520 Old Springfield Road Dr. By: Amherst, MA 01002 Sunapee, NH 03782 DSR 413 253- 7622 603 763-2534 FSheet: H f 0 UVA Site Plans AS PREPARED FOR LTM REalty LLC • Agawam, MA I DRA WING INDEX SHEET NO. SHEET NAME' ISSUE DA TE REVISION DATE T-1 TITLE SHEET 7119117 C-1 NOTES, SYMBOL & LINE LEGEND AND ABBREVIATIONS 7119117 C-2 CONSTRUCTION NOTES 7119117 C-3 LAYOUT & MATERIALS PLAN 7119117 813117 C-4 GRADING, DRAINAGE, EROSION: AND SEDIMENTATION CONTROL PLAN 7119117 C-5 SITE LANDSCAPING PLAN 813117 8123117 D-1 DETAILS 7119117 813117 D-2 DETAILS 7119117 tm P�J,01 Ap F! ANN I NG St UJ (r = r UuU ) Sic 0y1- 717117) ly 19,2017 levisEd: 8/3/17 BY V AS 0 IATE Z A LAND PLANNING SERVICES COMPANY 40 School Street WestfiEld, MA . 01085 ph 41 .568.0985 • fax 413.568.0986 www.rlaland.com RLA Proied Number: 170506 AGAWAM PLANNING BOARD r. w M SYMBOL & LINE LEGEND O IRON PIPE FOUND • IRON PIPE TO BE SET 0 CONCRETE BOUND FOUND ■ CONCRETE BOUND TO BE SET COMPUTED POINT V EXISTING SIGN Mw O EXISTING MONITORING WELL EXISTING LIGHT POLE UTILITY POLE GUY ANCHOR EXISTING ELECTRIC MANHOLE O EXISTING TELEPHONE MANHOLE EXISTING WELL 0 LO ATI N C wV pd EXISTING WATER VALVE ' EXISTING WATER SHUT-OFF EXISTING HYDRANT N PROPOSED WATER VALVE PROPOSED HYDRANT V EXISTING GASVALVE Os EXISTING SANITARY SEWER MANHOLE ❑ EXISTING CATCH BASIN EXISTINGDRAIN MANHOLE ®■ ® PROPOSED CATCH BASIN • PROPOSED MANHOLE SOIL BORING LOCATION: TEST PIT LOCATION C ON P-1 Q' PERC TEST LOCATION WF--1 WETLAND FLAG LOCATION R-1 r M. H A. . W. FLAG LOCA77ON EXISTING STONE WALL TREE LINE X 2oz .4 EXISTING SPOT GRADE - - - - - 219 - - - - - EXISTING CONTOUR • 94.7 PROPOSED SPOT GRADE PROPOSED CONTOUR 2r4 EDGE OF WETLAND -O o FENCE LINE GUARDRAIL OHW OHW EXISTING OVERHEAD WIRES ULL UEL _ EXISTING UNDERGROUND ELECTRIC TEL TEL EXISTING TELEPHONE LINE GAS GAS EXISTING GAS LINE WAT WAT EXISTING WATER LINE -- - D EXISTING STORM DRAIN SD ss ss EXISTING SANITARY SEWER LOW LOW LIMIT OF WORK LINE DOUBLE EROSION CONTROL BARRIER ABBREVIATIONS A.F.F. - ABOVE FINISHED FLOOR A.F.S. - ABOVF_ FINISHED SLAB APPROX. - APPROXIMATE A T. F. - ABOVE TOP OF FOUNDATION OUNDATION BLDG. BUILDING BLK. - BLOCK BOT. - BOTTOM B. 0. W. - BOTTOM OF WALL BRG. - BEARING CB. - CATCH BASIN CL - CENTERLINE C.I. - CAST IRON CLR - GLEAR CONC. - CONCRETE CONT. - CONTINUOUS CONTR. - CONTRACTOR` DBL. - DOUBLE DET. - DETAIL D.I. - DUCTILE IRON I - D A. DIAMETER DIM. - DIMENSION DT'L. - DETAIL DWG. - DRAWING CA. - CACII ELEC. - ELECTRIC ELEV. - ELEVATlON EXIST. - EXISTING EXT. - EXTERIOR FIN. - FINISH FLR. - FLOOR FOUND. - FOUNDATION FT. - FOOT OR FEET IN T S L. - INSTALLED LT. - LIGHT MAX. - MAXIMUM M. A.H.W. - MEAN ANNUAL NIGH WATER MH. - MANHOLE MIN. - MINIMUM MISC. - MISCELLANEOUS N.T.S. - NOT TO SCALE O.A. - OVERALL 0. C. - ON CENTER P.S.I. _ POUNDS PER SQUARE INCH REINF. - REINFORCING R. H. - RIGHT HAND SHT - SHEET SPEC. - SPECIAL OR SPECIFICATIONS SQ. - SQUARE ST. - sTEEL SETA. - T S AT10N T.O.F. - TOP OF FOUNDATION T.O. W. - TOP OF WALL T.S. - TOP OF STEEL TYP. - TYPICAL W/ WITH WTR. = WATER` W.W. M. - WELDED WIRE MESH EROSION & SEDIMENT CONTROL NOTES MANAGEMENT STRATEGIES 1. CONSTRUCTION TRAFFIC SHALL BE LIMITED 0 NT THE CONSTRUCTION ENTRANCE. 2. CONSTRUCTION SEQUENCE SHALL BE PHASED TO AVOID LEAVING LARGE AREAS EXPOSED FOR LONG PERIODS OF TIME. 3. TEMPORARY O Y SEED AND MULCH SHAL L BE APPLIED IMMEDIATELY FO LLOWING OLLOWING ROUGH GRADING. 4. SEDIMENTATION CONTRO L MEASURES SHALL BE INSPECTED CONTINUOUSLY,ESPECIALLY FOLLOWING STORM EVENTS TO LOCATE C E FAILING CONTROL MEASURES: AND 'CONDUCT ROUTINE MAINTENANCE OPERATIONS. 5. THE CONSTRUCTION SUPERINTE NDENT SHALL INFORM ALL ON -SITE WORKERS OF THE SEDIMENTATION CONTROL PROGRAM. VEGETATIVE CONTROL PRACTICES 1. TO PSOIL STOCKPILING. TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE DISTURBED AND STOCKPILED KPI C LED FOR LATER USE. STOCKPIL E LOCATION SHALL BE APPROVED BY THE OWNER AND ENGINEER LANDSCAPE ARCHITECT CHI. ECT AND BE WITHIN LIMIT OF WORK. 2. TEMPORARY SEEDING: THE TEMPORARY SEDIMENT BASIN, TOPSOIL STOCKPILE AND ROUGH GRADED AREAS SHALL BE SEEDED WITH WINTER RYE AT A RATE OF 30 LBS. PER ACRE. ANY SOILS THAT ARE LEFT EXPOSED AND UNDISTURBED FOR MORE THAN 30 DAYS SHALL BE TEMPORARILY SEEDED. A. SITE PFZEPARATION COMPLETE ALL ROUGH GRADING ACTIVITIES REMOVE AL L ROCKS AND ,DEBRIS. LARGER: THAN 3 IN DIAMETER FROM AREAS TO BE TEMPORARILY SEEDED. --EVENLY APPLY` LIME TO ACHIEVE A PH VALUE OF 6.0. EVENLY APPLY 14 LBS: OF 5-10-10 ANALYSIS FERTILIZER TO A DEPTH OF 4" USING SUITABLE EQUIPMENT. • SEEDBED IS TO BE LEFT 1N FIRM AND SMOOTH CONDITION. • THE LAST TILLAGE OPERATION SHALL. BE PERFORMED ACROSS THE SLOPE B. ESTABLISHMENT EVENLY APP LY SEED IN ACCORDANCE WITH THE: SPECIES AND RATE. INDICATED ABOVE BY MEANS OF BROADCASTING OR HYDROSEEDING. • UNLESS HYDROSEEDED, COVER SEED WITH 1/4" TO 1/2" OF TOPSOIL • APPLY MULCH OR EROSION CONTROL BLANKET IMMEDIATELY FOLLOWING SEEDING. s VERIFY SEEDING DATES WITH ENGINEER/LANDSCAPE ARCHITECT. IF EN INE R G E LANDSCAPE ARCHITE CT DETERMINES THAT SEED CANNOT BE APPLIED DUE TO CLIMATE TOPSOIL SO L SHALL NOT BE SPREADNI AND MULCHING SHALL BE APPLIED TO THE EXPOSED' SURFACE TO STABILIZE SOILS UNTIL THE NEXT RECOMMENDED SEEDING' PERIOD. • PERMANENT SEEDING SHALL BE APPLIED BETWEEN APRlL 15 AND SEPTEMBER 30. TEMPORARY SEEDING SHALL BE APPLIED TO ALL DISTURBED AREAS OUTSIDE THIS TIME FRAME, UPON APPROVAL BY THE ENGINEER/LANDSCAPE ARCHITECT. C. MAINTENANCE • ALL SEEDED/MULCHED AREAS SHALL BE INSPECTED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE REPAIRED AS NECESSARY. NONSTRUCTURAL CONTROL PRACTICES 1. SCARIFICATIO N: EXPOSED SLOPES EXC EEDING 4:1 SHALL BE SCARIFIED AT RIGHT ANGLES TO THE SLOPE. 0 E PROVIDE PERIODIC UPGRADING OF SERRATIONS DURING' EXPOSED PERIO D UNTIL VEGETATION IS ESTABLISHED. S BLISHED. PROVIDE. VEGETATIVE COVER AS .SOON AS POSSIBLE. 2. STRAW MU LCH: STRAW MULCH SHALL BE APPLIED'. IN CONJUNCTION WITH TEMP ORARY PERMANENT SEEDING AND T / 0 GRADED AREAS WHICH REMAIN EXPOSED OUTSIDE OF RECOMMENDED SEEDING DATES. MULCH SHALL BE APPLIED AT 90 LBS. PER 1000 S.F. CONTRACTOR SHALL PERIODICALLY INSPECT AND REAPPLY AS NECESSARY, PARTICULARLY FOLLOWING SIGNIFICANT STORM EVENTS. 3. TOPSOIL: DISTURBED AREAS SHALL. BE TOPSOI LED PRIOR TO SEED APPLICATION.. APPLICATION STANDARDS:' • REMOVE ALL ROCKS AND DEBRIS OVER 1"-1 1/2" IN DIAMETER. SCARIFY SURFACE PRIOR TO SEED APPLICATION. • APPLY 6" DEPTH OF TOPSOIL 4. SILT FENCE: SILT' FENCE SHALL BE INSTALLED AROUND THE PERIMETER OF THE SITE, AT CULVERT OUTLET LOCATIONS, OR AS INDICATED ON THE DRAWINGS. SILT FENCE SHALL BE INSPECTED AND REPAIRED ROUTINELY, ESPECIALLY FOLLOWING STORM EVENTS UNTIL THE SITE HAS BEEN STABILIZED (COVER > 70%) BY VEGETATION. STRUCTURAL CONTROL PRACTICES 1. RIP -RAP OUTLET PROTECTION: RIP -RAP SHALL BE PROVIDED AT ALL PIPE OUTLETS. MATERIAL SHALL BE HARD, DURABLE BLE FIELD OR QUAR RY STONE WHICH IS ANGULAR AND RESISTS BREAKING DOWN WHEN EXPOSED TO WATER OR WEATHERING. 2. CONSTRUCTION ENTRANCE: CONSTRUCTION ENTRANCE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE DRAWINGS. 3. DUST CONTROL: A WATER TRUCK SHOULD BE LOCATED ON -SITE FOR DUST CONTROL WHILE WORK IS PROCEEDING. MAINTENANCE SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT. THE FOLLOWING ITEMS SHALL BE CHECKED IN PARTICULAR: A. RIP -RAP OUTLET PROTECTION SHALL BE CHECKED REGULARLY FOR SEDIMENT ACCUMULATION. IF SIGNIFICANT AMOUNTS OF SEDIMENT ACCUMULATE, RIP -RAP SHALL BE REMOVED AND REPLACED. B. SILT FENCING SHALL BE INSPECTED REGULARLY FOR UNDERMINING AND DETERIORATION. REMOVE SEDIMENT FROM BEHIND FENCE WHEN IT BECOMES 6 INCHES DEEP. C. SEEDED/MULCHED AREAS SHALL BE INSPECTED REGULARLY TO SEE THAT'A GOOD STAND IS MAINTAINED. AREAS SHALL BE REPAIRED AS NECESSARY. SILT FENCE INSTALLATION NOTES 1.. THIS SEDIMENT BARRIER UTILIZES MIRAFI ENVIROFENCE (10OX) OR EQUAL. IT IS DESIGNED FOR SITUATIONS IN WHICH ONLY SHEET OR OVERLAND FLOWS ARE EXPECTED. 2 THE HEIGHT OF THE BARRIER SHALL NOT EXCEED 36 INCHES (HIGHER BARRIERS MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE). IDEALLY THE FILTER FENCE SHALL BE PLACED 10 FEET AWAY FROM THE TOE OF SLOPE. 3. WHEN JOINTS ARE NECESSARY FILTER FABRICS SHALL B P H N E SPLICED LCED TOGETHER ONLY AT A SUPPORT STAKES WITH A MINIMUM 6-INCH OVERLAP, AND SECURELY SEALED. SEE MANUFACTURER'S RECOMMENDATION. 4. STAKES SHALL BE SPACED A MAXIMUM OF 10 FEET APART AT THE BARRIER LOCATION AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 12 INCHES). IN APPLICATIONS WHERE HEAVY FLOWS ARE 'EXPECTED SUCH AS IN -STREAM INSTALLATIONS STAKE 'SPACING SHALL BE PER MANUFACTURERS RECOMMENDATIONS AND/OR THE ENVIRONMENTAL PROFESSIONALS RECOMMENDATIONS. 5. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 6 INCHES WIDE AND 6 INCHES DEEP ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 6. THE PRE ASSEMBLED SILT FENCE SYSTEM SHALL BE UNROLLED, POSITION THE STAKES ON THE DOWNHILL SIDE OF THE TRENCH AND HAMMER THE STAKES AT LEAST 12 INCHES INTO THE GROUND. 7. THE BOTTOM SIX (6) INCHES OF THE FABRIC SHALL BE LAID INTO THE TRENCH TO PREVENT UNDERMINING BY STORM WATER RUNOFF. 6. BACKFILL THE TRENCH OVER THE FILTER FABRIC AND COMPACT SUFFICIENTLY TO PREVENT ME IYUNUr r ITITVM CMQUINU me VAC,/VfrL`. 9. THE FABRIC SHALL NOT EXTEND MORE THAT 36 INCH R ES ABOVE THE ORIGINAL GROUND SURFACE FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES OR SUPPORTS OTHER THAN THE STANDARD STAKES. 10. INSTALLED SILT FENCE BARRIERS SHALL BE MAINTAINE D. A REGULAR SCHEDULE WHICH MAY BE PRESCRIBED BY THE LOCAL STATE OF FEDERAL REGULATORY AUTHORITY' BUT AT MINIMUM SHALL BE CHECKED WEEKLY AS WELL AS AFTER EACH STORM EVENT. MAINTENANCE SHALL CONSIST OF AN INSPECTION OF THE ENTIRE LENGTH OF THE BARRIER TO DETERMINE IF 17 IS FUNCTIONING AS INTENDED. ALL BREAKS, DETACHED FABRIC, SLUMPED FABR_IC, CLOGGED FAB RIC, AND UNDERMINED` AREAS SHALL- BE FIXED THE DAY THAT THEY ARE DISCOVERED. 11. WHEN A MAXIMUM OF SIX 6 INCHES OF SEDIMENT HAS ACCUMULATED BEHIND THE SILT FENCE THIS SEDIMENT SHALL BE REMOVED AND THE FENCE SHALL BE INSPECTED FOR N F ADEFICIENCIES TEARS CLOGGI G BREAKS. 0 B S ALL SHALL BE CORRECTED IMMEDIATELY EITHER BY REPAIR OF REPLACEMENT OF THE SILT FENCE BARRIER AND/OR STAKES AS NEEDED. N R 12, SILT FENCE BARRIERS SHALL 8E REMOVED WHEN THEY HAVE SERVED THEIR USEFUL. PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN CLEANED OF SILT AND PERMANENTLY STABILIZED. NAY BALE INSTALLATION & MAINTENANCE 1. HAY BALES SHALL BE PLACED IN A SINGLE ROW, LENGTHWISE ON THE CONTOUR, WITH ENDS OF ADJACENT BALES" TIGHTLY ABUTTING ONE ANOTHER. 2. ALL BALES SHALL BE EITHER WIRE BOUND OR STRING TIES. BALES SHALL BE INSTALLED SO THAT BINDINGS ARE ORIENTED AROUND THE SIDES RATHER THAN ALONG THE TOPS AND BOTTOMS OF THE BALES TO PREVENT DETERIORATION THE - 0 E 3. THE BARRIER SHALL BE ENTRENCHED AND BACKFILLED. A TRENCH SHALL BE EXCAVATED THE WIDTH F A BA AN THE LENGTH F E D 0 LE D E LE G H O THE PROPOSED BARRIER TO A MINIMUM DEPTH OF FOUR 4 INCHES AND A MAXIMUM DEPTH OF SIX 6 INCHES. AFTER THE BALES ARE STAKED AND CHINKED THE EXCAVATED SOIL SHALL .BE BACKFILLED AGAINST THE BARRIER. BACKFILL SOIL SHALL CONFORM TO THE GROUND LEVEL ON THE DOWNHILL SIDE AND SHALL BE BUILT UP TO FOUR (4) INCHES AGAINST THE UPHILL SIDE OF THE BARRIER. 4. EACH BALE SHALL BE SECURELY ANCHORED BY AT LEAST TWO (2) STAKES OR REBARS DRIVEN THROUGH THE BALE. THE FIRST STAKE IN EACH BALE SHALL BE DRIVEN TOWARD THE PREVIOUSLY LAID BALE TO FORCE THE BALES TOGETHER. STAKES OR REBARS SHALL BE DRIVEN DEEP ENOUGH INTO THE GROUND TO SECURELY ANCHOR THE BALES. 5. THE GAPS BETWEEN BALES SHALL BE CHINKED (FILLED BY WEDGING) WITH STRAW TO PREVENT WATER FROM ESCAPING BETWEEN THE BALES. (LOOSE STRAW SCATTERED OVER THE AREA IMMEDIATELY UPHILL FROM A STRAW BALE BARRIER TENDS TO INCREASE BARRIER EFFICIENCY.) 6. HAY BALES GENERALLY DETERIORATE IN 2-6 MONTHS AND THUS NEED REPLACEMENT. 7. INSPECTION SHALL BE FREQUENT AND REPAIR OR REPLACEMENT SHALL BE MADE PROMPTLY AS NEEDED. ` 8. BALE BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVEDTHEIR USEFULNESS,. BUT NOT BEFORE THE UPSLOPE AREAS HAVE BEEN PERMANENTLY STABILIZED. DEMO NOTES 1. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATION, INCLUDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. 2. CONTRACTOR SHALL ERECT AND MAINTAIN SAFETY BARRICADES AND POST PROPER' NOTICES PRIOR TO THE COMMENCEMENT OF WORK. 3. CONTRACTOR SHALL PROTECT EXISTING SITE IMPROVEMENTS, APPURTENANCES, AND LANDSCAPING TO REMAIN. 4. CONTRACTOR SHALL MAINTAIN EXISTING UTILITIES TO REMAIN IN SERVICE AND PROTECT THEM FROM DAMAGE DURING DEMOLITION OPERATIONS. 5. DO NOT DAMAGE EXISTING UTILITIES TO REMAIN WITHIN PROJECT AREA. ALL DAMAGE TO EXISTING UTILITIES TO REMAIN SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE TO THE SATISFACTION OF THE UTILITY OWNER. 6. CONTRACTOR SHALL 'PROMPTLY TRANSPORT DEMOLISHED MATERIALS OFF OWNERS PROPERTY AND LEGALLY DISPOSE OF. DO NOT ALLOW DEMOLISHED MATERIAL TO COLLECT ON SITE. CONTRACTOR SHALL PAY ANY DUMPING FEES. 7. THERE SHALL BE NO BURNING OF DEMOLISHED MATERIAL ALLOWED ON SITE. 8. CONTRACTOR SHALL COORDINATE WITH OWNER FOR ANY ITEMS TO BE TURNED OVER TO OWNER. 9. DEMOLISH AND REMOVE ALL PAVEMENT, SLABS, LIGHT POLE BASES, FOOTINGS, SUBSURFACE ELEMENTS, MISCELLANEOUS DEBRIS, ETC. WITHIN PROPERTY LINES 'UNLESS NOTED OTHERWISE 10. CONTRACTOR IS RESPONSIBLE FOR CONTROLLING DUST SO THAT DUST DOES NOT CREATE A NUISANCE ON ADJACENT ROADS OR PROPERTIES. SITE CONTRACTOR SHALL BE RESPONSIBLE FOR STREET SWEEPING AND CATCH BASIN CLEANING AFTER EACH PHASE OF CONSTRUCTION AND AS .NEED IS DETERMINED BY THE LANDSCAPE ARCHITECT/ENGINEER. 11. CONTRACTOR SHALL REMOVE AND DISPOSE OF ANY ABANDONED SUBSURFACE SOIL ABSORPTION SYSTEM (SAS) AND MISCELLANEOUS DEBRIS. 12. NO ACTIVITY OTHER THAN NORMAL MAINTENANCE SHALL OCCUR OUTSIDE OF LIMIT OF WORK LINES AS SHOWN ON PLAN WITHOUT THE APPROVAL OF THE LANDSCAPE ARCHITECT/ENGINEER. 13. THE CONTRACTOR SHALL NOTIFY DIG SAFE @ 1-888-344-7233 PRIOR TO COMMENCEMENT OF ANY DEMOLITION/CONSTRUCTION ACTIVITY. LANDSCAPE NOTES PLANT MATERIALS T 1. THE CONTRACTOR SHALL VERIFY FINAL SELECTION OF .LAN MA ER! LS :WITH HE LANDSCAPE ARCHITECT AND OWNER PRIOR TO INSTALLATION. 2. NO PLANT MATERIAL WILL BE ACCEPTED WHICH DISPLAYS MAJOR' IRREGULARITIES OR NDSCAP ARCHITECT RETAINS THE RIGHT TO REJECT DAMAGE. THE OWNER LA E ARCH! EC ET T ANY PLANT C MATERIAL 'DEEMED UNFIT.' RI -F N FROM THE AT T K 3. WARRANTEE: FOR. A PERIOD 0 TWO GROWING SEASONS OM E DATE THAT HE WORK UNDER THIS CONTRACT IS CERTIFIED AS SUBSTANTIALLY COMPLETE, THE CONTRACTOR SHALL: 1) WARRANTEE ALL PLANTS AND SEEDED AREAS UNDER THIS CONTRACT; 2)REMOVE AND REPLACE DURING THIS GUARANTEE PERIOD PLANTS WHICH DIE OR ARE IN REPLANT ITH POOR CONDITION. A5 DETERMINED BY THE OWNER 3W STOCK OF SAME SIZE AND GUY AND MAINTAIN AS SPECIFIED HEREIN QUALITY AS SPECIFIED; 4) AT NO ADDITIONAL COST TO THE OWNER. 4. ALL NEW LAWN AREAS SHALL RECEIVE A' MINIMUM OF 4 INCHES TOPSOIL OF THE PROPER pH AND ORGANIC CONTENT SUITABLE FOR THE HEALTHY GROWTH OF LAWNS. THESE AREAS SHALL BE SEEDED WITH A FINE BLADE LAWN 'GRASS SEED OR SODDED. ADDITIONAL OFF -SITE TOPSOIL MAY BE REQUIRED. 5. ALL AREAS TO BE MULCHED SHALL RECEIVE 4 INCHES MINIMUM 100% SHREDDED BARK MULCH WITHIN 48 HOURS OF PLANTING UNLESS OTHERWISE NOTED IN PLANTING DETAILS. 6. ALL TREE AND SHRUB PITS SHALL BE AT LEAST 2 FEET WIDER AND "1 FOOT DEEPER THAN THE TREE' OR SHRUB ROOT BALL TO BE PLANTED IN IT. BACKFILL SHALL BE HIGH PROPER QUALITY LOAM OF THE 0 ER HAND ORGANIC CONTENT' SUITABLE FOR THE HEALTHY Q p GROWTH OF PLANT MATERIALS. 7. ALL PLANTS SHALL BE NURSERY GROWN AND CONFORM' TO THE LATEST EDITION OF "ANSI 760.1, AMERICAN STANDARD FOR !NURSERY STOCk' ANI S B. EACH PLANT TO BE FREE .FROM. DISEASE .INSECT .INFESTATION MECHANICAL INJURIES, AND IN ALL RESPECTS BE SUITABLE FOR FIELD PLANTING. , 9. EACH PLANT TO BE IN THE TOP OF ITS SIZE CLASS AFTER SHEARING AND PRUNING, PLANTINGS P AN LISTS TO BE PROVIDED BY LANDSCAPE 10. FINAL FOUNDATION LA T1NGS PLANS D SHALL BE APPROVED 8 CONTRACTOR AND SHA A D Y LANDSCAPE ARCHITECT PRIOR TO _ INSTALLATION. 11. ADJACENT TO THE TOP OF ANY WALLS OVER 36 A FENCE OR WALL SHALL BE CONSTRUCTED PER PLAN THAT MEETS LOCAL BUILDING CODE AND ALL OTHER APPLICABLE STATE AND FEDERAL LAWS. 12. SEE DETAIL SHEETS FOR ADDITIONAL DETAILS & SPECIFICATIONS. F P MATERIAL 13. DURING THE INSTALLATION 0 LANT MATE L AND OTHER LANDSCAPE FEATURES LANDSCAPE/S rTE IRRIGAT{ON CONTRACTORS SHALL PAY SPECIAL . ATTENTI0 NT0 THE LOCATION OF PRE-EXISTING, AS WELL AS, NEWLY INSTALLED UTILITIES. CONTRACTOR SHALL REFER TO THE APPLICABLE SHEETS HEREIN .AND KEEP A RECORD OF ON -SITE CHANGES AND PLAN/SKETCH REVISIONS THAT MAY AFFECT UTILITY AND DRAINAGE LOCATIONS. ANY N ENCOUNTER A DISCREPANCE CONFLICT 1N THE 14. SHOULD GC OR A SUBCONTRACTOR ENCOU E FEATURE, CONTRACTOR: NTA T PLAN AN THE ACTUAL LOCATION OF A .SITE THE SHALL CONTACT THELANDSCAPE ARCHITECT ENGIN ER AND OWNER IMMEDIATELY. LA DSC / E 15. ALL AREAS' DISTURBED DURING CONSTRUCTION NOT DESIGNATED TO RECEIVE OTHER TREATMENT SHALL BE LOANED TO A MINIMUM DEPTH OF 4 AND SEEDED IN ACCORDANCE WIT H H THE FOLLOWING: A. IN CORPORATE GROUND :LIMESTONE INTO ALL .AREAS TO BE SEEDED AT A RAT OF 50 LBS11,000 S.F. B. APPLY 10-6-4 FERTILIZER TO ALL AREAS TO BE SEEDED AT A RATE OF 2 LBS/ 1 000 S.F. C. THOROUGHLY INCORPORATE LIME AND FERTILIZER INTO SEED BED TO DEPTH OF 3 BY ;DISCING OR OTHER APPROVED METHOD. D. SEED WITH THE FOLLOWING MIXTURE APPLIED AT A RATE OF 10 LBS F: SEED MIX:, 1000 S./ NAME OF SEED % BY 'WEIGHT MIN. Z PURITY MIN. GERMINATION POS` PRETENSES "BARON BARON BLUEGRASS FESTUCA RUBRA "PENNLAWN„ PENNLA WN FESCUE LOLIUM PERENNE "PENNFINE" PENNFINE IN MIXTURE 50 90 25 25 95 75 85 95 E. MULCH ALL SEEDED AREAS WITH STRAW AT A -RATE OF 5 LBS/1,000 S,F.UNLESS HYDROSEEDING WAS USED. F. ALL SLOPES OF 3:1 OR GREATER AFTER BEING LOAMED SEEDED AND MULCHED IN ACCORDANCE WITH THE ABOVE SHALL SECURED WITH EROSION CONTROL BLANKE TS (NO. AMERICAN GREEN S150 OR EQUAL). OVERLAP ALL NETTING JOINTS A MINIMUM OF 6" AND SECURE WITH DOUBLE ROW OF STAPLES. 16. ALL SLOPES STEEPER THAN 1:5 SHALL BE BLANKETED W/ EROSION CONTROL FABRIC AND' OR HYDROSE AND INSPECTED BY THE N / EDED E LANDSCAPE ARCHITECT.. PERMITTING y .7 R LE E.SQUE z ASSOCIATES _ Landscape Architects Civil En9" ineers • Land Surveyors Environmental Consultants ph: 413,568.0985 fax: 41'3.568 0986 t 4 School Street 0 Sc o0 Westfield, MA 01085 r161a'ndC9m Ul z W J w . + c WLb > A m 1� YI N J 01 I u W Ln m V Ln CO tow W ^^ u E w '' r.. 41 CL 0 Z. Q z W; L . ww r `r�, k g r�� PREPARED FOR: LTM Realty LLC 470 Shoemaker Lane AgavWarn Ma ISSUANCE DATE July 19 2017 REVISIONS: DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: AS NOTED RLA PROD. NUMBER: 170506 GENERAL CONSTRUCTION NOTES 1. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR OR HIS AUTHORIZED REPRESENTATIVE SHALL CONVENE A PRE -CONSTRUCTION CONFERENCE BETWEEN THE CITY/TOWN REPRESENTATIVES, CONSULTING ENGINEER/LANDSCAPE ARCHITECT UTILITY COMPANY REPRESENTATIVES, AND ANY OTHERAFFECTED PARTIES. 2. THE OWNER AND R LEVESQUE ASSOCIATES, INC. AND/OR THEIR REPRESENTATIVES, IN PREPARING THESE PLANS HAVE ATTEMPTED TO LOCATE ALL EXISTING UTILITIES IN THE PROJECT AREA. HOWEVER, THERE MAY BE UTILITIES THAT WERE NOT OR COULD NOT BE LOCATED. UNDERGROUND UTILITIES SHOWN ON THE PLANS ARE IN APPROXIMATE LOCATIONS ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR SHALL CALL ALL APPROPRIATE UTILITY COMPANIES FOR LOCATIONS OF THEIR UTILITIES AT LEAST 48 HOURS BEFORE COMMENCING EXCAVATION. IN THE EVENT THAT A UTILITY IS SITUATED SUCH THAT CONSTRUCTION CANNOT PROCEED AS SHOWN ON THE PLANS, THE PROJECT ENGINEER/LANDSCAPE ARCHITECT AND OWNER SHALL BE NOTIFIED IMMEDIATELY. J. THE SITE CONTRACTOR IS RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH OCCUR DUE TO HIS ,FAILURE TO LOCATE AND PRESERVE ANY AND ALL UTILITIES. 4. CONTRACTOR 'SHALL PROVIDE TWO SETS' OF AS -BUILT DRAWINGS, PRIOR TO FINAL PAYMENT, AS -BUILT DRAWINGS BY A REGISTERED LAND SURVEYOR SHALL INCLUDE ALL INSTALLED UTILITIES WITH VERTICAL AND HORIZONTAL LOCATIONS AND BE SATISFACTORY TO THE BUILDING OFFICIAL FOR ISSUANCE OF A CERTIFICATE OF OCCUPANCY. 5. ALL FILL WORK REQUIRED TO BRING THE PROPOSED ROADWAY -UP TO SU8'-GRADE LEVEL SHALL CONFORM TO MHD SPECIFICATIONS SECTION 150 AND SECTION 159-19C, OF TOWN CODE. 6. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. T. ALL WvftA HV I-M WIT rc1Unr-UI--WAT ANU LASLMLNIS SHALL BE IN ACCORDANCE WITH THE CITY/TOWN SPECIFICATIONS AND MASSACHUSETTS DEPARTMENT OF TRANSPORTATION (MASSDOT) STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, LATEST EDITION. 8. THE CONTRACTOR SHALL GIVE THE CITY/TOWN A MINIMUM OF 48 HOURS NOTICE BEFORE BEGINNING EACH PHASE OF CONSTRUCTION. 9. CONTRACTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY EXISTING IMPROVEMENTS DURING CONSTRUCTION, SUCH AS, BUT NOT LIMITED TO, DRAINAGE, UTILITIES, PAVEMENT, STRIPING, CURB, ETC. REPAIRS SHALL BE EQUAL TO OR BETTER THAN EXISTING CONDITIONS, 10, ALL WORK SHALL BE PERFORMED IN CONFORMANCE WITH THE CONDITIONS OF APPROVAL OUTLINED IN ALL STATE AND LOCAL PERMITS. COPIES OF THE CONDITIONS ARE INCLUDED WITHIN THE PROJECTS TECHNICAL SPECIFICATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING THIS INFORMATION PRIOR TO CONSTRUCTION AND CONFORMING TO THE CONDITIONS AS REQUIRED DURING CONSTRUCTION, 11. THE GENERAL CONTRACTOR SHALL MAINTAIN THE JOB CLEAR OF TRASH AND DEBRIS. THE WORK AREAS ARE TO BE PICKED UP AT THE END OF EACH WORK DAY. 12. ANY TEMPORARY FACILITIES FOR THE STORAGE OR PROTECTION OF TOOLS, EQUIPMENT OR MATERIALS SHALL CONFORM TO LOCAL REGULATIONS AND SHALL BE THE GENERAL CONTRACTORS RESPONSIBILITY THESE DOCUMENTS DO NOT INCLUDE THE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. SAFETY, CARE OF ADJACENT PROPERTIES DURING CONSTRUCTION, AND COMPLIANCE WITH STATE AND FEDERAL REGULATIONS REGARDING SAFETY SHALL BE THE GENERAL CONTRACTORS RESPONSIBILITY. 13, THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS SHALL VISIT THE SITE AND BECOME FAMILIAR WITH ALL CONDITIONS PRIOR TO SUBMITTING HIS PROPOSAL. NO EXTRAS DUE TO UNFAMILIARITY WITH THE EXISTING SITE OR WORKING CONDITIONS WILL BE ALLOWED. 14. CONTRACTOR SHALL BE REQUIRED TO PERFORM FINAL CLEANUP CONSISTING OF CLEANING THE PROPOSED DRAINAGE AND SEWER SYSTEMS OF ALL DEBRIS PRIOR TO THE ACCEPTANCE BY THE OWNER. ADDITIONALLY, THE PROPOSED ROADWAY SHALL BE CLEANED AND SWEPT BY THE CONTRACTOR PRIOR TO ACCEPTANCE. 15. ALL EXCAVATION SHALL COMPLY WITH OSHA'S LATEST STANDARDS. ALL REQUIREMENTS OF OSHA'S EXCAVATION STANDARDS SHALL BE PROVIDED BY THE CONTRACTOR INCLUDING, BUT NOT LIMITED TO, THE PROVISION FOR A COMPETENT PERSON ON SITE MANAGER AND ANY REQUIRED DOCUMENTATION THAT MAY REQUIRE CERTIFICATION BY A PROFESSIONAL ENGINEER. THE OWNER, THROUGH ITS ENGINEER, -SHALL EXPRESSLY NOT PROVIDE ANY OF THE ABOVE .REQUIREMENTS DESIGNATED BY OSHA'S EXCAVATION STANDARD. 16. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE' FOR THE COST OF LAYING OUT ALL ITEMS OF THE WORK BASED ON CERTAIN HORIZONTAL CONTROL AND BENCHMARK SUPPLIED BY THE SURVEYOR OF RECORD. ANY DISCREPANCIES SHALL BE IMMEDIATELY REPORTED TO THE ENGINEER. 17. THE CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR, EQUIPMENT, PERMITS AND APPURTENANCES NECESSARY TO PROVIDE A COMPLETE PROJECT AS INDICATED ON THE PLANS AND IN THESE SPECIFICATIONS. 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR A THOROUGH SITE EXAMINATION IN ORDER TO PREPARE SITE FOR CONSTRUCTION. 19. ANY AND ALL DEMOLISHED TREES, STRUCTURES AND OTHER RUBBLE MATERIAL PERTAINING TO THIS PROJECT SHALL BE DISPOSED OF BY THE CONTRACTOR OFF -SITE AT HIS EXPENSE IN ACCORDANCE WITH ALL OF THE CnY/TOWN ORDINANCES AND ALL APPLICABLE STATE AND FEDERAL ENVIRONMENTAL REGULATIONS. 20. ALL PAVEMENT DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPLACED IN ACCORDANCE WITH THE SPECIFICATIONS AND AS SHOWN ON THE DRAWINGS. 21. ALL STREET EXCAVATIONS SHALL BE COMPLETELY CLOSED AT THE END OF EACH WORKING DAY BY BACKFILLING OR COVERING WITH STEEL PLATES. 22. ALL MATERIALS AND METHODS ARE TO COMPLY WITH THE CITY/TOWN DPW STANDARDS OR MASSDOT (WHERE APPLICABLE), UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 23. PERMITS' WILL BE REQUIRED BY CONTRACTOR WHEN WORKING WITHIN OR OCCUPYING` PUBLIC WAY. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED WORK PERMITS' AND MAINTAINING A COPY OF ALL PERMITS IN A THREE RING BINDER OR PROJECT BOOK AND ON -SITE AT ALL TIMES. 24. BACKFILL WILL BE PLACED IN SUCCESSIVE LAYERS NOT MORE THAN TWELVE INCHES IN THICKNESS AND SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY DETERMINED BY STANDARD PROGT4R TEST (ASTM 698) FOR ALL APPLICABLE 'TYPES OF BACKFILL MATERIAL. NO FROZEN MATERIAL SHALL BE USED AS BACKFILL. IF, IN THE OPINION OF THE ENGINEER OR THE DPW, THE EXCAVATED MATERIAL IS UNSUITABLE, THE ENTIRE MATERIAL FOR BACKFILLING SHALL CONSIST OF APPROVED GRAVEL OR APPROVED BORROW, AS DIRECTED. AFTER THOROUGH TAMPING AROUND AND BENEATH THE UTILITY, A SIX-INCH LAYER OF BACKFILL WILL BE THOROUGHLY COMPACTED AS FOLLOWS: IF DRY, SHALL BE MOISTENED AND THEN COMPACTED WITH MECHANICAL TAMPERS OR BY HAND TAMPERS HAVING A TAMPING FACE NOT EXCEEDING 25 SQUARE INCHES IN AREA. THE FINAL TWELVE INCHES OF FILLING WILL, IN ALL CASES,, CONSIST OF APPROVED GRAVEL THOROUGHLY TAMPED: 25. CONTRACTOR SHALL PROVIDE FIELD COMPACTION VERIFICATION UTILIZING ASTM D5195-02, STANDARD TEST METHOD FOR DENSITY OF SOIL & ROCK IN -PLACE AT DEPTHS BELOW THE SURFACE BY NUCLEAR METHODS. 26. CONTRACTOR SHALL PROVIDE FIELD COMPACTION RESULTS TO ENGINEER WITHIN 24-HOURS PRIOR TO PLACEMENT OF INFRASTRUCTURE OR BITUMINOUS BINDER. 27, ALL FILL TO BRING PROPOSED ROADWAY UP TO THE SUB -GRADE LEVEL SHALL EXTEND PAST THE EDGE OF THE RIGHT-OF-WAY AT A 2:1 SLOPE. THIS IS TO PROVIDE ADEQUATE SUPPORT FOR; THE RIGHT -OF -WAY. - LAYOUT NOTES 1. CONTRACTOR SHALL REFER` TO THE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF VESTIBULES, SLOPE PAVING, SIDEWALKS, EXIT PORCHES, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 2. ALL, CONSTRUCTION IN CITY RIGHT-OF-WAYS AND/OR EASEMENTS SHALL, BE IN ACCORDANCE WITH THE CITY/TOWN STANDARD SPECIFICATIONS. 3. IN THE EVENT OF DISCREPANCIES BETWEEN LOCAL SPECIFICATIONS AND SITE SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 4. SITE CONTRACTOR SHALL REFER TO ARCHITECTURAL DETAILS AND SPECIFICATIONS FOR REQUIREMENTS OF CONSTRUCTION AND JOINT SPACING OF SIDEWALKS, RAMPS, AND CURBING ADJACENT TO BUILDING. 5, SITE CONTRACTOR SHALL PROTECT ALL BENCHMARKS AND PROPERTY MOCUMENTATION AND SHALL REPLACE OR REPAIR, AT HIS OWN EXPENSE, BENCHMARKS AND MONUMENTATION DISTURBED DURING CONSTRUCTION: 6. SITE CONTRACTOR SHALL PAINT ALL LIGHT POLE BASES, CURBS, FIRE HYDRANTS, PIPE BOLLARDS SIGN BASES, AND OTHER SITE AND UTILITY APPURTENANCES. CONTRACTOR SHALL PAINT OR REPAINT FIRE LANES WHERE REQUIRED BY LOCAL CODE, 7. ALL STRIPING, PAVEMENT MARKINGS, AND TRAFFIC` SIGNAGE SHALL BE IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, LATEST EDITION, UNLESS OTHERWISE NOTED ON THE PLANS. 8. ALL WORK SHALL COMPLY WITH FEDERAL, STATE AND LOCAL CODES AND ORDINANCES INCLUDING BUT NOT LIMITED TO: AASHTO, OSHA, EPA, DEP, MASSDOT, ETC. THE GENERAL CONTRACTOR SHALL APPLY FOR ALL PERMITS AND SHALL PAY` ALL PERMIT RELATED FEES, ALL NECESSARY PERMITS SHALL BE OBTAINED PRIOR TO THE START OF WORK. 9. ALL DIMENSIONS AND CONDITIONS SHOWN ON THE .DRAWINGS ARE TO BE VERIFIED BY THE CONTRACTOR. IF FIELD CONDITIONS VARY SIGNIFICANTLY ENOUGH TO REQUIRE A CHANGE TO THE CONTRACT DOCUMENTS, THE PROJECT PROPONENT AND LANDSCAPE ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY.' 10. THE SITE/GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL CONTACT THE OWNER AND LANDSCAPE ARCHITECT/ENGINEER SHOULD HE FIND ANY CONFLICT OR INCONSISTENCY BETWEEN THE WORK SHOWN ON THE DRAWINGS AND NORMAL ACCEPTED CONSTRUCTION PRACTICES, OR HE SHALL ASSUME RESPONSIBILITY FOR ALL CORRECTIONS. 11. ANY CORRECTIONS REQUIRED FOR REVISIONS TO THE CONTRACT DRAWINGS INITIATED BY THE GENERAL CONTRACTOR OR SUBCONTRACTORS WITHOUT PRIOR APPROVAL OF THE OWNER AND OR THE LANDSCAPE ARCHITECT/ENGINEER SHALL BE ACCOMPLISHED AT THE CONTRACTORS RISK. 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL & LEGAL DISPOSAL OF ALL MATERIAL NECESSARY TO PREPARE THE SITE FOR THE NEW CONSTRUCTION AS SHOWN ON THE SITE DRAWINGS. 13. REPAIR DAMAGED CITY/TOWN ROADS AND CURBS IN ACCORDANCE WITH MASSDOT AND/OR THE CITY/TOWN REGULATIONS. 14. CONTRACTOR SHALL SAWCUT PAVEMENT EDGE WHERE PAVEMENT TO REMAIN IS ADJACENT TO PAVEMENT TO BE REMOVED. 15. CONTRACTOR SHALL PREPARE SITE AS NECESSARY FOR CONSTRUCTION SHOWN ON THE PLANS. EARTHWORK NOTES` 1. THE CONTRA CTOR IS SPECIFICALLY EC CALLY CAUTIO NED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT ,FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. 2. ALL CUT OR FILL SLOPES SHALL BE 31 OR FLATTER UNLESS OTHERWISE NOTED. 3. STORM PIPE SHALL BE AS NOTED ON PLANS. 4. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, ,AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. 5. EXISTING GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT INTERVALS. 6. PROPOSED GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT INTERVALS. 7. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE SEALED TO ASSURE CONNECTION AT STRUCTURE IS `WATERTlGHT- 9. ALL STORM SEWER MANHOLES FRAMES AND GRATES ARE TO BE SET EQUAL TO FINISH GRADES, AND SHALL HAVE TRAFFIC BEARING RING & COVERS (H20). LIDS SHALL BE LABELED "STORM SEWER". 10. THE CONTRACTOR SHALL ADHERE TO ALL TERMS & CONDITIONS' AS OUTLINED IN THE STORM WATER POLLUTION PREVENTION PLAN. 11. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE. 12. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAVED AREAS. 13. TOPOGRAPHIC INFORMATION TAKEN FROM A EXISTING CONDITIONS PLAN BY R LEVESQUE' ASSOCIATES, INC. IF CONTRACTOR DOES NOT ACCEPT EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 14. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:1 V OR STEEPER. CONTRACTOR SHALL GRASS DISTURBED AREAS IN ACCORDANCE WITH THE SPECIFICATIONS UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. 15. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRICTED TO SAME 16. EARTHWORK FOR ALL BUILDING FOUNDATIONS AND SLABS SHALL BE IN ACCORDANCE WITH ARCHITECTURAL BUILDING PLANS AND SPECIFICATIONS. 17. IF CONTRACTOR RELOCATES OR SETS NEW BENCHMARKS, THE VERTICAL ELEVATIONS OF THE BENCHMARKS SHALL BE SET WITHIN A TOLERANCE OF 0.010 FT. ALL FOOTINGS AND FOUNDATIONS FOR PROPOSED STRUCTURES SHALL BE EXCAVATED TO NATIVE SUBGRADE AND COMPACTED PER ARCHITECTURAL SPECIFICATIONS. 18, CONTRACTOR SHALL LEAVE GRADE BEHIND CURB IN ALL PLANTER AREAS A MINIMUM OF 4" LOW FOR THE PLACEMENT OF SUITABLE TOPSOIL OR PLANTING MIX. 19. CONTRACTOR TO SPREAD ON -SITE STOCKPILE TO A 4" DEPTH ON ALL AREAS TO BE SODED/SEEDED AS SHOWN ON LANDSCAPE DRAWINGS. SITE CONTRACTOR FINE GRADE OF INSTALLED TOPSOIL ,PRIOR TO HYDROMULCHING BY LANDSCAPE SUB -CONTRACTOR. PERMITTING R LEVESQU ASSOCIATES z Landscape Architects Civil Engineers • Land Surveyors Environmental Consultants ph: 413.568.0985 ,fax: 413.568.0986 40 School Street a Westfiold, MA 01085 rlaland.com Ul W Ln 10 z z , _ H U D Ix Z C I W L m i W Lh U M l7 V1 E ❑ ray W =' iWri U r E ra �C U £" f n r_'z ' 1Ffrf J vq� YYY PREPARED FOR. LTM Realty LLC 470 Shoemaker Lane Agawam Ma ISSUANCE DATE: July 19, 2017 REVISIONS: DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: ASNOTED RLA PROD. NUMBER: 170506 i NOTES 7. THE EXISTING CONDITIONS INFORMATION SHOWN IS BASED -UPON A 1. THE RECORD OWNER F 0 THE SUBJECT PARCEL IS LTM REALTY LLG SEE TOPOGRAPHIC C SURVEY PERFORMED BY R LEVESQUE ASSOCIATES, INC. IN HAMPDEN COUNTY REGISTRY OF DEEDS BOOK 21391 PAGE 199. MAY 2017. 2. THE PROPERTY LINES SHOWN HEREON ARE BASED UPON A PLAN TITLED, 8. THE UNDERGROUND UTILITIES SHOWN HEREON HAVE BEEN LOCATED FROM "PLAN OF LAND SITUATED. NORTHERLY OF :SHOEMAKER LANE ANDD FIELD R- SU SURVEY INFORMATION,AVAILABLE RECORD DATA, TOWN OF AGAWAM EASTERLY OF ' " SILVER' STREET PREPARED 8Y E ASSOCIATES, GIS. R .LEVESQUE ASSOCIATES INC. MAKES NO GUARANTEE THAT THE HATED JANUARY 1991. SEE NAMPDEN COUNTY REGISTRY OF DEEDS Y REGISTRY UNDERGROUND UTILITIES SHOWN HEREON COMPRISE ALL SUCH UTILITIES BOOK OF PLANS 278 PAGE 127 IN THE AREA, EITHER IN SERVICE OR ABANDONED. R. LEVESQUE ASSOCIATES INC FURTHER DOES NOT WARRANT THAT THE UNDERGROUND 3. THE EXISTING BUILDING(S) SHOWN HEREON ARE BASED ON AN UTILITIES SHOWN HERE ARE IN THE EXACT LOCATION INDICATED, APPROXIMATE MEASUREMENT OF THE OUTSIDE PERIMETER OF THE ALTHOUGH THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM EXISTING STRUCTURES. THE ACTUAL LOCATION OF THE EXISTING BUILDING AVAILABLE INFORMATION. WALLS AND CORNERS SHOULD BE VERIFIED IN THE FIELD PRIOR TO ANY CONSTRUCTION WORK THAT WOULD ABUT OR TAKE PLACE ADJACENT TO 9. ADJACENT PROPERTY LINES AND ABUTTERS SHOWN HEREON ARE THE EXISTING BUILDING(S). 1F THE PLAN HEREON IS USED FOR REFERENCED FROM THE TOWN OF AGAWAM GIS MAPPING. CONSTRUCTION` LAYOUT PURPOSES, THE PARTIES CONDUCTING LAYOUT 10. SUBJECT ..PARCEL IS ZONED IB ACCORDING TO THE TOWN OF AGAWAM GIS SHALL CONTACT R. LEVESQUE ASSOCIATES INC. PRIOR TO SAID LAYOUT _ ZONING MAP. TO DETERMINE PROPER CONTROL. PLEASE NOTE WHILE THE BUILDING(S) ARE SHOWN TO BE SQUARE, IT SHOULD NOT BE ASSUMED THAT THE 11. TIME SUBJECT PARCEL IS NOT LOCATED WITHIN ASPECIAL FLOOD ZONE WALLS ARE SQUARE OR PLUMB. R. LEVESQUE ASSOCIATES TAKES NO AREA ACCORDING TO FLOOD INSURANCE RATE MAP NUMBER RESPONSIBILITY FOR THIRD PARTY LAYOUT OF THE PLAN SHOWN HEREON. 25013CO392E 4, THIS PLAN HAS BEEN PREPARED FOR SITE PLANNING PURPOSES AND 12. THE SUBJECT PROPERTY IS NOT LOCATED WITHIN NATURAL. HERITAGE & SHALL NOT BE USED FOR THE CONVEYANCE OF LAND OR FOR ANY ENDANGERED SPECI PROGR ES AM (NHESP) JURISDICTION. OTHER USE. 5. SUBJECT PARCEL CONTAINS 3.025 ACRES. 6. THE SUBJECT PROPERTIES SHOWN HEREON MAY BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED ,IN THE VARIOUS DEEDS OF RECORD DESCRIBING SAID PROPERTIES. THE LOCATION AND EXTENT OF ANY SUCH HIGHIS AND EASEMENTS IS NOT THE SUBJECT OF THIS PLAN. CONSTRUCTION SEQUENCE 1. CONTACT THE TOWN OF AGAWAM AT LEAST FORTY-EIGHT HOURS PRIOR TO COMMENCEMENT OF ANY DEMOLITION, CONSTRUCTION, OR EARTHWORK ACTIVITY ON THIS PROJECT. 2, CONSTRUCT ANTI -TRACKING PAD AT ENTRANCE AND INSTALL ANY REQUIRED INLET PROTECTION AS DEPICTED ON THE PLAN. 3. INSTALL SILT FENCE AS SHOWN ON THE PLANS. 4. UPON COMPLETION OF EROSION CONTROL MEASURES, CLEARING AND GRUBBING AND EARTHWORK MAY COMMENCE. 5. CLEAR AND GRUB SITE. STOCKPILE ANY CHIPPING OR TOPSOIL MATERIAL TO REMAIN ON SITE FOR LONGER THAN 14 DAYS AN IN SILT D STALL FENCE AROUND THE PERIMETER OF THE STOCKPILE. 6. COMMENCE EARTHWORK BY EXCAVATING FOR THE CUT/FILL SLOPES AS SHOWN ON THE PLANS. STABILIZE/SEED ANY SLOPES THAT HAVE ACHIEVED FINAL GRADE. Z INSTALL UTILITIES AS SHOWN ON PLANS INCLUDING WATER SERVICE, SEWER SERVICE, GAS SERVICE, ELECTRICAL SERVICE AND STORMWATER MANAGEMENT SYSTEM. 8. GRADE THE SITE TO ACCEPT PAVEMENT SECTION MATERIALS. 9. INSTALL PAVEMENT AS SPECIFIED ON THE PLANS. 10. UPON INSTALLATION OF PAVEMENT SURFACE, INSTALL INLET PROTECTION AS REQUIRED ON ANY NEW INLET STRUCTURES. 11. I INAL OITADWO AfVD YTA01UZAriOfV Of- ANY fZCMArrYiNG EXPOSED AnCAO. 12. AT THE DIRECTION OF THE TOWN OF AGAWAM, EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED. ZONING INFORMATION LOT INFORMATION ZONE INDUSTRIAL 8 DISTRICT SITE PLAN INFORMATIONQ REQUIRED EXISTING PROPOSED MINIMUM LOT AREA 43,560 Sr 131,781 SF MINIMUM FRONTAGE 100' 444.7' - MINIMUM FRONT YARD SETBACK 75'. 85.8' - MINIMUM SIDE YARD SETBACK 25 25.1> ' - MINIMUM REAR YARD SETBACK 25' 229.9' MAXIMUM BUILDING HEIGHT 40' (2 Stories) <40' - MAXIMUM BUILDING COVERAGE N/A - - PARKING: OFFICE BUILDING NIA 5 SPACES 42 SPACES (2 ACCESSIBLE SPACES) Ex zt s 181 N r R r r' f x • t ✓ D N11 ,. .fi S.t t)UQU �r{{ ,'.L7 lam' _ , LE :y WIDE CONCRETE 4 ,... WALKWAY ryr,yf , �o",� 55.f�� y> j; F,�'{s,• ix 63 r :F , ✓ ovol n I Yk PROPOSED OUTLET t l Y : ..._......... CONTROL STRUCTURE A... { ' -- N/ ND JR• �REA S N �, A , , 4 3f ✓, w S l � i i- : , EXISTING STORMWA tER / AND /[� r� BASIN .: AI- - / w B r 5 AU IN Nl \ r, EXISTING STORMWATER BASIN IT EXISTING x » , f. ':i: "' ,.,. Sf :. • „ 0-, .: as' l - :. .:. ,, '�. f^4 }s ,o a _,,,.,y s Y* .,v Ikea' . GRAVEL ^ , .,f ,<� �, • . • p t..1 <� 4 AREA TO-\ � \\ .+ _:• REMAIN J INSTALL SILT FENCE , N , AT LIMIT OF WORK f END OF CURB , �- ;� ' .� .::.'�""�,� •` ,: 1 . , w 1 V. a EXISTING GRAVEL AREA TO : BE LOANED AND SEEDED ".;- ' ;� <� ; s- '�; :mow. �, .� � •� , , f ,l f � 3 : z, ' i END OF BIT. 0 _... - :._ CONC. PAVEMENT -. .. -z. BIT. GONG... .� ...:� �. � � �„-;`"` � _� , „ f m. CURB EXISTING LOADING. s l R=3 • . ., DOCK DOORS •: : " : _ �-�;¢ . � BIT. CONC. PLANTER ALONG " 4�;,. >:::. CURB • BIT. �, w _ ». , fir. €:.-. EDGE OF PARKING ,. � � � ,. t : r : rI� ...... M ; PAVEMENT EXISTING OVERHEAD DOOR �'r,,;,.-'- � : ; > s , 'B!K R o r ,.. E RACK , . PROPOSED STOP SIGN , •.. r c.r AND STOP BAR ,�-„� � s- ��. R- 3' , , , N .f r <3 -'� .► INSTALL SILT FENCE { W R-2 i ,w"� n � � AT LIMIT OF WORK aC > i ., , , { / ,. y.. k. • A f : 9 r r r _ y N '*fir: � Y Il LLy I. o Q R=8 �C w_ 1. Lp, D NI j NG R=5 Go RUG r LIMIT OF SA4�CUT FOR f �,ND LFY LLC f4 PAVEMENT -REPAIR REA o � SAT ry EXISTING WALK EXISTING PAVED AREAS TO EXIST TO REMAIN BE REMOVED AND REPLACED DpA�NA. ,T BOLLARD WITH D, 1IVVDE EN 3 5EM €I SIGN (TYP) ADA ACCESS RAMP' TO BE I DESIGNED BY ARCHITECT ADA ACCESSIBLE EXISTING BIT. CONC. PARKING SPACE' W.....m.. ...-..... CURB TO BE REPLACED (np . ....._ . i LAYOUT NOTES 1. SITE CONTRACTOR SHALL REFER TO REMAIN!NG PLAN SET FOR INFORMATION REGARDING SITE LAYOUT. 2. IT SHALL BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMATION CONTAINED IN OTHER SHEETS WITH SITE INFORMATION SHOWN HEREON. 3. PRIOR TO SUBMITTING THEIR BID FOR CONSTRUCTION, THE SITE CONTRACTOR SHALL COMMUNICATE ANY DISCREPANCIES -BETWEEN THE PROPOSED DESIGN AND THE SAID SPECIFICATIONS WITH THE - _ r< r wL ry rv�r=r�. srr�u�lJ Trr>= 5rr� �vrvrrrH�ry f-'KUJL(� 1 YFCUYUNtN! ANU LANDS(.AIGE fiK[.1ilTEC. r/ C C�! TO COMMUNICATE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCREPANCY. SIGNAGE AND PAVEMENT .:MARKING NOTES' 1. STRIPE ALL PARKING AREAS AS SHOWN, INCLUDING PARKING SPACES, .. STOP BARS, CROSSWALKS, AND ACCESSIBLE ROUTE MARKINGS AND SYMBOLS USING WHITE TRAFFIC PAINT. PAINTED ISLANDS, A U FIRE LANES, AND TRAVEL WAY CENTERLINES SHALL BE PAINTED SING YELLOW TRAFFIC PAINT. ALL TRAFFIC PAINT SHALL CONFORM TO AASHTO M248 TYPE "N". 2. STOP BARS SHALL BE 12" WIDE (WHITE). 3. ALL PARKING STALL LINES SHALL BE 4" WIDE (WHITE). 4. ALL PAVEMENT MARKINGS AND SIGNS SHALL- CONFORM TO "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES". "STANDARD ALPHABETS FOR HIGHWAY SIGNS AND PAVEMENT MARKINGS MASSDOT, STATE BUILDING CODE AND ADA REQUIREMENTS, AND AS SHOWN ON THE PLANS & DETAILS. ACCESSIBILITY NOTES 1. ALL ACCESSIBLE ROUTES, TRANSITIONS, AND ACCESSIBLE PARKING/LOADING AREAS, INCLUDING ALL ENTRANCES TO BUILDING, SHALL ADHERE TO 521 CMR. 2. SHOULD THE ARCHITECT PROVIDE ADDITIONAL ENTRANCES OR MEANS OF EGRESS, ADDITIONAL ACCESSIBLE ROUTES MAY BE REQUIRED. 3. IT IS THE RESPONSIBILITY OF THE ARCHITECT AND CONTRACTOR TO NOTIFY THE ENGINEER AND LANDSCAPE ARCHITECT OF ANY CHANGES TO THE PROPOSED BUILDING THAT WOULD AFFECT THE ACCESSIBILITY REQUIREMENTS OF THE PROPOSED SITE. 4. THE CONTRACTOR SHALL REVIEW IN DETAIL THE REQUIREMENTS' OF 521 CMR AND SHALL BE RESPONSIBLE FOR CONFORMANCE WITH SAID REGULATIONS. DEMOLITION NOTES I NOT INTENDED BE AN EXHAUSTIVE SURVEY OF 1. THE INFORMATION SHOWN S 0 :HEREON DED TO ALL APPURTENANCES THAT MAY OR MAY NOT BE IN PLACE TO SERVE THE EXISTING ON -SITE STRUCTURES AND USE. SEPTIC SYSTEM COMPONENTS, UNDERGROUND TANKS, AND OTHER SUB -SURFACE STRUCTURES MAY BE IN PLACE AND MAY REQUIRE ATTENTION BEFORE CONSTRUCTION MAY PROCEED. 2. CONTRACTOR SHALL CONDUCT A PRE -DEMOLITION SURVEY TO IDENTIFY ANY AND ALL UTILITIES AND UTILITY COMPONENTS TO BE DISCONTINUED, REMOVED, OR DEMOLISHED IN PLACE AND THE PRESENCE OR ABSENCE OF ANY HAZARDOUS MATERIALS. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DEMOLITION, REMOVAL OR RELOCATION, INCLUDING BUT NOT LIMITED TO: ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIES' SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COSTS SHALL BE INCLUDED IN BASE BID. 4. CONTRACTOR SHALL ERECT AND MAINTAIN SAFETY BARRICADES AND POST PROPER NOTICES PRIOR TO THE COMMENCEMENT OF WORK. 5. CONTRACTOR SHALL PROTECT EXISTING SITE IMPROVEMENTS, APPURTENANCES AND LANDSCAPING TO REMAIN. 6. CONTRACTOR SHALL MAINTAIN EXISTING UTILITIES TO REMAIN IN SERVICE AND PROTECT THEM FROM DAMAGE DURING DEMOLITION OPERATIONS. ANY DAMAGE TO EXISTING UTILITIES TO REMAIN SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE TO THE SATISFACTION OF THE UTILITY OWNER. 7. ALL UTILITY DISCONNECTION SHALL BE PERFORMED TO THE SATISFACTION OF THE RELEVANT UTILITY COMPANY AND COMPLY WITH ANY LOCAL, STATE AND/OR FEDERAL REGULATORY AGENCIES. 8. CONTRACTOR SHALL PROMPTLY TRANSPORT AND LEGALLY DISPOSE OF DEMOLISHED MATERIALS OFF OWNERS PROPERTY. DO NOT ALLOW DEMOLISHED MATERIAL TO COLLECT ON SITE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DISPOSAL. 9. THERE SHALL BE NO BURNING OF DEMOLISHED MATERIAL ALLOWED ON SITE. 10. CONTRACTOR SHALL, COORDINATE WITH OWNER FOR ANY ITEMS TO BE TURNED OVER TO OWNED. 11, CONTRACTOR 15 RESPDN9I0LE FOR, CONTROLLING DUN T 90 THAT DUET DOE, P40T CREATE A NUISANCE ON ADJACENT ROADS OR PROPERTIES. SITE CONTRACTOR SHALL BE RESPONSIBLE' FOR STREET SWEEPING AND CATCH BASIN CLEANING AFTER EACH PHASE OF CONSTRUCTION AND AS NEED IS DETERMINED BY THE LANDSCAPE ARCHITECT/ENGINEER. 12. NO ACTIVITY SHALL OCCUR OUTSIDE OF LIMIT OF WORK 'LINE AS SHOWN ON PLAN WITHOUT THE APPROVAL OF THE LANDSCAPE ARCHITECT/ENGINEER AND LANDOWNER. 13. THE CONTRACTOR SHALL NOTIFY DIG SAFE @ 1-888-344-7233 A' MINIMUM OF 72 HOURS (M-F) PRIOR TO COMMENCEMENT OF ANY DEMOLITION/CONSTRUCTION ACTIVITY. 14. THE LANDSCAPE ARCHITECT/ENGINEER IS NOT RESPONSIBLE FOR ANY ITEMS THAT MAY BE DISCOVERED ON -SITE DURING DEMOLITION OR CONSTRUCTION THAT WAS NOT PREVIOUSLY INDICATED ON THE SURVEYS OR INFORMATION PROVIDED. 15. PAVEMENT SHALL BE SAWCUT AT THE LIMIT OF WORK. ALL PAVING, FOOTINGS, UTILITIES, CURBING AND OTHER EXISTING IMPROVEMENTS SHALL BE REMOVED OR SUITABLY MILLED TO THE SATISFACTION OF THE OWNER AND GENERAL CONTRACTOR. 30 0 15 30 60 SCALE: 1 "= 30' PERMITTING y z J W W C W C. ;i Syr W W � �� V . M t V N E 0 W- - W M - o M0. D I C Oct 'e rt� i..... .-•, e • w p,; � rt� ,t t i ',3 Dy � �} PREPARED FOR- LTM Realty LLC 470 Shoemaker Lane Ag awa m Ma ISSUANCE DATE: July 19,;2017 REVISIONS: DATE: A. Add Stop Bar & Sign at Entrance 8/3/17 UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: AS NOTED. RLA PROJ. NUMBER: 170506' i FA i e ACCESSIBILITY NOTES GRADING & DRAINAGE !VOTES I. ALL ACCESSIBLE ROUTES, TRANSITIONS, AND ACCESSIBLE PARKING/LOADING AREAS, 1. SITE CONTRACTOR SHALL REFER TO REMAINING PLAN SET FOR INFORMATION REGARDING INCLUDING ALL ENTRANCES TO BUILDING, SHALL ADHERE TO 521 CMR. GRADING AND DRAINAGE. 2 SHOULD THE ARCHITECT PROVIDE ADDITIONAL ENTRANCES OR MEANS OF EGRESS,2. IT SHALL BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFDRMA77ON ADDITIONAL ACCESSIBLE ROUTES MAY BE REQUIRED. CONTAINED IN OTHER SHEETS WITH GRADING AND DRAINAGE INFORMA77ON SHOWN 3. IT IS THE RESPONSIBILITY OF THE ARCHITECT AND CONTRACTOR TO NOTIFY THE ENGINEER HEREON. AND LANDSCAPE ARCHITECT OF ANY CHANGES TO THE PROPOSED BUILDING THAT WOULD 3. PRIOR TO SUBMIT77NG A BID FOR CONSTRUCTION, THE SIFE CONTRACTOR SHALL AFFECT THE ACCESSIBILITY REQUIREMENTS OF THE PROPOSED SITE. COMMUNICATE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND THE SPECIFICATIONS WITH THE PROJECT PROPONENT AND LANDSCAPE ARCHITECT/ENGINEER. 4. THE CONTRACTOR SHALL REVIEW IN DETAIL THE REQUIREMENTS OF 521 CMR AND SHALL SHOULD THE SITE CONTRACTOR FAIL TO COMMUNICATE ANY DISCREPANCIES, HE/SHE BE RESPONSIBLE FOR CONFORMANCE WITH SAID REGULATIONS. SHALL BE RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCREPANCY. 4. CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT/ENGINEER OF ANY UNEXPECTED CONDITIONS THAT ARE ENCOUNTERED DURING CONSTRUCTION. 5. ONCE DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONING, THE OWNER/SITE CONTRACTOR SHALL COORDINATE WITH R LEVESQUE ASSOCIATES, INC. (RLA) TO CONDUCT A' POST -CONSTRUCTION ANALYSIS OF THE DRAINAGE SYSTEM DURING ACTUAL STORM EVENTS TO DETERMINE THE FUNCTIONALITY OF THE INSTALLED DRAINAGE SYSTEM DURING SAID EVENTS. SHOULD THE DRAINAGE SYSTEM NOT FUNCTION AS DESIGNED UNDER REAL WORLD CONDITIONS, RLA WILL RECOMMEND ADJUSTMENTS TO THE DRAINAGE SYSTEM TO �rr' BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. 6. ALL 'U77LITY CONSTRUCTON SHALL CONFORM TO THEIR RESPECTIVE CITY DEPARTMENT �'� �g SPECIFICATIONS. I: rT GM1 .,. PTO SITE DEMOLITION NOTES N' "' ,/ j 1 SIG 1, THE INFORMATION SHOWN HEREON IS NOT INTENDED TO BE AN EXHAUSTIVE SURVEY OF , ",r'rr' �,z:'i''` 5 ,•w.:.f AND N/ETTE ALL APPURTENANCES THAT MAY OR MAY NOT BE IN PLACE `TO SERVE THE EXISTING ✓Er' j } / MATCH GRADES ALONG WALKWAY 0j DUOU ON' --SITE STRUCTURES AND USE. SEPTIC SYSTEM COMPONENTS, UNDERGROUND TANKS, `/ LS00 AND OTHER SUB -SURFACE STRUCTURES MAY BE IN PLACE AND MAY REQUIRE ATTENTION f 6..,.„ w y ax�/ N BEFORE CONSTRUCTION MAY PROCEED. 2. CONTRA - CONTRACTOR SHALL CONDUCT A PRE DEMOLITION SURVEY TO IDENTIFY ANY AND ALL UTILITIES AND UTILITY COMPONENTS TO BE DISCONTINUED, REMOVED, OR DEMOLISHED INUl 101 PLACE AND THE PRESENCE OR ABSENCE OF ANY HAZARDOUS MATERIALS. fop .r, 3.. UTILITIES SHALL BE TERMINATED TO THE SATISFACTION OF THE 4� PERTINENT LOCAL, STATE AND/OR FEDERAL REGULATORY AGENCIES. w f { t: RI f 187.00 w �,� w 4. NO BURNING OF DEMOLITION MATERIALS WILL BE TOLERATED ON -SITE, CONTRACTOR » s 7NV 184.2 r _.... w:._ W�. , l r 4 - , ", r _� SHALL BE RESPONSIBLE FOR PROPER AND LEGAL HANDLING AND DISPOSAL OF ALL ` (SpETL,� T ziC, .t -., DEMOLITION WASTE. ry .•E y5 . D NI CIS S / �` w. , 5. PROPOSED ENTITIES AND GRADING ARE SHOWN FOR REFERENCE ONLY. SEE' ADDITIONAL FRAM SHEETS IN PLAN SET FOR MORE INFORMATION. yr '�'.� .� t� ter' " ��• > 5,f;3. �" rr. �r y ', i ,,�3t,..�.: .{� I r.» SHORT-TERM EROSION .:„ , y CONTROL MAINTENANCE , i y.4 s`E C`, ,, /�1, . . J -"^ � . 1 f,r ,,r^•. /" J , "( :` r F'�' w� , , z , E� D N/ ..��r i LA YG { �p 1. THE CONTRACTOR OR SUBCONTRACTOR WILL BE RESPONSIBLE FOR IMPLEMENTING EACH :U� I� , pA rr _, CONTROL SHOWN ON THE SEDIMENTATION AND EROSION CONTROL PLAN �. �' �:-,.. 4;.'s4.. ��. s;� �,. `'.;: �r � r'' �- sue•",' 4s f '�. � �y„:J. �;r�„ f. e t: ;,. �. S i.. s / f , :_,. .� / 2. ALL EROSION AND SEDIMENT r.:...`,�' , �•,.. CONTROL DEVICES SHALL BE :PROPERLY MAINTAINED DURING I; :: ,/- sr .�, 13 ALL PHASES OF :CONSTRUCTION UNTIL THE COMPLETION ;:> ; , : , '+� �..4:::,s ;� r,, ,,: � 4 t, 5 { OF ALL CONSTRUCTION ACTIVITIES S STONE LEVEL . { AND ALL DISTURBED i ,A- � , r•.,Jr ,,} I: y] w��s{ �j`� BED .AREAS :HAVE :BEEN STABILIZED. ADDITIONAL CONTROL MEASURES !,SPREADER : { i r WILL k ter- :,., ,.. � ,�, t„ ,: , LL BE INSTALLED DURING CONSTRUCTION I I , N ORDER TO CONTROL EROSION AND OR LOAM AND SEED } �.. �4% >^., �"' � r , t t F I ( ± k k: -",:: 3• t: i / ,- riy... 4s. Ti° f , ., ^+ gip, i , :;,. OFF -SITE SEDIMENTATION IF ON-SITE ANY DISTURBED' „ : t ;, � 5 `: �' ;:, ''' f �� , . � .�. .', � I DEEMED NECESSARY BY ON SITE INSPECTION. .✓. , S, i ,,• , ��% , ,,[. j M'" .. ..»:,,.. r: s'%: �,I4y ry:�'3 .., .N"i �' ME t-' .., E ; }. < •,,/. F'N✓ J%'„. '. ,rP".,_... `.C3" w .. .;, ^r' £� ' zi ,r^..'.`""'PC'.t. :.S`• i is r{ AREA BEYOND: r . �� ..w � �� ....... W.....»._ � .,, � 4 ,� �, � 4 3. EFFECTIVE EROSION h. � :. � ' , �. 0 CONTROL.. a x , f r y,, 0 MEASURES SHALL INITIATED i ..r_a� �. .., x � -, , L BE N TIATED PRIOR T � .3 , i 5 / � 0 THE PROPOSED r �' t .. � r , _ 1s t , PAVING .. ............w.• i. 5 COMMENCEMENT OF CLEARING GRADING EXCAVATION, OR OTHER OPERATIONS THAT WILL DISTURB THE NATURAL PROTECTION. 787.2 �.. � <; i,>; ,;r•. '4: +. s /./.''' ra't. g,. t,,y '•.E. :•r- ,.-'`r" .4 tic4�.. £: I� S;. .,cf..,,;,V.l,ir' / :I K18 w. t I t 4. ALL SEDIMENT wr 1 EDlMENT AND EROSION' CONTROL DEVICES SHALL 4 � LL BE INSPECTED AT LEAST ONCE EVERY r � SEVEN 7 CALENDAR : 87.2 "�, 1 � DAYS AND A ....t .. 6 � r . .. :. , - AFTER ANY STORM ! i ,, _.� F () M EVENT GREATER T . ,-� a � M : , HAN 0.5 y,-, ! :, _. f ,. . i; - INCHES OF PRECIPITATION DURING ANY 24--HOUR PERIOD, �r". <i k ,,, ." "A , . ,:<,: _ I , E 10D, AND THE INSPECTION SHALL i . BE DOCUMENTED � .... IN WRITING. DAMAGED OR INEFFECTIVE >: � } {:s: " ;;:.,, � ,� ,, :<1 4 ,: � c ,�# . �,:31•� :. ,r' ,E • . ,:: •..<..� DEVICES SHALL BE REPAIRED OR 4 r REPLACED AS NECESSARY. ,.. 1 9 .ff ,c ,.,'", ,,:,✓ < ;� .4', ,. .:fie s r. I s ,;fir. w• EXISTING , ,3\! 5 , ,, �, .y'g +.w. ., � ♦, ;;rr . 9, ,� � GRAVEL AREA TO i f t ,../ t ,../ / tN €i 8E LOANED AN ... , ,...,. , D SEEDED ,., 5: THE CONTRACTOR SHALL TAKE ,,r` ., ,�' .. ALL REASONABLE PRECAUTIONS TO AVOID EXCESS .EROSION -. _ ' .. :: v, ,..f.. , .......,-.'' .,. F:;�. y� 1 ,..S.,f,.. is ti ::: i'•. •.- ._:..... ,�: � ,,,.' f �, � ,, ;, /, ,� , .. -... �. ._ , .. ., : , , I f E SITE DUE TO THE CONSTRUCTION OF THIS PR ,» . � k � r, �. f „E f OJ ECG. 6. .SILT SHALL. BE REMOVED FROM BEHIND -. , t�, F ;i; � .,, t k .,, ,�' ,r;,�;/� , �^,� ::,�,.-,:•.,>-..; .• .:•. , 5 BARRIERS IF GREATER THAN 6 INCHES DEEP OR AS NEEDED. SEDIMENT THAT .. ` , , ; „•, Nr, IS COLLECTED IN ;STRUCTURES SHALL BE DISPOSED OF , ,r �::: / PROPERLY AND COVERED 1F STORED "4 Ia7 5s �87.so 0 r " ON SITE . ; ! - , IMy INSTALL EROSION CONTROLJ J' ,> �. � .. ., _ , .. ,��_ - . `- 5 �.. :. r r , w � a3 7 , k. .r DAMAGED , , , ,<., . , DETERIORATED ITEMS W , � _,;� w y !LL BE REPAIRED I 187.99 .: ; � � STONE AT DOWNSPOUT � � w_ . .. ..:.- ,:: E4,IMMEDIATELY AFTER. IDENTIFICATION. GUTTER LOW POINTOUTLETS; .I}: hr0 '� r 187 a 33 ., .. Cam,,.•' ., , ._ . _ : � 8. ALL ,.. .a MATCH .. i LL .DITCHES SHALL EXISTING GRAD .: �-- .. ALL BE STABILIZED AS S E , OON AS IS PRACTICABLE TO MINIMIZE ER ;.1 > MATCH EX!EXISTINGN, rr L! "DF ; AVEMENT k , STINGALONG ,, �, DOCK AREA _ �' 1 _ LONG EX 9. TH !STING E CONTRACTOR A CURB SHALL MAINTAIN ALL EROSION. CONT ✓ 3 4 , .:. � ROL DEVICES. IN A GOOD WORKING ] ss.o3 , 87.84 ,_ , r :STATE OF REPAIR ,{ ::� ;, . N , w. t :. � . _:.., N :.; .�~.:�' �. �..,� , �- R UNTIL THEIR USE !S NO LONGER WARRANTED. AT T .� ., k. .f; � �, .� r _ .:. �. • _ N . � . >" :r,r.� I THAT TIME, THE r n r- t s I ,$) f C.t`.rr ,... aa r V f ..-,GRADEc ,� .: 6 EROSION CONTR MATCH ,. , , ., ,, r'•- - ,. - .. � f CONTROL DEVICES. SHALL BE REM I H, � , .,� 1 OVER AN ,. AT DOOR ,: 8 _ D DISPOSED OF S0 AS TO CAUSE NO m E ,,,,. arw_, 1 is 1 t % ,> cl ".c . �- _ r: OFF -SITE SILTATION. w S .. ✓ SEED s N r 186: a t 20 E. "r ,- ., s -. ,r .ter ,.. 1 / , 10. J , � : ., : � , ,.. � NSPECT AND MAINTAIN 44 k ,- ,. � ,_,.. ,,, :<.. r. ]86.32 � ,. ASSED CHANNE ..� AINTA CONSTRUCTION ENTRANCE L s n E STONE SUCH THAT SEDIMENT DOES NOT {. ,.. , , ,. , 186.53 Q8 ,, �...• � ',.. TRACK ONTO THE STREET. .ANY SEDIMENT TRACKED ONTO THE T •i' ✓. +� -V F/ S REET SHALL BE r {. i' } .39 CLEANED DAILY. -''- r„ .-". ' �1l �,,. ./' -s. is � :ja0 ;, ✓ ,�' ., 9 1& 11. AFTER CATCH BASINS HAVE f ?.; IN E BEEN CONSTRUCTED AND THE SITE HAS BEEN PAVED THE t t 4 ,.a _ , :.., , ,.._. : f , :" CONTRACTOR 4 . N r .. �.,,: �. - � _.., � ( I SHALL PROTECT THE INLETS BYCONSTRUCTING , ,,, � ..._ , QQg /< �;,r I INLET PROTECTION AS % ,. 3 y r SHOWN ON TH >,. � w E PLANS. INLET PROTECT! � ON TO REMAIN IN PLACE. AND MAINTAINED UNTIL DISTURBED AREAS HAVE. BE U-Aw a ,, 187.90 � .... �... ~. 1 EN STABILIZED, LOANED AND SEEDED. PAD 87.16 12. EROSION C 187. ] € r , r ONTRGL MEASURES SHALL REMAIN 68.49 X' 188.5? I ]88.25 E IN PLACE UNTIL. ALL DISTURBED EARTH HAS 18 X!- € p G rw. r r IA TI BEEN SUBSTANTIALLY STABILIZE ]87:54 - .. / r, ,:' 4/ 187. r GA D. AFTER REMOVAL OF MEASURES, DISTURBED AREAS 9, � 93 t f \ (?. 188.53 I �` i W COIRU ' SHALL BE REGRADED AND STABILIZED AS NECESSARY. s- G r µ ! t � SGM MA TC1-I €YIETINO GRADE � I ; � 1 ��. � 3 , . � w T 19 y � .` TONE LEVEL 5iPREAD€R } 1.86.70 % 188.42,.. .. - r ..:I .:............... �, . GUTTER LOW » ,:..,..::::m / POINT 13. THIS PLAN IS PROVIDED AS A BASIS FOR THE INITIAL SEDIMENTATION AND EROSION AT LIMIT OF SAWCUT . ] ;�..,�......,.. � w. :; �..... ` 158.59 ;, F f CONTROL `MEASURES. !T , / D N%, � ,r ,, SHALL BE THE CONTRACTORS RESPONSIBILITY TO UPDATE AND I -AN LLC y �,LTY EXPAND THIS PLAN A5 SITE CONDITIONS DICTATE. IT 15 THE CONTRACTOR'S 188.7s - r i NI `" ,,K r f4 :i i, r SA RESPONSIBILITY' TO PREVENT THE OCCURRENCE OF SILTATION TO WETLAND RESOURCE AREAS AND THE MO i VEMENT OF SEDIMENT :BEYOND THE SITE BOUNDARIES.. { I„ M : A, ` ' x 188 188'...EXISTING 95 , ,r ti 1 r ' �a, WIDE GE �,SE ENT CA i j HIGH POINT/GRADE BREAK i ta�S } , .. /,.� , , " . ... .:.... .59 ...i, 'N-Y,,. IVIL sRON f 1I AGI 97 l' Nc ....�5;: f lug `4 , 30 0 15 30 60 € y k It ' :5 x. PERMITTING SCALE: 1'"=30� �EVESQ'W E A� QCI 1 ES Z Landscape Architects Civil Engineers • Land Surveyors Environmental Consultants ph: 413.568.0985' fax: 413.568.0986 40 School Street Westfield, MA 01085 W z 0CL J W i : C W M tn w �; .J L 1 � E 0 W r V M u ��^^ m V to Y ! M a W CC o G W �� i r. E 0M M FM w �+ Z V :� W; W UR f x f R W PREPARED FOR: LTM Rea I y LLC 470 Shoemaker Lane Agawam Ma ISSUANCE DATE: July 19, 2017 REVISIONS: DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: AS NOTED RSA PROJ..NUMBER: 170506 i f .rn �J f r r -TOP aW / 8,29 rs P_36 ✓!; ell 37 � t i PAD PLANT LIST KEY QTY. BOTANICAL NAME COMMON NAME SIZE SPACING CB 3 CARPINUS BETULUS 'FASTIGIATA' EUROPEAN HORNBEAM 2" CAL. JC 24 JUNIPERUS COMMINUS COMMON JUNIPER 18"-2' HT. (> 5 GAL.) LAWN AREA (MIN. 4" LOAM & SEED) RATE PER SUPPLIER REC. t. 4" BARK MULCH OVER FABRIC L,4NDpN1�1 ATE LFON J i I 6 8 #r f pAp AND pYF'0 jp,. C 5 S � � E FRANC r f'�. .y LOAM &SEED I �' �" �•��, ,,, --�+7;;.- � 4, c 1Jf LANDSCAPE NOTES 1. SITE CONTRACTOR SHALL REFER TO SHEET C-1, C--2, DETAIL SHEETS AND REMAINING PLAN SET FOR INFORMATION REGARDING LANDSCAPING. 2. IT SHALL BE THE SITE CONTRACTOR'S RESPONSIBILITY TO CROSS-REFERENCE INFORMATION CONTAINED IN OTHER SHEETS WITH THE LANDSCAPE INFORMATION SHOWN HEREON. 3. ALL SITE PLANTINGS ARE TO MEET OR EXCEED THE MINIMUM SPECIFICATIONS DETAILED IN THE AFOREMENTIONED NOTES. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW THE SPECIFICATIONS FOR EACH INDIVIDUAL PLANTING AND SOURCE IT APPROPRIATELY. 4. PRIOR TO SUBMITTING THEIR BID FOR CONSTRUCTION, THE SITE CONTRACTOR SHALL COMMUNICATE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND SAID SPECIFICATIONS WITH THE PROJECT PROPONENT, LANDSCAPE ARCHITECT/ENGINEER. SHOULD THE SITE CONTRACTOR FAIL TO COMMUNICATE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCREPANCY. 5. LANDSCAPE CONTRACTOR SHALL HAVE EXCAVATING CONTRACTOR, "DIGSAFE'; AND ANY APPLICABLE NON [DIGSAFE] MEMBER UTILITIES MARK ALL UNDERGROUND UTILITIES_ AND PRIOR TO ANY PLANTING. LANDSCAPE CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT AND PROJECT PROPONENT IF ANY CONFLICTS ARISE AND STOP ALL WORK UNTIL CONFLICT IS RESOLVED. 6. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY ABUTTING THE PARCEL AND INCLUDING THE TREEBELT SHALL BE MAINTAINED IN A SAFE AND ATTRACTIVE CONDITION BY THE OWNER OF THE PARCEL. e - 4- - ;: JC-12 f r <., .. . 5 ,it.; r' .e ,, a "F.: . .. �� :n: ..r,. .., .'�'.. tf t { . ; '. �.m l r s t EXISTING STONE r ;.+ r' ,. CB r .... 0 E LANDSCAPING :...., - BED ALONG BUILDING 1 ✓ .� -12 , f woe r" r , +F s ` , ry " `L �, - 1, >,:: E �':;,- �y''..�... `+..... •C: �:1; j `: /..: , .� f .-„ �. �., 4 '�7,9 J i r+, �I tJ L1(y CB i } y,.,�3i1 - i ^ J /✓ .✓• ,, t�:--„`4 OJ--� /F . f �J 77 w1 j vz ^-w IV? V , C .- N L l p'N � TY LC cof%' SAKI R EA £ } 1 tiµ J.. XlSTI I. # DRq 3(), VJID FAS MINT f•. j 1 i l i , is 4 - +. f ...." , E 1 #yam EK s' AA j3 fig 30 0 15 30 60 SCALE: 9 "=30' PERMITTING ASSOCIATES Landscape Architects CivilEngineers • Land Surveyors Environmental Consultants ph: 413.568.0985' fax: 413.56,8.0986 40"Sc6ol Street Westfield, MA'01085 rlaland.com • Ul CL W Z! .� !L M V Ln m M V tn V E O rfo O O r u E z V1 L M rrr.i M Immok w. J L ±.1 Zvi PREPARED FOR: ' LTM Realty LLC 470 Shoemaker Lane Agawam Ma ISSUANCE DATE: August 3, 2017 REVISIONS: DATE: A. Add Landscape Note per PB 8/23/17 UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW [SCALE, AS NOTED RLA PROJ. NUMBER: 170506 D- J 1.5"x1.5" OAK STAKE FILTER FABRIC (MIRAFI ENVIROFENCE 1OOK OR EQUAL) EXISTING GRADE 20" MIN. PROPOSED GRADE FLOW 16" MIN. COMPLETELY BURY END OF FIL TER FABRIC IN TRENCH SECTION SILT FENCE DETAIL (IF REO'D) NO SCALE 2 EACH DUMP S DUMP STRAP 1" (25mm) REBAR FOR BAG REMOVAL FROM INLET SIL T SACK 4 191- EXPANSION RESTRAINT a as . ri (6mm) NYLON ROPE, a 51mm' FLAT WASHERS a Tn 4 44. 4 a. �d a._ INLET PROTECTION - SEDIMENT FILTER SACK NO SCALE 4" PROCESSED GRAVEL (COMPACTED TO 95 STANDARD PROCTOR) 8" COMPACTED BANK RUN GRAVEL BASE BITUMINOUS CONCRETE PAVING DETAIL NO SCALE BITUMINOUS CONCRETE BERM (TYPE-2 NO SCALE PARKING SIGN FOR HANDICAPPED HANDICAPPED ACCESS AISLE SEE CIVIL PLANS CATCH BASIN OR MANHOLE HA Y BALE INSTALL FILTER FABRIC UNDER GRATE MIN. 4" OVERLAP WOOD STAKE NOTE INSTALL BARRIER AT EACH CATCH BASIN AND DRAINAGE BASIN. CATCH BASINS IN PAVEMENT AREAS ARE TO RECEIVE ONLY THE FILTER FABRIC TREATMENT. STORM INLET PROTECTION DETAIL NO SCALE SIGN MOUNTING BOL TS ATTACH SIGN WIT,,---_. 2—j" 0 CADMIUM PLATED STEEL BOLTS WITH HEX NUTS 2" STANDARD GALV. STEEL POST 1/2" DIA. THRU HOLES, 1" O.C. ALL SIDES #4--4" LONG RE -BAR EACH WAY THRU PIPE eVi�61'�: SEE SITE PLANS FOR SIGN DE'S1GNA TION HANDICAPPED PARKING SPECIAL MATE REQUIRED UNAUTHORIZED -VEHICLES MAY BE REMOVED AT OWNER'S EXPENSE 6" O.D. x 1/4" THICK CONCRETE FILLED STEEL TUBE BOLLARD TYPICAL PAVEMENT CROSS—SECTION CEMENT CONCRETE YPACTED SUB —BASE STEEL BOLLARD WITH SIGN DETAIL NO SCALE C� 5' (TYP) $, 8" FOR VAN HANDICAP STALLS NOTES: I. ALL DIMENSIONS TO CENTER OF 4" PAVEMENT STRIPING. 2. ALL STRIPING SHALL BE 4" SOLID WHITE PAVEMENT MARKING PAINT UNLESS OTHERWISE NOTED, 3. CONTRACTOR TO ENSURE HANDICAP ACCESSIBLE PARKING SPACE SHALL HAVE A SLOPE OF 27. OR LESS IN ALL DIRECTIONS. HANDICAP PARKING STALL NO SCALE 4" CONCRETE PAL; SEE SITE PLAN FOR LOCATION ANCHOR BLANKET IN A TRENCH ALONG THE TOP OF SLOPE BACKFILL AND COMPACT STAPLE OR PIN BLANKET IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS / EROSION CONTROL FABRIC EQUAL TO / NORTH AMERICAN GREEN SC150 1 3 (TYP ) SLOPE PROTECTION MATERIAL/y/N6��/ 4" LOAM BORROW & HYDROSEED / SLOPE PROTECTION MATERIAL INSTALLATION (IF R '40 SCALE 1-314" TO 3" ANGULAR CRUSHED STONE GEOTEXTILE FABRIC . , 6" MIN. 15' MINIMUM SECTION A —A 50' MINIMUM 15 MIN (••. 35 'MINIMUM -Ria '. SI a`Z.L f 'r. s a •i w r �. p, � ,. ` �� .s :h 3 r s '. .. 1 L try, 4 •�r A 4,f MAINTAIN SIDEWALK THROUGH ENTRANCE' (IF PRESENT) NOTES I. EACH SITE ENTRANCE IS TO HAVE A TEMPORARY CONSTRUCTION ENTRANCE. 2. STONE IS TO BE 1-3/4" TO 3" ANGULAR CRUSHED STONE. J. PLACE GEOTEX77LE OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. 4. ANY SEDIMENT TRACKED INTO THE ROADWAY NEEDS TO BE CLEANED IMMEDIATELY. 5. ADD177ONAL STONE IS TO BE ADDED TO THE PAD AS NEEDED TO MAINTAIN THE ORIGINAL DEPTH. 6. ANY SIDEWALK DAMAGED DURING CONSTRUCTION MUST BE REPLACED AT THE CONTRACTORS/DEVELOPERS EXPENSE. 7 SIDEWALK MUST REMAIN PASSABLE, IF THE SIDEWALK BECOMES UNSAFE OR IMPASSABLE, A TEMPORARY SIDEWALK/ SIDEWALK DETOUR MUST BE PROVIDED. ANTI -TRACKING APRON (IF R.EO'D') NO SCALE PLANT AT THE SAME DEPTH AS PREVIOUSLY GROWN 3" PINE BARK MULCH UNTIE AND ROLL BACK BURLAP FROM Y3 OFF ROOT BALL (MIN.); IF SYNTHETIC WRAP 1S USED, REMOVE COMPLETELY SLOPE TO FORM SAUCER PLANT BACKFILL MIXTURE SCARIFY EXISTING SOIL & BLEND WITH PLANTING MIX 1:1 AND COMPACT EXISTING SUBGRADE SHRUB PLANTING ]DETAIL NO SCALE BLACK REINFORCED RUBBER HOSE (ABOVE FIRST BRANCH) THREE STRANDS OF #10 GAUGE TWISTED GALVANIZED STEEL WIRE PLAN GALVANIZED EYE AND TURNBUCKLE 2"X2" UNPAINTED CEDAR STAKE (3 STAKES PER TREE) TIGHTEN AS SHOWN TREE WRAPPING PAPER TO SECOND BRANCH TREE SHALL BE SET A OR 1" ABOVE THE ESTABLISHED ! FINISHED GRADE 3" PINE BARK MULCH SLOPE TO FORM SAUCER 33' UNTIE AND ROLL BACK BURLAP FROM 1/3 OF ROOT BALL (MIN) IF SYNTHETIC WRAP IS USED, 1 ! REMOVE COMPLETELY I 1_,_—PLANT BACKFILL MIXTURE SCARIFY EXISTING SOIL & BLEND MTH PLANTING MIX 1: 1 & COMPACT 1�EXISTING SUBGRADE —�—+ " VARIES `12" TREE PLANTING DETAIL NO SCALE 4" THICK CONCRETE SIDEWALK 14.,. (6" AT DRI VEWA YS) FINISHED GRADE SEE PLAN FINISHED GRADE (TREATMENT VARIES) W. W. MESH 1—(TREATMENT VARIES) 2 1 2 SCH 40srL. NOTES. PIPE (2 7/8" O.D.) 1. REFER TO SITE PLAN FOR EXACT 5/8" X 1 1/2" S.STL FLT LOCATION. SKT HD CAP SCR 2. INSTALLATION' TO BE COMPLETED IN 10 GA. COVER PLATE FOR ACCORDANCE WITH MANUFACTURER'S SURFACE MOUNT OPTION ONLY SPECIFICATIONS. 3/8" X 6" DIA. STL. PLATE 3. ALL EXPOSED METAL TO BE COATED WITH ZINC RICH EPDXY THEN FINISHED 4 1/2" 0 W177-1 POLYESTER POWDER COATING. ANCHOR CIRCLE 4" CONCRETE PAD 4. DO NOT SCALE DRAWINGS. 8 1/8" SEE SITE PLAN FOR LOCATION 5. 112" X 3 3/4" EXPANSION ANCHOR' 24,' BOL TS, 6. BIKE RACK TO BE MANUFACTURED BY RUMOR MODEL 125--30. BIKE RACK NO SCALE e • e e � � t1`j��j��1j��1�1`�`wl��1�1��1��i`��`�`��`J��: ® e •► • -e a -• eWWII, Ie e I • r r e EXPANSION JOINT SEALANT (WHEN REQ'D) 2. PROVIDE CONTROL JOINTS AT 6' O.C. CONCRETE SIDEWALK 3. PROVIDE BROOM FINISH IN DIRECTION PERPENDICULAR BLDG. FACE OR TO CURB. Y2" PREFORMED FIXED OBJECT 4. CEMENT CONCRETE SHALL BE 4,000 PSI —TYPE 11. EXPANSION JOINT JOINT DETAIL REINFORCED CONCRETE SIDEWALK SECTION NO SCALE R LEVESQUE ASSOCIATES Landscape Architects Civil Engineers - Land Surveyors Environmental Consultants ph:-413.568.0985 fax: 413.568,0986 40 School Street Westfield, M.4, 01085 rlaland.corn t C W >fu W JN,Lq W im^ u M Vtn E ® f fu W ® W Ln u E L M CL fa r �< �P PREPARED FOR: LTM Realty LLC 470 Shoemaker Lane Agawam Ma ISSUANCE DATE: July 19,20t 7 REVISIONS: DATE: A. Add planting details p g de ails 8/3/17 UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW, SCALE: AS NOTED RLA PROD. NUMBER: '170506 A .. .. � � . . � �� , .. »«: ... .. s� � � d a /