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8830_SITE PLAN - 531 RIVER RD. - LABUNgg3o Sile 'pfan 531 R;VeR R(A Lc,3) n Town of Agawam Zoning Board of Appeals 36 Main Street, Agawam, Massachusetts 01001.1801 Tel. 413.786.0400 ext. 8245 Fax 413-786.9927 Petition of: Robert,Labun Premises Affected: 531 River Road Date: August 30, 2018 Case # : 1976 The Agawam Zoning Board of Appeals conducted public hearings beginning on August 13, 2018 and concluding with a public meeting on August 27,2018 at the Agawam Public Library Community Room, 750 Cooper St., Agawam, MA for all parties interested in the appeal of Robert Labun, as allowed under MGL Ch 40A,Section 8 and the Town of Agawam's Adopted Charter, Section 2, Paragraph C, from the Inspector of Buildings June 4, 2018 "Stop Work Order" decision regarding the premises identified as 531 River Road. After the publichearings and -a thorough review of the facts presented, the Agawam Zoning Board of Appeals made the following findings: 1. The subject property is located in a Business A zoning district. 2. The petitioner recently erected a 50 foot by 68 foot, two-story structure. 3. The intended use of this structure will be for the storage of the petitioner's ;personal car collection, workshop and office spaces. 4. The petitioner added several amenities to the interior of the structure not shown on the originally approved building plan, including showers, a washer/dryer and area for a kitchenette. 5. The petitioner sent an e-mail to Inspector Wight (May 22,'2018) explaining the reasons behind these added amenities. 6. The petitioner received a notice (June 4, 2018) from Agawam's Inspector of Buildings, Erik Wight, explaining his reasoning for having issued a "Stop Work Order"' on May 22, 2018. 7. This June 4th notice also states: "You arc hereby ordered to remove the showers on both levels in order to obtain a certificate of occupancy." 8. The petitioner is before this board appealing Inspector Wight's order concerning the removal of the showers. 9. MGL- Ch.40A, Section 8 allows a person aggrieved by the decision of the Inspector of Buildings to appeal such decision to the permit granting authority, which in Agawam is the Zoning Board of Appeals. 10. Section 2-8, Paragraph C under the Town of Agawam's Charter allows an appeal of the Inspector of Buildings decision concerning zoning violations to the Zoning Board of Appeals. 11. The petitioner has agreed to abide by all zoning regulations as cited under Article VIII (Business A Districts) of the Agawam Zoning Ordinances Chapter 180, especially Sections 180-44 (C) and (D). ZBA Case 4 1976 Page 1 of 2 While the board members understand thepositiontaken by Agawam Inspector Erik Wight, it is the board's unanimous opinion that the petitioner will not be using this structure for residential purposes. The amenities which were added to the plan at a later date are for the personal use of the petitioner to store and maintain cars, the use of showers and washer/dryer for sanitation convenience.. The" kitchenette" area will have a sink and refrigerator. There will be no services on the second floor which would support any type of cooking elements other than countertop devices such as a microwave. The installation of bathroom showers is a common amenity in facilities where the work is considered "dirty and ,greasy". In this case, having two showers may seem to some to be more than is needed for personal hygiene, but no evidence was submitted showing that it is unlawful to do so. The board members are satisfiedthat the petitioner has shown there will be> no residential use of this structure and that Inspector Wight's determination that "the building houses an apartment since it contains all the elements of a dwelling unit", including permanent provisions for living, sleeping, eating, cooking and sanitation is incorrect. Therefore by a unanimous vote of its three members, the Agawam Zoning Board of Appeals hereby approves the petitioner's appeal from Agawam's;Inspector of Buildings and is allowed to install a bathroom shower on each floor; with conditions: 1. The petitioner shall submit a notarized written acknowledgement to this board and to the Inspector of Buildings acknowledging there shall be no residential use of this structure. 2. There will be no services installed on the second floor to support any type of cooking elements other than the use of countertop devices such as a microwave. This decision is subject to appeal in accordance with M.G.L. Ch. 40A, Section 17 within 20 days after this decision is filed with the Agawam Town Clerk. Attachment: Signatory Page of Decision ZBA Case # 1976 Page 2 of 2 Town of Agawam Zoning Board of Appeals 36 Main Street Agawam, Massachusetts 01001-1801 Tel. 413.786-0400 ext. 8739 Fax 413.786.9927 Signatory Page of Decision Case #: 1976 Date: August 27, 2018 Applicant: Richard Labun Address: 531 River Road By a unanimous vote of its three members, the Zoning Board of Appeals hereby grants the petitioner an appeal of the Inspector of Buildings' decision. The conclusion and findings are set forth in the attached written decision. Doreen Prouty Richard Ma gil Gary Suffriti � �C-4 Gary Geiger (Alternate) Aldo Mancini Jr. (Alternate) POWERS & LI UORI ATTORNEYS ATLAW 84 PARK STREET WEST SPRINGFIELD, MASSACHUSETTS 01089 3336 TELEPHONE (413) 739-1200 FACSIlV, M (413) 739-1232 MICHAEL J. POWERS, ESQ. (Refired June 1, 201 mpowersgpowersllquorLcom August 29, 2018 BY HAND Agawam Board of Appeals 36 Main Street Agawam, MA 01001 GAR'Y B. LIQUORI, ESQ. gliquori@powersliquori.com, Re Appeal from decision of Erik C. Wight under Section 2-8, Paragraph C Adopted Charter and M.G.L. ch. 40A, Section 8 Dear Sir/Madam: Enclosed please find a letter from Robert G Labun and Kathleen A. Labun concerning the occupancy issue as an apartment and the installation of a=stove on the above matter as requested at the Hearing on Monday, August 27, 2018. Thank you for your time on this matter. If you have any questions or comments, please feel free to call me. Sincerely, ja�Bl. Niquo Esq. GBL:ms Enclosure Received nrt201B Board 01 APPe-, i ROBERT G. LABUN KATHLEEN A. LABUN 84 WILDFLOWER CIRCLE WESTFILED, MASSACHUSETTS 01085 August 29, 2018 Agawam Zoning Board of Appeals 36 Main Street Agawam, MA 01001 Re Appeal from decision of Erik C. Wight under Section2-8, Paragraph C Adopted Charter and M.G.L. ch. 40A, Section 8 Dear Sir/Madam: Pursuant to your request at the hearing of August 27, 2018, as a condition of retaining the two showers at our property at 531 River Road, Agawam, Massachusetts, we Robert G. Labun and Kathleen A. Labun, hereby state that no one will be residing at 531 River Road or sleeping over for any night at said facility. Additionally, we state that a stove will not be installed in said building. 11111 WIMWAHMM--�� �-® 4 '� Lu± � f do' .-C� D F-.44-. y ■MEN Kim ■ IrWW 1 IWfA�,—j FK ■ Receivoru Board 01 APPe, " 11 COMMONWEALTH OF MASSACHUSETTS Hampden, ss. On this ;� day of , 201$-before me, the undersigned notary public, personally appeared proved to me through satisfactory evidence of identification, which was personal knowledge, to be the person(s) whose names are signed on the preceding document or attached document and acknowledged to me that such person(s) signed such document voluntarily for its stated purpose. B. i uor , of ry Public My'CohatnissionWires: 11/22/2024 GARRY B "' RI UfNotary Public COMMONWEALTH OF AMASSAD# My Commission Expires November 22, 2024 0 own of Agawam Inspect on Services Department` BuUding Inspection Code Enforcement 1000 Suffield Street, Agawsm, MA 01001 Telephone - (413) 821-0632 Fax (413)821-0637 Erik Wight Inspecwr of RWidings Michael Day Plumbing InqaWt Cross Cormwdon Tester June 4, 2018 Robert;G. LaBun 84 Wildflower Circle Westfield, MA 01085 RE: Unauthorized Construction of Apartment at 531 River Road Dear Mr. LaBun, Gary Turnbull £learical inspww Michael Theroux Sealer of Weights & Measures Enforcenumt;Officer On May 22, 2018 I issued a STOP WORK ORDER at the above address after my inspection because I discovered you had constructed an unauthorized apartment within your commercial building. You were issued a permit #B-17494 on August 17, 2017 to "Construct 50'x60' post frame structure for office and car storage. Footings, Insulation and frame". The subject building is also under Construction Control per Massachusetts State Building Code (780 CMR 9'" Edition) Section 107.6 with Architect Christian Carey as design of record. I have; determined the building houses an apartment since it contains all the elements of a dwelling unit; pursuant to Massachusetts State Building Code (780 CMR 9`h Edition) Section 202 Dwelling Unit: A single unit providing complete, independent living facilities for one or more persons, including permanent provisions for living, sleeping, eating, cooking and sanitation. Your building contains a full bathroom (toilet, sink, and shower) and a washer/ dryer on the fast floor. On the mezzanine level again a full bathroom (toilet, sink, and shower), a roughed in kitchen sink and:a separate room that could be used for sleeping. You are hereby ordered to remove the showcrs on both levels in order to obtain a certificate of occupancy. Additionally the building is in the Business A zoning district which would not permit a;dwelling unit in a commercial building unless a special permit were obtained by the Agawam Zoning Board of Appeals since the property is legally nonconforming in terms of land area for residential usage. You have the right to appeal this decision with the Agawam Zoning Board of Appeals per Agawam Zoning Bylaw Chapter 190 Section 11. Sincere Erik C. Cc: Stephan Buoniconti, Solicitor Doreen Prouty, ZBA. MarcStrange, Planner Christian Carey, Architect of Record Jacob Dushane, Fire Inspector William Sapell4 -Mayor 0 Amanda Boissonneault From: Sent: To: Cc: Subject: Attachments: Steve et All, See attached. Erik Wight Inspector of Buildings 1000Suffield Street Agawam, MA 01001 (413) 821-0632 (413) 821-0632 fax Erik Wight Monday, June 04, 2018.10S0 AM Stephen Buoniconti ccarey@cccarchitect.com; Mayor William Sapelli; Marc Strange; Amanda Boissonneault; Jake Dushane; Erik Wight Unauthorized apartment 531 River S KM BT_36318060410020. pdf Town of Agawam 1000 Suffield Street, Agawam, MA Tel. 413=621-0632 Application for Building Permit Application No: B-17-494 Job Location:- 531 RIVER RD Permit For: New Construction Business Contractor's Christian C Carey Name: Contractor's 549 RUSSELL RD' Address: State: MA Zip Code: 010852142 Date Recieved: 7/24/2017 (Home)Owner's Name: LABUN ROBERT'G LABUN KATHLEEN A (Home)Owner's Address: 84 WILDFLOWER CR Phone: (413) 562-0466 City: WESTFIELD State Lic. No: 10006 Phone: (413) 531-8562 Work Description: Construct 50 x 68' post frame structure for office and car storage, footings, insulation and frame. Total Value Of Work To Be Performed: $300,000.00 Structure Size: 0.00 0.00 0.00 Width Depth Area l hereby swear and attest that i will require proof of workers' compensation insurance for every contractor, subcontractor, or other worker before he/she engages in work on the above property in accordance with the Workers' Compensation Act (Chapter 568). 1 understand that pursuant to 31-275 C. G. S., officers of a corporation and partners in a partnership may elect to be excluded from coverage by filing a waiver with the appropriate District Dice; and that a sole proprietor of business is not required to have coverage unless he files hisintentto accept coverage. 1 hereby certify that lam the owner of the property which is the subject of this application or the authorized agent of the property owner and have been authorized to make this application. 1 understand that when a permit is issued, it is a permk to proceed and grants no right to violate the Massachusetts State But7ding Code or any other code, ordinance or statute, regardless of what might be shown or omifted on the submitted plans and specifications. All information contained within is true and accurate to the best of my knowledge and belief All permits approved are subject to inspections performed by a representative of this office. Requests for inspections must be made at least 24 hoursin advance. Signed Christian C Carey 7/24/2017 (413) 562-0466 Applicant Date Telephone No. Estimated Construction Costs / Permit Fees Total Project Cost: $300,000.00 Date Paid Amount Paid Check # or -CC# Pay Type Total Permit Fee:- $1,685.20 7/24/2017 $1,585 20 TD Bank # 214; Check Total Permit Fee Paid: $1,585.20 THIS IS NOT A PERMIT r 0-1 E w hl {i (6 L O b C 0 a E Zco r O C. o G c U) c w p o N r m p Y t +, cLn v N a coa, r +�+ a 0 0 M — L 0 $ o Q v � � lG O $ c L o d) g CL a a ca U °n ° a= o O a m` W y 'C O Z3p0- ul � CD m m m 3 3 "° CD c ®J Co 35 C N< JCD d �o as o E o �+ U t _ , " o a E 4C ac � � � ,tea Q C4 O m au v 3 o d t7 O m a eas �' '� o �tll fJn O O g V N Q cant Q5 L C. 0 C. 0 M CL Lc V p m Q 0 a c 9 "b O C O e 3 L v ` C ago y , d C co NQ O pit W L w to 4- LO N N C V a ` o � a� �' G �� ° y o _ 0 a c( o a Kra_n 0 d � ¢� m� m= L — ..oZ's � ~ o E +. 3 0ctn O °° ren �i CL Im E EA CL a 0 ID N a iou_ z tl Q. L Q 0 toaCD d cc 4? K CL'Z6 O �'� m CL U U CO U t 00' � L w c. c .r H O Lei 'L m � Q Ccc $ F' M LO I--9 m r O a+ o o a aeY y C O V. L O L ZIY�� CLC Z W Q :01O N � N R W RD O •�. �: N C. Z L_ / � Q) a- O U CL t =3 0 c � p C a CL tl� d d c = L L� 1A m 0 O' aLU � m c •0 O 4 Amanda Boissonneault From: Robert Labun <rglkal@comcast.net> Sent: Monday, June 04, 2018 1:43 PM Tot Erik Wight Cc: ccarey@cccarchitect.com; Mayor William Sapelli; Amanda Boissonneault; Marc Strange; Jake Dushane; Stephen Buoniconti Subject: RE Labun 531 River Road Thank you Erik. From: Erik Wight <EWi hg t(@agawam.maa.us> Sent: Monday, June 04, 20181:26 PM To: Robert Labun <rglkal@comcast.net> Cc: ccarey@cccarchitect.com; Mayor William Sapelli <WSapelli@agawam.ma.us>; Amanda Boissonneault <ABoissonneault@agawam.ma us>; Marc Strange <MStrange@agawam.ma.us>; Jake bushane= <afdinsp@agawam.ma.us>; Stephen Buoniconti <solicitor@agawam.ma.us>; Erik (Night <EWight@agawam.ma.us> Subject: RE: Labun 531 River Road 6/4/1:8 Bob, This email serves as a release from the STOP WORK ORDER I issued on May 22, 2018. As a condition of this release, no further work is permitted on the showers. Also you agree to apply to Zoning Board of Appeals for relief of my decision and that you will adhere to all their conditions of a special permit. Likewise if you are not successfully with ZBA you will remove both showers. Please respond if you concur. Sincerely, Hank NVig tt Inspector of Buildings 1000Sullield Street Agawam, MA 01001 (t13) 821-0632 (413) 821-0632 im cN�ight4agaiNam ina.us From: Robert Labun fmailto:ralkalUcomcast.net] Sent: Monday, June 04, 2018 12:17 PM To: Erik Wight' Cc: ccaLey@cccarchitect.com C LI Subject: Labun 531 River Road Importance: High Erik, I am sending this email pursuant to our discussion this morning which included my wife Kathleen and Christian Carey. At the meeting, you presented us with a letter dated June 4, 2018, that; referenced your May 22 Stop Work Order and your decision that we must "remove the showers on both levels to obtain a certificate of occupancy. You also explained that we may appeal your decision and gave us the form to do so. Our intention is to file such an appeal as soon as possible. You did let us know that we may now continue work on the construction of the building (but we will not perform any further work on the showers). As discussed, can you please respond to this email today so we may have record of your agreement with us resuming work and that we may remove the Stop Work Order sign from the building. Sincerely, Bob La'bun 413-531-8562 Confidentiality/Public Record Statement. Under Massachusetts Law, any email created or received by an employee of The Town of Agawam is considered a public record. All email correspondence is subject to the requirements of M.G.L. Chapter 66`. This email may contain confidential and privileged material for the sole use of the intended recipient. Any review or distribution by others is strictly prohibited. If you are not the intended recipient please contact the sender and delete all copies. 2 Towel of Agawam v Planning Board 36 Main Street, Agawam Massachusetts 01001-1801 Tel. 413 726.9737 Fax 413.78E-9927 June 5 2017 Robert Labun 84 Wildflower Circle Westfield, MA 0`1085 Dear Mr. Labun: At its duly called meeting held on June 1, 2017, the Agawam Planning Board voted to approve the Site Plan entitled "Proposed Site Improvements, 531 River Road, Agawam, MA", dated April 26, 2017 Rev: May 25, 2017 with the condition that the attached June 1, 2017 Engineering Department comments be addressed. Please provide this office with three sets of plans for the Planning Board to sign. If you have any questions, please contact this office at 786-0400, extension<8245. Sincerely, "14WO40 Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD' MRP:prk Cc R. Levesque Associates Building Inspector c Engineering Dept. rye: Town Clerkry File w TOWNOF AGAWAM Department f Public Works 1000 Suffield Street Agawam, MA 01001 Tel (413) 821 OM Fax (413) 9210631 Christopher J. Golba Superintendent 1 f 1 To Planning f R Levesque Associates, Inc. CC: Building File From: Engineering Division Date: June ';1, 201`7 Subject: Site Plan - 531 River Rd - Garage and Car Storage Facility Per your request, we have reviewed the Site Plan entitled "Proposed Site Improvements, 531 River Read, Agawam, MA; Parcel 11D: M8 2 3; Prepared for: Mr. Robert Tabun, 84 Wildflower Cr, Westfield, MA; Prepared by: R Levesque Associates Inc. 40'School Street, Westfield, MA 01085; scale: I" = 20'; Rev: May 25, 2017," and we recommend approval of the plans with the following conditions: 1. Please note that the DPW will be applying a fog seal and crack sealing Leonard Street this summer. Compaction and pavement replacement work shall be performed in strict accondanoe with Town standards in order to provide a smooth finisbed pavement surface. 2. There doesn't appear to be issues with the fence impeding sight distance on this parcel. However, the builder=shall mark out where the fence will be installed and request field verification and approval by the Engineering Division prior to installation. Engineering reserves the right to make additional comments s new nformaation is submitted. if you have any questions please do not hesitate to contact this division, Sincerely, . ti Vladmaiar Cis Michelle C. Chase, P.E. Civil Engineer Town Engineer„ 3 cn 6 p � 9- a.,F- :iresaa,s_ -��I �:te'r7 xz ail .x Department of Public Works 1000 Suffield Street Tel (413) 8210600 Christopher J. Golba • Agawam, MA 01001 • Fax (413) 8210631 • Superlatendent To: Planning 1 R Levesque Associates, Inc. CC: Building / File From Engineering Division Data: June 1, 2017 Subject: Site Plan — 531 River Rd -- Garage and Car Storage Facility Per You request, we have reviewed the Site Plan entitled "Proposed Site Improvements, 531 River Road, Agawam, MA; Parcel ID: MS 2 3; Prepared for: 'Mr. Robert L.abun,-84 'Wildflower Cr, Westfield, MA, -,Prepared by: R. Levesque Associates Inc. 40 School Street, Westfield, MA 01085; Scale: 1" = 20% Rev: May 25, 2017," and we recommend approval of the plans with the following conditions: 1. Please note that the DPW will be applying a fog seal and awl sealing Leonard Street this summer. Compaction and pavement replacement work shall be performed in strict accordance with Town standards in order to provide a smooth finished pavement surface. 2. There doesn't appear to be issues with the fence impeding sight distance on this parcel. However, the budder shall mark out where the fence will be installed and request field verification and approval by the Engineering Division prior to installation. Engineering reserves the right to make additional comments ..s new'information is submitted. if you have any questions please do not hesitate to contact this division. Sincerely, /LjflAl , Vladimir Cdceres Civil Engineer Michelle C. Chase, P.E. Town Engineer Ago 9 10 "' LEVESQUE 3 I E,,. ..Y 40 School Stmet, P.O. BOX 640, Westfield, MA 01065 p413:568:0985 f413.568.0986 , www.rlaland.com May 30, 2017 Vladimir Caceres & Michelle C. Chase City of Agawam DPW - Engineering Division 1000 Suffield Street Agawam, MA 01001 RE: Notice of intent - Garage and Car Storage Facility 531 River Road Agawam, MA RLA Project File: 170116 Dear Agawam Engineering, On behalf of our client, Robert Labun, our office is herein responding to the City of Agawam Engineering Division comments dated May 25th, 2017 with regard to the Site Plans and Stormwater Drainage Report submitted for a proposed garage and car storage facility. The following response provides the original comment as stated in the review, followed by the RLA response in bold. The comment order and format is consistent with the original document for ease of review. Department of Public Works— Engineering Division Comments 1. Please note that the DPW will be applying a fog seal and crack sealing Leonard Street this summer. Compaction and pavement replacement work; shall be performed in strict accordance with Town: standards in 'order to "provide a smooth finished pavement surface. All proposed work in Leonard Street will be done in accordance with Town standards. 2.. Please update the note on the Typical Sanitary Cleanout Detail to read: "Cleanow required every 100' of sewer lateral and at each bend" Revised as requested. 3 A drywell with beehive grade is recommended in the rain garden to assist in infiltration during the winter seasons and reduce standing water in the bottom of the rain garden. A beehive drywell has been added as requested. 4. Please show calculations and sight distance triangle that demonstrates that sight distance will not be impeded by the fence. Based on the proposed height of fence, grading and elevation of drivel's eyes at Leonard Street as measured and calculated per accepted standards, it appears the fence will impede sight distance. A LAND PLANNING SERVICES COMPANY I Site Plan Review Response to Comments S31 River Road Agawam, Massachusetts A plan titled "Intersection Sight Distance Sketch' has been prepared to show conformance to the required sight distances triangles. Should you have any questions regarding the aforementioned information, please do not hesitate to contact our office at your convenience. Sincerely, R Levesque Associates, Inc. Robert M. Levesque, RLA, ASLA President cc, Robert Labun R Levesque Associates, Inc. Page 2 9 01 • 40.School StmGt,P.O. BOX 640, Wcstficld,::MA 01085 p 413.56B.0985 - f 413:56H:0986 www.rtaland.com May 18, 2017 Vladimir Caceres & Michelle C. Chase City of Agawam DPW . Engineering Division 1000 Suffield Street Agawam, MA 01001 RE Notice of Intent -.Garage and Car Storage Facility 531 River Road Agawam, MA RLA Project File: 170116 Dear Agawam Engineering: On behalf of our client, Robert;Labun, our office is herein responding to the City of Agawam Engineering Division comments dated May 11th, 2017 with regard to the Site Plans and Stormwater Drainage Report submitted for a proposed garage and car storage facility. The following response provides the original comment as stated in the review, followed by the RLA response in bold. The ;comment order and format is consistent with the original document for ease of review. Department of Public Works — Engineering 'Division Comments 1. Engineering recommends contacting MassDOT since some of the work is near the State layout on River ,Road. R. Levesque Associates will contact MassDOT as necessary. 2. The proposed location of the fence Along River RoadandLeonard Street will cause sight distance problems. Please remove the proposed fence in those locations. The Fence along River Road has been relocated to provide an intersection sight distance of 445 feet as recommended by USDOT — FHA section 3.3.1 Table 3 (stop controlled intersection - 40 mph intersecting street). Additionally, the fence height is designed to be below the accepted values for driver's eye height and object height. 3. Any plantings proposed in front of the building need to be shown on the plans and shall not impede on sight distance for River Road and Leonard Street. Foundationand Rain Garden planting have been added and will not adversely impact intersection sight distance. 4. Accessible parking spaces shall ;be at least the same dimensions as the standard parking spaces and shall be level with surface slopes not exceeding 1:50 (2%) in all directions. A LAND PLANNING SERVICES COMPANY Ar Site plan Review _ _ _ _ _ _Response to Comments 531 River Road _ Agawam, Massachusetts Revised as requested. 5. The accessible parking signs are to conform to the design and verbiage specified in M.G.L CAO S.22A and AAB 521 CMR 23.00. (see attached details) Revised as requested. 6. Oil/water separator for the proposed garage bay will be required as per town code. Understood, oil water separator to be designed by others. 7. Please include in the plan the location of a dumpster if proposed. No dumpster is proposed at this time. 8. The high point near the driveway entrance shall be elevated slightly to ensure stormwater is directed into the swale and not into Leonard Street. Spot grades near the driveway have been elevated as much as possible while beeping driveway grades below 10%. 9. Please show proposed lighting for the site. No site lighting is proposed. Wall -mounted lighting near building entrances will be shielded to prevent scatter of light across property line. 10. The removal of the 24" and 30" oaks will affect the western neighbor's property (including their driveway). Coordination with the neighbor at #321 Leonard Street should be required as part of this project. (see attached screen shot) Removal of these trees and roots will darnage their driveway. The removal of these trees has been coordinated with the abutter as requested. Care will be taken during removal to avoid impact to abutting properties.: R Levesque Associates, Inc. Rage 2 Site Plan Review Response to Comments 531 River Road Agawam, Massachusetts Should you have any questions regarding the aforementioned information, please do not hesitate to contact our office at your convenience. Sincerely, R Levesque Associates, Inc. (1�' , r '-"' Robert M. Levesque, RLA, ASLA President cc: Robert Labun R Levesque Associates, Inc. Page 3 11 To: Planning Board From: Sergeant Steven Grasso Date: May 12, 2017 Re: 531 River Road I have reviewed the Site plan application and visited the site at 891 River Road. There is nothing to indicate the building of the new structure will have any effect on vehicle, pedestrian or bicycle traffic. The structure will be over thirty eight feet from River Road which will leave ample distance for a clear site line for vehicle operators entering onto River Road from Leonard Street. However, there appears to be a post and rail fence indicated on the site plan. It seems the fence may fall within the site line for vehicle operators pulling onto River Road. I'emphasize the builder conform to all Town regulations regarding this matter. t Department of Public Works 1000 S—af ield Strut Tel (413) 8210600 Christopher J. Golba • Agawam, MA 01001 • Fax (413) 8210631 • Superintendent MEMORANDUM To: Conservation Commission and Planning CC; File From: Engineering Division Date May 11 2017 Subject: Notice of Intent — 531 River Rd Garage and Car Storage Facility Per your request, we have reviewed the Notice of Intent entitled "Proposed Site Improvements, 531 River Road, Agawam, MA; Parcel ID: M8 2 3; Prepared for: Mr. Robert Labun, 84 Wildflower Cr, Westfield, MA; Prepares! by R Levesque Associates Inc. 40 School Street, Westfield, MA 01085 Scale 1" = 20'; Dated: April 26, 2017," and we have the following comments: 1. Engineering recommends contacting MaissDOT since some of the work is near the State layout on River Road. 2. The proposed location of the fence along River Road and Leonard Street will cause sight distance problems. Please remove the proposed fence in those locations. 3. Any plantings proposed in front of the building need to be shown on the plans and shall not impede or sight distance for River Road and Leonard Street, 4. Accessible parking spaces shall be at least the same dimensions as the standard parking spaces and shall be level with surface slopes not exceeding 1:50 (2%) in all directions. 5. The accessible parking signs are to conform to the design and verbiage specified in M.G.L C40 S.22A and AAB 521 CMR 23.00. (see attached details) 6. Oil/water separator for the proposed garage bay will be required as per town code. 7, Please include in the plan the location of a dumpster`if proposed. 8. The high point near the driveway entrance shall be elevated slightlyto, ensure stormwater is directed into the swale and not into Leonard 'Street 9. Please show proposed lighting for the site. 10. The removal of the 24" and 30 oaks will affect the westerns neighbor's property (including their driveway). Coordination, with the neighbor at #321 'Leonard Street should be required as part of this project. (see attached screen shot) Removal of these trees and roots will damage their.driveway, 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, R Vladimir Caceres Civil Engineer G' Michelle C. Chase, P.E. Town-Engineee f 0 0 1` REFLECTORIZED (ENG. GRADE) WHITE TEXT AND SYMBOL ON BLUE BACKGROUND (TYP.) HANDICAPPED T PARKING SKCK Kam MATE RDmm AT WHEN E REQUIRED VAN ACCESSIBLE ALUMINUM SIGN (TYP`. ) $300 FINE 8 0 O 0 D.P.W BREAKAWAY 0 POST cc 0 o o I h 9 O 0 0 e 0 0 0 HANDICAPPED PARKING SPECIAL PLATE REQUIRED UNAUTHORIZED VEHICLES MAY BE REMOVED AT OWNER'S EXPENSE e PERMANENTLY INSTALLED INTO 0 FINISHED GROUND SCALE'. N.T.S. NOTE: MAXIMUM MOUNTING DISTANCE FROM HEAD OF STALL IS 10' PLEASE SEE: MGL C.40§21 —22A, AAB 521 CMR 23.00, AGAWAM CODE §169-28 DRAWN BY: JGD PROJECT SHT. NAME SHT. ND. DATE: 01/08/10 TOWN OF AGAWAM DWG. NO.: I CONSTRUCTION STANDARDS ACCESSIBLE PARKING SIGN A--1 APPROVED BY: MCC AGAM&M FIRE DEPARTMENT 800 MAIN STREET, AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX (413) 786-1241 ALAN SIROIS, CHIEF OF DEPARTMENT afdchief@agawam.ma.us BERNARD J. CALVI, DEPUTY CHIEF afddeputy@agawam.ma.us JACOB N. G. DUSHANE, FIRE INSPECTOR afdinsp@agawam.ma.us FRANK MATUSZCZAK, TRAINING OFFICER afdtraining@agawam.ma.us May 10, 2017 Plan Review For: 531 River Rd Agawam, Ma 01001 Dated April 26 2017 Prepared by R Levesque Associates Inc. Planning Board Members; I have reviewed the plan submitted before you for the site plan of 531 River Rd. Upon review I have found nothing of note to the fire department due to the plan being a site plan only. During the team meeting held on May 9, 2017 Mr. Labum was informed that he would be required to meet the construction requirements of 527 CMR 1 Section 30 with the Massachusetts amendments. So long as Mr. Labum submits construction documents that meet or exceed these requirements: 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 afdinsp,�'?a;agawam.ma.us (413) 786-0657 EXT 8883 eOil s.. 'TTown of Agawam To: Engineering Dept., Police Dept., Fire Dept., ADA Committee CC: From: Planning Board Date. 5/4/17 Subject: Site Plan for 531 River Road Please review and comment on the attached Site Plan for 531 River Road (l_abum) prior to the Planning Board's May 18, 2017 meeting. Thank you, PRK/amb 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 From: LETTER OF TRANSMITTAL R LEVESQUE ASSOCIATES, INC. Date: IVIA j2 , 2017 A Land Planning Services Company Project No: 170716 Project Name: 531 River Road w'wvv.rlaland.corn 40 School Street, P.O. Box 640, Westfield; MA 01086 RE: Site Plan Approval 413-568-0985 (0) 413-568-0956 (F) To: Town of Agawam Planning Board 36 Main Street Agawam, MA 01001 Attention: Pam Kerr We Are Transmitting to You: ❑ Under Separate Cover VIA ❑ Attached 0 Plans ❑ Approval of Subcontractor ❑ Copy of Letter ❑ Specifications ❑ Order on Contract; ❑ Photographs ❑ Report ❑ Original Drawings El Proposal ❑ Form Other Site Plan Approval Application Number DWG./Revision Drawing Description of Copies Date Number 10 Site Plan Approval Application 10 Plan Set Z, lStCGCn�u�.ke.�- �:at�a 2 Re tom+ These are Transmitted as rioted Below: H 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 estions you,may have. t: G- - MAC' 0 3 2017 Robert Labun AGAUAM PLANNING BOARD 0 U - -- -- By: ,Ryan Nelson Note: If Enclosures are not as noted, please notify us at once. Agawam: Planning Board May 18, 2017 AGAWAM PLANNING BOARD May 18, 2017 - - MEMBERS PRESENT:�=: Mark R. Paleologopoulos, Chairman Violet E. Baldwin Charles Elfman. Nicholas Pandolfi MEMBERS ABSENT: 4 Mario Tedeschi ALSO PRESENT: Marc Strange Pamela Kerr Mr. Paleologopoulos called the meeting to order at 6:OO PM. 1. SITE PLAN — 531 River Road — Labun Rob Levesque was in attendance to present this Site Plan which shows the construction- of a 50' x 68' private garage on a piece of business zoned property at the corner of Leonard Street and River Road. He stated that this will be a Morton building with thee bays and the owner will use it to house his personal car collection. Handicap access will be provided and there will be a 12'` apron on the driveway (private use). The property is within Riverfront and as such a Notice of Intent has been filed with the Conservation Commission. Mr. Levesque then went over the most recent Engineering Department memo on theprojectand stated that he has no problem addressingthem. He stated that there will be no dumpster on the site and no site lighting is proposed other than wall mounted sconces on the building (down -lit). Cut sheets on the exact lighting will be submitted with the building plans. Asfar as tree removal, the applicant has sent a letter and coordinated this with his neighbor. Mr. Elfinan asked if the current building on the site is a garage. Mr. Levesque stated yes, a small garage that will be demolished. Mr. Elfinan then asked about any proposed fence. Mr. Levesque stated that there will be a 4'' stockade around the bank and one side and the remainder will be split rail/guard rail. Mr. Paleologopoulos asked if this garage could be used for commercial use some day. Mr. Levesque stated that it would be limited in the future and would need an amendment to the plan, possibly. Mr. Paleologopoulos asked about snow storage. Mr. Levesque indicated that it would be handled on site with a snow blower. Ms. Baldwin asked if any plantings were proposed. Mr. Levesque stated that they are proposing plantings in front of the bio retention basin/rainwater garden as well as foundation plantings along the front of the building. Ms. Baldwin reminded Mr. Levesque that the Board will want to see cut sheets on the lighting as well as a rendering of the building. Mr. Levesque asked that the plan be tabled this evening. He explained that part of the Conservation Commission process is a requirement for offsite mitigation. Commission members will be walking the site and bike path prior to their next meeting. 1 Agawam Planning Board May 18, 2017 Motion was made by Mr. Pandolfi and seconded by Ms. Baldwin to table the Site Plan for Labun to the next meeting (June 1, 2017). VOTE 4-0 2. SITE PLAN — 470 Shoemaker Lane — LTM LLC Rob Levesque had sent a letter asking for a continuance to the next meeting as they have signed a contract to take over this plan. The members felt it was appropriate to return the plan to the applicant at this time. When a revised plan has been received it would be placed on the next available agenda. Mr. Levesque agreed with that. Motion was made by Ms. Baldwin and seconded by Mr. Pandolfi to return the Site Plan for 470 Shoemaker Lane to the applicant to address professional staff comments. VOTE 4-0 Motion was made by Ms. Baldwin and seconded by Mr. Pandolfi to amend the order of the agenda. VOTE 4-0 5. SITE PLAN— KLC Auto Sales —1514 Main Street The applicant requested that this item be continued to the next meeting as he has hired Anderson Associates to revise their plan and prepare a filing with the Conservation Commission. The members felt it was appropriate to return the plan to the applicant at this time. When a revised plan has been received it would be placed on the next available agenda. Motion was made by Ms. Baldwin and seconded by Mr. Elfman to return the Site Plan for KLC Auto Sales, 1514 Main Street until professional staff comments have been addressed and a Conservation Commission filing has been submitted. VOTE 4-0 3. SITE PLAN — One Stop Convenience — 308 Suffield Street John Strandberg,: architect, was in attendance to present this plan. He explained that per EPA, the owner must remove the existing single walled gas tanks and he will be replacing them in front of the store on Suffield Street. He stated that the Town has given the property a new Rowley Street address which now negates the necessity for a Variance application with the ZBA. He went on to say that they have applied to the ZBA for a drive up ATM which was originally shown on the north side of the building at the front corner and now has been relocated to the back corner. He went over the Engineering Department comments and how he will address them. The Safety Officer requested that a "no left turn" sign be placed at the closest driveway to 2 Agawam Planning Board June 1, 2017 AGAWAM PLANNING BOARD June 1, 2017 MEMBERS PRESENT: Mark R. Paleologopoulos, Chairman Violet E. Baldwin' Charles Elfinan Mario Tedeschi -� v MEMBERS ABSENT: r Nicholas Pandolfi ALSO PRESENT: Marc Strange Pamela Kerr Mr. Paleologopoulos called the meeting to order at 6:30 PM. 1.. REQUEST TO RESCIND— Site Plan Approvals (2) -- Eversource — South West Street and South Westfield Street Eversource has withdrawn their two Site Plan applications. Motion was made by Ms. Baldwin and seconded by Mr. Tedeschi to rescind the Site Plan approval for Eversource on South West Street. VOTE 4-0 Motion was made by Mr. Tedeschi and seconded by Mr. Elfman to rescind the Site Plan approval for Eversource on South Westfield Street. VOTE 4-0 2. SITE PLAN — 53`1 River Road — Labun Rob Levesque was in attendance this evening. He presented a revised plan that addresses Engineering Department comments. He also provided a photometric plan for the security and site lighting. He stated that the security lighting ;is 10 watts and will be on from dusk til dawn. Thesite lighting is 30 watts and will be switch operated. He stated that all lights broadcast down. The members had reviewed this plan at the last meeting and were ready to vote on it tonight. Motion was made by Mr. Elfman and seconded by Mr. Tedeschi to approve the Site Plan for Labun — 531 River Road with the condition that the June 1, 2017 Engineering Department comments be addressed. "k Plan A. oval Application, Narrative & Supporting Documents Proposed Site Improvements 531 River Road Agawam, MA (Parcel Map 8, Block 2, Parcel 3) Applicant: Robert Labun 84 Wildflower Circle Westfield, MA 0 1085 Owner: Robert & Kathleen Labun 84 Wildflower Circle Westfield, MA 01085 Project File #: 170116 MAY 03 Z017 A I C A M PLANP;Afi'JG BOARD -'.--,"..:30C1.ATES, INC A LAND PLANNING SERVICES COMPANY 40 School Street, WEstf id d. MA 01025 p 413.568.0985 - f 413.SGS.0986 , www.r1aland.com TABLE OF CONTENTS PROPOSED SITE IMPROVEMENTS APPLICATION FOR SITE _PLAN APPROVAL 53lRIVER ROAD MAP 8,BLOCK 2y PARCEL 30 TITLE PAGE COVER APPLICATION FOP, SITE APPROVAL - FORM D ............................................... 2 NARRATIVE ADDENDUM,..-.''.....''....^,-.--,.~..-.--^-~.^~'--~.^^.'-- 3 LocusMAP .-~...~-.-..^-.-...^.~~_'-,,~-'-'-_~_-.--'~--^. 4 DEED............................................................................................ 5 LIST OF ABUTTERS yNTM|N30OFEET (JFPROPERTY ............................ 6 APPENDIX........................................................................................ I "PROPOSED SITE PLAN SET PREPARED BYRLEVESC)DE AssoCIATES,INC.[)ATED4/26/20l7 STORMWATER DRAINAGE REPORT SECTION 1 COVER LETTER 40 "Chcol Strut Wl Stfi0d VA p4135680965 f41z3568_098F, ur_�Gi hiard..ce�. May 1, 2017 Mr. Mark Paleologopoulos, Chairman Town of Agawam Planning Board 36 Main Street Agawam, MA 01001 RE: Site Plan Approval Application Proposed Site Improvements 531 River Road, Agawam (Parcel ID: 8-2-3) RLA Pro#ect File: 170116 Dear Chairman Paleologopoulos and Board Members, On behalf of the applicant, Robert Labun, our office is herein filing an application for Site Plan Approval to allow for the construction of a garage with associated site improvements. Included herewith, you will find the -original and the requisite number of copies of the application form and supplement documents: A digital copy of the plans has been ;submitted as required. We are herein requesting to be placed on the Planning Board's next available agenda. Should you have any questions regarding this application, please do not hesitate to contact our office at your convenience. Sincerely, Robert M. Levesque, RLA, ASLA President cc: Robert Labun A LAND PLANNING SERVICES COMPANY SECTION 2 APPLICATION FOR SITE PLAN APPROVAL - FORM D TOWN OF AGAWAM, MASSACHUSETTS Application for Site Plan Approval Please complete the following form and return it and ten (10) copies of the Site Plan to: Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001` April 18, 20 17 _ 1. Name of Business Address 531 River Road, Agawam, MA Phone # Fax # email 2. Name of Applicant/Owner Robert & Kathleen Labun Address 84 Wildflower Circle Phone ## 413 - 53 1- 8562 Fax # email rglkal@comcast . net 3. Name of Engineer/Architect R Levesque Associates, Inc. Address, 40 School Street, Westfield;, 'MA 01085 Phone# 413-568-0985 Fax# 413-568-0986 email robl@rlaland.com 4. Please give a brief, description of the proposed project: The proposed project consists of the construction of a 681 x 50' garage bu-ilding with associated site improvements including a paved driveway, installation of utilities, and site grading,. Please refer to the attached narrative and plan set for further details SECTION 3 NARRATIVE ADDENDUM NARRATIVE ADDENDUM TO SITE PLAN APPROVAL For Proposed Site Improvements 531 River Road (Assessor's Map'8, Block 2, Parcel 3) Agawam, MA 01001 RLA Project No. 170116 Introduction The subject property is located at the intersection of Leonard Street and River Road and is designated as parcel 3 of Assessor's Map S, Block 2 with the Town of Agawam Assessors Database. On behalf of the applicant, Robert Labun, J2 Levesque Associates, Inc. is submitting a Site Plan Approval application under section 180-13 of the Agawam zoning bylaw to allow for the construction an automobile garage and site improvements as shown on the attached project plans entitled "Proposed Site Improvements", dated 4/26/2017 prepared by R Levesque Associates, Inc. The property is recorded in the Hampden County registry of Deeds in Book 21180 rage 388. The subject parcel is .33 acres. A Locus Map is also included in Section 4 of this application package. Existing Conditions and Surrounding Land Uses The subject property is currently mostly lawn area with an existing garage of approximately 500 square feet. The property is relatively flat with a slight slope towards River Road with the highest elevation at the rear of the property. Adjacent parcels to the west and north consist of single-family residences. The subject property is zoned Business A and Residence A-2. Please refer to the attached site plan set which depicts the zoning boundary in relation to the subject property. The subject parcel is not located; within a Special Flood Zone area according to Flood Insurance Rate Map 25013C041"1 E, dated 7/16/2013. Please refer to page EX-1 in the project plans for more detail regarding the existing site conditions. Portions of the project are located within Conservation jurisdiction and will be addressed through a 'Notice of Intent filing. Proposed Conditions General The applicant proposes to remove the existing structure and construct a 68' x-50' garage building, with 3 garage bay doors, along with associated site improvements. This includes a paved driveway and parking area to the west of the building, minor site grading for drainage, and installation of utilities. The paved driveway will be accessed from Leonard Street. The building will be served by Narrative Addendum for Site Plan Approval 531 River Road, Agawam, MA Page 2of2 public sewer and a connection is proposed to an existing sanitary sewer manhole in Leonard Street. The applicant wishes to use the building for the storage and repair of cars.. Erosion and Sedimentation Control The proposed erosion and sedimentation controls at the site include a stone tracking pad at the vehicular access point off of Leonard Street, silt fencing at down gradient extents of construction and additional Best Management Practices. Please refer to the attached project plan set for the specific location and details of the proposed controls. Storm water Management On site stormwater will be routed, via roof leaders and site grading, to a bioretention swale to be located east of the proposed building. Please refer to the attached site plan set for further information. For further information, please see the site plan documents. END OF NARRATIVE ADDENDUM SECTION 4 Locus MAP SECTION 5 DEED 05--1.7-2016 a 12,= 04-R DEED OF DISTRIBUTION KNOW ALL MEN BY THESE PRESENTS THAT I, ROBERT G. LABUN, of 84 Wildflower Circle, Westfield, Massachusetts, as the Personal Representative of the ESTATE OF LORRAINE G. LABUN, deceased, late of Agawam, Hampden County, Massachusetts (see Hampden County Probate Court Docket No. HDI 5P4405EA), in distribution of the Estate of Lorraine G_ Labun, for no consideration, hereby grant, release and distribute to myself ROBERT G. LABUN and KATHLEEN A. LABUN, both of 84 Wildflower: Circle, Westfield, Massachusetts, as Tenants by the Entirety, the property in Agawam, Hampden County, Massachusetts, being more particularly bounded and described on Exhibit A < attached hereto and made a part hereof by reference. E Being the same premises described in a deed ofGallerani Drug; Co., Inc. to George Labun co and Lorraine G. Labun, as tenants by the entirety, dated December 18, 1986 and recorded in the Hampden County Registry of Deeds at Book 6328, Page 310. George Labun. died March , 2014. Executed as a sealed instrument this day of { , 2016. y co fitness ROBERT G. LABUN Personal Representative of o The Estate of Lorraine G. Labun L a. COMMONWEALTH OF MASSACHUSETTS Hampden, ss. On this day of 114At. , 2016, before me, the undersigned notary public, personally appeared ROBERT G.`LABUN, (VIpersonally known tome or( ) proved to me through satisfactory evidence of identification, which was/were to be the person whose name is signed on the preceding or attached document, and acknowledged to me that he signed it of his own free act and deed and voluntarily for its stated purpose. Notary Public My commission expires: IZAL- -LA CU+SAYCIAK 0003"WA OF�'brr0 EXHIBIT A Parcel "I. Bk 21180 Pg389 #27444 The land in Agawam, Hampden County, Massachusetts, shown on a plan of Riverside: Gardens recorded in Hampden County Registry of Deeds, Book of Plans H, Page 56, as a portion of lot 46 (forty-six), said portion being bounded and described as follows: EASTERLY by River Road, thirty-seven and 43/100 (37.43) feet; SOUTHERLY by lot 47 (forty-seven) as shown on said Plan, one hundred forty-two and 80/100 (142.80) feet; WESTERLY by lot 49 (forty-eight) as shown on said Plan, fifty (50) feet; and NORTHERLY by the remaining portion of said lot 46 (forty-six) one hundred fifty- four (154) feet, more or less., Parcel If., Certain real estate situated in Agawam, Hampden County, Massachusetts, being known and designated as lot 47 (forty-seven) (47) as shown on a plan of Riverside Gardens, recorded in Hampden County Registry of Deeds, Book of Plans H, Page 56, said lot being bounded and described as follows: Bounded SOUTHERLY by Leonard Street, one hundred twenty-five and I3/100 (125.13) feet; WESTERLY by Lot 48 (forty-eight) as shown on said Plan, being land now or formerly of George F'. McGrevy, et ux., fifty-five and 67/100 (55.67) feet; NORTHERLY by lot 46 (forty-six) as shown on said Plan, one hundred forty-two and 80/100 (142.80) feet; and EASTERLY by River Road, sixty-two and 57/100 (62.57) feet. DONALE) E. ASHE, REGISTER HAMPDEN CO NTY REGISTRY OF DEEDS SECTION G LIST OF ABUTTERS WITHIN 300 FEET OF PROPERTY Assessor's Office 36 Main St, Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 X 8704 Fax 413-726-2828 Email; assessor@agawam:ma.us February 1, 2017 Ryan Nelson R Levesque Associates, Inc. 40 School Street Westfield, MA 01085 Dear Mr. Nelson: On January 30, 2017, you requested a Certified Abutters List for R Levesque Associates, Inc. for the property located at 531 River Road, further identified as Map M08, Block 02, Lot 0003. The request was for abutters 300' from the subject property. The attached list to this cover letter represents, to the best of our knowledge, the current owners of the propertiesthat are 300' from 531 River Road. We have also attached a map showing the subject parcel and the abutters as generated by our GIS Mapping System. 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V) , LA } a Ln 0 } Ln V C7 a O !be� fn z p 2 w z ,CL Q QF-i' z a w 0> LU 0 aULJ O st a Q H _' H '_`� 0 w 0 Z O w a w a w W 0 O 0¢ a a3wau`-r-,mr�= a0 - r= � Oo 3z a "'z�0o _az°�cau"t° � ¢" m o x �" w z a 3 z <n z a=LLJ71 a Ln w 0 Q LL O o= CO cn m u u O= O j � a L m u u u° 0=_� x g a 2 z o C 0-== 3 O N w w m to r` r- r,i H m' r t0 # m o N to qt N h R [D' Ln 01 M O N M N ri -9t N VT N t"V M -i rl ri C! -r-i 1"4. PO 00 00 00 00 00 w 00 00 00 00 00 00 00 00 w 00 00 00 m m w w g 22`_°22222222222n2222 531 RIVER RD M8 2 3 2/112017 10:07:40 AM Scale: 1"=1000' Scale is approximate The information depleted on this map is forplanning purposes only. It is not adequate for "I boundary definition, regulatory interpretation, or parcel -level analyses. APPENDIX "PROPOSED SITE IMPROVEMENTS" SITE PLAN SET BY R LEVESQUEASSOCIATES INC. DATED 4/26/2017 STORMWATER DRAINAGE REPORT Proposed Site Improvements 531 River Road Agawam, Massachusetts Applicant/Owner: Robert Labur 84 Wildflower Circle Agawam, Massachusetts RLA Project File: 170116 April 26p 2017 REC,E111ED 0 3 2017 MAAWAM PLANNING BOARD R LEVESQUE ASSOCIATES, INC A LAND PLANNING SERVICES COMPANY 40'School Street Westfield, MA 01085 p 413,5613.0985 f 413.568.0986 wwLux1aland.com Proposed Site Improvements Drainage Report 531River Road Agawam, Massachusetts TABLE OF CONTENTS 1. ~~,,,~,,,,~,~,^,,~,~,~,,~,,~,~~~,.~~,.'---_-_'.—_-----_.....~.....1~1 2. SITE DESCRIPTION ,~.~~~..~_.'~-----.__._'-'--_.~~^,,,~~,,~,.~.~^~.` ..~~~~~~,,~.2.1 2.1 Predeve| Conditions ....................................................... ....................................................... 2-1 7.2 Resource Areas .............. ._................................................................. ............................................... 2~ 2.2.1 F]oodrJo|n _,_ ^ ~.-~`=~=_.'~~_~~-~~~-~2- 11 2^2.Z Natural Heritage and Endangered Species Program z................................................................. 2-1 2.3. Soils _________._______-___~.^~____. 2-2 3.1 Drainage Calculations .............................. ............................... '........... ... ..................... .................. 3-1 3.1,l Design- Points ----.,-.._.~._....-,..~~__,._.~_~._=_-_~____._,____,__,,,3-2 3].7 Pre -Development ............... ~ 3].3 Post- Development Hydrology ....................................................... ................................................... 3-2 3].4 ,.~...~.~..~_.................................................................................... 3.3 Hydraulic Analysis ................................................................................................................................. 3-3 3.3 MassDEP Stormwafer Management Standards........................................................ ............... 3-3 3'4 Sform*aferBest Management Practices ......................................................................................... 3-5 3'4.1 Vegetated Filter Strip with Level Spreader ------.~,-.~,-----..._-...-.3-6 3 .2 Bko- ................................................. -............................... .................. ......................... 3~O 3.5 Protection of StormwaterBest Management Practices during Construction ......................... 3-6 3.6 Inspection and Maintenanceof Stormwater Best .... 3-6 3.7 Illicit Discharge Compliance Statement .......................................................................................... J-/ List of Tables Table .4: Hydrologic Soil Group Classification -------_-.--_---------.''--.---'2-2 Table3i l: Design Rainfall Data ............................... .................................................................................................... R Levesque Associates, Inc. Page Proposed Site Improvements Stormwater Orainagc.Report 531 River Road Agawam, Massachusetts List of Figures ' Figure Figure 1: Site Locus USES Map ' Figure 2: FEMA Flood Map Figure 3: NHESP Map Figure 4 Pre -Development Watershed Plan Figure 5 Post -Development Watershed Plan AppcndIr(7,S APPENDIX A: CHECKLIST FOR STORMWATER REPORT APPENDIX B: SOILS INFORMATION APPENDIX C: PRE- AND POST- DEVELOPMENT HYDROLOGIC ANALYSIS (2, 10, 50 & 100 YEAR STORM EVENTS) APPENDIX D: HYDRAULIC ANALYSIS APPENDIX E MASSDEP CALCULATIONS APPENDIX F: CONSTRUCTION PERIOD EROSION CONTROL PLAN APPENDIX G: LONG-TERM OPERATION AND MAINTENANCE PLAN APPENDIX H ILLICIT DISCHARGE COMPLIANCE STATEMENT APPENDIX 1: LOW IMPACT DEVELOPMENT CONSIDERATIONS APPENDIX J: DPW INSPECTION SCHEDULE R Levesque Associates, Inc. Page ii ProposEd Site ImprovEments StormwatEr Drainage Report SW River Road Agawam, Massachusetts 1. INTRODUCTION The applicant, Robert Labun, is proposing to construct a new garage building at 531 River Road in Agawam, Massachusetts. The proposed project also includes the construction of associated site rimprovements such as a new parking lot, utility connections and sormwater management system.> The parcel has been historically developed and the current site amenities include a small garage/shed with gravel apron. The immediate adjacent areas surrounding the garage/shed building are currently maintained as a lawn and wooded area. There is no existing drainage infrastructure on the property. Any existing utility service connections shall be discontinued. New utility connections including water service, sanitary sewer service, gas service :and electrical/telecommunication service will be installed to serve the proposed garage building. ® The proposed site improvements include: 1. Demolition and removal of the existing building and tree removal as shown on the site plans; 2. Construction of the new building and parking lot, including fences and landscaped areas, etc.; 3. Construction of a sormwater management system to provide groundwater recharge, infiltration and water quality treatment from the proposed site iimprovements. As part of the proposed site improvements, a stormwater management system has been designed utilizing the Massachusetts Department of Environmental Protection Stormwater Management Handbook. ;In general, the proposed development will maintain the existing drainage patterns of the site. Runoff from storms up to and including the 100 year rainfall event will be infiltrated completely on site. R Levesque Associates, Inc. Page 1-1 Proposed Site Improvements Stormu_rater Drainage Report 'S31 River Road Agawam, Massachusetts 2. SITE DESCRIPTION 2.1 Predevelopment Conditions The property to be redeveloped is located at 531 River Road which is a corner parcel at the intersection of River Road and Leonard Street. The site is currently listed as parcel ID M8 2 3'in the Town of Agawam Assessor's Office. The site is situated primarily within a Business A district, with a westerly portion situated in the Residence A-2 district as shown in the Town of Agawam Zoning GIS and zoning map. The total area of the parcel is approximately 14,375 square feet. Figure 1 — USGS Map illustrates the location of the project. The property is bounded to the north and west by residential properties, to the east by River road and to the south by Leonard Street. The entire property has been historically developed. The landscape is primarily grassed interspersed with maple, oak and spruce trees. Additionally, a small pocket of native wooded vegetation covers the northwest area. The exiting topography is relatively flat. Elevations vary less than three feet throughout the site. Grades generally slope gently downhill from the northwest towards the southeast. Runoff from the site is ultimately tributary to drainage infrastructure at the intersection of River Road and Leonard Street'. As located by field survey and verified from as -built plans and DPW research, all of the runoff from the site is tributary to the existing down -gradient drainage infrastructure in the surrounding roadways. Figure-4 — Pre -Development conditions delineates the sub -catchment areas. 2.2 Resource Areas The entirety of the parcel where the site improvements are proposed has been historically developed and maintained. There were no bordering or isolated vegetation wetland areas delineated on the parcel. However, the site is located within riverfront area associated with the Connecticut River to the east. Please refer to the Notice of <Intent application for additional information. 2.2.1 Floodp!ainn 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 Rate Maps, the site is located within a Zone X which delineated the 500-year flooding event. The property is not located in a Zone A corresponding to the 100-year flooding event, see Figure:2 Flood Rate Insurance Map. 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 R LevesquE Associates, Inc. Page 2-1 Proposed Site Improvements StormwatEr DrainagE REPort 531 River Road Agawam, Massachusetts 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: Hadley very fine sandy loam, 96A B 0 to 3 percent slopes A series of test pits were conducted by Filipe Cravo, P.E. SE# 12839 to evaluate the ability of the site to support stormwater drainage system components. A total of three (3) test holes were dug as a preliminary site investigation and were spread out based on conceptual design parameters. Upon detailed site design calculations, a surface bioretention area was required to provide a proper stormwater management system to meet the respective requirements of the regulations. The bio-retention area is located in the vicinity of test pit numbers TP-2 and TP-3. There was no evidence of _seasonal high groundwater determined on the property, see Appendix for additional soils information. Overall, the on -site soils investigations corroborated the NRCS mapping. 2.4 Post Development Conditions The applicant is proposing to develop the property by constructing a 3,400 square foot garage and constructing various site improvements including a new parking lot area, ;concrete landings adjacent to the building, and bioretention area. All of the existing utility service connections shall be discontinued. New utility connections including water service, gas service, sanitary sewer service and electrical/telecommunication service will be installed to serve the proposed garage. Additionally, a new stormwater management system is being proposed on the site which will be an improvement over existing conditions. The proposed stormwater management system has been designed to provide peak rate attenuation and groundwater recharge. This is achieved by utilizing stormwater best management practices such as a vegetated filter strip and bioretention area. The proposed stormwater management system will collect runoff from the proposed impervious area via surface flow to a low -point within the paved areas. Once collected, the runoff will be conveyed via a vegetated R Levesque Associates, Inc, PagE 2- Proposed Site improvements S31 River Road Stormwater Drainage Report Agawam, Massachusetts filter strip to the bioretention area. Overall, the proposed site improvements will maintain the general drainage patterns of the site. The bioretention area has been designed to accommodate all storm events up to and including the 100 year rainfall event. Figure-5 — Post -Development conditions delineates the sub -catchment areas. 1-1 R Levesque Associates, Inc. Page 2-3 1 Proposed Site Improvements Stormwater DrainagE Report 531 River Road 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 Massachusetts Department of Environmental Protection Stormwater Management Handbook (MassDEP Handbook). A detailed hydrologic analysis of the system was completed in order to evaluate the 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 wafter quality treatment and groundwater recharge. 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. Time of Concentration (Tc) for each sub-hatchment is shown on the Post Development Watershed Plan (Figure 5). 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: 2-year, 24-hour storm 3.00 inches 10-year, 24-hour storm 4.60 inches 100-year, 24-hour storm 6.50 inches R Levesque Associates, Inc. Page 34 ProPosed'Site Improvements StormwatEr Drainage Report S31 River Road Agawam, Massachusetts 3.1.1 Design Points In order to <compare the difference between pre and post -development peak flows, existing and proposed watersheds were delineated. One Design Point (DP) was established with a flow path representing the longest time of concentration of run-off in the tributary watershed. For this analysis, the design point was determined as follows: DP-1 Town Drainage Infrastructure Leonard Street: This design point represents, the existing drainage infrastructure in Leonard Street where all of the runoff from the site is tributary both in pre- and post -development conditions. 3.1.2 Pre -Development Hydrology The project area under existing conditions was broken down into one (1) sub -catchment discharging to the design pointas described above. The sub -catchment was 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 3.1.4 below. 3.1.3 Post -Development Hydrology The project area under proposed conditions was broken down into three (3) sub -catchments discharging to the same design point 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 Peak Discharge Rates The table below summarizes the Pre and Post -Development peak discharge rates for each Design Paint`: Min 1 4 Pre dnd Post Develo rnent Pea bischar a Pates 2-year storm (cfs) 10-year storm (cfs) 100-year storm (cfs) Pre- Post- Pre- Post- Pre- Post - Design Point 1 0.05 0.00 0.22 0.02 0.50 0.05 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 proposed bio-retention area. R LevesqueAssociates, Inc. Page 3-2 Proposed 51te lmprovEmrmts Stormwater Drainage Report S31 River Road Agawam, Massachusetts 3.2 Hydraulic Analysis R. Levesque Associates, Inc. utilized the Hydraflow Express Extension for AutoCAD Civil 3D ,2012 software program, Version 9, developed by Autodesk, Inc., in order to analyze the hydraulic capacity of the proposed vegetated filter strip. The analysis was conducted in order to verify that the proposed filter strip has sufficient capacity to convey up to and including the 24-hour, 100 year storm event. As part of the input parameter required for the hydraulic analysis, the tributary sub -catchment area, including a conservative estimate of the entire roof area, was delineated based .on proposed topography and any additional connected discharges. Additionally, the rcharacteristic land use coverages and flow paths were identified. Please refer to Appendix D for the hydraulic analysis of the proposed vegetated filter strip. 3.3 MassDEP 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 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 #1 - No new stormwater conveyances /e.g., outfallsf may discharge untreated stormwater directlyto 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 02 — Stormwater management systems shall be designed so that post development peak discharge rates do not exceed pre -development peak discharge rates. This Standard may he waived for discharges to land subject to coastal storm flowage as defined in 370 CMR 1 0.04. 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, 10-year, and 100-year 24-hour storms. See Appendix C for the Hydrologic Analysis. w Standard 03 - 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 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 Storm water Handbook. R LevEsque Associates, lnc Page 3.3 1 ProposEd Site ImprovEments Stormwater arainagE Report 531 RIVEr Road Agawam, Massachusetts The proposed bioretention area has been designed with the capacity to infiltrate the required recharge volume. See Appendix E for the Required Recharge Volume Calculations. Standard 0'4 - Stormwater management systems shall be designed to remove 80% of the average annual post -construction load of TSS, It is presumed that this standard is met when; a. Suitable practices for source control and pollution, prevention are identified in a longterm pollution prevention plan, and thereafter are implemented and maintained; b. Structural stormwater BMPs practices are sized 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 I The treatment train for the proposed stormwater management system includes a vegetated filter strip with pea gravel diaphragm and bioretention area to meet the water quality standards. See Appendix E for the Waear 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. 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 storm water BMPs determined by MassDEP to be suitable for such uses as provided is the Massachusetts Stormwater Handbook. Stormwater discharges from land uses with highor potential pollutant loads shall also comply with the requirements of the ;Massachusetts Clean Waters Act, M. G.L c. 27, §§ 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 #8 - Stormwater :discharges within the Zone 17 or Interim Wellhead :Protection Area of a public water supply, and storm water 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 8.44Ps determined by MassDPP to be suitable for managing 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, taking 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)(c)7 or (b) to an � R LEvrsque Associates, Inc. Page 3-4 Proposed Site Improvements Stormwater Drainage Report 531 River Road Agawam, Massachusetts Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3. 00 and 374 CMR 4.00. Storm water discharges to a Zone l or Zone A are prohibited unless essential to the operation of a 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 maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural BMPs requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment protect shall also comply with all other requirements of the Storm water Management Standards and improve existing conditions. This standard is not applicable. • Standard 08 - A plan to control construction -related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities �construetion period erosion, sedimentation, and pollution prevention) shall be developed and implemented. A Construction Period Erosion Control Plan has been provided in Appendix F. • Standard 09 A long-term operation and maintenance plan shall he developed and implemented to ensure that stormwater management systems function as designed. A long-term Operation & Maintenance Plan has been provided in Appendix G. • Standard # 10 - All illicit discharges to the stormwater management system are prohibited. An illicit discharge statement will be provided prior to discharge of stormwater to post - construction BMPs. See Appendix H for a copy of the Illicit Discharge Statement. 3.4 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 b`ioretention 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 impacts of the proposed site improvements. See Appendix E - 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. R Levesque Associates, Inc. Page 3-5 Proposed Site Improvements Stormwater Drainage Report S31 River Road Agawam, Massachusetts 3.4.1 Vegetated Filter Strip with bevel 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. Vegetated filter 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 a rea. 3.4.2 Bio-Detention Areas A bioretention area is a best management practice which is being utilized on site as part of the stormwater management system treatment train process to enhance water runoff quality and provide infiltration. Bio-retention areas utilize soils, plants, and microbes to treat stormwater before it is discharged to downstream drainage infrastructure or infiltrated to provide groundwater recharge. The proposed bio-retention areas associated with this project will provide aesthetically pleasing vegetation within the site. Additionally, the bio-retention areas will provide stormwater water quality treatment prior to groundwater recharge. 3.5 Protection of Stormwater Bast 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 F —'Construction Period Erosion Control Plan. 3.6 Inspection and Maintenance of 5.Ormwater 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 prepared which dictates the inspection frequency and maintenance operations for each BMP. See Appendix G — Long -Term Operation and. Maintenance Plan. R Levesque Associates, Inc. Page 3f PrapasEd SitE ImprovEmEnts StopmwaterDrainagE Report 531 River Road Agawam, Massachusetts 3.7 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 rAppendix H. 3.8 Low -Impact Development Alternatives Analysis Narrative RlA has prepared a Low -Impact Development Alternatives Analysis Narrative as part of the Stormwater Drainage Report, see Appendix I. R,Levesque Associates, Inc. Page 3-7 Proposed Site Improvements Stormwakv DrainagE Rtiport 531 River Road Agawam, Massachusetts 4. CONCLUSION The proposed stormwater management system has been designed to mitigate the impacts of the proposed site improvements by providing a control for runoff water quality and water quantity. In addition, the proposed site improvements, including the stormwater management system, will provide water quality treatment and groundwater recharge which currently do not exist. Implementation of stormwater best management practices such as a vegetated filter strip and b'ioretention area allow for a stormwater drainage design that is in conformance with the criteria set forth in the Massachusetts Department of Environmental Protection Stormwater Management Handbook. I R,Levesque Associates, Inc. Page 41 11 Proposed Sit( Improvements Stormwater Drainage Report 531 River Road Agawam,_ Massachusetts I Figure I.- Site Lanus — USGS Map R Levesque Associates, Inc. Proposed Site ImprovEmEnts Stormwater Drainage, Report 531 River Road Agawam, MassachusEtts i I Figure 2 FEMA Flood Map R IEvEsquE Associates, Inc. Proposed Site Improvements 5tormwatEr Drainage Report 531 RiverRoadAgawam, Massachusetts Figure 3' NHESP Map R LEvesque Associates, Inc. o- e�. + 6 0 e� �aY t a t ee cn�,a�angere�a z)pecies mop P*o ad boo I ,a,f�ot9 Win. Mounchusa lim 11 Proposed Site lmprovemEnts 5tormwater Drainage Report 531 River Road Agawam, Massachusetts Figure 4: Pre -Development Watershed Plan R Levesque Associates, Inc. ro way PUeIep 9860'895'Elb °Xeb 5860'895'Elb'4s49snyoossoW 'P101]4se� N d a 98010 VVV'PI3W53M - Ob9 —8'0'd . 433JIS IOOLPS Oft aPa1D IBMOIJPl!M b9 o n o . ueld P3y5d3IeI" ungolpogo2['aW Ruedwo:) s3:)iAagS 5utuuelcf pue- b u�eme6 jugLjudOI3A30-3JcJ ]NI `SB.LVI:)OSSV anOSBAYI a peon.,anIa Res m a s4usw3AQJdwi sl!S p3sodcud 13 ;� Q DLo w Ct� co GAP C vi LO Ln LO ffi ii'� 1 i�; LU 3: V) EE J ~I f to 51- I "o �(w W Z Z 0 Q 0o a Q .o N Pe® S -� IVY ' 1VM3A18CI 03AVd c Li- lo:: to T cD U4 ZY N v0 O W Ci W f-LAJ , fu V) 0 1 i k In lin 0 V) rn V)En t- i E € F- 1i 0 i V A 0 tt 0 N II 0 0 N =NmccM '0 II l� v) :2 5zy zz N Cj U w M Q z ci z w Lai cn am.) s c Q c� LLJ o a 3 m g0 m in J LW F- � V)i U)i (nn W w - l Proposed Site Improvements Stormwater Drainage Report 531 River Road Agawam, Massachusetts Figure 5 Post -Development Watershed Plan IR Levesque Associates, Inc. Proposed SAE Improvements 531 River Road Appendix A: Checklist for Storrnwater Report StormwatEr OrainagE Report Agawam, Massachusetts R Uvesque;AssociatEs, Inc. Massachusetts Department of Environmental Protection r Bureau of Resource Protection - Wetlands Program 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 on the computer, compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for use only the tab the Stormwater Report which should mvide more substantive and detailed information but is offered p t � 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 key. the Stormwater Report mustcontain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) 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!ProSect 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 BMP treatment train. Plans are required to show existing ;and proposed conditions, identify all wetland resource areas, NRCS 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 calculationsshallbe 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 provideanexplanation. The completed Stormwater Report Checklist and Certification must be submitted with the: Stormwater Report. ' The Stormwater Report may also 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. z 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: 170116 - MassDEP-Stormwater Checklist •,04/01108 Stormwater Report Checklist •,Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection Wetlands Program h o [isfi for Stormwater 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. (Vote: 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 a 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. Ragistelred Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (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 FILIPE J. CRAVO Sig L4�0'010, - Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? 0 New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment 170116 MassDEP Stormwater Checklist • 04/01/08 Stormwater Report Checklist - page 2 of 8 11 n Omp Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ❑ No disturbance to any Wetland Resource Areas ❑ Site Design 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 Use of "country drainage" versus curb and gutter conveyance and pipe Bioretent on Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) El Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other (describe): Standard i- Na New Untreated Discharges M No new untreated discharges ❑ 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. 170116- MassDEP Stormwater Checklist • 04/01/08 Stormwater Report Checklist • Page 3 of 8 JEM Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program is for Starmwater Report Ll Check Checklist (continued) Standard 2: Peal: Rate Attenuatton ❑ Standard 2 waiver requested because theprojectis located in land subject to coastal storm flowage 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 10-year 24-hour storms. If evaluation shows that off -site flooding increases during the 104-year 24-hour storm, calculations are also provided to show that post -development peak discharge rates do not exceed pre -development -rates for the 1 00-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. Sizing the infiltration, BMPs is based on the following method: Check the method used. E Static ❑ Simple Dynamic ❑ Dynamic Field' Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site isnotdischarging 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. 10 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. 21E sites pursuant to 310 CMR 40,0000 ❑ :Solid Waste Landfill pursuantto 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. 21 E site or a 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.. 170116 - Mass 5tormwater Checklist- 04/01108; Storrnwater Report Checklist• Page 4 of 8 Massachusetts Department of Environmental Protection Bureau 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- year24-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 undercover; • 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 nearcriticalareas or from LUHPPL; • Training for staff or personnel involved with implementing Long -Term Pollution Prevention Plan; List of Emergency contacts for implementing Long -Term Pollution Prevention Plan, Z 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. 170116 - MassDEP Stormwater Checklist • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) M The BMP is sized (and calculations provided) based on M The 112" 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, andlor other third party studies; verifying performance of the proprietary BNIPs. ❑ 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 Wit`i 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 NPDES Multi -Sector General Kermit 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. ❑ 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. ❑ 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. 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. , ❑ Critical areas and BMPs;are identified in the stormwater Report. 170116 MassDEP Stormwater Checklist •'04101 Stormwater Report Checklist • P2ge`6 of 8 1 1 MM Massachusetts department of Environmental Protection L��Bureau of Resource Protection - Wetlands Program 'i Checklist for Stormwater Report 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 ❑ 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 a 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 Ll Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met (Standard No. 1, 8,, 9, and 10 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; • Dames 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. 170116 - MassDEP-Stormwatw Checklist • 04M108 Stormwater Report Checklist • Page 7 of Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater p� Checklist:(continued) Standard S: 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. Ll The project is covered by -a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan 13 ThePostConstruction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Z Dame of the stormwater management system owners; Z Party responsible for operation and maintenance; ® Schedule for implementation of routine and non -routine;, maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and ® 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 plant and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges El The Long -Term Pollution Prevention Plan ;includes measures to prevent illicit discharges; 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. 170116 - MassDEP Stormwater Checklist-r 04/01/08 Stormwater Report Checklist - Page 8 of Proposed Site Improvements _ Stormwater Drainage REport 531 River Road .� Agawam, Massachusetts Appendix B Soils information - NRCS Soils Report - Soil Evaluation' Logs R IEVEsquE Associates, Inc. USDA 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 531 River Road April 28, 2017 Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about 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 focal governments may impose special restrictions on land use or [and 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 [imitations 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://www.nres.usda.gov/wpst portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://ofFces.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist(http;l/www.nres.usda.gov/wps/porta[/nresfdetafi/soils[contactus/? cid=nres 1 42p2_053951). 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 (MRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The Department Agriculture discrimination in all its U.S. of (USDA) prohibits 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 ialternative 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 provider and employer. 3 A Containts Preface ................................ ....... .................. . ..2 Flow Soli Surveys Are Made ................. ......... ............ ................5 SoilNrbap ............................. .........; .............................. ;............... ._....................... 8 SailMap...... .............. ... ......... ....._._. ......... ...... ....9 Legend.. ..... ............ ..............10 MapUnit Legend........... ......... ......... ............ ...... ......... .............. 12 Map Unit Descriptions ................................................. 12 Hampden County, Massachusetts, Central Part...;,............... .............. _....14 96A--uHadleyvery fine sandy loam, 0 to 3 percent slopes................... .....14 References... .......... ................. ....................... ............. ......... ..............16 7 4 I � How Soil Survej�b ■ 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 down 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 mapped 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. M 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 a set 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 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the 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 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 map unit in no way diminishes the usefulness or 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 dependentuponseveral 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 othercomponents. 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 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 indifferent uses and under different levels of; management. Some interpretations are modified to fit local conditions, and some 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 yields under defined .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 5 Custom Soil Resource Report ' identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help; in locating boundaries accurately. 7 Soil Map 1 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 map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 11 / \ OES69W WD39W. szwg-:)p 9_ Atmoo ByMW ma*w k « k � ƒ7 ./§ �ƒ ƒ ƒ f $ \ / ƒ ) � � / \ / « # \l f $ y � � ±± CL E U Zn O = C) 00 N L6 � N a (D _ m .y a L) v E ma Q E N E (6 N ,ti- N O r/f. _ CD •Q v) E N 0 - o c i � a .� p @ C N -0 w U' O N c0 � S Ec n►L—N Q0to - cn E cn C] (U ID 0 ,N � 0 ¢ N N 0 w E = u w `o Y m V O � 0 8 0 m 2 CL (D N LO - . m. O :LO 0 N: t 3 E �- M M: N � a0 p_ N � N Uco .�0- to In rn C14 0 W C 2 p 0 t.., L . (6 -0C.. Q' 0) y. p N W b N p a C O. a) 3 7 (n. N E2 m CL ds U T p i m p ra $ m, a`D m ._ 0 2i 2. CD Q N C. U) t CLw.:o N to O "' in 4� O N. Q. N. m' cu D. 0 Q Z E U.-C. N a M.O c`.'�. N f O.N +' c- CLZ mL ca m w - ❑ 0 � - O y. R1 i� [�Ulk 6 U :O cc - t C N �+ E fjj O ,� � C 0�� U a` 7 LA O 9 7 7 O m C) U1 OL �. N 7 N U N Q O- T �, O N N N _0p O N D N q). 3 N uj r ::: _ it i? O f4 7 6 O N (6 (u E L d E U] U CL-0 Q. m I— O 0 U) :cc 8. N m N i� � G C TCL 7r) N Q J N CL u). 2 v) 3 O OC t+ @ li Wyr O CL ® C F T L ro L @ T d. N N Np OI O co 0 � O C O N F O c' o n o a a (L S y a N E w 6 p Q. _ C QL Q.w {, 0.. o. 4 �, :o. p C7 d re o o a w — o Q m � 3 LLc� , m ic N U 2 -o N vo ` d a N 03 o U) m m Cori . J J w. iO U) U) 'U). u) y u]. d C a m CL Q N N 1 u E d 0. i o y� �> o E L �0 E Z IL a3 0 QQ CO 1 N 4 h r T Q J W W A Custom Soil Resource Report Map !grit Legend Map Unit DeScriptions 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 map unit 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 small areas of strongly contrasting soils or miscellaneous areas are identified by 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 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, 12 Custom Soil Resource Report 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. 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. 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 interpretationscan 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. Rock outcrop is an example. 13 Custom Soil Resource Report Hampden County, Massachusetts, Central Part 96A--Hadley very fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol. ;99p7 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 Hadley and similar soils 85 percent Minor components: 15 percent ,Estimates are based on observations; descriptions, and transects of the mapunit. Description of Hadley S�%Wng Landform: Flood plains Landfarm position (two-dimensional): Toeslope Down -slope shape: Linear Across -slope shape: Linear Parent material Friable coarse -silty alluvium Typical profile H1 - 0 to 12 inches:. very fine sandy loam H2 - 12 to 26 inches very fine sandy loam H3 - 26 to 66 inches: very fine sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature More than 80 inches Natural drainage class. Well drained Runoff class.: LOW Capacity of the most limiting layer to transmit water (Ksat): high (0.60 to 2.00 inlhr) Depth to water table: About 39 to 67 inches Frequency of flooding: Common Frequency ofponding: None Available water storage in profile: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated) None specified Land capability classification (nonirrigated): 'I Hydrologic Soil Group: S Hydric soil rating: No Minor Components Winooski Percent of map unit. 10 percent Landform: Flood plains Landform position (two-dimensional): Toeslope Down -slope shape: Linear Across -slope shape Linear Moderately high to 14 Custom Soil Resource Report Hydric soil rating:: No Suncook Percent of map unit: 5 percent Landform: Flood plains Landform position {two-dimensional): Toestope Down -slope shape: Linear Across -slope shape Linear Hydric soil rating: No 15 Reforancas 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. Goiet, and E.T. LaRoe. 1979. Classification of i 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://www.nres.usda.govlv<,ps/portal/ nres/detail/national/soils!?cid=nresl42p2_054262 Soil Survey Staff. 1999. Soil 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=l/' www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid= nres142p2_O53577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S, Department of Agriculture, Natural Resources Conservation Service. http/l www. nres. usda.gov/wps/portal/nresldetaillnational/soils/?cid=nresl42p2_053580 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:llwww.nres.usda.gov/w,ps/portallnres/detailYsoils/ home!?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.uscia.gov/wps/portallnresl detail/national/landuse/rangepasturel?cid=stelprdb1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-V1. http'ltwww.nres.usda.gov/wpstportal/ nres/detail/soi ls/scientists/2cid=n res142p2_054242 United States Department 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 I 296. http://www.nres.usda.gov/wps/portal/nresldetall/nationallsoils/? ci d=nres142p2_O53624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTSInrcsl42p2_052290.pdf 17 W jM� VI rd1 N C e .n 0 1 z yEta LL. N O CL ryC 0 V 0 o C y •— ad+ f1p � «� 020 1 L �{ S�II co a+ 0 y A G a) ? i L tJ W � a V 20 a v ` r v' w a 0 ro O2 '�. �. n N ._ a i CL 0 L 0 E �i a® U As t�S O Q y, 0 LL 3 +I,as j 111 2 U .. . �.i N N 6f � rn� atn' LL>09 LL m u � N N l4 LL U O a X O 8 N �9 E] `aN o aS Iom ro z� f 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 b �F r a V C} rn � C Q Gi c C N CiY LL. U i V Q 'X O N Fes'' to C Proposed Site Improwments StormwatEr DrainagE REpart 531 River Road Agawam,, Massachusetts I Appendix C: Pre- and Post- Development Hydrologic Analysis 1 (2, 10, 50 & 100 Year Storm Events) IR Uvesque Associates, Inc. eonard Street Drainage System 477) Subca Reach on O'k 531 River Road 170116 - PRE Type Ill 24-hr 2-Year Rainfall=3. 00 " Prepared by R Levesque Associates Inc. Printed 4/2812017 Hy-droCAD410.00 sin 02175 OO 2013 HydroCAD Software Solutions LLC Page 2 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-Ind'method Subcatchment ES-1: Runoff Area=14,192 sf 3.68% Impervious Runoff Depth=0.37" Flow Length=170' Tc=28.6 min CN=61 ;Runoff=0.05 cfs 432 cf Link DP-1: Leonard Street Drainage System Inflow=0.05 cfs 432 cf Primary=0.05 cfs 432 cf Total Runoff Area = 14,192 -f Runoff Volume = 432 cf Average Runoff depth = 0.37" 96.32% Pervious = 13,670 sf 3.68% Impervious = 522sf 11 11 531 River Road 170116 - PRE Type fl/ 24-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCADO 10.00 sln 02175 0 2013 HydroCAD Software Solutions LLC _ Page 3 Summary for Subcatchment ES-1: Runoff 0.05 cfs @ 12.57 hrs, Volume= 432 cf, Depth= 0.37" 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=300" Area ,sue CN Description _ 10,417 61 >75% Grass cover, Good, HSG B 30 98 Paved parking, HSG B 492 98 Roofs, HSG B 3,253 55 Woods, Good, HSG<8 14,192 61 Weighted Average 13,670 96.32% Pervious Area 522 368% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ftlft) ftisec) (cfs) 27.5 95 0.0105 0.06 Sheet Flow, Woods., Light underbrush n= 0.400 P2 3.00 1.1 75 0.0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 1`6.1 fps 286 170 Total Subcatchment ES=1: Time (hours) L� Runofl 531 River Road 170116 - PRE Type fff 24-hr 2- Year Rainfaff=3.00" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCAD010.00 s/n 02175 02013 HydroCAD Software Solutions LLC Page 4 Summary for Link ESP-1: Leonard Street Drainage System Inflow Area = 14,192 sf, 3.68% Impervious, Inflow Depth = 0.37" for 2-Year event Inflow = 0.05 cfs a@? 12.57 hrs, Volume= 432 cf Primary = 0.05 cfs @ 12.57 hrs, Volume= 432 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 005 hrs Link DP-1. Leonard Street Drainage System U Inflow aPrimary Time (hours). 11 531 River Road 170116 - PRE Type /i/ 24-hr 10-Year Rainfall=4. 60" Prepared by R Levesque Associates Inc. Printed 4/28/2017 H droCADO 10.00 :s1n 02175 0 2013 H droCAD Software Solutions LLC Pacie-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=14,192 sf 3.68% Impervious Runoff Depth=1.14" Plow Length=170' Tc=28.6-min CN=61 Runoff=0.22 cfs 1,343 cf Link DP-1: Leonard Street Drainage System lnflflw=0.22 cfs 1,343 cf Primary=0.22 cfs 1,343 cf Total Runoff Area = 14,192 sfRunoff Volume = 1,343 cf Average Runoff Depth =1.14 96.32% Pervious=13,670 sf 3.68% Impervious = 522 sf 531 River Road 17GI16 - PRE Type 11124-hr 10-Year Rainfall=4.60 Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCAD010.00 s/n 02175 O 2013 HydroCAD Software Solutions l.LC Page 6' Summary for Subcatchment ES-1;: Runoff = 0.22 cfs @ 12.46 hrs, Volume= 1,343 cf, Depth 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted -RCN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 10417 61 >75% Grass cover, Good, HSG B 30 98 Paved parking, HSG`13 492 98 Roofs, HSG B 3,253 55 Woods, Good, HSGB 14,192 61 Weighted Average 13,670 96.32% Pervious Area 522 3.68% Impervious Area Tc Length Slope Velocity Capacity Description min feet Ldft ft/sec (cfs) 27.5 95 0.0105 0.06 Sheet Plow, Woods: Light underbrush n= 0.400 P2= 3.00" 1.1 75 0.0050 1.14 Shadow Concentrated Plow, Unoaved Kv= 16.1 fps 28.6 170 Total Subcatchment ES-1: Hydrograph Runoff 531 River Road ' 170116 - PRE Type ,lll24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCADO 10.00 sln 02175 Q 2013 HydroCAD Software Solutions LLC Page 7 Summary for Link DP-1: Leonard Street Drainage System Inflow Area 14,192 sf, 3 68%o Impervious, Inflow Depth = 1.14" for 10-Year event Inflow 0.22 cfs @ 12.46 hrs, Volume 1,343 cf Primary' - 0.22 cfs @ 12.46 hrs, Volume 1,343 cf, Atten= 0%, Lag= 00 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-1 Leonard Street Drainage System lnnow 13 Primary 531 River Road 170116 - PRE Type III 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCADO 10.00 sln 02175 0 2013 HydroCAD Software Solutions LLC _.. _Page 8 Time span=0A0-48.00 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=14,192 sf 3.68% Impervious Runoff `gepth=2.35" Flow Length=170' Tc=28.6 min CN=61 Runoff=0.50 cfs 2,776 cf Link DP-1: Leonard Street Drainage System lnflow=0.50 cfs 2,776 cf Primary=0.50 cfs 2,776 "cf Total Runoff Area =''14,192:sf Runoff Volume = 2,776 cf Average Runoff Depth = 2.35" 96.32% Pervious = 13,670:sf 3.68% Impervious = 522 sf 170116 - PRE Prepared by R 531 River Road Type 111.24-hr 1,00-Year Rainfall=6.50" wesque Associates Inc. Printed 4/28/2017 s1n 02175 a 2013 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment ES-1: Runoff - 0.50 efs @ 12.43 hrs, Volume= 2,776 cf, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type [H 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 10,417 61 >75% Grass cover, Good, HSG B 30 98 Paved parking, HSG B 492 98 Roofs, HSG B 3,253 55 Woods, Good, HSG B 14,192 61 Weighted Average 13,670 96.32% Pervious Area 522 368% impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 27595 0.0105 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 1.1 75 0.0050 1.14 Shallow Concentrated Flow, Unoaved Kv= 16.1 fps, 286 170 Total Subcatchment ES-1: Hydrograph Time s(hours) � Runoff 531 River Road 170116 _ PRE Type III24-hr 100-Year Rainfall=6. 50 Prepared by R Levesque Associates Inc. Printed 4/28/2017 HvdroCADO 10.00 sln 02175 O 2013 HydroCAD Software Solutions LLC Page 10 Summary for Link DP-'i: Leonard Street Drainage System Inflow Area = 14,192 sf, 3.68% Impervious, Inflow Depth = 2.35" for 100-Yearevent Inflow = 0.50 cfs @ 12.43 hrs, Volume= 2,776 cf Primary 0.50 cfs @ 12.43 hrs, Volume= 2,776 cf, ;Atten 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-1: Leonard Stre-;t Drainage System Hy€irocgraph 19 Inflow El Primary Time ':(hours) Subcat PS - Subcat Reach on;,_ L11K 531 River Road 170116 - POST Type 11124-hr 2-Year Rainfall=3.00 Prepared by R Levesque Associates Inc. Printed 4/28/2017 H droCAD®10.00 s/n 02175 O 2013 H droCAD Software Solutions LLC Page 2 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 PS-1A: Subcat PS-1A Runoff Area=6,655 sf 99.73%>Impervious Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.43 ofs 1,535 cf Subcatchment PS'-13: Subca€ PS-1 B Runoff Area=825 sf 0.00% Impervious Runoff Depth=0.33" Tc=6.0 min CN=60 Runoff=0.00 cfs 23 cf Subcatchment PS-1 C: SubcatPS-1C Runoff Area=6,712 sf 0.00% Impervious Runoff Depth =0.37" Flow Length=123' Tc=10.7 min CN=61 Runoff=0.03 cfs 204 cf Pond 1'P: Proposed Rain Garden Peak Elev=57.89' Storage=612 cf Inflow=0.45 cfs 1,739 cf Outflow=0.06;cfs 1,739 cf Link Dig-1: Leona;-d Street Drainage System Inflow=0.00 cfs 23 cf Primary= 0.00 cfs 23 of Tc,Lal Runoff ,Area =14,192 sf RunoE; Volume = 1,762-cf Average Runoff Depth = 1.49 53.24% Pervious =7 G55 sf 46.76% Impervious = 6,637 sf 531 River Road ' 170116 - POST Type Ill 24-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions LLC Page Summary for Subcatchment PS-1A; Subcat PS-1A Runoff = 0.43 cfs @ 12.09 hrs, Volume 1,535 cf, Depth= 2.77 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 18 61 >75% Grass -cover, _Good, HSG B 3,237 98 Paved parking, HSGB 3,400 98 Roofs, HSG B 6,655 98 Weighted Average 18 0.27% Pervious Area 6,637 99.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftfl (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment PS-1A: Subcat PS-1A ® Fiunoif Time (hours) 1 531 River Road 170116 - POST Type !l124-hr 2-Year Rainfall-3.00'" ■ Prepared by R Levesque Associates Inc. Printed 4/28/2017 f HvdroCAD@ 10.00 sln 02175 0 2013 HvdroCAD Software Solutions LLC — _ Page-4 Summary f©r Subcatchment PS-1 B: Subcat PS-1B Runoff 0.00 cfs @ 12.16 hrs, Volume 23 cf, Depth= 0.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-4hr 2-Year Rainfall=3.00" Area (so CN Description 675 61 >75% Grass cover, Good, HSG B 150 55 Woods, Good, HSG B 825 60 Weighted Average 825 100.00% Pervious Area Tc Length Slope Velocity Capacity Dead iption (min) (feet) (ftlft) (ftlsec) (cfs) - 6.0 Direct 7--retry, ■ Subcatc€ mortt PS-1 B: Subcat PS-1B Hydrograph I� Runoif Time (hours) 531 River Road 170116 - POST Type 11124-hr 2-Year Rainfall=3.00" Prepared by R Levesque Associates Inc. Primed 4/2812017 HydroCADD 10.00 sln 02175 © 2013 HydroCAD Software Solutions LLC _ _ Page 5 Summary for Subcatchment PS-1C Subcat PS-1C Runoff 0.03 cfs @ 12.25 hrs, Volume= 204 cf, Depth= 0.37" 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 (so CN Description 6,373 61 >75% Grass cover, Good, HSG"B 6,712 61 Weighted Average 6,712 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 10.2 37 00189 0.06 Sheet Flow, Woods: Light underbrush n= 0400 P2= 3.00" 0.5 86 0,0370 3.10 Shallow Concentrated Flow, Unoaved Kv= 16.1 fos 10.7 123 Total Subcatchment PS-1C: Subcat PS -IC Hydrograph 1 1 = 1 1 1 � Rungff 531 River Road 170116 - POST Type 1// 24-hr 2-Year Rainfal1=3.00 Prepared by RLevesque Associates Inc. Printed 4/28/2017 HydroCADO 10.00 s/n 02175 D 2013 HydroCAD Software Solutions LLC T Peoe 6 Summary for Pond 1P. Proposed Rain Garden Inflow Area = 13,367 sf, 49.65% Impervious, Inflow Depth = 1.56" for 2-Year event Inflow 0.45 efs @ 12.09 hrs, Volume= 1,739 cf Outflow 0.06 cfs @ 12.77 hrs, Volume= 1,739 cf, Atten= 87%, Lag= 40.8 min Discarded '_ 0.06 cfs @ 12.77 hrs, Volume= 1,739 cf Routing by Stor-Ind method, Time Span= 0.00-48.00' hrs, dt= 0.05 hrs Peak Elev= 57.69' @ 12.77 hrs Surf.Area= 1,046 sf Storage= 612 cf Plug -Flow detention time= 95.4 min calculated for 1,739 cf (100% of inflow) i Center -of -Mass det ,time= 95.4 min ( 873.1 - 777.8 ) Volume Invert Avail.Stora e Storage Description #i`1` 57.00' 2,441 cf Custom Str-ge 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) 57.00 387 99.0 0 0 387 58.00 1,154 165.0 736 736 1,780 59.00 2322 3230 1,704 2,441 7,920 Device Routing Invert Outlet Devices #1 Discarded 57.00' 2.410 in/hr Exfiltration.ovor Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.06 cfs @ 12.77 hrs HW=57.89' (Free Discharge) I—'-1=Exilltrat1on ( Controls 0.06 cfs) 11 531 River Road 170116 - POST Type I1124-hr 2-Year Rainfah=3.00" Prepared by R Levesque Associates Inc. Printed 4128/2017 HydroCADD 10.00 sin 02175 0 2013 HydroCAD Software Solutions LLC Page 7' Pond 1 P Proposed Rain Garden Hydrograph 0 LL Inflow Discarded 531 River Road 1701`16 - POST Type 11124-hr 2-Year Rainfall=3. 00 " Prepared by R Levesque Associates Inc, Printed 4/28/2017 HydroCAD610.00 s1n 02175 02013 HydroCAD Software Solutions LLC _ _ Page Summary for Link DP-1: Leonard Street Drainage System Inflow Area = 14,192 sf, 46.76% Impervious, Inflow Depth = 0.02" for 2-Year event Inflow 0.00 cfs @ 12.16 hrs, Volume= 23 of Primary 0.00 cfs @ 12.16 hrs, Volume= 23 cf, Atten 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link DP-1: Leonard Street Drainage System Hydrograph Inflow El primary, Time (hours) 531 River Road 170116 - POST Type 1/124-hr 10-Year Rainfafl=4.60" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCADD 10.00 s/n 02175 © 2013.HydroCAD Software Solutions LLC Page 9 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-End+Trans method - Pond routing by Stor-Ind method Subcatchment PS-1 A: Subcat PS-1A Runoff Area=6,655 sf 99.73% Impervious Runoff Depth=4.36" Tc=6.0 min CN=98 Runoff=0 67 cfs 2,420 cf Subcatchmenf PS-1 B: Subcat PS-1B Runoff Area=825'sf 0.00% Impervious Runoff Depth=1.07" Tc=6.0 min CN=60 'Runoff=0.02 cfs 74 cf Subcatchment PS-1 C: Subcat PS-1C Runoff Area=6,712sf 0.00% Impervious Runoff Depth=1.14" Flow Length=123' Tc=10.7 rain CN=61 Runoff=0.15 cfs 635 cf Pond 1P: Proposed Rain Garden Peak Elev=58.37'' Storage=1,229 cf Inflow=0.79 cfs 3,055 cf Outflow=009 cfs 3,055 cf ILink, DP-1: Leonard Street Drainage System Inflow=0.02 cfs 74 cf Primary=002 cfs 74 cf Total Runoff Area=14,192=sf Runoff Volume = 3,129 cf Average Runoff Depth = 265" 53.24% Pervious 7,655 sf 46.76% Impervious = 6,637 sf i 531 River Road 170116 - POST Type !ll 24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Inc. Printed 4128/20/7 HydroCADO 10.00 sin 02175 O 2013 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment PS-1A: Subcat PS-1A Runoff 0.67 cfs @ 12.09 hrs, Volume= 2,420 cf, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= Q QO-48.00 hrs,;dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 18 61 >75%Q Grass cover, Good, HSG B 3,237 98 Paved parking, HSG B 3,400 98 Roofs, HSG B 6,655 98 Weighted Average 18 0.27% Pervious Area 6,637 99.73% Impervious Area Tc Length Slope Velocity Capacity Description 6.0 _....Dit;ect ,Entry, Sub1catchmant PS-1k ,3ubcat PS-1A 0 Runoif Time (hours) 531 River Road 17011E - POST Type 111,24-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCADD 10.00 s1n 02175 OO 2013 HydroCAD Software Solutions LLC Pacge 11 Summary for Subcatchment PS-1 B: Subcat PS-1B Runoff 0.02 cfs @ 12.11 hrs, Volume= 74 cf, Depth= 1.07 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 Descriation 675 61 >75% Grass cover, Good, HSG B 150 55 Woods, Good, HSG B 825 60 Weighted Average 825 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 1 6.0 Direct Entry, Subcatchment PS-1 B Subcat PS-1 B Hydrograph Time (hours) �i Runoff 531 River Road 170116 - POST Type Ii124-hr 10-Year Rain alh4.60" Prepared by R Levesque Associates Inc. Printed 4/28/2017 H droCAD®10.00 sln 02175 d 2013 H droCAD Software Solutions LLC Page 12 Summary forSuhcatchment PS-1C: Subcat PS-1C Runoff 0.15 cfs @ 12.17 hrs, Volume= 635 cf, Depth= 1.14" 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 6,373 61 >75% Grass cover, Good, HSG B 339 55 Woods, Good, HSG B 6,712 61 Weighted Average 6,712 100,00% Pervious Area Tc Length Slope Velocity Capacity .Description min feet ftlf€) (ftlsec) (cfs' 10.2 37 0.0189 0.06 Sheet Flow, Woods: Light underbrush n= 0400 P2= 3.00" 0.5 86 0.0370 3.10 Shallow Concentrated Flow, Unnaved Kv= 16.1 fps 10.7 123 Total u 3 0 L' Subcatchmant PS-1C: Subcat PS -IC Hydra g raph Time {hours} Runoff 1-1 11 531 River Road 170116 - POST Type III 24-hr 10-Year Rainfa11=4.60" Prepared by R Levesque Associates fnc. Printed 4/28/2017 HydroCAD& 10.00 sln 02`175 O 2013 H droCAD Software Solutions LLC _ Page 13 rSummary for Pond 1P: Proposed Rain Garden Inflow Area = 13,367 sf, 49.65% Impervious, Inflow Depth = 274" for 10-Year event Inflow 0.79 cfs @ 12.10 hrs, Volume= 3,055 cf Outflow0.09 cfs @ 12.98 hrs, Volume 3,055 cf, Atten= 89%, Lag 53.0 min Discarded 0.09 cfs @ 12.98 hrs, Volume 3,055 cf Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 58.37' @ 12.98 hrs Surf.Area= 1537 sf Storage= 1,229 cf Plug -Flow detention°time= 150.4-min calculated for 3,052 cf (100% of inflow) Center -of -Mass det. "time= 150.3 min ( 927.5 - 777.2,) Volume Invert Avail.Storape Storage Description #1 57.00' 2,441 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-A) (feet) (cubic -feet) (cubic -feet) (sq-ft) 57.00 387 99.0 0 0 387 58.00 1,154 165.0 736' 736 1,780 59.00 2,322 323.0 1,704 2,441 7,920 Device Routing _ _ _- Invert Outlet Devices _ #1 Discarded 57.00' 2.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.09 cfs @ 12.98 hrs HW=58.37' (Free Discharge) t-1=Exfiltration ( Controls 0.09 cfs) 170116 - POST Prepared by Levesque Associates Inc. HvdroC4D® 10.00 sin 02175 © 2013 HvdroCAD Software Solutions 531 River Road Type 11124-hr 10-Year Rainfall=4.60 Printed 4/28/2017 Pond 1 P: Proposed Rain Garden Inflow 'Discarded Time ;(hours) 531 River Road 170'i'ls - POST Type 11124-hr 10-Year Rainfall=4.60" Prepared by R Levesque Associates Inc. Printed 4/28/2017` HydroCAD@ 10.00 s/n 02175 02013 HydroCAD Software Solutions LLCPage 15 Summary for Link DP-1: Leonard Street Drainage System Inflow Area - 14,192 sf, 46.76% impervious, Inflow Depth = 0 06" for 10-Year event Inflow 0.02 cfs @ 12.11 hrs, Volume= 74 cf Primary 0.02 cfs @ 12.11 hrs, Volume 74 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0..05 hrs c"a 3 0 u Link DP-1: Leonard Street Drainage System Hydrograph Time (hours) Inflow Primary 531 River Road 170116 - POST Type<1ll 24-hr 100-Year Rainfall=6.50"' Prepared by R Levesque Associates Inc. Printed 4/28/2017 HvdroCAD®10,00 sln 02175 © 2013 HydroCAD<Software Solutions LLC Page 16 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 PS-1 A: Subcat-PS-1A Runoff Area=6,655 sf 99.73% Impervious Runoff Depth=6.26" Tc=6.0 min C[N=98 Runoff=0.95 cfs 3,472 cf Subcatchrnent PS-1 B: Subcat PS-1 B Runoff Area=825 sf 0 00% Impervious Runoff Depth=2 26" Tc=6.0 min CN=60Runoff=0.05 cfs 155 cf SubcatchrnentPS-1C: Subcat PS -IC Runoff Area=6,712 sf 0.00% Impervious Runoff Depth=2.35" Flow Length=123' Tc 10.7 min CN=61 Runoff=0.35 cfs 1,313 cf Pond 1P: Propp ed Rain Garden Peak Elev=58.86' Storage=2,119 cf inflow=1.24 cfs 4,785 cf Outflow=012 cfs 4,785 cf Link DPA: Leonard Street D.'aina3e System Inf[ow=0.05 cfs 155 cf Primary`0.05 cfs 155 cf Total Runkoff Arca=14,1g2 sf Runoff Volume = 4,940 cf Average Runoff Depth = 4.18" 53.24% Pervious = 7,555 sf 46.76% tmporvious = 6,637 sf 531 River Road 170116 - POST Type III 24-hr 100-Year Rainfafl=6.50" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HvdroCAD010.00 s/n 02175 02013 HvdroCAD Software Solutions LLC Paae 17 Summary for Subcatchment PS-1A. Subcat PS-1A Runoff - 0.95 cfs @ 12.09 hrs, Volume= 3,472 cf, Depth= 6.26 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs,.dt= 0.05 hrs Type 111 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 18 fit >75% Grass cover, Good, HSG B 3,237 98 Paved parking, HSG B 3,400 98 Roofs, HSG B 6,655 98 Weighted Average 18 0,27% Pervious Area 6,637 99.73% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 60 Direct Entry, Subcatchment PS -IA: Subcat PS-1A Hydr©graph � Runofi Time (hours) 531 River Road 170116 - POST Type 11I 24-hr 100-Year Rainfal1=6.50" Prepared by R Levesque Associates lnc. Printed 4/2812017 HydroCADO 10.00 s/n 02175 Q 2013 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment PS-1B: Subcat PS-1 B Runoff 0.05 cfs @; 12.10 hrs, Volume= 155 cf, Depth= 2.26" 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 Rainfalf=6.50" Area (sf) CN Deserintion 675 fit >75% Grass cover, Good, HSG B 150 55 Woods, Good, HSG B _825 60 Weighted Average 825 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet ftlft ftl:reccfs 6.0 Direct Entry, Subcat:hment PG413: Subcat PSAB Hydrograph � Runoff Time (hours) 531 River Road 170116 - POST Type Ill 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCAD010.00 ;sln 02175 0 2013 HydroCAD Software Solutions LLC Page 19` Summary for Subcatchment PS-1C: Subcat PS-1C Runoff = 0.35 cfs @ 12.16 hrs, Volume 1,313 cf, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.0048.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) CN Description 6,373 61 >75% Grass cover, Good, HSG B 339 55 Woods, Good HSG g` 6,712 61 Weighted Average 6,712 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (fusee) _ (cfs) 10.2 37 0.0189 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.5 86 0.0370 3.10 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.7 123 Total Subcatchment PS-IC:-Subcat PS -IC Hydrog raph Time (hours) � Runoff 531 River Road 170116 - POST Type 11124-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Inc. Printed 412812017 HydroCADO 10.00 s/n 02175 © 2013 HydroCAD Software Solutions L.LC Page_ 20 Summary for Pond 1 P: Proposed Rain Garden Inflow Area = 13,367 sf, 49.65% Impervious, inflow Depth = 4.30" for 100-Year event Inflow = 1.24 cfs @ 12.10 hrs, Volume= 4,785 cf Outflow = 0,12 cfs @ 13.11 hrs, Volume= 4,785 cf, Atten= 90%, Lag= 60.4 min Discarded = 0.12 cfs @ 13.11 hrs, Volume= 4,785 cf Routing by Stor-Ind method, Time Span= 0 00-43.00 hrs, dt= 0A5 hrs Peak Elev 58.86' @ 13.11 hrs SurfArea= 2,128 sf Storage = 2,119 cf Plug -Flow detention time 201.5 min calculated for 4,780`cf (100% of inflow) Center -of -Mass det. time= 201.5min ( 977.2 - 775.7) Volume Invert Avail.Stora e Storage Description #1 67.00' 2,441 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) 57.00 387 99.0 0 0 387 5800 1,154 165.0 736 736 1,780 5900 2,322 323.0 1,704 2,441 7,920 Device Routing Inert Outlet Devices - #1 Discarded 57.00' 2.410 in1hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.12`cfs @ 13.11 hrs Wv=58 86' (Free Discharge) 't--1=Exfiltration ( Controls 0.12-cfs) 170116 - POST Prepared by R L, HydroCADO 10.00 w 3 0 LL 531 River Road Type III 24-hr 100-Year ✓3ainfa1h6.50" ie Associates. Inc. Printed 4/28/2017 75 '© 2013 H draGAD Software Solutions LLC porya 91 Pond I P Proposed Rain Garden Time (hours) FM—ln—fio—.--� Discarded P, 531 River Road 170116 - POST Type Ill 24-hr 100-Year Rainfall=6.50" Prepared by R Levesque Associates Inc. Printed 4/28/2017 HydroCADO 10.00 s1n 02175 © 2013 HydroCAD Software Solutions LLC Paae 22 Summary for Link_DP-t: Leonard Street Drainage System Inflow Area 14,192 sf, 46.76% impervious, Inflow Depth = 0.13" for 100-Year>event Inflow 0.05 cfs @ 12.10 hrs, Volume= 155 of Primary = 0.05 cfs @ 12.10 hrs, Volume= 155 of, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0 00-48.00 hrs, dt= 0.05 hrs Link DP-1: Leonard Street Drainage System Hydrograph Enfl-- Primary 11 j ' ProposEd Site Improvements StormwatEr Drainage Report 531 RiverRoad Agawam, Massachusetts 1 Appendix D: Hydraulic Analysis R LEvesgue Associates, Inc. Channel Report Hydraflow Express Extension for AutoCAD® Civil 3M 2012 by Aufodesk, Inc. Vegetated Filter Strip - 100-Year Storm Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) Side Slopes (z:1) = 6.00, 6.00 Q (cfs) Total Depth (ft) = 0.50 Area (sqft) Invert Elev (ft) = 58.96 Velocity (fUs) Slope (%) N-Value = 1.00 = 0.025 Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) Calculations EGL (ft) Compute by: Known Q Known Q (cfs) = 0.95 SElev (ft) Section 59.50 59.00 58.50 r1 p nn Friday, Apr 28 2017 = 0.14 = 0.950 = 0.68 = 1.40 = 5.70 = 0.12 = 5.68 = 0.17 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) Depth (ft) 1.04 0.54 0.04 -0.46 •. ' ProposEd SitE ImprovEmEnts Stormwater Dm nage Report 531 River Road Agawam, Massachusetts h I L' I Appendix E MassDEP Calculations R,Levesque Assaciates, Inc. Proposed Site Improvements StormwaterQrainagE Report 531 River Road _ Agawam, Massachusetts Standard 3: REcharcie Calculations Impervious Area Calculations Existing Total Impervious Area Sub -Catchment Roof (sf) 492 492 Proposed Total Impervious Area Sub -Catchment Roof (sf) PS-1 A PS-1 B,..... I Stimmory Toble 3400 0 Other Impervious Sum (sfj s 30 522 30 522 Other Impervious Sum (sf) (A 11 3237 6637 D.ITribvtary to Rain Garden .... __ ..__..... -0......_ 0 0' 3237 6637 Total Existing 'Impervious Area 522 SF Total Proposed impervious Area 6637 SF Total New Impervious Area 6115 SF otal ImperviousAreaTributary to Gardenj 6637 SF ProposEd SitE ImprovEments MassDEP StormwatEr Standards Calculations 531 River Road Agawam, MassachusEtts Standard 3: Recharvc Calculations Pequired Recharge Volume _Sizing (94 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) 0 sq. ft. 0.0% Impervious Area (B-soils) 6,637 sq. ft. 100.0% Impervious Area (C-soils) 0 sq. ft. 00% Impervious Area (Q-soils) 0 sq. ft. 0.0% Total Impervious area 6,637 sq. ft. 100.0%- R (required) R (required) = Capture Area Adiustment I FSoil Type xImpervious Areagoi[ Type] x 1 ft.J12 in. 194 cu. ft. Total New Impervious Area* = 6,115 sq. ft Total Imperv. To Recharge Facilities = 6,637 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) = 194 cu. ft. Proposed Site Improvements Storinwater Drainage Report S31 River Road Agawam, Massachusetts Standard 4: Water Quafitu Water Quality Volume - Bio-Retention Area VwQ (required) = ( DwQ { 12 ,inches/foot ) ( 4MP x 43,560 square feet/acre ) where: VwQ req'd wafter quality volume (cu. t.) DWQ = water quality depth* (inches) = 0.5 inches AIMP total impervious area (acres)`** 0.152 acres VWQ (required) = 277 cu. ft. Compare required water qualityvolume(VWQ) to required recharge volume RV) lnfilatraion BMP must be sized to treat or hold the larger of the two volumes Rv (required) = 194 cu. ft. See Standard 3: Recharge Volume 1Vwa (required) = 277 cu. ft. Use 277 cu. 'ft. Target Volume Storaae Volume Provided Recharge Facility Volume Provided $io-Retention Area 736 cu. ft.***` 736 cu. ft. > 277 cu. ft. *Water quality depth shall equal 1-inch for discharges within a Zone 11 or Interim Wellhead Protection Area, to or near another critical area, runoff from a LUHPPL, or exfiltration'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 area treated by the up -gradient subsurface'; infiltration system subject to water quality treatment. 'Volume represents the available storage in rain garden below elevation 58.00 Depth of water in basin = 1.0 feet Proposed Site Improvements MassDEP Stormwater Standards Calculations 531 River Road Agawam, Massachusetts TSS R 2movai Form Proposed Rain Garden BMP TSS Removal Starting TSS Amount Remaining Rate Load Removed Load j O Vegetated Filter 0.10 100 0.10 0:90 E Strip w W U1 Bio-Retention 090 090 0.81 0.09 Area �o C 1- Total; TSS Removal = 91% Proposed Site ImpravemEnts MassDEP Stormwater Standards Calculations 531 RivEr Road Agawam, Massachusetts Drawdown Analysis TnP+woowN = KRv where: TbK,bwnowN = 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(sq. ft.) *Most conservative Rawls rate values for given soil type used for analysis purposes Proposed Subsurface Infiltration Basin Zv = 194 cu. ft.. A = 387sq. ft. TdP,AwoowN = 11.5 hours ¢ 72 hours (B-soils) 170116 - POST Prepared by R Levesque Associates Inc. HvdroCAbC110.00 sln 02175 © 2013 HvdroCA Type III 24-hr 100-Year Rainfall=6.50" Printed 5/112017 s LLC Stage -Area -Storage for Pond 1 P: Proposed Rain Garden Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 57.00 387 0 57.02 398 8 57.04 410 16' 57.06 421 24 57.08 433 33 57.10 445 42 57.12 457 51 57.14 470 60 57.16 482 69 57.18 495 79 57.20 508 89 5722 521 99 57.24 534 110 57.26 547 121 57.28 561 132 57.30 574 143 5732 588 155 57.34 602 167 57.36 616 179 57,38 630 191 57.40 645 204 57.42 659 217 57.44 674 231 5746 689 244 57.48 704 258 5750 719 272 57.52 735 287 57.54 750 302 57.56 766 317 57.58 782 332 57.60 798 348 57,62 814 364 5764 831 381 57.66 847 398 57.68 864 415 57.70 881- 432 57.72 898 450 57,74 915 468 57,76 933 487 5778 950 505 57.80 968 525 57.82 986 544 5784 1,004 564 5786 1,022 584 57.88 1,040 605 57.90 1,059 626 57.92 1,078 647 57.94 1,096 669 57.96 1,115 691 57.98 1,135 714 58.00 1.154 736 58.02 1,173 760 Elevation Surface Storage (feet) (sq-ft) ._ (cubic -feet) _ 58.04 1,193 783 5806 1,213 807 5108 1,233 832 58.10 1,253 857 58.12 1,273 882 58.14 1,293 908 58.16 1,314 934 58.18 1,334 960 58.20 1,355 987` 58.22 1,376 1,014 58.24 1,397 1,042 58.26 1,419 1,070 58.28 1,440 1,099 58.30 1462 1,128 58.32 1,484 1,157 5834 1,506 1,187 5836 1,528 1,218 58.38 1,550 1,248 58.40 1,573 1,280 58.42 1,595 1,311 58.44 1,618 1,343 58.46 1,641 1,376 58.48 1,664 1,409 58.50 1,687 1,443 58.52 1,711 1,477 5854 1,735 1,,511 58.56 1,758 1,546 5858 1,782 1,581 53.60 1,806 1,617 58.62 1,831 1,654 58.644 1,855 1,690 58.66 1,880 1,728 5868 1,904 1,766 58.70 1,929° 1,804 58.72 1,954 1,843 58,74 1,979 1,882 58.76 2,005' 1,922 58.78 2,030 1,962 5880 2,056' 2,003 5882 2,082 2,045 58.84 2,108 2,086 58.86 2,134 2,129 58.88 2,160 2,172 58.90' 2,187 2,215 5892 2,214 2,259 58.94 2,241 2,304 58.96 2,268 2,349' 58.98 2,295 2,395 59.00 2,322' 2,441 11 I Proposed Site Improvements Stormwater Drainage Report 531 River Road Agawam, Massachusetts Appendix F: Construction Period Erosion Control Plan IR Levesque Associates, Inc. ErosionI Construction Period Proposed Site Improvements 531 River Road Agawam,, Massachusetts Applicant/Owner: Robert Labun' 84 Wildflower Circle Agawam, Massachusetts RLA Project File: 170116 '♦ April 2G, 2017 Proposed Site Improvements Stormwater Drainage Report 531 River Road 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 owneror their representative. 1.1.3 Silt Fence The bottom of the fence shall be trenched into the ground a minimum of b" 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. .4 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 underflow. 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 held in place. R Levesque Associates, Inc. page Proposed Site Improvements 5tormwater drainage Report 531 Rrver Road Agawam, Massachusetts 1.1.5 Temporary Sedimentation Basins 11 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 sedimentbasins will be stabilized to minimize r 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 — S foot sections (kept dry) Washed Stone One (1) cubic yard, 3/4" to 2" diameter 1.1.8 Trench Protection Open trenches shall be protected from accumulation 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 loaming 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 Proposed Site lmprovemEnts 5tormwatEr Drainage Report 531 River Road Agawam, Massachusetts 1.1.11 Roadway Sweeping I 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 short-term erosion control maintenance guidelines and requirements. 1. The contractor or subcontractorwill be responsible for implementing each control shown on the sedimentation and 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. 6. 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. 8. 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 Associates, Inc.- page 3 Proposed Site Improvements Stormwater Drainage Report 531 River Road Agawam, Massachusetts Appendix G; Long -Term Operation and Maintenance Plan 1 R 1_EVESgUe Associates, Inc. Long -Term OpEration & Maintenance Plan Proposed Site lmprQvc-ments 531 River Road Agawam, Massachusetts Applicant/Owner.- Robert Labun 84 WildflowerCircle Agawam, Massachusetts RLA Project File: 170116 April 26, 2017 ProposEd Site ImprovEmEnts Stormwater Drainage REport 531 River Road Agawam, Massachusetts 1 1. Long -Term Stormwater 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 Stormwater Management Handbook developed by the Massachusetts Department of Environmental Protection. Owner*: ' Robert Labu'n 84 Wildflower Circle Agawam, Massachusetts Responsible Party*: Robert Labun 84 Wildflower Circle Agawam, Massachusetts *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. R LevesquE Associates, Inc. Page Stormuaater Drains Report E Proposed Site Improvements 9 531 RivEr Road Agawam, Massachusetts Z. ram. and Maintenance Pro Inspection g 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 sformwater Best Management practices: Mow the • Inspect the level spreader for sediment Vegetated •Every ix months grass on a buildup and the vegetation for signs of p g g Filter Strip for first year; regular erosion, bare spots, and overall health; with Stone .Twice per year schedule wifh other 9 Regularly the � Y mow gross; Diaphragm thereafter landscape • Remove sediment from the toe of slope or items level spreader and reseed bare spots 0 Inspect .:bio-retentionareas for sediment build-up, structural damage, and standing water; • Inspect and repair eroded areas monthly; Re -mulch void areas as needed; Bio-Retention Twice per ® Remove litter and debris monthl y+ Areas Once per month year (Spring and Fall) . Treat diseased or distressed vegetation as needed; 9 Remove and replace dead vegetation twice per year (Spring and Fall); • Remove:' invasive species as needed;. • Replace mulch every two years. See the attached Long -Term Operation & Maintenance Inspedion Checklist for record keeping purposes. R IEvesque Associates, Inc. Page 2 Proposed Site, Improvements 5tarmwater DrainagE Report 531 River Road Agawam, Massachusetts- 3. Additional Long -Term QpErati©n 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 automobile fluids, 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. 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 1 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 icontaminated 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 be the owner'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 to conduct such tasks shall be <documented. R Levesque Associates, Inc. Page 3, IJ Proposed SitE ImprovemEnts 5tormwater Drainage Report 53[ River Road Agawam, Massachusetts 4.1 inter 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 theremovalof ice and snow on roads/drives shall not be stored on site. S. € ublic Safc-'Ly Fz-Lures 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. 7 R Levesque Associates, Inc. Page 4 Proposed Site Improvements Starmwater Drainage Report 531 River Road Agawam, Massachusetts G. Estiinat€d Cost of MaentEnancE 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. a.�:�.�,_,.a p ectl NIvm4�er Qf Ma�ntettance� Number a� _.�._.....M... _... ences... Co Vegetated Filter Strip with Stone 2/year $50 1 $100 Diaphragm Bio-Retention Areas 12/year $50 1 $600 Total Estimated Annual Cost of Inspections $700 ;::� Number of 1Vlalntenance Numbers of Qccurrence CQ:::;:v. Strucf ores Vegetated Filter Strip with Stone 2/yegr $100 1 $200 Diaphragm Bio-Retention Areas 2/year $150 1 $600 Total Estimated Annual Cost of Maintenance $800 8 Levesque Associates, Inc. Page 5 r 7 y 'E C m O O z = d d as W CL 0 n,O o r=: M<" u C L > cL c D ` 6 o v m m E o E t p 6 x m o @ :' `m ar p c .a. E rn o Q .y E o a o a ID lY K 0 O Q a H m u: m L Q _p O. V a ID w. O N N L m m C. O a ID a O E O LL- 0 a m �u '3 cL Q ma a Proposed SitE ImprovEmEnts Stormulater Drainage Report 531 River Road Agawam, Massachusetts Appendix H: Illicit Discharge Compliance Statement R LEVEsquE Associates, Inc. Proposed Site ImproyemEnts Stormwater Drainage Report 531 River Road 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*: Robert Labun 84 Wildflower Circle Agawam, Massachusetts *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. Proposr;dSRE ImproyemEnts 531 Fiver Road Stormwater Drainage-Rrzport Agawam, Massachusetts Appendix I: Low Impact Development Considerations R UvEsque Associates, Inc. Low Impact Drzvr=lopmr=nt Consldr=rations Proposed site lmp rove€ c-nts 531 River Road Agawam, Massachusetts Applicant/Owner: Robert Labun 84 Wildflower Circle Agawam, Massachusetts RLA Project File: 170116 April 26, 2017 ' Proposed Site ImprovemEnts Stormwater Drainage Report 531 River Road Agawam, Massachusetts IIntroduction Per the Massachusetts Stormwater Handbook, project proponents must consider environmentally sensitive site design and low impact development techniques to effectively manage stormwater runoff. As part of the proposed project, the proponent has considered a number of environmentally sensitive, low impact development techniques to prevent the generation of stormwater and non - point source pollution. The proposed stormwater management system design was able to incorporate some LID techniques such as vegetated filter strips and bioretention areas. The proposed stormwater management system has been designed to meet requirements set forth in the Massachusetts'Stormwater Handbook. ' The applicant, Robert Labun, is proposing to redevelop the existing commercial/residential property located at 531 River Road in Westfield, Massachusetts. The site has been historically developed with an existing garage/shed and ,associated site improvements including gravel apron and grassed, and wooded areas. As part of the proposed project, all of the existing structures and site improvements will be razed in favor of the new garage and associated site improvements: The proposed site improvements create a new access via the Leonard Street frontage of the site. All utilities are to be accessed via the frontage on Leonard except for sanitary sewer connection which will connect to an existing manhole at the intersection of Leonard Street and River Road. Permanent site disturbances include a proposed garage and parking area with a combined disturbance area of 4,985 square feet. The proposed water, gas and sanitary sewer connection requires construction within the riverfront area however the disturbance is temporary and only ' required to make the utility connections. The site does not currently utilize any stormwater best management practices. The topography of the site is such that the highest elevations are at the northwest corner of the site. The site then generally slopes towards the southeast corner of the parcel. Under proposed conditions, a stormwater management system has been designed to convey runoff from the impervious surfaces towards a bioretention area in the east/southeast portion of the site in an effort to mimic existing drainage patterns. The stormwater management system has been designed to collect, convey, and treat runoff via a vegetated filter strip and bioretention area. This letter serves to describe the relationship between the requirements of the MassDEP Handbook and "environmentally sensitive site design" considerations as well as the analysis of alternatives to any "point source" of "stormwater discharge" which may be regulated. The following sections provide detailed descriptions for the consideration of low impact development measures as listed by the MassDEP. R Levesque Associates, Inc. Page I ProposEd Site Improvements S_t_armwater Drainagr Report 531 River Road Agawam, MassachusEtts EnyiranmenfallySensitive :Site Design Considerations ■ The Department's requirement for the inclusion of Environmentally Sensitive Site Design was considered as part of the design of the stormwater management system. These considerations include review of low impact development techniques to prevent the generation of stormwater and non -point source pollution by reducing impervious surfaces, disconnecting stormwater sheet flaw paths and treating stormwater at its source, maximizing open space, minimizing disturbance, protecting natural features and processes, and/or enhancing wildlife habitat. The proposed site design has been located such that all permanent land disturbances are below the five thousand square foot threshold and no point -source discharges are created. A. Reducing impervious surfaces The amount of proposed impervious surface has been limited to the minimum amount functionally necessary to provide the required access and parking within the site. The driveway and parking spaces have been allocated to the minimum dimensions required to provide adequate maneuverability and flow through the site. S. Disconnectina stormwater sheet flow maths and treating stormwater at its source The stormwater that is generated within the paved areas is collected reasonably close to their respective sources by the vegetated filter strip adjacent to the paved areas. A bio-retention area is being proposed which will function to provide water quality treatment and groundwater recharge. C. Maxima z open space ■ Open space areas havebeenprovided to the maximum extent practicable along the river frontage of the parcel. The open spaces were located as efficiently as possible while still achieving functionality across the site for the applicant. D. Mintmizinq disturbance 1 Proposed disturbances have been held below the required five thousand square foot threshold while still providing the applicant with the necessary functionality. E. Protecting natural featur es and processes The proposed stormwater management system has been designed to mimic the existing drainage patterns ;of the site. F. Enhancing wildlife habitat Impacts to wildlife habitat are limited due to the nature of the location of the property in a previously developed setting. Additionally the proposed bioretention area/rain garden provides vegetated areas previously absent. u R Levesque Associates, Inc. Page 2 1 Proposed Sitc Improvements stormwater DrainagE Report 531 RivEr Road Agawam, Massachusrctts Paint Source StormwatarDischarRe Alternah'yes:,4na/ysis Under the Deparment's OutreachDocument for 310 CMR 10.05(6)(k) through (q) and 314 CMR 906(5) & (6)(a) through (f), a list of considerations is provided for use in developing an Alternatives Analysis to point source stormwater discharge within Departmental jurisdiction. The current project is only located within previously developed r'iverfront area and does not introduce any new point -source discharge. For ease of review, the aforementioned list is repeated below in italics with responses after each item: a Removal of all prqposed work -and/ar impervious surfaces from the Department's iur sdiction; Do to the location of the property, it was not possible to eliminate all disturbances 'in;the Department's jurisdiction. Proposed disturbances have been held below the required five thousand square foot threshold. b. Division of the upper vortion of the subiect catchments into smaller subcatchments; where resultant stormwater discharges should be completely infiltrated and/or retained, The proposed site improvements, including the stormwater best management practices, achieve this objective due to the relatively small nature of the site while still providing water quality treatment and groundwater recharge. c. Maintainina'ex&fina drainaae oafterns and not mixina country drainaae with untreated stormwater; The intent of this item has been achieved with the proposed layout of the stormwater management system maintaining the existing drainage patterns of the site. Runoff collected from the paved and roof areas are attenuated and recharged on -site in the same general manner in post -development conditions as pre -development conditions. d. Treatment of remaining stormwater at or proximate to itssourcewithin these subcatchments The intent of this requirement has been achieved with the installation of vegetated filter strip and bioretention area which will function to collect and' infiltrate stormwater runoff close to their respective sources. e. Installation of !c2uqlif •ing r�ervr`ous areas" to occept storm water discharge from roads and driveways within each subcatchment, The proposed stormwater management system has been designed to meet the requirements of the Massachusetts Stormwater Handbook. Due to the nature of the use of the property, the utilization of additional pervious area while still achieving the design intent and providing stormwater quality treatment was not feasible. f Installation of dry wells for acceptance of roof drainage; The intent of this item has been achieved by directing roof runoff 'towards the-bioretention area where it can be recharged. g. Disconnection of roof drainage; Roof drain leaders are being collected and conveyed by surface sheet flow. R' Levesque Associatcs, Inc. Page 3 Proposed Site, Improvements Stormwater Drainage Report 531 RivEr Road Agawam, Massachusetts h. Installation of discrete structural BestManagement Practices at relatively high elevations in each subcatchmenl. The proposed site design achieves the intent of this item due to the relatively flat project area being efficiently collected within the paved areas while maintaining the existing drainage patterns of the surrounding areas. i, Furlher describer 7. Reduction in -impervious surfaces The amount of proposed impervious surface has been limited to the minimum amount functionally necessary to provide the required access and parking within the site. 2. Road width and len lh ,reductions The proposed drive aisles are at the minimum widths to safely provide access to the property., 3. -Clu,-ferinq of impervious sur/a The impervious surfaces are limited to the areas directly adjacent to the buildings and cannot be further condensed for "clustering." 4. Addition of planted materials and landscaped areas The intent of this item is achieved by providing landscaped areas along the frontage of fiver Road, adjacent to the buildings, and within the parking lot. 5. Re-aradina of landscaped areas away from jUrjs liclional Resource Areas and their Buffer Zones; and The general drainage patterns of the site have been maintained by the proposed site improvements and a stormwater management system has been designed to mitigate the impacts imposed by the development. 6. Preservation of vegetated areas within the Buffer Zone, and immecliately proximate to jurisdictional resource areas. The intent of this item has been achieved to the maximum extent possible. Proposed improvements within the jurisdictional area have been kept under the five thousandsquare foot threshold. R Levesque Associates, Inc. Page 4 Proposed Site Improvements Stormwater Drainage Report 531 River Road T Agawam, Massachusetts Should you have any questions regarding this letter, please do not hesitate to contact our office at your convenience. Sincerely, R LEVESQUE ASSOCIATES, INC. Filipe J. Cravo, P.E. Project Engineer R Levesque Associates, Inc. Page 5 Proposed Site ImprovEmEnts StormwatEr Drainage REpart 531 RivEr Road Agawam, Massachusetts Appendix J: DPW Inspection Schedule R LEvssgue Assoc'satEs, Inc. ems« nn mr m 9E WV::. t o �i ° ��� CP 'E CL LO a CD G bo 'N G N Q� :+� -° V O Q p G7. ° V •Eto > N _co N aj IOU °... 0. C 7 Y E a m w j n � a o w m m Q~ " o U a o- aLL m a Site Plans Propo d G gE 531 River Road Agawam, MA Assessors Parcel MS 2 3 AS PREPARED FOR Mr, Robert Labun 84 Wildflower Circle Westfield, MA n 'SA" dP 9 v .Z'- tnr SOURCE: USGS SpringfieldSouth Quadrangle 2015 (1 " = 2000') April. 26,2017 Rev: June I, 2017 BY L VE UE AS OCIATE Z A LAND PLANNING SERVICES COMPANY 40 School Street • Westfield, MA • 01085 ph 413.SGS.0985 . fax 413.568.0986 www.rialand.com I RlA Project Number: 170116 T)RAw1N(' INrnF-x SHEET NO. SHEET NAME ISSUE DATE REVISION DATE T-1 TITLE SHEET 4126117 611117 EX— i EXISTING CONDITIONS PLAN — PARKING LOT 4126117 C-1 NOTES, SYMBOL & LINE LEGEND AND ABBREVIATIONS 4126117 C-2 CONSTRUCTION NOTES 4126117 C-3 DEMOLITION AND REMOVAL`: ' PLAN, 4126117 C-4 LAYOUT, MATERIALS & UTILI y- PLAN 4126117 611117 C-5 GRADING, DRAINAGE, EROSION & SEDIMENTATION CONTROL PLAN 4126117 611117 C-6 LANDSCAPE AND LIGHTING PLAN 5/18117 C-7 PHOTOMETRIC PLAN 611117 D-1 DETAILS 4126117 611117 D-2 DETAILS 4126117 611117 ' PWI ! A A&WdAM Fi ,e $ �;c o1 can 917/7 1 PM M. AUG 1 1 Z017 �iVi is .Lwsti� �4E�O PERMITTING I 1 20 0 10 20 40 SCALE: 1 "=20' Eil BUILDING SETBACK M GARAGE N/F SCOTT M. HIBBERT BK. 13872 PG. '177 J 200' OUTER RIPARIAN ZONE SETBACK 100' OUTER RIPARIAN ZONE` a BUS MCE ES-4 A .2 W/F H / � A #321 USE �•. S I w �- 24" OAK J • TREE ! N/F 15" HELEN T. MCGREVYuumu„x • TREE SPRUCE 15 ' •t 5" • SP- .' RUC� BK. 12530 PG. 376 f EXISTI SPRUCE TREE ✓ �. 30" OAKl W ICY TREE I ems'/ TREE. / �A ..-X" •6C` � ...�! I �� � � PAVED APRON �- W Fpn `H'"s-_PLE . 1 ONW TREE- / SSA �y �SS ""�� TREES wAr s ''y w�4 m SS Ss WA T S$ -_ SS ! cis WAr" SS WATS _ SS �+ q c $ GAS 5 p { EXIST.. DMH Sp RIM=58.62 f sp 12" INV (SE'LY)=46.78 SD 6" A.C. INV (SW'LY)=52.68 l�ASX so 12" INV (NWLY)-46,69 � I r' �so Exist'. SMH Rim=58.66 20" SS (NW LY)=46.15 20" SS (SE'LY) =45.86 6" PVC (SW'LY)=52.07 EXIST. SMH EXIST. DMH RIM=58.62 RIM=59.07 8" A.C. (NW'LY)=45.63 8" A.0 (NE'LY)=45.91 8 A.C. (SW LY)=45.60 TBM: TOP SPINDLE OF HYDRANT erg`' ELEV. = 63.27 -EXIST. CB ---' RIM=59.09 (BOLTED SHUT) ~�----EXIST. CB RIM=58.51 12" RCP=56.21 EXIST. SMH RIM=58.87 14" A.C. (NW'LY)=54.55 14- A.C. (NE' LY) =54.44 14" A.C. (SW'LY)=54.53 MAHW--2 EXIST. SMH RIM=60.55 8" A.C. INV=52.03 3 `'-18" C.M.P, OUTLET INV. EL.=45.62 CONCRETE HEADWALL MAHW-4 AL TES 1. THE RECORD OWNERS OF THE SUBJECT PARCEL ARE R08ERT G. LABUN AND KATHLEEN A. LABUN. SEE HAMPDEN COUNTY REGISTRY OF DEEDS BOOK 2118D PAGE 388 2. THE PROPERTY LINES SHOWN HEREON ARE DERIVED FROM A PLAN TITLED, "PLAN OF RIVERSIDE GARDENS" PREPARED BY COBB BEASLEY & MILES, ENG'RS,, DATED MAY, 1919 SEE HAMPDEN COUNTYREGISTRY OF DEEDS BOOK OF PLANS "H" PAGE 56. 3. THE EXIS77NG BUILDING(S) SHOWN HEREON ARE BASED ON AN APPROXIMATE MEASUREMENT OF THE OUTSIDE PERIMETER OF THE EXISTING STRUCTURES THE ACTUAL LOCA77ON OF THE EXISTING BUILDING WALLS AND CORNERS SHOULD BE VERIFIED IN THE FIELD PRIOR TO ANY CONSTRUCTION WORK THAT WOULD ABUT OR TAKE PLACE ADJACENT TO THE EXIS77NG BUILDING(S). IF THE PLAN HEREON IS USED FOR CONSTRUCTION LAYOUT PURPOSES, THE PARTIES CONDUCTING LAYOUT SHALL CONTACT R. LEVESQUE ASSOCIATE'S INC. PRIOR TO SAID LAYOUT TO DETERMINE PROPER CONTROL. PLEASE NOTE WHILE THE BUILDING(S) ARE SHOWN TO BE SQUARE, IT SHOULD NOT BE ASSUMED THAT THE WALLS ARE SQUARE OR PLUMB. R. LEVESQUE ASSOCIATES TAKES NO RESPONSIBILITY FOR THIRD PARTY LAYOUT OF THE PLAN SHOWN HEREON. 4. THIS PLAN HAS BEEN PREPARED FOR SITE PLANNING PURPOSE'S AND SHALL NOT BE USED FOR THE CONVEYANCE OF LAND OR FOR ANY OTHER USE. 5. SUBJECT PARCEL CONTAINS 0.33 ACRES ACCORDING TO THE TOWN OF AGAWAM ASSESSORS DATABASE.' 6. THE SUBJECT PROPERTIES SHOWN HEREON MAY BE SUBJECT TO RIGHTS AND EASEMENTS AS CONTAINED IN 774E VARIOUS DEEDS OF RECORD DESCRIBING SAID PROPERTIES. THE LOCA77ON AND EXTENT OF ANY SUCH RIGHTS AND EASEMENTS IS NOT THE SUBJECT OF THIS PLAN. ?: MEAN ANNUAL HIGH WA r R LINE AELINEA ILU UY H Lt Vt3GIUit AS$00A IES, INC. ON FEBRUARY 16, 2017. 8. THE EXISTING CONDI7TONS INFORMATION SHOWN IS BASED UPON A TOPOGRAPHIC SURVEY PERFORMED BY R LEVESQUE ASSOCIATES, INC. BETWEEN FEBRUARY 6 AND FEBRUARY 16 2017, p 9. THE UNDERGROUND U77LI77ES SHOWN HEREON HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND AVAILABLE RECORD DATA. R LEVESQUE ASSOCIATES MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN HEREON COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. R LEVESQUE ASSOCIATES FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN HERE ARE IN THE EXACT LOCA77ON INDICATED, ALTHOUGH THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM AVAILABLE INF ORMA 770N. 10. ADJACENT PROPERTY LINES AND ABUTTERS SHOWN HEREON' ARE REFERENCED FROM THE TOWN OF AGAWAM ASSESSORS DATABASE. 11. SUBJECT PARCEL IS ZONED BUSINESS A ACCORDING TO THE TOWN OF AGAWAM ZONING MAP. 12.- THE SUBJECT PARCEL IS NOT LOCATED WITHIN A SPECIAL FLOOD ZONE AREA ACCORDING TO FLOOD INSURANCE RATE MAP NUMBER 25013C0411E - EFFECTIVE DATE: JULY 16, 2013. 13. THE SUBJECT PROPERTY IS NOT LOCATED WITHIN NATURAL NERITA�CE & ENDANGERED SPECIES PROGRAM (NHESP) JURISDICTION. 70NINf: PP"XA 'W CATEGORY BUSINESS_A RES. A-2 MINIMUM LOT FRONTAGE -- 110' MINIMUM LOT AREA -- 15,000 S.F.t MINIMUM BUILDING SETBACKS -- FRONT 35' 3p' - SIDE 10'* 15' -- REAR 25'** 20' MAXIMUM IMPERVIOUS COVERAGE 50% 1 40X MAXIMUM BUILDING HEIGHT STORIES 3 STORIES 25 STORY MAXIMUM BUILDING HEIGHT FEET)__45' 35' * ASS PER §180--8(F)(1) SUPPLEMENTARY REGULATIONS: ON A CORNER LOT IN ANY BUSINESS A AND BUSINESS B DISTRICT THE SIDELINE SHALL BE A MINIMUM OF 10 FEET FROM THE 'SIDE STREET' AND THE PARKING OF VEHICLES IN THIS SIDE AREA IS PROHIBITED ** AS PER § 180- 2 DEFINITIONS AND WORD USAGE; LOT LINE, REAR: THE LOT LINE OPPOSITE THE STREET LINE, EXCEPT THAT, IN THE CASE OF A CORNER LOT, THE REAR LOT LINE SHALL BE'. THE LINE OPPOSITE THE STREET LINE ON WHICH THE BUILDING IS NUMBERED OR WOULD BE NUMBERED. LurIn A i.i I�S Landscape Architects Civil Engineers . Land Surveyors Environmental Consultants" ph: 415.568.0 85 fax:413.568.0986 40 School Street Westfield, MA 01085 r1all3nd COM ' z E I CL tn 0 Q W w U E. W. , M N V. t ' '"'"" 0 Lntn W N ;tn X, 10 t PREPARED F R Mr. Robert Labun 84 Wildflower Circle Wbstfieid, MA 01085 ISSUANCE DATE: April 26, 2017 REVISIONS; DATE: 1 . f UNAUTHORIZED'ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: AS NOTED RLA=PRO J. NUMBER. 170116 -BrAMN171- t. SYMBOL & LINE _ LEGEND O IRON .PIPE FOUND 0 IRON PIPE TO BE SET o CONCRETE BOUND FOUND ■ CONCRETE BOUND TO BE SET • COMPUTED POINT -� EXISTING SIGN MIN EXISTING MONITORING WELL. EXISTING LIGHT POLE UTILITY POLE GUY ANCHOR 0 EXISTING ELECTRIC MANHOLE EXISTING TELEPHONE MANHOLE EXISTING WELL LOCATION WV MW EXISTING WATER VALVE VE EXISTING WATER SHUT-OFF EXISTING HYDRANT N PROPOSED WATERVALVE PROPOSED HYDRANT cV N EXISTING GAS VALVE O EXISTING SANITARY SEWER MANHOLE 11 EXISTING CATCH BASIN D O EXISTING DRAIN A M NHOLE 0 PROPOSED CATCH BASIN' PROPOSED MANHOLE S8-1 SOIL BORING LOCATION _1, OBSERVATION HOLE LOCATION P-1 PERC TEST LOCATION P WF-' WETLAND FLAG LOCATION Ir R-1 M.A.H.W. FLAG LOCATION WETLAND EXISTING STONE WALL TREE LINE NE X 102.4 EXISTING SPOT GRADE -----219----- ,EXISTING CONTOUR x 94.7 PROPOSED SPOT GRADE PROPOSED CONTOUR 214 EDGE OF FLAGGED WETLANDS oHw EXISTING OVERHEAD WIRES oHw UEL EXISTING UNDERGROUND ELECTRIC UEL TEL EXISTING TELEPHONE LINE TEL GAs EXISTING GAS LINE GAs wAT EXISTING WATER LINE wAT SD SD EXISTING STORM DRAIN ss EXISTING SANITARY SEWER ss Low LIMIT OF WORK LINE Low EROSION CONTROL BARRIER ABBREVIATIONS A.F.F. - ABOVE FINISHED FLOOR A.F.S. - ABOVE FINISHED SLAB` APPROX. - APPROXIMATE A.T.F. - ABOVE TOP OF FOUNDATION BLDG. - BUILDING BLK. - BLOCK BOT. - BOTTOM B.O.W. - BOTTOM OF WALL BRG. - BEARING CB. - CATCH BASIN ASI CL - CENTERLINE C.I. -- CAST IRON' CL - R. CLEAR. CONC. - CONCRETE CONT. - CONTINUOUS CONTR. - CONTRACTOR DBL. -- DOUBLE DET. - DETAIL D.I. - DUCTILE IRON DIA. - DIAMETER DIM. - DIMENSION DT'L. - DETAIL DWG. - DRAWING EA. CACII ELEC. - ELECTRIC ELEV. - ELEVATION EXIST. - EXISTING EXT. - EXTERIOR FFE - FINISH FLOOR ELEVATION FIN. - FINI- SH FLR. - FLOOR FOUND. - FOUNDATlON FT. - FOOT OR FEET INSTL - INSTALLED LT. - LIGHT MAX. - MAXIMUM M.A. H. W. - MEAN ANNUAL HIGH WATER MH. - MANHOLE MIN. - MINIMUM MISC. - MISCELLANEOUS N. T. S. - NOT TO ,SCALE O.A. - OVERALL O.C. - ON CENTER. PCB - PROPOSED CATCH BASIN PDMH - PROPOSED DRAIN MANHOLE PFES - PROP. FLARED .END .SECTION POCS - PROP. OUTLET CONTROL STRUG r. PSMH - PROP. SANITARY ,SEWER MANHOLE AN OLE PWQU - PROP. WATER QUALITY UNIT P.S.I. - POUNDS PER SQUARE INCH REINF. - REINFORCING SHT - SHEET HAND SPEC. - SPECIAL OR SPECIFICATIONS SQ. - SQUARE ST. STEEL - STA. STATION T.O.F. - TOP OF FOUNDATION T. 0. 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 TO THE CONSTRUCTION ENTRANCE. 2. CONSTRUCTION SEQUENCE SHALL BE PHASED TO AVOID LEAVING LARGE AREAS EXPOSED FOR LONG PERIODS OF TIME. J. TEMPORARY SEED AND MULCH SHALL BE APPLIED IMMEDIATELY FOLLOWING ROUGH GRADING: 4. SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED CONTINUOUSLY ESPECIAL LY FOLLOWING STORM EVENTS TO LOCATE FAILING CONTROL MEASURES ANDCONDUCT ROUTINE MAINTENANCE OPERATIONS. 5. THE CONSTRUCTION SUPERINTENDENT SHALL INFORM ALL ON --SITE WORKERS OF THE SEDIMENTATION CONTROL PROGRAM. VEGETATIVE CONTROL PRACTICES 1. TOPSOIL STOCKPILING: TOPSOI L SHALL BE STRIPPED FROM AREAS TO BE DISTURBED AND STOCKPILED' FOR LAT ER USE.. STOCKPILE LOCATION SHALL BE APPROVED BY THE OWNER AND ENGINEER 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. CITE 1'14C1''Ar%AT1ON • COMPLETE ALL ROUGH GRADING ACTIVITIES' • REMOVE ALL ROCKS AND DEBRIS LARGER TH AN 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 IN FIRM AND SMOOTH CONDITION. • THE' LAST TILLAGE OPERATION SHALL BE PERFORMED ACROSS .THE SLOPE. B. ESTABLISHMENT • EVENLY APPLY SEED IN ACCORDANCE WITH THE SPECIES AND RATE INDICATED ABOVE BY MEANS OF BROADCASTING OR HYDROSEEDING. • UN LESS HYDROSEEDED COV ER SEED WITH 1 4 TO 1 2 OF , / / TOPSOIL • APPLY MULCH OR EROSION CONTROL BLANKET IMMEDIATELY FOLLOWING SE EDING. • VERIFY SEEDING DATES WITH ENGINEER/LANDSCAPE ARCHITECT: IF ENGINEER/ LANDSCAPE ARCHITECT DETERMINES THAT SEED CANNOT 8E' APPLIED DUE TO CLIMATE TOPSOIL SHALL NOT BE SPREAD AND.. MULCHING SHALL BE APPLIED TO THE EXPOSED SURFACE TO STABILIZE SOILS :UNTIL THE NEXT RECOMMENDED SEEDING PERIOD. PERMANENT SEEDING SHALL BE APPLIED BETWEEN APRIL 15 AND SEPT EMBER 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 1S MAINTAINED. AREAS SHALL BE REPAIRED AS NECESSARY. NONSTRU CTURAL CONTROL .PRACTICES 1. SCARIFICATION: EXP OSED SLOPES. EXCEEDIN G 4:1 . SHALL. BE SCARIFIED AT RIGHT ANGLES TO THE SLOPE. PROVIDE PERIODIC UPGRADING OF SERRATIONS' DURING EXPOSED PERIOD UNTI L VEGETATION IS ESTABLISHED. L SHED. PROVIDE VEGETATIVE. COVER AS SOON AS POSSIBLE. 2. STRAW MULC H: STRAW MULCH SHALL BE APPLIED IN CONJUNCTION WITH TEMPO / RARY PERMANENT SEE DING AND TO 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. TOPSO IL. DISTURBED AREAS. SHALL BE TOPSOILED PRIOR TO SEED APPLICATION. APPLICATION STANDARDS: -RE MOVE ALL ROCKS AND DEBR IS :OVER 1 1 1 2 !N DIAME TER. ETER. • SCARIFY SURFACE PRIOR TO SEED APPLICATION. -APP LY 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 L FENCE SHALL BE INSPECTED AND REPAIRED ROUTINELY, ESPECIALLY FOLLOWING STORM EVENTS UNTIL THE SITE HAS BEEN STABILIZED (COVER > 707.) BY VEGETATION. STRUCTURAL CONTROL PRACTICES I. RIP -RAP OUTLET PROTECTION: RIP -RAP SHALL BE PROVIDED AT ALL PIPE OUTLETS. MATERIAL SHALL BE HARD, DURABLE FIELD OR QUARRY 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 70 .SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL BE REPAIRED AS NECESSARY. SILT FENCE INSTALLATION NOTES 1. THIS SEDIMENT BARRIER UTILIZES MIRAFI ENVIROFE NCE (100X) OR EQUAL 1T 1S 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 IM POUND VOLUMES OF WATER SUFFICIENT TO CAUS E 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. BE SPLICED TOGETHER ONL Y 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 IN TO NTO 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 D R THE ENGINEERS RECOMMENDATIONS. / ATI DN 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 SEM LED SILT FENCE SYSTEM SHALL.. BE UN ROLLED, POSITION THE STAKES ON THE DOWNHILL SIDE OF THE TRENCH AND HAMMER THE STAKES AT LEAST 12 INCHES INTO THE GROUND. 7 TH E BOTTOM SIX 6 INCHES OF THE FABRIC SHALL BE LAID INTO THE TRENCH TO PREVENT UNDERMINING BY STORM WATER RUNOFF., B. BACKFILL THE TRENCH OVER THE FILTER FABRIC AND COMPACT SUFFICIENTLY TO PREVENT THE RUNOFF FROM ERODING THE BACKFILL 9. THE FABRIC SHALL NOT EXTEND MORE THAT 36 INCHES 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 MAINTAINED ON 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 IT IS FUNCTIONING AS INTENDED. ALL BREAKS, DETACHED FABRIC, SLUMPED FABRIC CLOGGED FABRIC AND UNDERMINED E AREAS SHALL BE FIXED THE DAY THAT THEY ARE DISCOVERED. 11. WHEN A MAXIMUM OF SIX (fi) INCHES OF SEDIMENT HAS ACCUMULATED BEHIND THE SILT FENCE' r EN .. THIS SEDIMENT SHALL BE REMOVED AND TH E FENCE SHALL BE INSPECTED FOR R 0 TEARS, CLOGGING OF BREAKS. ALL DEFICIENCIES SHALL BE CORRECTED IMMEDIATELY EITHER BY REPAIR OF REPLACEMENT E LACEMENT OF THE SILT FENCE. BARRIER .AND/OR STAKES AS NEEDED. 12. SILT FENCE BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PUR POSE, BUT NOT BEFORE THE UPSLOPE AR EA HAS SEEN CLEANED OF SILT AND PERMANENTLY STABILIZED. HAY BALE INSTALLATION & MAINTENANCE (AS REQ D 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 iWIRE 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 OF THE .BINDINGS. 3. THE BARRIER SHALL BE ENTRENCHED AND BACKFILLED. A TRENCH SHALL BE EXCAVATED THE WIDTH OF A BALE AND THE LENGTH G H OF 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 O 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 SERVED THEIR USEFULNESS, BUT NOT BEFORE THE UPSLOPE AREAS HAVE BEEN PERMANENTLY STABILIZED. SITE PREP 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. 2. CONTRACTOR SHALL ERECT AND MAINTAIN SAFETY BARRICADES AND POST PROPER NOTICES PRIOR TO THE COMMENCEMENT OF WORK. J. 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 ATt�i€�c��or� o� ra€ uriurl>�rr€ 6. THERE SHALL BE NO BURNING' OF DEMOLISHED MATERIAL ALLOWED ON SITE. 7. CONTRACTOR SHALL COORDINATE WITH OWNER FOR ANY ITEMS' TO BE "TURNED OVER TO OWNER. 8. DEMOLISH AND REMOVE ALL PAVEMENT, SLABS, FOOTINGS, SUBSURFACE ELEMENTS, MISCELLANEOUS DEBRIS, ETC. WITHIN PROPERTY LINES UNLESS NOTED OTHERWISE. 9. 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 ENGINEER. 10. CONTRACTOR SHALL REMOVE AND DISPOSE OF ANY ABANDONED SUBSURFACE SOIL ABSORPTION SYSTEM (SAS) AND MISCELLANEOUS DEBRIS. 11. NO ACTIVITY OTHER THAN NORMAL MAINTENANCE SHALL OCCUR OUTSIDE OF LIMIT OF WORK LINES AS SHOWN ON PLAN WITHOUT THE APPROVAL OF THE ENGINEER. 12. THE CONTRACTOR SHALL NOTIFY DIG SAFE 0 1-888-344-7233 PRIOR TO COMMENCEMENT OF ANY DEMOLITIONICONSTRUCTION ACTIVITY. LANDSCAPE NOTES 1. THE CONTRACTOR SHALL VERIFY FINAL SELECTION OF PLANT MATERIALS WITH THE LANDSCAPE ARCHITECT AND OWNER PRIOR TO INSTALLATION. 2. NO PLANT MATERIAL WILL BE ACCEPTED WHICH DISPLAYS MAJOR IRREGULARITIES OR DAMAGE. THE ARCHITECT RETAINS THE RIGHT TO REJECT ANY PLANT MATERIAL DEEMED UNFIT. 3. WARRANTEE: FOR A PERIOD OF TWO GROWING SEASONS FROM THE DATE THAT THE WORK UNDER THIS CONTRACT IS CERTIFIED AS SUBSTANTIALLY COMPLETE, THE CONTRACTOR SHALL: 1) WARRANTEE ALL PLANTS AND SEEDED AREAS UNDER THIS CONTRACT, 2 R MOV REPLACE E E AND REPIA DURING THIS GUARANTEE :PERIOD PLANTS WHICH DIE DR :ARE IN POOR ION CON IT D AS DETERMINED ED BY THE OWNER, 3 REPLANT WITH STOCK OF SAME ) SIZE AND QUALITY AS ORIGINALLYSPECIFIED; 4 GUY AND MAINTAIN AS SPECIFIED HEREIN Q 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 MINIM UM 1009 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 QUALITY' LOAM OF THE PROPER pH AND ORGANIC CONTENT SUITABLE .FOR THE HEALTHY GROWTH OF PLANT MATERIALS. 7. ALL PLANTS SHALL BE NURSERY GROWN AND CONFORM TO THE LATEST EDITION OF "ANSI ZOO. 1. AMERICAN STANDARD FOR NUr--, Cti}' STOCK" 8. EACH P F SECT INFESTATION MECHANICAL INJURIES PLANT TO BE FREE FROM DISEASE !N , 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. 10. 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: 11. SEE DETAIL SHEETS FOR ADDITIONAL DETAILS & SPECIFICATIONS. 12. ENCOUNTER A DISCREPAN NF SHOULD GC OR ANY :SUBCONTRACTOR CE CD LICT IN THE P L SITE FEATURE THE CONTRACTOR HALL CONTACT LAN AN THE ACTUAL LOCATION OF A SS THE LANDSCAPE ARCHITECT/ENGINEER AND OWNER IMMEDIATELY. 13. ALL AREAS DISTURBED DURING CONSTRUCTION NOT DESIGNATED TO RECEIVE OTHER TREATMENT SHALL BE LOAMED TO A MINIMUM DEPTH OF 4" AND SEEDED IN ACCORDANCE WITH THE FOLLOWING.: A. INCOPPORATE GROUND LIMESTONE INTO ALL AREAS TO BE SEEDED AT A RAT OF 50` LBS/1,000 SF. 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. SEE D WITH THE FOLLOWING MIXTURE APPLIED AT A :RATE OF 10 LBS t 1000 S.F. SEED MIX: / NAME OF SEED % BY WEIGHT MIN. % PURITY MIN. GERMINATION IN MIXTURE POS PRETENSES 50 90 75 BARON BARON BLUEGRASS FESTUCA RUBRA 25 95 85 PENNLAWN" PENNLAWN FESCUE LOL! M P NE U EREN 25 98 95 "PENNFINE" PENNFINE 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 GR EATER AFTER BEING LOAMED, .SEEDED AND MULCHED IN ACCORDANCE WITH THE ABOVE SHALL SECURED WITH EROSION CONTROL BLANKETS (NO. AMERICAN GREEN Q L ETT! G 5150 OR EQUAL). . OVERLAP AL N N JO INTS A MINIMUM OF 6" AND SECURE WITH DOUBLE ROW OF STAPLES. �EVEUE V /� /� TC Z /'"'►SS®CIA 1 C _ Landscape Architects � Civil Engineers Land y v � Surveyors Environmental Consultants ph; 413.568.0985 fax: 413.568.0986 40 School Street Westfield, MA 01085 ' rlaland.com L z 0. m Q ru Lb > 00 W cc L M 0 0 W L w A. W M M Ln io �. 0 mtn W U1 Z Ul z W L9 W .j bkb a ,r a. ?11 PREPARED FOR: Mr. Robert Labun 84 Wildflower Circle Westfield, MA 01085 ISSUANCE DATE: April 26, 2017 REVISIONS: DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: AS NOTED RLA PROD, NUMBER: 170116 •-. S4 GENERAL CONSTRUCTION NOTES 1, PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR OR HIS AUTHORIZED REPRESENTATIVE SHALL CONVENE A PRE -CONSTRUCTION CONFERENCE BETWEEN THE CITY T DWN REPRESENTATI VES, CONSULTING ENGINES R/LANDSCAPE ARCHITECT, UTILITY COMPANY REPRESENTATIVES, AND ANY OTHER AFFECTED PARTIES. 2 THE OW NER, R LEVES UE ASSOCI ATES, ITTMS INC. AND PAUL S. SMI TH LAND SURVEYING AND/OR THEIR REPRESENTATIVES, IN PREPARING THESE PLANS HAVE ATTEMPTED TO LOCATE ALL EX ISTING UTILITIES IN THE PROJECT AREA.. HOWEVER THER E MAY BE UTILITIESTHAT WERE NOT OR COU LD NOT BE LOCATED. UNDE RGROUND 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 SHALLCAL L ALL APPROPRIATE JTlLITY COMPANIES FOR LOCATIONS OF THEIR UTILITIES AT LEAST 48 HOURS BEFORE COMMENCING EXCA VATION. 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 IMMEDIATE LY. 3. THE SITE CONTRACTOR f5 RESPONSIBLE FO R ANY AND ALL DAMAGES :WHICH: OCCUR DUE TO HIS FAILURE TO LOCATE AND PRESERVE ANY AND ALL UTILITIES; 4. ALL FILL WORK REQUIRED TO B - Q BRING THE PROP OSED ROADWAY U P TO SUB GRADE LEVEL SHALL CONFORM TO MHD SPECIFI CATIONS SECT ION 150. 5. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 6. ALL WORK IN THE CITY TOWN RIGHT-OF-WAY AND S EA EMENTS SHALL BE IN ACCORDANCE WITH TH E CITY TOWN SPEC IFICATIONS AND MASSACHUSETTS S DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION LATEST EDITION. ' 7. THE CONTRACTOR SHALL GIVE THE CITY TOWN A MINIMU M OF 4$ HOURS NOTICE BEFORE BEGINNING EACH PHASE OF CONSTRUCTION . 8. CONTRACTOR R IS RESPONSIBL E FOR REPAIRS OF DAMAGE TO ANY EXISTING IMPROVEMENTS DURING CONST RUCTION, SUCH AS BUT NOT , T LIMITED TO DRA INAGE, .UTILITIES, PAVEMENT, STRIPING, CURB, ETC. REPAIRS SHALL BE EQUAL TO OR BETTER THAN EXISTING CONDITIONS. 9. 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 TECHNICA L SPECI FICATIONS. IONS. TH E CONTRACTOR SH ALL BE RESPONSIBLE FOR REVIEWING THIS INFORMATION PRIOR TO CONSTRUCTION AN D CONFORMING TO THE CONDITIONS AS REQUIRED DURING CONSTRUCTION. 1 D. THE 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. 11. 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 RE GULATIONS REGARDIN G SAFETY SHALL BE THE GENERAL. CONTRACTORS RESPONSIBILITY. 12. THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS SHALL VISIT THE SITE AND BECOME FA MILIAR WITH ALL CONDITIONS PRIOR TO SUBMITTING HIS PROPOSAL. NO EXTRAS DUE 7O UNFAMILIARITY WITH THE EXISTING SITE OR WORKING CONDITIONS WILL BE ALLOWED. 13. 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. 14. ALL EXCAVATION s , HALL COMPLY WI TH OSHA:S LATE ST STANDARDS.. ALL REQUIREMENTS Q MENTS OF OSHA S EXCA VATION 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. 15. 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. 16. 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. 17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR A THOROUGH SITE EXAMINATION IN ORDER TO PREPARE SITE FOR CONSTRUCTION. 18. 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 CITY/TOWN ORDINANCES AND ALL APPLICABLE STATE AND FEDERAL ENVIRONMENTAL REGULATIONS. 19. ALL PAVEMENT E ENT DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPLACED IN ACCORDANCE WITH THE SPECIFICATIONS AND AS SHOWN ON THE DRAWINGS. 20. ALL STREET EXCAVATIONS SHALL BE COMPLETELY CLOSED AT THE END' OF EACH WORKING DAY BY BACKFILLIN G OR COVERING WITH STEEL PLATES. 21. ALL MATERIALS AND METHODS ARE TO COMPLY WITH THE CITY/TOWN DPW STANDARDS OR MASSACHUSETTS DEPARTMENT OF TRANSPORTATION 'MASSDOT) (WHE RE APPLICABLE), , UNLESS OTHERWISE DIRECTED BY THE ENGINEER. 22. 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. 23. BACKFILL WILL BE PLACED IN SUCCESSIVE LAYERS NOT MORE THAN TWELVE INCHES IN THICKNESS AND SHALL BE COMPACTED TO 95Z OF MAXIMUM DRY DENSITY DETERMINED' BY STANDARD PROCTOR 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 APPR_OAEQ GRAY€L 9R 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. 24. 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. 25. CONTRACTOR SHALL PROVIDE FIELD COMPACTION RESULTS TO ENGINEER WITHIN 24-HOURS PRIOR TO PLACEMENT OF INFRASTRUCTURE OR BITUMINOUS BINDER, 26. 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. ALL CONSTRUCTION 1N CITY/TOWN RIGHT-OF-WAYS AND OR EASEMENTS" SHALL BE IN ACCORDANCE WITH THE CITY TOWN STANDA RD SPECIFICATI ONS. 2. IN THE EVENT OF DISCREPANCIES BETWEEN LOCAL SPECIFICATIONS AND SITE SPECIFICATIONS THE MORE STRINGENT REQUIREMENT SHALL GOVER N. J. SITE CONTRACTOR SHALL PROTECT ALL BENCHMARKS AND .PROPERTY MONUMENTATlON AND SHALL REPLACE OR REPAIR , AT HIS OWN EXPE NSE, BENCHMARK S AND MONUMENTATION DISTURBED DURING CONSTRUCTION. 4. ALL STRIPING, PAVEMENT MARKINGS AND TR AFFIC SfGNAGE :SHALL 8E IN :ACCORDANCE WITH THE MANUA L ON UNIFORM TRAFFIC CONTROL DEVICES, .LATEST EDITION,. UNLESS OTHERWISE NOTED ON THE PLAN S. 5. ALL WORK SHALL COMPLY WITH FEDERAL, STATE AND LOCAL CODES AND ORDINANCES INCLUDING BUT NOT LIMI TED T0. AASHTO, OSHA, EPA, DEP, MASSDOT ETC. THE GENERAL CON TRACTOR SHAL L APPLY FOR ALL PERMITS AND SHALL PAY ALL PERMIT RELATED FEES. ALL NECESSARY PERMITS SHALL BE OBTAINED PRIOR TO WORK. THE START OF 6. ALL DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS ARE TO BE VERI FIED BY THE CONTRACTOR. IF FIELD CONDITIONS VARY SIGNIFICANTLY ENOUGH TO REQUIRE A CHANGE TO THE CONTRACT DOCUMENTS, THE PROJECT PROPONENT AND ENGINEER SHALL. BE NOTIFIED IMMEDIATELY. 7. THE SITE GENERAL CONTRACTOR AND SUBCONTR ACTORS RACTORS SHALL CONT ACT THE OWNER AND ENGINEER SHOULD HE FIND ANY CONFLICT OR INCONSISTE NCY BETWEEN THE WORK SHOWN THE DRAWIN GS AND NORMAL ACCEPTED CONSTRUCTION PRACTICES- OR HE SHALL. ASSUME RESPONSIBILITY FOR ALL CORRECTIONS. B. ANY CORRECTIO NS REQUIRED FOR RFVISlnNs Tn rHP- rnuT RdCT L1R.dW1AlC5 lAJ1Tl.ATrGti BY THE GENERAL CONTRACTOR OR SUBCONTRACTORS WITHOUT PRIOR APPROVAL OF THE OWNER AND OR THE ENGINEER SHALL BE ACCOMPLISHED AT THE CONTRACTORS RISK. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR :THE :REMOVAL. & LEGAL DISPOSAL OF ALL MATERIAL NECE SSARY TO PREPA RE THE HE SITE FOR THE. NEW CONSTRUCTION AS SHOWN ON THE SITE DRAWINGS. 10. REPAIR DAMAGED A AGED CITY' /TOWN' ROADS AND CURBS IN ACCORDAN CE WITH MASSDOT AND"/OR THE CITY/TOWN REGULATIONS. 11, CON TRACTOR SHALL. SAWCUT PAVE MENT EDGE WHERE PAVEM ENT TO REMAIN IS ADJ ACENT TO PAVEMENT TO BE REMOVED. 12. CONTRACTOR SHALL PR EPARE SITE AS NEC ESSARY Y FOR CONS- TRUCTION ...SHOWN ON THE PLANS. EARTHWO RK NOTE S 1. THE CONTRAC TOR 1S SPE CIFICALLY CA UTIONED THAT THE LOCATION .AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTIL ITY COMPANIES- AND WHERE POSSIBLE MEASUREMENTS TAKEN IN THE FI ELD. THE INFO RMATION IS NOT TO BE RELIE D ON AS BE ING EXACT OR COMPLETE. THE CONTRACTOR MUS T CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCA VATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFL ICT WITH: THE PR OPOSED IMPROVEMENTS SHOWN ON THE PLANS. 2. ALL CUT OR FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. 3. STORM PIPE SHALL BE AS NOTED ON PLANS. 4. EXISTING DRAINAGE STRUC TURES 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 WATERTIGHT. 9. ALL STORM SEWER MANHOLES FRAMES AND GRATES ARE TO BE SET EQUAL TO FINISH GRADES, AND SHALL HAVE TRAFFIC BEARING RING & COVERS (H20 . ) 10. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE. 11. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAVED AREAS. 12. ALL U NSURFACED ARE AS DISTURBE D BY GRADING OPERATION .SHALL. RECEIVE 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL . SLOPES 3H. IV OR STEEPER. CONTRA CTOR SHALL GRASS DISTURBED AREAS IN ACCORDANCE WITH THE SPECIFICATIONS UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. 13. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 14 , IF CONTRACT OR RELOCA TES OR SETS NE W :BENCHMARKS TH VERTICAL E , L ELEVATIONS OF THE BENCHMARKS SHALL BE SET WITHIN A TOLERANCE OF 0.010 FT. 15. CONTRACTOR SHALL LEA VE GRADE BEHIND CURB IN ALL PLANTER AREAS A MINIMUM OF 4" LOW FOR THE PLACEMENT OF SUITABLE TOPSOIL OR PLANTING MIX. SITE UTILITY NOTES GENERAL: 1. ALL FILL MATERIAL IS TO BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES. 2. TOPS' OF EXISTING MANHOLES SHALL BE SET EQUAL TO FINISH -GRADE IN GRASSED LANDSCAPED AREAS WITH WATER TIGHT LIDS. 3. ALL CO NCRETE FOR ENCASE MENTS SHALL. HAVE A MINIMUM' 28 .DAY COMPRESSION STRENGTH AT 3000 P.S.I. 4. DRAWIN GS NOT PURPORT TO SHOW ALL EXISTING'. UTILITIES. 5. EXISTING UTILITIES SHALL BE VERIFIED 1N FIELD PRIOR TO INSTALLATION OF ANY NEW LINES. 6. SITE G ENERAL CONTRACTOR 1S RESPONSIBLE FOR CO MPLYING DMPLYING TO THE SPECI FICATIONS OF TH E E LOCAL AUTHORITIES AT THE TOW N WITH REGARD TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. 7 THE CONTRAC TOR 1S SPECIFICALLY CAUT IONED THAT THE LOCATION AND.'/ OR ELEVATI ON OF EXISTING UTILITIE S AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND .WHERE' POSSIBLE MEASUREMENTS TAKEN IN THE FIELD. THE INFOR MATION IS NOT TO BE RELIED ON AS BEING :EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAS T ST 72 HOURS BEFORE ANY EXCAVATION. TO :REQUEST EXA CT T FIELD LOCA TION OF UTILITIES. IT .SHALL. BE THE RESPO NSIBILITY ITY OF THE: CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE OP PR OSED IMPROVEM ENTS SHOWN ON THE PLANS. 8. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COM PANIES FOR INSTALLATION Rf IRCMENT3 AND 3F f i1 Q 9. CONTRACTOR SHALL COORDINATE INSPECTION OF UTILITY LINES WITH APPROPRIATE AUTHORITIES PRIOR TO BACKFlLL1NG TRENCHES. 10. CONTRACTOR SHALL COMPLY WITH THE LATEST OSHA STANDARDS" OR DIRECTIVES OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND MAINTENANCE OF ALL SUPPORT SYSTEMS, SLOPING BENCHING AND OTHER , MEANS OF PROTECTION. 11. CONTRACTOR SHALL COORDINATE :INSTALLATION OF UTILITIES WITH LOCAL COMPANIES TO AVOI D CONFLICTS AND TO ASSURE THAT PROPER' DEPTHS ARE ACHIEVED. CONTRACTOR SHALL COORDINATE WITH LOCAL UTIL ITY -COMPANIES FOR EXACT LOCATION AN D SCHEDULING OF CONNE CTIONS TO THEIR- FACILITIES. 12 THE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY, DUE TO THE LACK OF AVAILABLE DOCUMENTATION. ALL UTILITIES, INCLUDING CURB BOXES, MAY NOT BE SHOWN ON THESE DRAWINGS. THE CONTRACTOR SHA LL CALL THE "DIG SAFE CENTER TO HAVE ALL UTILITIES MARKED ON THE GROUND PRIOR TO THE START OF CONSTRUCTION 13. THE CONTRA CTOR SHALL 8E RESPONSIB LE FOR DETERMINING THE EXACT LOCATION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL BEFULLYRESPONSIBLE FOR ANY AND ALL DAMAGES WHICH OCCUR DUE TO HIS FAILURE TO :LOCATE AND PRESERVE AN Y AND ALL UNDERGROUND UTILITIES. 14. DO NOT INTERRUPT EXISTING UTILITIES WITHOUT AUTHORIZATION FROM THE OWNER, OWNERS OF ADJACENT PROPERTIES, AND THE CORRESPONDING UTILITY OWNER. CONTRACTOR SHALL ARRANGE TO SHUT OFF UTILITIES, AS REQUIRED, WITH THE UTILITY OWNERS. 15. COORDINATE UTILITY TERMINATION WITH UTILITY OWNERS. SEWER: 1. SANITARY SEWE R .MAINS' AND LATERALS SHALL BE PVC PIPE. CONFORMING" TO ASTM D 3034-SDR35., THE MINIMUM SIZE FOR SEWER MAINS SHALL BE 8' • SEWER LATERALS SHALL BE 4" MIN. 2. ALL SANITARY SEWERS, SEWER FORCE MAINS, AND SEWER LATERALS SHALL BE INSTALLED IN FIRST-CLASS BEDDING AND IN ACCORDANCE WITH THE DEPARTMENT OF PUBLIC WORKS SPECIFICATIONS. SEWERS SHALL BE INSTALLED TO THE LINE AND GRADE INDICATED ON THE PLANS. 3. ONLY PRECAST CONCRETE MANHOLES OF A DESIGN APPROVED BY THE TOWN ENGINEER SHALL BE INSTALLED ON A SANITARY SEWER MAIN. 4. NO GROUNDWATER OR SURFACE WATER SHALL BE DISCHARGED INTO THE SANITARY' SEWER. 5. WHERE ROCK IS ENCOUNTERED, IT SHALL BE REMOVED TO A DEPTH OF ONE FOOT BELOW THE FLOWLINE OF THE SEWER AND THE PIPE LAID IN A PROPERLY COMPACTED GRANULAR -MATERIAL APPROVED BY THE TOWN ENGINEER. 6. ONLY GRANULAR MA TERIAL APPROVED BY THE TOWN ENGINEER SHAL L BE USED AS BACKFILL IN ANY TRENCH EXCAVATION. WATER: A ER: 1 CO NTRACTOR TRACTOR SHAL L CONTACT THE. ;CITY/TOWN: WATER. DEPARTMENT FOR SPECIFI CATIONS AND MAKE. OF VALVES, VALVE BOXES, FIRE HYDRANTS AND ALL. OTHER WATER LINE APPURTENANCES. 2. WATER LINE TESTING AND STERILIZATION :SHALL BE PERFORMED IN ACCORDANCE WITH LOCAL DPW SPECIFICATIONS AND WATER DISTRIBUTION SYSTEM. CONTRACTOR SHALL COORDINATE TESTING WITH THE TOWN WATER DEPARTMENT. 3. ALL WATER MAIN SHALL: 8E DUCTIL E IRON D.I. CLASS 52 AWWA C-151 ( ). (ANSI A21.40). D.I. PIPE SHALL BE DOUBLE CEMENT LINED WITH A SEAL COAT ONF - CONFORMING TO AWWA. C i'04 (ANSI A-21.4). 4. JOINTS FOR D.I. PIPE SHALL BE PUSH -ON OR OTHERWISE APPROVED, AWWA C 151(ANSI A-21.51) WITH GASKETS CONFORMING TO AWWA' C-111 (ANSI A-21.11) MAXIMUM LENGTH OF PIPE TO BE 20 L.F. 5. ALL FITTINGS SHALL BE DUCTILE IRON CLASS 53 WITH PRESSURE RATING OF 350 PSI AND MECHANICAL JOINTS CONFORMING TO AWWA C-151 (ANSI A21.51). 6. RETAINER GLANDS: RETAINER GLANDS SHALL BE DESIGNED TO IMPART MULTIPLE WEDGING ACTION AGAINST THE PIPE, INCREASE ITS RESISTANCE A§ T14E PR€§.BUR€ INCREASES. GLANDS SHALL BE MANUFACTURED OF DUCTILE IRON CONFORMING TO ASTM A536-80. RESTRAINING DEVICES SHALL BE -DUCTILE IRON HEAT -TREATED TO A MINIMUM HARNESS OF 370 BHN. TWIST -OFF NUTS SHALL BE USED TO INSURE PROPER ACTUATING OF THE RETAINER GLAND. DIMENSIONS OF THE GLAND SHALL BE SUCH THAT IT CAN BE USED WITH THE STANDARD MECHANICAL JOINT BELL AND TEE -HEADED BOLTS CONFORMING TO ANSI/AWWA A21.1 AND ANS!/WWA 153/A21.5. THE RETAINER GLAND SHALL HAVE A WORKING PRESSURE OF 250 PSI WITH A MINIMUM SAFETY FACTOR OF 2:1 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE WITH THE PIPE CLASS AND PIPE MANUFACTURER FOR ALL SIZES PROVIDED ON THE JOB: THE RETAINER GLAND SHALL BE MEGA -LUG AS MANUFACTURED EBAA IRON, INC., OR APPROVED EQUAL. 7. ALL WATER MAINS, UNLESS OTHERWISE NOTED, SHALL BE INSTALLED WITH A MINIMUM FIVE FEET OF COVER. WHEN CROSSING ABOVE OR BELOW WATER PIPELINES, A MINIMUM VERTICAL SEPARATION OF SIX INCHES SHALL BE PROVIDED. WHEN CROSSING SANITARY SEWERS, A MINIMUM OF 18" SHALL BE PROVIDED. SITE UTILITY NOTES CONTINUED 8. THE INSTALLED WATER MAIN SHAD BE PRESSURE TESTED, FLUSHED AND DISINFECTED BY CONTRACTOR IN ACCORDANCE WITH AWWA C-600 AND AWWA C-651 OR PER CITY/TOWN WATER DEPARTMENT STANDARDS. 9. DUCTILE - IRON .PIPES SHALL INSTALLED BE S ALLEU 1N .ACCORDANCE WITH :AWWA C 600. 10. ALL MECHANICAL JOINTS ARE TO BE RESTRAINED. FITTINGS SHALL BE RESTRAINED BY MECHANICAL JOINT RESTRAINTS. THE PIPE CONNECTED TO THE FITTING SHALL BE RESTRAINED PER THE MANUFACTURER'S SCHEDULE. 11. THE CONT RACTOR SHALL MA THE MARK LOCATION OF THE PROPOSED WATER MAIN AT LEAST 48 HOURS PRIOR TO EXCAVATIN G. G. EXCAVATION SHALL. NOT :PROCEED WITHOUT AUTHORIZATION BY THE ENGINEER. 12, ALL WATER MAINS, HYDRANT BRANCHES, AND SERVICES SHALL HAVE UTILITY WARNING TAPE. THE TAP F E SHALL BE BURIED APPROXIM ATELY 2 FEET BLOW FINISHED GRADE. 13. BACKFILL SHALL BE COMPACTED TO 95 PERCENT OF THE STANDARD PROCTOR DENSITY AS DETERMINED BY ASTM D698. COMPACTION EQUIPMENT USED MUST BE SPECIFICALLY DESIGNED FOR COMPACTION. TAMPING WITH THE BACK OF THE BACK HOE BUCKET IS UNACCEPTABLE COMPACTION. 14. ALL WATER SERVICES SHALL 'BE 1" DIA. COPPER TUBING TYPE K, SOFT TEMPER CONFORMING TO ASTM B8 8 UNLESS' OTHERWISE NOTED. 15. DEPRESS` 'WATER MA IN !N UNDER EXISTING SERVICES AND HYDRANT BRANCHES TO MAINTAIN 5'-0" OF COVER. 16. ALL WATER MAINS SHLII I RF I Air) AFR THE P"ArS Tn "AlKITAIN TWE AXAMI"Ll" SEPARATION FROM EXISTING OR PROPOSED SANITARY SEWER. DISTANCE SHALL BE MEASURED EDGE TO EDGE. 17. IDENTIFY EACH PIPE LENGTH &FITTING CLEARLY WITH MANUFACTURES NAME TRADEMA RK. NOMINAL PIPE SIZE T & MATERIAL DESIGNATION. 18.. ALL WATER MAINS & SERVICE PIPES SHALL BE LAID IN A TRENCH SEPARATE FROM ANY OTHER UTILITY GAS ELECTRIC TELEPHONE ETC.) SHALL 8E A MINIMUM NO LESS THAN FIVE (5) FEET FROM ANOTHER UTILITY. 19. ALL MATE RIAL SHALL C BE IN ACCORDANCE WITH CITY TOWN WATER DEPA RTMENT ARTMENT "RULES & REGULATI ONS". . ALL. WORK TO 8E PERFORMED IN ACCORDANCE WITH CITY TOWN WATER DEPARTMENT " SPECIFICATIONS . CITY/TOWN 'WATER DEPARTMENTSTANDARDS SHALL TAKE PRECEDENCE OVER ANY REQUIREMENTS LISTED ABOVE. --------------- R LEVESQUE SSOCIATES? Landscape Architects Civil Engineers •Land Surveyors � Y s Environmental Consultants Oh: 413.568.0985 fax: 413.568.0986 40`School Street Westfield, d, MA 01085 i Plalland com Lin ' m 1Y 0 a) M Z O 0 2 MM , IVL W V �r.cc D to� A G M m cn Q C. CL tn C. Q t W W V 1 s� :F F� f a� e� AIV" 1 4 VIP PREPARED FOR: Mr. Robert Labun 84 Wildflower Circle Westfield, MA 01085 ISSUANCE DATE: April 26, 2017 REVISIONS: DATE: UNAUTHORIZED ALTERATION Of THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: AS NOTED RLA,PROJ. NUMBER: 170116 r- f' t 2 1 e 110 210 4 e v PROPOSED TREE LINE 24'" OAK TREE —TO BE REMOVED—� 30" OAK TREE —TO BE REMOVED— f' ' DEMOLISH AND REMOVE EXISTING r y WOOD FRAME SHED & SLAB/FOUNDATION a DEMOLISH AND REMOVE EXISTING �• PAINED APRON `4 �"-- --. _, _ �- 15" APPLE TREE —TO BE REMOVED- AIL: W 30" OAK TREE` —TO BE REMOVED— 64. >2200, OUTS RIPARIAN :ZONE 100' INNER RIPARIAN ZONE RE`SiDSN t ~SIN A r{� " 1 RUCE TREES Z --TO BE REMOVED- f e ,1 , �� Fr 1�r J� f .�r�.6r, 1 � � r x" f �� MP+ L E •.0HWr R jj J� I �� G1 MAHW-4 DEMOLITION NOTES 1, THE INFORMATION SHOWN HEREON IS NOT INTENDED TO BE AN EXHAUSTIVE SURVEY OF 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 CONSTRUCTIONMAY 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 OWNER. 11. 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. 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 TOWN, OWNER AND GENERAL CONTRACTOR. 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. J. INSTALL PERIMETER EROSION/SEDIMENTATION CONTROL 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 AND INSTALL SILT FENCE AROUND THE PERIMETER OF THE STOCKPILE. 6. COMMENCE EARTHWORK BY EXCAVATING FOR THE CUT/FILL. SLOPES AS SHOWN ON THE PLANS. STABILIZE SEED AN Y NY SLOPES THAT HAVE ACHIEVED FINAL GRADE. 7. 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. FINAL GRADING AND STABILIZATION OF ANY REMAINING EXPOSED AREAS. 12, AT THE DIRECTION OF THE TOWN AGAWA.M, EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED. R L.EV+ESQUE ASSOCIATESZU. Landscape Architects Civil Engineers • Land Surveyors Environmental Consultants ph:413.568.0985 fax: 413.568.0986 40 School Street Westfield, MA 01085 rialand.com z M, —j IY 0 1 02 W 1.� u W L LEfa fa a. ►W .> 3 Lb cc M r z MO M tn 0 L in W Ln 0 W AJ I,_ pe--, 1wr•,. acr PREPARED FOR: Mr. Robert Labun 84 Wildflower Circle Westfield, MA 01085 ISSUANCE DATE': April 26, 2017 REVISIONS: DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETT3 STATE LAW SCALE: AS NOTED RLA PROM. NUMBER: 170116 6 M 70NINr, RFVIFW CATEGORY BUSINESS A RES. A-2 PROVIDED MINIMUM LOT FRONTAGE -- 110' 225.13' MINIMUM LOT AREA - 15,000 S.F.t 14,150 S.F.t MINIMUM BUILDING SETBACKS - FRONT 35' 30' 38.6'f - 'SIDE 0'* 15' 19.8't - REAR 25'** 20' 42't MAXIMUM IMPERVIOUS COVERAGE 50% 40% 48.1% MAXIMUM BUILDING HEIGHT STORIES 3 STORIES 2.5STORY 1 STORY MAXIMUM BUILDING HEIGHT FEET 45' 1 35' <45' * AS PER §180-8(F)(1) SUPPLEMENTARY REGULATIONS: ON A CORNER LOT IN ANY BUSINESS A AND BUSINESS B DISTRICT THE SIDELINE SHALL BE A MINIMUM OF 10 FEET FROM THE SIDE STREET AND THE PARKING OF VEHICLES IN THIS SIDE AREA IS PROHIBITED ** AS PER § 180-•2 DEFINITIONS AND WORD USAGE; LOT LINE, REAR: THE LOT LINE OPPOSITE THE STREET LINE, EXCEPT THAT, IN THE CASE OF A CORNER LOT, THE REAR LOT LINE SHALL BE THE LINE OPPOSITE THE STREET LINE ON WHICH THE BUILDING IS NUMBERED OR WOULD BE NUMBERED. r BUILDING .SETBACK '""'�•„ ,... "HANDICAP PARKING" END CAPE COD BERM ~■' 200' OUTER T `■,` RIPARIAN ZONE h TRANSITION FROM V POST & RAIL TO STOCKADE FENCE 4 INSTALL ELECTRIC METER COORDINATE F SERVICE WITH EVERSOURCE ELECTRIC WEST r INSTALL WATER METER COORDINATE SERVICE WITH AGAWAM WATER DEPARTMENT INSTALL GAS METER COORDINATE SERVICE WITH COLUMBIA GAS 0 MASSACHUSETTS" E PEA GRAVEL ` FILTER STRIP TRANSITION FROM f POST & RAIL TO ~.- .,;, STOCKADE FENCE , BEGIN POST AND RAIL FENCE CONNECT ELECTRIC LINE TO EXISTING UTILITY POLE COORDINATE SERVICE \ WITH EVERSOURCE ELECTRIC WEST O o� 10.0' 1 LA -, I r b_4 =v%�i' BEGIN CAPE a% COD BERM CONNECT TO EXISTING GASMAINCOORDINATE SERVICE WITH COLUMBIA GAS OF MASSACHUSETTS CONNECT TO EXISTING WATER MAIN COORDINATE SERVICE WITH AGAWAM WATER DEPARTMENT SAWCUT PAVEMENT 1' WIDER TNAN REQUIRED TRENCH (TYP.) r 0 10 20 40 PROPOSED 3, 400f SQ. FT. 3-BAY GARAGE G F.F.=60.0t T.O.W.=61.0± ,. R=5.0,,., "1 h FF 4i Sh GRASS µ� r YY �� CHANNEL �. �.4_ INSTALL CAPPED CONNECTION STUB y V FOR OIL/WATER j h. SEPARATOR` .. �i. �il"I...... 1 *A, (l : SS , 5 S w zrr, AS :. j l W 1 R � ; BUILDING SETBACK 100' INNER RIPARIAN ZONE y BU �A-2 �> >.Cil E 51NESS LAYOUT NOTES 1. SITE CONTRACTOR SHALL REFER TO REMAINING 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 PROJECT PROPONENT AND LANDSCAPE ARCHITECT/ENGINEER. SHOULD THE SITE CONTRACTOR FAIL TO COMMUNICATE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCREPANCY. UTILITY NOTES 1. SITE CONTRACTOR SHALL REFER TO REMAINING PLAN SET FOR INFORMATION REGARDING GRADING AND DRAINAGE. 2. IT SHALL BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFERENCE INFORMATION CONTAINED IN OTHER SHEETS WITH GRADING AND DRAINAGE INFORMATION SHOWN HEREON. 3. PRIOR TO SUBMITTING A BID FOR CONSTRUCTION, THE SITE CONTRACTOR SHALL COMMUNICATE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND THE SPECIFICATIONS WITH THE .PROJECT r'r:Or'oNCNT AND LANDSCAPE APCMTECTIENCINEEP. SNOULD THE 91TE 00A1TRdrTr)P P-M Tn COMMUNICATE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCREPANCY. 4. CONTRACTOR TO VERIFY ALL UTILITY CONNECTIONS AND INVERTS FROM EXISTING/PROPOSED BUILDING TO SERVICES IN THE STREET. IF ANY DISCREPANCIES EXISTS BETWEEN PLAN AND INFORMATION FOUND IN THE FIELD, CONTACT ENGINEER AND LANDSCAPE ARCHITECT IMMEDIATELY. 5. SEE ARCHITECTURAL PLANS FOR BUILDING CONNECTIONS OF ALL UTILITIES. 6. WATER, NATURAL GAS, ELECTRICAL, AND TELECOMMUNICATIONS UTILITIES ARE SHOWN FOR SCHEMATIC PURPOSES ONLY. FINAL DESIGN MUST BE COORDINATED WITH EACH RESPECTIVE UTILITY PROVIDER AND APPROVED BY THE THE TOWN OF AGAWAM BUILDING AND/OR ENGINEERING DEPARTMENT. ' 3 7. CONTRACTOR SHALL NOTIFY DESIGNER/ENGINEER OF ANY UNEXPECTED CONDITIONS THAT ARE ENCOUNTERED DURING CONSTRUCTION, 8. 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 BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. r 9. ALL UTILITY CONSTRUCTION SHALL CONFORM TO THEIR RESPECTIVE TOWN OF AGAWAM DEPARTMENT ,, _ SPECIFICATIONS. yeti 1%•' ;f 10. CONTRACTOR SHALL COORDINATE WATER AND WITH AGAWAM WATER DEPARTMENT. 11. CONTRACTOR SHALL COORDINATE ELECTRIC SERVICE CONNECTION AND UNIT SERVICES WITH rI ,�3 EVERSOURCE ELECTRIC WEST OR APPLICABLE SERVICE PROVIDER. r R.M \ f. f' s f F _I,I t�F� j ; 12. ALL VERTICAL PIPE MEASUREMENTS ARE TO PIPE INVERT. ,l i1 70 MAHW-4 BI©RETENTION 01 (( CONSTRUCTION NOTES AREA Y C PROPOSED DRYWELL 1.. UNDERGROUND UTILITIES :SHOWN HEREON ARE BASED UPON SURFACE FEATURES AS LOCATED BY RlM=57.75 SURVEY AND AVAILABLE RECORD DATA AND ARE APPROXIMATE. ACTUAL FIELD LOCATIONS SHOULD %r ♦ t BE VERIFIED WITH THE APPROPRIATE UTILITY COMPANY AND/OR MUNICIPAL DEPARTMENT PRIOR TO . J 4q CONSTRUCTION. COORDINATE LOCATION OF ' lf� t' . f SANITARY CONNECTION 2. ALL LAYOUT WORK REQUIRED SHALL BE PERFORMED BY A LICENSED SURVEYOR OR ENGINEER < r WITH ARCHITECTURAL EMPLOYED BY THE CONTRACTOR. I 0 1 PLANS SET r ' i 3. CONTRACTOR TO NOTIFY DIG SAFE A MINIMUM OF 72 HOURS PRIOR TO START OF CONSTRUCTION ACCORDING TO MA GENERAL LAWS. SANITARY CLEAiNOUT • f'. A ` ' , �r j RIM=59.95 4. APPROVED PLANS TO BE ON ,SITE AT ALL TIMES. 6 PVC-5 4.00 ARISE ALL CHANGES TO BE 5. CHANGES TO THIS PLAN MAY OCCUR AS UNFORESEEN CONDITIONS r"•' ,'' `: APPROVED BY DESIGN ENGINEER, FIELD INSPECTOR AND CITY/TOWN ENGINEER. 6. CONTRACTOR SHALL.. BE RESPONSIBLE FOR THET. MAINTENANCE. AND SAFETY OF TRAFFIC ON HE BY T CONSTRUCTION OF THIS PROJECT. �. 6 PVC PUBLIC AND PRIVATE WAYS :AFFECTED THE CON C ON 48 LF f S=0.02 MAHW-3 7. CONTRACTOR SHALL PROTECT ALL SLOPES, VEGETATION, PAVING, WALKS, AND IMPROVEMENTS` OUTSIDE THE AREAS TO BE AFFECTED BY THE CONSTRUCTION' OF THIS PROJECT. PS REMOVED BY CLEARING AND GRUB KING OPERATIONS SHALL BE � TREES BRUSH AND STUMPS EM 8 ---:----�. _ ::_; S R OFF THE PROJECT SITE TO AN APPROVED DISPOSAL LOCATION. t{ I• �.,, € w:,�� TRANSPORTED s>� A. F :.j Y... r 1 A.C. ; N" LY) 4,� 9. CALCIUM CHLORIIJE/WATER FOR DUST CONTROL TO BE AVAILABLE AT ALL TIMES AS NEEDED. f 1 t t 1 " € `IM ` S CHANGED, ALTERED OR REMOVED SHALL BE REAPPLIED. t �.,, 'r•> v �, �. �~.,. 10. ALL PAVEMENT MARKING GE , 11. ALL CONSTRUCTION METHODS TO CONFORM TO AGAWAM PLANNING BOARD REGULATIONS AND BOARD OF PUBLIC WORKS SPECIFICATIONS. "".... •, �, , �% MAHW--2 12. AGAWAM DEPARTMENT OF PUBLIC WORKS APPROVAL IS NOT TO BE CONSTRUED AS AN ALL INCLUSIVE APPROVAL AS OTHER APPROVALS MAY BE NECESSARY, I.E. TOWN ENGINEER, ` r1 CONSERVATION, FIRE DEPARTMENT, WATER DEPARTMENT, ETC. , f l 13. EROSION CONTROL MEASURES TO BE IN PLACE PRIOR TO START OF CONSTRUCTION. SAWCUT PAVEMENT 1' ;fit _...:. �� ... ��. U G G R UR D SETBACK DISTANCES; WIDER THAN REQUIRED SIT€ UDfYTl,�TDR TS b�€F,�IFY ALL �TII'=ITY �fgSSiN„S M��T ,��1., .,. , .� TRENCH (TYP.) %r f ,� PROPOSED DROP INLET f% 6" PVC=53.-04 (IN) ' 6" PVC=46.85 (DROP) MAHW-1 LEVESQUE ASSOCIATES z Landscape Architects Civil Engineers • Land Surveyors Environmental Consultants ph: 413.568.0985 fax: 413.568.0986 f 40 School Street ;Westfield, MA 01 Q85 rlalandcom ` z C rJ I Lb Ul v J N 00 M 0 ,� W I w U L. L. E M T a. ■. a 0 M Lq Ln Ul �A. FI'AaW.. rt A d U+4 .`. o y--* .f 4 a .' PREPARED FOR: Mr. Robert Labun 84 Wildflower Circle Westfield, MA 01085 ISSUANCE DATE:' April 26, 2017 REVISIONS: DATE': A - Engineering Comments 5/18/17 B - Added Drywell 5/25/17 C - Added oil/water stub 6/1 /17 UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW' SCALE:' ' AS NOTED RLA PROD. NUMBER: 170116 ■ I * MAHW-1 9SED DRYWELL i7.75 iHEETS C-4& D-2 SHORT-TERM EROSION CONTROL MAINTENANCE 1 THE CONTRACTOR OR SUBCONTRACTOR WILL BE RESPONSIBLE FOR IMPLEMENTING EACH CONTROL SHOWN ON THE SEDIMENTATION AND 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 FROSION OF TFIF SITF DUE TO THE CONSTRUCTION OF THIS PROJECT 6. 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. 8. 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 UNTIL THEIR USE IS NO LONGER WARRANTED. AT THAT TIME, 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 CLEANED DAILY. 11. AFTER CATCH BASINS HAVE BEEN CONSTRUCTED AND THE SITE HAS BEEN PAVED, THE CONTRACTOR SHALL PROTECT THE INLETS BY CONSTRUCTING INLET PROTECTION AS SHOWN ON THE PLANS. INLET PROTECTION TO REMAIN IN PLACE AND MAINTAINED UNTIL DISTURBED AREAS HAVE BEEN STABILIZED, LOAMED AND SEEDED. 12. EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL ALL DISTURBED EARTH HAS BEEN SUBSTANTIALLY STABILIZED. AFTER REMOVAL OF MEASURES, DISTURBED AREAS SHALL BE REGRADED AND STABILIZED AS NECESSARY. 13. THIS PLAN IS PROVIDED AS A BASIS FOR THE INITIAL SEDIMENTATION AND EROSION CONTROL MEASURES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO UPDATE AND EXPAND THIS PLAN AS SITE CONDITIONS DICTATE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PREVENT THE OCCURRENCE OF SILTATION TO WETLAND RESOURCE AREAS AND THE MOVEMENT OF SEDIMENT BEYOND THE SITE BOUNDARIES. GRADING & DRAINAGE NOTES 1. SITE CONTRACTOR SHALL REFER TO REMAINING PLAN SET FOR INFORMATION REGARDING GRADING AND DRAINAGE. MAHW-4 2. PRIOR TO SUBMITTING A BID FOR CONSTRUCTION, THE SITE CONTRACTOR SHALL COMMUNICATE ANY DISCREPANCIES BETWEEN THE PROPOSED DESIGN AND THE SPECIFICATIONS WITH THE PROJECT PROPONENT AND LANDSCAPE ARCHITECT/ENGINEER. SHOULD THE SITE CONTRACTOR FAIL TO COMMUNICATE ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE FOR ANY COSTS RESULTING FROM SAID DISCREPANCY. 3. CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT/ENGINEER OF ANY UNEXPECTED CONDITIONS THAT ARE ENCOUNTERED DURING CONSTRUCTION. 4. 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 BE IMPLEMENTED BY THE OWNER/SITE CONTRACTOR. 5 ALL UTILITY CONSTRUCTION SHALL 'CONFORM TO THEIR RESPECTIVE TOWN DEPARTMENT SPECIFICATIONS. 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 AND INSTALL SILT :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 7. INSTALL UTILITIES AS SHOWN ON PLANS INCLUDING WATER SERVICE: SSINER ,SERVICE: GAS SERVICE. _ _....v_ �.,... ...E y ,j, 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. FINAL GRADING AND STABILIZATION OF ANY REMAINING EXPOSED 'AREAS. 12. AT THE DIRECTION OF THE TOWN, EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED. i R LEVESQU ASSOCIATES z Landscape Architects Civil Engineers • Land Surveyors Environmental Consultants ph':-413.568.0985 fax: 413.568:0986 40 School Street Westfield, MA O1085 rlalandcom E Lb z Z J a Ulr.nJ :.00nj Z LID 0U dV Z z Lo 1 � I! Q L E a sW f C Ln m L m Q th L m Z W In Ul Q Cr W Ln �z PREPARED FOR: Mr. Robert Labun 8.4 Wildflower Circle Westfield, MA 01085 ; ISSUANCE DATE: April 26, 2017 REVISIONS- DATE: A - Engineering Comments 5/18/17 B - Added Drywell Call -out 5/25/17 C - Added drainage labels 611117 UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A'VIOLATION OF MASSACHUSETTS STATE LAW ' SCALE. AS NOTED RLA PROJ. NUMBER. 170116 1w; 66 Secu pity Lighting Plan 10 WATT FIXTURES (DUSK -DAWN) N/F SCOTT M. HIBBERT BK, 13872 PG. 177 W N/F HELEN T. MCGREVY BK. 12530 PG. 376 01 Site Ughting Plan 30 WATT FIXTURES (SWITCH OPERATED) . . ........ .. ... .. ............. ........ .. ................ . . . .................................. LE Information XT0.11% R3A-N: ......... ...... TO -------------- ... . .... .... . 0611ve(ed Lumeng it 722 TA09 1,523 2�804 '2#284 ...... . ... ...... ................. .. ......... .. liver4d"Lumens 26.W LIGHTING NOTES: NNIth Ffoo-d 468 1,060 978 2,168 1,739 Ac��ozsory Kit) 1. PHOTOMETRIC CALCULATIONS PROVIDED BY GOODLESS ............ ........ ......... . . ......... . ..... J. .......... . ....... .......... . . ....... ------------ ELECTRIC .U.G Rafing so-tuo-GOA 151-W-Go 81-uo-i-u()-00: 81-uo-Go' ................. .. ...... ..... ......... ............... --------------------- ............ 2. 10 WATT FIXTURE CALCULATIONS BASED ON AN INSTALLATION CCT 3,5oo HEIGHT OF 10' n') -------- . . . . . ........ ---------- CRf... '16 ... .. ... .. . ... J. 30 WATT FIXTURE CALCULATIONS BASED ON AN INSTALLATION 65 70 . ........ ........ .... . ... ......... . ............. . ................ - ----- I ....... .... ..... ..... sumption -- . ..... ..... HEIGHT OF 12' 20 0 10 2 ' 0 40 Power Con 7W T#Bihl (Wattai -- - ---------- lawt 26W 1 201 ................... S-wr-- [168MMI NOTE& I In u&nd'visot 2 B,U.G� Rdfihd do0it'n6t a EVESQUE U ASSOCIATESZ Landscape Architects Civil Engineers - Land Surveyors Environmental Consultants ph: 413.568.0985 fox: 413.568.0986 40 School Street Westfield, MAO 1085 Plalland..corn z M 0 1� co M 0 IXS U r. E r- W fu M 2 CC M in— 0 un Ln Ln W TO CL lin PREPARED FOR. Mr. Robert Labun 84 Wildflower Circle Westfield, MA 0 1085 ISSUANCE DATE: June 1, 2017 REVISIONS; DATE: UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSE-iTS STATE LAW SCALE: AS NOTED RLA PROJ. NUMBER: 170116 :DRAWING#: OEM 2 EACH DUMP DUMP STRAP 1 " (25mm) REBAR FOR BAG REMOVAL FROM INLET SILT SACK EXPANSION RESTRAINT [/4" (6mm) NYLON ROPE, 2 (51 mm) FLAT WASHERS] a. 4 a.. p4 a 4 46 4 g: INLET PROTECTION - SEDIMENT FILTER SACK NO SCALE DECORATIVE PVC CAP 8 "W PVC HORIZONTAL RAIL TOP/BOT 7"W PVC VERTICAL TONGUE & GROOVE BOARDS 5"X5" PVC POST (SPACE 8" O.C. MAX.) 2 *, EXISTING SUBGRADE HAND COMPACTED FILL 48" 1&" �._.12 " TYPICAL STOCKADE FENCE SECTION STOCKADE FENCE DETAIL NO SCALE 6„ 4 x 4 HEWN $ x HEWN EXISTING SUBG HAND COMPACTED STAPLE OR PIN BLANKET IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS EROSION CONTROL FABRIC EQUAL TO NORTH AMERICAN GREEN SC150 ANCHOR BLANKET IN A TRENCH ALONG THE TOP OF SLOPE' BACKFILL AND COMPACT PREPARE SLOPE BEFORE SLOPE PROTECTION 4" LOAM BORROW & H' SLOPE PROTECTION MATERIAL INSTALLATION AS RE tD NO SCALE j" J?'"Hl.t YV31 J CS U.i;. MAX. TYPICAL STOCKADE FENCE ELEVATION SPACE. POSTS 10' O.C. MAX. 12" y l TYPICAL POST & RAIL FENCE SECTION TYPICAL POST & RAIL FENCE ELEVATION POST & RAIL FENCE DETAIL NO SCALE 1.5"x1.5" OAK STAKE FILTER FABRIC (MIRAFI ENVIROFENCE 100K OR EQUAL) EXISTING GRADE 20" MIN. PROPOSED GRADE FLOW COMPLETELY BURY 16 MIN. END OF FILTER FABRIC IN TRENCH SECTION SILT FENCE DETAIL NO SCALE CATCH BASIN OR MANHOLE HAY 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. INLET PROTECTION - HAY BALES NO SCALE BITUMINOUS CONCRETE BERM (CAPE COD) NO SCALE P J ^h Y Al OKJMP^AT /CAI r" AA1 4" PROCESSED GRAVEL-1 (COMPACTED TO 95X STANDARD PROCTOR) 8 COMPACTED BANK RUN GRAVEL BASE BITUMINOUS CONCRETE PAVING DETAIL NO SCALE PARKING SIGN FOR HANDICAPPED HANDICAPPED ACCESS AISLE SEE CIVIL PLANS I . 9 & 5' (TYP) _ 8' FOR VAN 8 -0 — HANDICAP STALLS NOTES: 1. 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 2% OR LESS IN ALL DIRECTIONS. HANDICAP PARKING STALL NO SCALE -Ln 1-3/4" TO 3" ANGULAR CRUSHED STONE GEOTEXTILE FABRIC 6" MIN. 15' MINIMUM SECTION A —A 35' MINIMUM MAINTAIN SIDEWALK THROUGH ENTRANCE (IF PRESENT) H I NOTES 1. EACH SITE ENTRANCE IS TO HAVE A TEMPORARY CONSTRUCTION ENTRANCE. 2. STONE IS TO BE 1-314" TO 3" ANGULAR CRUSHED STONE. 3. PLACE GEOTEXTILE OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. 4. ANY SEDIMENT TRACKED INTO THE ROADWAY NEEDS TO BE CLEANED IMMEDIATELY. 5. ADDITIONAL 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 (AS REQ'D) NO SCALE PLANT AT THE SAME DEPTH AS PREVIOUSLY GROWN 3" PINE BARK MULCH UNTIE AND ROLL BACK BURLAP l FROM % OFF ROOT BALL (MIN.), IF SYNTHETIC WRAP IS USED, REMOVE COMPLETELY SLOPE TO FORM SAUCER PLANT BACKFILL MIXTURE' SCARIFY EXISTING SOIL & BLEND WITH PLANTING MIX 1:1 AND 6 :. COMPACT EXISTING SUBGRADE 12 VARIES' 12" SHRUB PLANTING DETAIL NO SCALE REELECTGRIZED ('ENG. GRADE) WHITE TEXT AND SYMBOL ON BLUE BACKGROUND (TYP.) WH EN REQUIRED ALUMINUM SIGN (TYP.) D.P.W BREAKAWAY POST HANDICAPPED PARKING SPEOAL PLATE REQUIRED JRAL7TMOR'ZLO °lEHI� 15 MAY BE n.MOVED AT .... 0 mWS EXPENSE PERMANENTLY INSTALLED INTO FINISHED GROUND SCALE; N. T.S. NOTE: MAXIMUM MOUNTING DISTANCE FROM HEAD OF STALL IS 10' PLEASE :SEE: MGL C 40§21-22A, JAB 521 GMR 23,00, AGAWAM CODE §169-28 TYPICAL STOCKADE FENCE ELEVATION SPACE. POSTS 10' O.C. MAX. 12" y l TYPICAL POST & RAIL FENCE SECTION TYPICAL POST & RAIL FENCE ELEVATION POST & RAIL FENCE DETAIL NO SCALE 1.5"x1.5" OAK STAKE FILTER FABRIC (MIRAFI ENVIROFENCE 100K OR EQUAL) EXISTING GRADE 20" MIN. PROPOSED GRADE FLOW COMPLETELY BURY 16 MIN. END OF FILTER FABRIC IN TRENCH SECTION SILT FENCE DETAIL NO SCALE CATCH BASIN OR MANHOLE HAY 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. INLET PROTECTION - HAY BALES NO SCALE BITUMINOUS CONCRETE BERM (CAPE COD) NO SCALE P J ^h Y Al OKJMP^AT /CAI r" AA1 4" PROCESSED GRAVEL-1 (COMPACTED TO 95X STANDARD PROCTOR) 8 COMPACTED BANK RUN GRAVEL BASE BITUMINOUS CONCRETE PAVING DETAIL NO SCALE PARKING SIGN FOR HANDICAPPED HANDICAPPED ACCESS AISLE SEE CIVIL PLANS I . 9 & 5' (TYP) _ 8' FOR VAN 8 -0 — HANDICAP STALLS NOTES: 1. 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 2% OR LESS IN ALL DIRECTIONS. HANDICAP PARKING STALL NO SCALE -Ln 1-3/4" TO 3" ANGULAR CRUSHED STONE GEOTEXTILE FABRIC 6" MIN. 15' MINIMUM SECTION A —A 35' MINIMUM MAINTAIN SIDEWALK THROUGH ENTRANCE (IF PRESENT) H I NOTES 1. EACH SITE ENTRANCE IS TO HAVE A TEMPORARY CONSTRUCTION ENTRANCE. 2. STONE IS TO BE 1-314" TO 3" ANGULAR CRUSHED STONE. 3. PLACE GEOTEXTILE OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. 4. ANY SEDIMENT TRACKED INTO THE ROADWAY NEEDS TO BE CLEANED IMMEDIATELY. 5. ADDITIONAL 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 (AS REQ'D) NO SCALE PLANT AT THE SAME DEPTH AS PREVIOUSLY GROWN 3" PINE BARK MULCH UNTIE AND ROLL BACK BURLAP l FROM % OFF ROOT BALL (MIN.), IF SYNTHETIC WRAP IS USED, REMOVE COMPLETELY SLOPE TO FORM SAUCER PLANT BACKFILL MIXTURE' SCARIFY EXISTING SOIL & BLEND WITH PLANTING MIX 1:1 AND 6 :. COMPACT EXISTING SUBGRADE 12 VARIES' 12" SHRUB PLANTING DETAIL NO SCALE REELECTGRIZED ('ENG. GRADE) WHITE TEXT AND SYMBOL ON BLUE BACKGROUND (TYP.) WH EN REQUIRED ALUMINUM SIGN (TYP.) D.P.W BREAKAWAY POST HANDICAPPED PARKING SPEOAL PLATE REQUIRED JRAL7TMOR'ZLO °lEHI� 15 MAY BE n.MOVED AT .... 0 mWS EXPENSE PERMANENTLY INSTALLED INTO FINISHED GROUND SCALE; N. T.S. NOTE: MAXIMUM MOUNTING DISTANCE FROM HEAD OF STALL IS 10' PLEASE :SEE: MGL C 40§21-22A, JAB 521 GMR 23,00, AGAWAM CODE §169-28 Eu M`_ 0 lWJ L W j� �, � ^m ire W M ul ® G. M cn o C� th tn W- a y PREPARED FOR: Mr. Robert Laburl 84 Wildflower Circle Westfield, MA 01085 ISSUANCE DATE: April 26, 2017 REVISIONS: DATE: C - Added fence detail & HCAP sign 6/1/17 UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MAMACHUSETTS STATE,€AW SCALE:. AS NOTED RLA PROD. NUMBER: 170116 NDS 'FLO WELL' OR EQUIVALENT INSTALL PER MFR. GUIDELINES & EQUIP WITH RISER TO SPECIFIED RIM ELEVATION INSTALL DOMED 5.0' OF SOD (TYP) INLET GRATE (3.0' MIN. -SEE PLAN) BERM 6" TOPSOIL 12" WIDE PEA AS REQUIRED 9" PONDING PLACE STONES GRAVEL FILTER STRIP SEE PLAN DEPTH (TYP.) AROUND DRYWELL SEE PLANS 6„ (LEVEL) 1 RUNOFF ' a .a d. a. FILTER FABRIC ALONG '"\ �::. p \� N":� EDGE OF EXCAVATION \ .}� y' p AND AROUND STONE \. �: fit:,. a \. \\\\.\ SEED WITH NEW ENGLAND EROSION C �' :. �:•\. {:: :.. ... \.. \ ;�\. � .,. •.,.:`,,, ,: ONTROL/RESTORATION FOR WET SITES MIX BY F '��' �, \ '� � :.\, , "\ \_."�. ; \ \ :• .:. .. NEW ENGLAND WETLAND PLANTS, INC. OR APPROVED EQUIVALENT ESHGW 18" WASHED STONE ENGINEERED MEDIA (2' MIN. DEPTH)' LAYER (MIN. 6" SEE MEDIA SPECIFICATION NOTES BENEATH STRUCTURE) ECTION A —A' SURFACE DRAINAGE CHANNEL SEE PLAN FOR LENGTH AND WIDTH SEED WITH NEW ENGLAND EROSION CONTROL/RESTORATION FOR WET SITES MIX BY NEW ENGLAND WETLAND PLANTS, INC. OR APPROVED EQUIVALENT _-_-,_ : \ w A Jf I 1 w w 1 y '•. I •: w A A fit- wJ ' It,' •,�� SOD .' (REQUIRED FOR FIRST a PLANTING YEAR), TYPIC NO SCALE RAIN GARDEN DETAIL 1 1/2- COLD -PLANE AND HMA OVERLAY' SAWCUT EXISTING PAVEMENT ROAD PAVEMENT REPAIR DETAIL NO SCALE RAIN GARDEN PLANTIA (SEE PLANTING PLAN)' SLOPE TO MATCH EXISTING PAVEMENT RE -STRIPE PAVEMENT AS NECESSARY 1-1/2" BITUMINOUS CONCRETE TOP COURSE 3.5" BITUMINOUS If -CONCRETE BINDER COURSE TRENCH 12" PROCESSED GRAVEL (COMPACTED IN 12 " LIFTS) EDGE OF TRENCH 12" WIDE PEA GRAVEL FILTER STRIP FLUSH WITH PAVEMENT m PAVED PARKING (SEE PLAN) Rdr- UNOFF WIDTH VARIES (SEE PLAN) A' RUNOFF 1 1/2" COLD -PLANE AND HMA OVERLAY SAWCUT RAIN GARDENIBIORETENTIONS BASIN NOTES 1. DO NOT DISCHARGE SEDIMENT -LADEN WATERS FROM CONSTRUCTION ACTIVITIES (RUNOFF, WATER FROM EXCAVATIONS," ETC.) TO THE RAIN GARDEN/BIORETENTION BASIN AREAS DURING ANY STAGE OF CONSTRUCTION. 2. DO NOT TRAFFIC EXPOSED SOIL SURFACE WITH HEAVY CONSTRUCTION EQUIPMENT. PERFORM EXCAVATIONSWITH LIGHT EARTH -MOVING EQUIPMENT POSITIONED OUTSIDE THE LIMITS OF THE INFILTRATION COMPONENTS OF THE SYSTEM IF FEASIBLE 3. IF RAIN GARDEN/BIORETENTION BASIN AREAS ARE EXPOSED DURING CONSTRUCTION AND DO RECEIVE SEDIMENT DEPOSITS, BASIN BOTTOM MUST BE OVER EXCAVATED 6-8" INTO NATIVE MATERIAL TO REMOVE SEDIMENT DEPOSITS. 4. ALL DRAINAGE AREAS TO A RAIN GARDEN/BIORETENTION BASIN FACILITY ARE TO BE STABILIZED PRIOR TO INSTALLATION OF AMENDED SOILS, SEED MIX, MULCH OR PLANTINGS. 5. AMENDED SOIL WILL ONLY BE PERMITTED WITH A VALID —SOIL ANALY010 I CPOPT 6. FOR BIORETENTION BASIN, WRAP PERFORATED UNDERDRAIN WITH FILTER FABRIC PRIOR TO BACKFILLING 7. UNDERDRAIN PIPE SHOULD HAVE 3/s" PERFORATIONS SPACED AT 6" CENTERS, MIN. 4 HOLES PER ROW. MAXIMUM SPACING OF UNDERDRAIN PIPE IS 10 FEET ON CENTER. 8. FILTER MEDIA ,FOR RAIN GARDENS AND BIORETENTIONS BASINS SHALL BE AS FOLLOWS: 20-30 MODERATELY FINE SHREDED BARK OR WOOD FIBER MULCH WITH <5% FINES PASSING NO. 200 SIEVE 70-807 COURSE LOAMY SAND MEETING THE FOLLOWING GRADATION: PERCENT BY WEIGHT PASSING SIEVE NO. STANDARD SIEVE INDICATED 10 85-100 20 70--100 60 15-40 200 B-15 1'(MIN)I, / ,r- EXISTING PAVEMENT PAVING NOTES I. TEMPORARY PAVEMENT OVER TRENCHES IN STREET TO REMAIN FRO A MINIMUM OF 60 DAYS. TEMPORARY PAVEMENT 3" BINDER COURSE IN ONE LIFT - COLD PATCH KNOWN AS "QPR" MAY BE ;USED WHEN TYPE 1-1 If AVAILA9L€. 2. REMOVE TEMPORARY PAVEMENT AND REPLACE WITH PERMANENT PAVEMENT. J. PAVEMENT THICKNESS TO BE 5" MINIMUM, OR -GREATER TO MATCH EXISTING CONDITIONS. 4. WHERE PAVEMENT IS CUT 2'-0" OR LESS FROM EDGE OF ROAD, REPAVING TO EXTEND TO EDGE OF ROAD. 5. EDGE OF EXISTING PAVEMENT SHALL BE TREATED WITH A TACK COAT PRIOR TO PLACEMENT OF THE PERMANENT PATCH. 6. EXCEPT AS OTHERWISE DIRECTED BY THE D.P.W. SUPT., THE EDGE OF PAVEMENT ADJACENT TO PATCH SHALL BE HEATED WITH INFRARED EQUIPMENT TO SEAL JOINTS. FLEXIBLE RZ BOOT (TY, ANCHOR PVC PI MANHOLE w/ 1 STAI STEEL STRAPS AN, BOLTS 2' O.0 PVC ELBOW TO .� CONCRETE SHEL EXTEND INTO CH EXISTING MANHOLE )E "TEE" XISTING SEWER SEWER DROP INLET DETAIL NO SCALE SAW CUT EXISTING BIT. CONCRETE PAVEMENT AFTER EXCAVATING TRENCH AND PROVIDE HOT BITUMINOUS SEAL WHERE NEW BIT. CONCRETE MEETS EXISTING 2'-0" MIN. , SEE PAVEMENT SECTION DETAIL 0 BRACE OR BATTER TRENCH WALLS AS REQUIRED FOR STABILITY - SEE NOTE #1, 5'-0" MIN. COVER FOR WATER SERVICE MAXIMUM TRENCH WIDTH AT TOP OF PIPE=O. D. +2 F{ PIPE AS PER PLAN`\ COMPACTED SUBGRADE:OR UNDISTURBED MATERIAL PIPE TRENCH DETAIL (STANDARD EXISTING PAVEMENT —2'-0" MIN. ----1 TRENCH NOTES 1. SHEETING, WHEN REQUIRED TO BE CUT gc°O OFF AT LEAST 5 FT. BELOW STREET AND A MINIMUM OF 1 FT. ABOVE TOP OF PIPE. WOOD SHEETING DRIVEN BELOW MID -DIAMETER OF THE PIPE SHALL BE LEFT IN PLACE. STEEL SHEETING DRIVEN BELOW MID -DIAMETER MAY BE WITHDRAWN IF APPROVED IN WRITING BY THE ENGINEER. FOR P.V.C. PIPE, ALL SHEETING COMPACTED DRIVEN BELOW MID -DIAMETER SHALL BE GRANULAR LEFT IN PLACE. BACKFILL 2. SELECTED COMMON FILL, HAND' PLACED, FROM MID -DIAMETER OF PIPE TO 12" ABOVE, TOP OF PIPE. 3. TRENCHES LOCATED ON THE ROAD SHOULDER SHALL BE TREATED THE SAME AS STREET EXCEPT FOR PAVING. 4. PROVIDE AT LEAST ONE IMPERVIOUS DAM INITIAL BACKFILL IN GRAVEL BEDDING BETWEEN EACH SEE NOTE #2 MANHOLE WHERE DIRECTED, OR EVERY 300 FT., WHICHEVER IS LESS. 3/4" STONE PLACED 5. COMPACT ALL BACKFILL MATERIAL WITH AGAINST UNDISTURBED VIBRATORY PLATE EQUIPMENT (MINIMUM SIDES AND BOTTOM OF TWO PASSES) TO A MINIMUM DENSITY TRENCH, SEE NOTE #2 OF 95 PERCENT OF THE STANDARD PROCTOR DENSITY AS DETERMINED BY 8" MIN. ASTM D698 6. PLACE BACKFILL MATERIALS IN MAXIMUM ONE FOOT LIFTS. NO SCALE "NEENAH" R-7506 SERIES FLOOR BOX FRAME AND LID, OR EQUAL W/ S.S. CAP SCREW CLOSURE CLASS "A" CONCRETE 24" SQUARE 13" BIT. CONC. PAVEMENT AS SPECIFIED--,, 11 1/ 2" 1/2 6": 12" i 16" SWEEP NOTE: 4" 0 PVC SEWER PIPE AND FITTINGS TO BE ASTM D-3033 OF D-3034 SDR-35 CLEANOUT REQUIRED EVERY 100' OF LATERAL AND AT EACH BEND CLEAN OUT SCREW IN VARIES TYPICAL, SANITARY CLEANOUT NO SCALE - GRASS LE ES UE V ASSOCIATESZ Landscape Architects Civil Engineers - Land Surveyors Environmental Consultants ph:413.568.0985 fox:413.568.0986 40 School Street i Westfield, MA 01085 rialandcom N J H W 0 M N 00 M Q. M i 2 A� U Misr w E L M w ■> M CL M L 010 th Ln Ul Ul Ln FJUPS . l AVO . PREPARED FOR-, _Mr. Robert Labun 84 Wildflower Circle Westfield, MA 01085 ISSUANCE"DATE: April 26, 2017 REVISIONS: DATE: A - Engineering Comments 5/18/17 B - Added Drywell to Detail 5/25/17 C - Added Drop & Trench Detail 6/1 /17 UNAUTHORIZED ALTERATION OF THIS DOCUMENT IS A VIOLATION OF MASSACHUSETTS STATE LAW SCALE: AS NOTED RLA PROD. NUMBER: 170116