The URL can be used to link to this page

8727_SITE PLAN - 389 MAIN STREET.pdf'l7Jl - Sf ~ Pla" - 3 ~ct Maln 0troJL~ \own of Aga:am r7)-7 Inspection Services Department Building Inspection Code Enforcement 1000 Suffield Street, Agawam, MA 01001 Telephone -(413) 821-0632 .. Erik Wight Inspector of Buildings Michael Day Plumbing Inspector . Cross Connection Tester Januazy 13,2015 Steven Zincolella 161 Birch Road Longmeadow, MA 01106 Re: Parking of Commercial Vehicles 369,385-389 Main Street Agawam,MA Dear Mr. Zincolella, Fax (413) 821-0637 Certified Mail Mieb.el Theroux Scaler of Weights /Jr. Measures Enforcemmt Officer The Town of Agawam has been receiving complaints regarding the long term parking of commercial vehicles at 369, 385-389 Main Street in Agawam, MA. This office followed up on said complaints and bas inspected the property on numerous dates most recently on January 13, 2015 to confirm the long term parking of commercial vehicles. The parking of these commercial vehicles is prohibited per Zoning Board of Appeals Case #1921 ("5. There will be no overnight parking of tractor trailers, especially in the riglit of way.") and # 1930 ("4. Tractor trailers must be forthwith restricted from using any and all areas pursuant to conditions of the original special permit, Case #1921, December 9, 2013."). Additionally per Agawam Planning Board approved site plan for Rivermoor-Citizen's Agawam, LLC Solar PV array dated 1111 8/11 one of the .conditions was" information on the number of parking spaces at the Main Street Grill Restaurant and documentation that there is adequate parking to be provided to the Planning Board." Subsequently Brian Huntley of Tighe & Bond submitted letter dated 2128/12 and sheet SKC-O I (parking plan) to Deborah Dachos, director of Planning & Community Development depicting the parking area .. These vehicles are displacing the required parking spaces for the Main Street Grille. • • 369, 384-389 Main Street Thus I am ordering an immediate cease and desist on all long tenn parking of commercial vehicles from the 369,385-389 Main Street location. Obviously this excludes trucks that are making deliveries to both Dunkin Donuts and the Main Street Grille. I have attached all copies of photos, reports and correspondence as backup. You are hereby being notified that you have fourteen (14) days to be in compliance with the Agawam Zoning By-Laws before Section 180-16, non-criminal ticketing will be issued on the 15th day. Non-Criminal Disposition Fines, issued pursuant to § 180-16 shall be as follows: I Sf offense: $25.00 2nd offense: $50.00 3'd offense and each subsequent offense: $100.00 Each day on which a violation exists shall constitute and be deemed a separate offense. When said violation is corrected, please notify the Inspection Services Department for an inspection. If you are aggrieved by this order you have the right to appeal piJrsuant to MGL 40A Section 14. The Town of Agawam reserves the right to pursue any and all legal remedies at its disposal with regard to this matter. Thank you for your anticipated cooperation. SZIYw ErikWight ~ Inspector of Buildings Cc: Mayor Richard A. Cohen, Vincent Gioscia, City Solicitor; Eric Gillis. Agawam Police Chief; Zoning Board of Appeals; Planning Board; Salmar Realty, Inc.; Mark J. BegJane; Laura Theroux, Main Street Grille Attachments 2 • • Town of Agawam 36 Main Street Agawam, Massachusetts QI001-1837 Tel. 413-786-0400 Fax 413-786-9927 November 18, 2011 John Tourtelotte Rivermoor-Citizens Route 57, LLC 88 Black Falcon Avenue, Suite 342 Boston, MA 022 I 0 Dear Mr. Tourtelotte: ... At its duly called meeting held on November 17,2011, the Agawam Planning Board voted to approve the Site Plan entitled "Rivermoor-Citizens Agawam, LLC, HP Hood Solar Development Project, 369 Main Street, Agawam, Massachusetts", prepared by Tighe & Bond and dated 11111111, revised 11117/11, with the following conditions: • information on the number of parking spaces at the Main Street Grill restaurant and documentation that there is adequate parkirig is to be provided to the Planning Board; a sample of the proposed slats to be used in the 9' security fence is to bet. . Vi submitted to the Planning Board; and l , -0 • • all professional staff comments shall be addressed. ~ :z ~ ~ ~ -4 If you have any questions, please contact this office at 786:0400, extension 28~ N ':'. ::x Sincerely, 7~P~~ Ds /) Travis P. Ward, Chairman . AGAWAM PLANNING BOARD Cc: Tighe & Bond Mushy's Golf Center LLC Eng. Dept. / Building InspecM'r Town Clerk File U\ N 27-0206-3-05 February 28, 2012 • Deborah Dachos, Director Office of Planning & Community Development 36 Main Street Agawam, MA 01001 Re: Grasso Landfill -Solar PV Array, Agawam, MA Site Plan Approval Condition Dear Deborah: • On behalf of Rivermoor -Citizen's Agawam, LLC, Tighe & Bond is pleased to submit the attached parking sketch as required in the November 18, 2011 approval letter. The gross floor area of the restaurant building is 1,290 square feet based on survey information. Conservatively assuming that all of this area is devoted to patron use, the zoning requirement of one staU per 50 square feet would require 26 stalls~. The zoning bylaws also require one parking stall per two employees, which based on informatiQn provided by the owner, would add two more parking stalls required. The total requlredment would then be 28 stalls for the restaurant use. The site layout attached utilized 9' by 18' stalls with a 24' wide aisle as required in the zoning bylaws. Without utilizing the area between the restaurant and Main Street, the site will comfortably support 34 parking stalls, which exceeds the requirement and therefore should confirm to the Planning Board that there is adequate parking. Please let me know If you have any questions or need additional information. I can be reached at (413) 875-1301 or bshuntley@tighebond.com to discuss. Ve ry tru Iy you rs, , [NC. Copy: Brian Morrissey, Citizens Energy Ben Axelman, Citizens Energy Enclosure J:\R\R0206 Rlvermoor\Site2~gawam~LBndflll\SPR Oocuments\Parklng Sketch 2-2012.0oc . '11·2011 53 Southampton Road • Westfield, MA 01085 • r~ECFI\J£D FEB 2 9 201l .j :"l ;.,.... .,' ~.d.~ l . ., \f "L ,\..i C\.IrvIlol TeI413.S62.1600 • Alx 413,562.5317 • ~-' - --' l' • 0 - • BUILDING AREA • REQUIRED PARKING • PARKING SHOWN • ¥ ••••••• 1.290 S.F. 26 PATRONS 2 EMPLOYEES 28 TOTAL 34 • , \ ---. . .' "'. --. -.. "-. SKC-01 SHEET 1 OF 1 CONCEPTUAL PARKING LAYOUT NOT FOR CONSTRUCTION -' -"-- RIVERMOOR -CITIZENS AGAWAM. LLC HP HOOD SOLAR DEVELOPMENT PROJECT 369 MAIN STREET AGAWAM. MASSACHUSETTS 11ghe&BQnd C9nsulting Engineers www.tighebond.com SCALE: 1 "=50' DATE: FEBRUARY 2012 • • '-"':'~'.' ;-... .:.' " I """--w 'O' • ,.' " ...,.;.. ......... ,}/i """'-":"-, ..... -,. TOWN OF AGAWAM 36 MAIN STREET AGAWAM, MA 01001 DECISION OF BOARD OF APPEALS JI ~ '"" '" c::J , .... n > .. Petition of: Sa1mar Realty, Inc. 0: " ~ :-... Premises affected: 385-389 Main Street :z N , ' . . .,.. Date: December 9, 2013 .''!\ '0 ~-~ ,'TI Case #: 1921 The Board of Appeals conducted public hearings concluding with a public meeting on December 9, 2013 at the Agawam Public Library, 750 Cooper Street, Agawam, MA for all parties interested in the appeal of Salmar Realty, Inc., which is seeking a Special Permit in accordance with Section 180-44, Paragraph .. H of the Zoning Ordinances, which would allow for a drive-thru service window at the premises . identified as 385-389 Main Street After the public hearing and a thorough reView of the facts presented, the Agawam Board of Appeals made the following findings: 1. The subject property is located in two Zoning Districts. The first portion is located in Business B district which is 200' in depth. The remainder is located in an Industrial A district. 2. The petitioner is seeking to construct a "Dunkin DonUts" restaurant with a drive-' through service winoo~ % 3. Section 180-44, Paragraph H of the town of Agawam's Zoning Ordinances allo~r dire-through service windows by stating: "Drive-in restaurants and drive-through restaurants, a8er ~ permit from the Board of Appeals in conformance with Section 180-11. At no time shall~s t&in ~ parking spaces be provided on site." ~ :. g 4. The proposed project has a total of 50 parking spaces. ~ V> 5. The Agawam Planning Board voted to approve a site plan review for the subjestpr~n November 21, 2013. .J.' 7.' ~ 6. The Cpnservation Commission approved the proposed project on October 24, 2013,~ ~ 7. A memo from Sgt. Donald Gallerani, Safety Officer for the Town of Agawam, states" S~ial Permit for a drive-thru window would only have an impact on pedestrian or traffic safety if the queue line for the cars in the drive-thru lane was not long enough and traffic backed up onto Main St". 8. The proposed project has space to queue approximately 12 vehicles. 9. The subject property is located on a landfill which was closed in 1986. 10. An e-man received from James Scheffler, environmental engineer for Mass. DEP, dated December 3,2013, states no methane has been detected in the wells closest to the proposed project. 11 . The board has concluded that the proposed use of the premises will not endanger the public from methane gas leaks as a result of the information received from the environmental engineer from Mass DEP. • • 12. This specific site is an appropriate location to construct a resta.unmt in Business B and .Industrial A zoning districts. . 13. The use, as developed, will not adversely the health, safety or property values of the neighbQrbood. 14. The use, as developed, will not create a nuisance or potential hazard to vehicle or pedestrian safety. 15. The proposed restaurant in Business B and Industrial A zoning districts is not considered to objectionable or obnoxious that the proposed use would be against the public interest or detrimental or injurious to the character of the neighborhood. Based on its findings, the Board is of the opinion that it is within the authority of the Board of Appeals to grant a Special Permit as stated under Section 180·44, Paragraph H of the Zoning Ordinances. Now, therefore, by a nnanimous vote of its three members, the Zoning Board of Appeals hereby grants the petitioner a Special Permit to allow for the drive-through ~ce window with the following conditions: 1. The proposed restaurant will be constructed according to the plans submitted entitled, "Dunkin Donuts, 385-389 Main St, Agawam, MA, prepared by R. Levesque Associates with a revision date of 11-19-13 and signed by the members of this Board. 2. . This special permit is for the drive-through service window only. All other zoning requirements must be met· 3. All conditions set forth by the Planning Board in its approval of their site plan review, dated November 21,2013 must be adhered to. 4. The owner of the subject property, Mr. Steven Zicolella, must provide a copy of the annual well testing for methane gas along with any reply from Mass DEP. ,.' . s. There will be no overnight parking of tractor trailers, especially in the right of way. 6. The petitioner shall record with the Hampden County Registry of Deeds a "Notice of Special Permit" form, which shall be provided by this Board and proof of said filing must be submitted to this Board and to the Inspector of Buildings. 7. This Special Permit shall become null and void if construction does not commence Within two (2) years from the date of this decision. . . 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. z: Attachment: Signatory Page of Decision ~ U"I ;:::; ""0 :r.-= ~ C') rTl ("") P <"""> -t ~ . t\ ~~Y\r~4 \ :E 0 ~ ..J X . 3: U"I , l> f'Tl 3: ::0 ~\ 1> .. <: C"2<l'" \)0 N P .D rn en • Case#:1W Date: December 9. 2013 Applicant: Selmer Realty. InC. Address: 385-389 Main SIIcet TOWN OF AGAWAM 36 MAIN STREET AGAWAM, MA 01001 BOARD OF APPEALS Signatory page of Decision • .£:1 By a unanimous votc of its three members, thc Zoning Board of Appeals hereby grants the petitioner a Special Permit. This approval is subject to the couditions set forth in the attached written decision.. . '~-::t!i Doreen Gary Suffriti --.. -" ------------------~-"- Gary Geiger (Alternate) V> ,..,., ::0 < n ,..,., (I) , , " j . ' • • TOWN OFAGAWAM 36 MAIN STREET AGAWAM, MA 01001 DECISION OF BOARD OF APPEALS Petition of: Salmar Realty, Inc. Premises affected: 385-389 Main Street Date: November 24, 2014 Case#: 1930 The Board of Appeals conducted a public hearing and public meeting on November 24,2014 at flie Agawam Public Library, 750 Cooper Street, Agawam, MA for all parties interested in the app~ . Sa1mar Realty, Inc., which is seeking to amend a previously granted special permit (Case # 1921, dated December 9,2013) to allow for an outdoor patio at the premises identified as 385-389 Main Street. After the public hearing and a thorough review of the facts presented, the Agawam Board of Appeals made the following findings: 1. The subject property is located in two Zoning Districts. The first portion is located in Business B district which is 200' in depth. The remainder is located in an Industrial A distric~ 2. A special permit was granted to the petitioner to construct a "Dunkin Donuts" restaurant with a . drive-through service window. (Case # 1921, December 9, 2013) 3. The petitioner is now requesting a 12' by 21' outdoor patio to the front of the restaurant. 4. The patio consists of a concrete pad with two tables accommodating 8 people. s. The patio is approximately 30 feet from the street. 6. The proposed patio has already been constructed before receiving this Board's approval. 7. The Agawam Planning Board voted to approve a site plan review for the subject property on October 2,2014. 8. The owner of subject property is allowing tractor trailers to park overnight on the property in violation of condition #5 of the special permit granted on December 9, 2013, Case # 1921. 9. The specific site if an appropriate location for a patio. 10. The patio, as developed, will not adversely affect the health, safety or property valUes of the neighborhood. 11. The patio will not create any nuisance or potential hazard to vehicle or pedestrian safety. 12. Adequate and appropriate controls will be provided for the proper and safe operation of the patio. 13. This patio is not considered so objectionable or detriin!mtal or injurious to the character of the neighborhood. L S : li 'Y' 2: -, J~:' hll S··"" .. , ··'1'··'·' jv I\:.J.) "J, :.: .. ,':~;.: DECISION (P2) Salmar Realty, Inc. Case # 1930 • • Based on its findings, the Zoning Board of Appeals, by a unanimous vote onts three members, grants the petitioner an amendment to the previously granted special pennit (Case # 1921, December 9, 2013) to allow for an outdoor patio subject to the following conditions: 1. The patio must remain as shown on the plan entitled: "Dunkin Donuts, 389 Main Street, Agawam, Massachusetts, Site Plans" prepared by R, Levesque Associates, Inc. and dated October 8, 2013 and revised September 2, 2014. 2. The fence surrounding the outdoor patio must be extended so that access/egress to the patio is located from inside the restaurant. 3. Bollards are to be installed within the fenced in area of the patio. 4. Tractor trailers must be forthwith restricted from using any and all areas pursuant to conditions of the original special permit, Case # Inl, December 9,2013. _ 5. The petitioner shall record with the Hampden County Registry of Deeds a "Notice of special pennit" form which shall be provided by this board and proof of said filing must be submitted to this board and to the Inspector of Buildings. 6. This amendment to the previously granted special permit (Case # 1921) shall become null and void if construction does not commence within two (2) years from the date of this decision. 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 , '! :" ", t .• : •.• \. l S :!' 'v Z -J~~ liI '~ 52:!1,".!::::; ~:Ll :..'-=. L:i • Case #: 1930 Date: November 24. 2014 Applicant: Salmar Realtv. LLC Address: 385·389 Main Street. TOWN OF AGAWAM 36 MAIN STREET AGAWAM, MA 01001 BOARD OF APPEALS Signatory Page of Decision • By a unanimous vote of its three-members, the Zoning Board of Appeals hereby grants the petitioner a Special Permit. This approval is subject to the conditions set forth in the attached written decision. fko l.tv:t! Doreen ty ., ", , _, ,0; Gary Geiget ~l~fFate) --_' Richard Maggi (Alternate) . I V' Z -J:;u W? _ S331M!3 2 h.;, I ' ~,J' ., _ ....... -.' t 1 J :~ ,., -.' ".- Department Incident Report Incident #: 14-943-0r Call #: 14-19517 Report Date/Time: Status: Reporting Officer: Patrolman Gary Nardi Approving Officer: Sergeant Anthony Grasso Signature: Signature: 1 K.OVALYUK., SBMD' 63 NORWIN TER AGAWAM MA 01001 Military Active OUty: N BODY: NOT AVAIL. " COMPLEXION: NOT AVAIL. DOB: 10/11/1985 LICENSE NUMBER: NOT AVAIL. PLACB OF BIRTH: NOT AVAIL. BTHNICITY: NOT HISPANIC Page. ~ ~2/10/20U _____________________________________ (OORTACT INPORKATlOR1 __ ~ ______ ~~ ____ ~ ________________ ~ Home Phone LOCATION TYPB: Parking Lot/Garage 385 MAIN ST AGAWAM MA 01001 1 l'ARltIHG COIIPLADIT ·1 Z:ICOLBLLA r STB'VZN 161 BIRCH RD LONGMEADOW MA 01106 DOB: 07/27/U65 1 (primary) Zone: sotiTH AGAWAM H If 2 3 Agawam Police Department Incident Report Incident #: 14-943-0F Call #: 14-19517 : 2 12/10/2014 Police Department NARl!ATIVlI FOR PATROLMAN GARY II: NARDI J1t Ref: 14 -943 -OF Page: On December 3, 2014 I was assigned to uniform patrol in district four. I was asked by the shift supervisor, Sgt. A. Grasso, to check and monitor the businesses at 385 and 389 Main Street. 385 Main Street is the location of the Main Street Grill. 389 Main Street is the location of Dunkin Donuts. Sgt. Grasso advised me that there has been several complaints of commercial trucks using these properties to park and store trucks and trailers. At approximately 10:30 pm I checked both properties for these vehicles. I located several tractor trailer units a 385 Main Street, behind the Main Street Grill. These vehicles were not occupied at this time. I observed r conne:cted to The name on this cOIllDec,ted tOllililiiiiiiiii. The name on these vehicle Parked next to these vehicles was anothe~ and an plates attached to it. All vehicles were unoccupied and cold to the touch. On December 4,2014 at lIPproxiimately observed a from Norman Terrance. I also observed vehicle was unoccupied and registered to On December 5, 2014 at 5:15 pm, while checking this location for new activity, I observed a male party working on the I identified this party as the registered owner, Semen Kovalyuk. While . Kovalyuk, informed me that.he pays the owner of the property, Steven ZicoJeJla, $100.00 a month to park his truck at this location. Mr. Kovalyuk stated that he would leave the money in a mailbox at 365-369 Main Street. This mailbox is located on the north end of the property closest to the gate entering the solar farm. I asked Kovalyuk if he owned the other tractor trailer units that had been packed on the property, he stated that he did not and that he did not know who they belong to. Respectfully Submitted, Patrolman Gary E. Nardi Jr. #26 \ , .. ..;. ~ !l - \ ... • --- / '"4" let p --- .. ' --. -11m • Agawam Police Department Images Associated with 14-943-0F f • r '. ;;:; - • Agawam Police Department Images Associated with 14-943-0F • Coast WEST US ICC'MC • Agawam Police Department Images Associated with 14-943-0F • • .' Agawam Police Department Call Number printed: 12/26/2014 Por Date: 12/26/2014 Prid&y Tirae £!!! ReaSOD 14-20759 0012 Phone -ROZSB COKPLADlTB DfYlISTIGA"1'Bl) call Taker: --Location/Address: Cslling party: Unit : Unit: Vehicle: owner: Narrative: Narrative: Narrative: Narrative: 1232 -Dispatcher Lisa worrell [01 2703] MAIN ST DELI -141 MAIN ST ................. -AGAWAM. MA 01001 6A Patrolman Thoma. L Forgues Disp-OO:14:45 Arvd-OO :24:48 Clrd-OO:43:58 4A Patrolman Christopher F Lanski Disp-OO:25 :00 Arvd-00:26:06 Clrd-00:43:58 WHI 2000 VOLV VN VN Reg: I • VIN: •••• __ • • I -AGAWAM. MA 01001-261l CALLER REPORTS TT UNIT lIAS BREN RUNNING JU,L NIGHT ACROSS TIIII STRBET PROM HIS HOUSR. .. 1~0~6~MA~AP~~#~9~0~4~9~3~.~REFRIG. UNIT COMBS ... • 0_ LIVRS AT._ BBBICMl\N TO ATTIIMPT TO CONTACT OIINBR. . CAR4TO 106 MR TK • NO LISTING 104 MADE CONTACT WITH OWNER. HE WILL BE OVER TO MOVE TRUCK. 104 OWNER lIAS SHUT OFF REI'RIG . UNIT AND DRIVER WILL PIC!( UP TRUCK IN 2 HRS. Page: 1 Priority PUflicata 2 Department SUPPLEMENTAL NARRATIVE FOR SERGEANT MICHAEL A GRUSKA Ref: 14-9S0-0F Page: 1 I 12126/2014, at am, number 9) Officers T. Forgues and C. to I Main Street Grill for a noise complaint. Calling party from across the street at _Main Street complained that a I tractor trailer refrigeration unit has been running all night long and keeping them up. : Upon arrival, officers observed four parked trailer units, none with refrigeration capabilities, and one tractor trailer combo unit with a refrigeration unit. All was quiet at this time. As the owner was identified through dispatch, the combo unit"s refrigeration unit started up, creating a loud and disturbing noise. The owner of the truck, from , was contacted and came to the. location and shut off the refrigeration . portion of the truck. _ stated that he normally does not have his drivers park here, but due to a logistics issue tonight, his driver left the truck in the parking lot. also stated that his driver was leaving from this location in two hours and the unit would not start up again. _ was advised. Respectfully submitted Sgt. Michael Gruska Pamela Kerr From: Sent: To: Subject: Pam • nmpandolfi@gmail.com Tuesday, December 02, 2014 10:53 AM Pamela Kerr Main Street Idunkin donuts • I received the discussion regarding the trucks at dunkin donuts. This has been a concern of mine living off Main Street for some time however I didn't think my opinion would change anything. The trucks have been there long before dunkin donuts. Now they are just moved further to the side. This morning I counted 5 trailers while at dd for coffee. This is an eye sore to the area. On weekends several cars are also there as oil changes and maintenance is performed in this gravel "truck stop". In addition to the truck stop to northern side of dd. on the southern side the old pignatares station now a pride has become another eyesore with several broken down vehicles and parts cars behind stored in front of and more so behind the station. To me it appear they have divided about 5 garages out to rent for some sketchy trashy looking mechanics shops. Even late at night lOp to l2a lights are on and there is a fair amount of people and activity going on here. It is my opinion that something should be done about this. We do have a new code enforcement officer in town. If zoning does not govern these types of situations it may be time to take a look at the zoning as the area is becoming quite the dump just before entering our newly renovated "historic" district of town. Nick Pandolfi Pandolfi Landscape Construction Sent from my iPhone 1 Pamela Kerr From: Sent To: Subjec:t: Pam, • Deborah Dachos Tuesday, December 02, 20149:55 AM Pamela Kerr FW: Grand Opening for Dunkin Donuts Please place on the PB agenda under correspondences. Thanks. Deborah S. Dachos, Director Agawam Office of Planning and Community Development 36 Main Street Agawam, MA 01001 (413) 786-0400, ext. 8738 planning@agawam.ma.u5 From: Susanne DeVillier [mailto:sdevillier@bankesb.com] Sent: Monday, December 01,20144:11 PM To: barbara bard Cc: Mayor Richard Cohen; Deborah Dachos Subject: FW: Grand Opening for Dunkin Donuts Barbara, Please send this message to the City Councilors, Dear City Councilors, • My family and I have been working on an ongoing problem for the past several months and we need your help. The town as approved and allowed the building of a new Dunkin Donuts at 385-389 Main Street. We think the building looks great and have had no real problem with the construction or placement of the building. The problem we have with the project is the parking of tractor trailers overnight. This has been an issue for the past year. We have been to meetings with the Planning Board and Board of Appeals. We were heard and in a ruling dated December 9' 2013, stamped by inspection services on December 17, 2013, please note not recorded with the Hampden County Registry of Deeds until November 14, 2014 the day of the Grand opening, number 5 reads There will be no overnight parking of t.ractors trailers, especially in the right of way. There has been a tractor trailer even up to 5 tractor trailers parked in that lot every night for the past year. We have contacted the police, the building inspector and no one has taken an action to remove the tractors. These tractors in some cases run all night long, run refrigeration units all night and come and go all night long making it very difficult to get a night's sleep. For some reason no one in the town has taken any action to stop the land owner from allowing the trucks to continually be parked during the night hours. When speaking with Eric at Inspection Services, we were told we had to show proof to him that they were parked at night because he did not live in town and did not know what happened at night. I explained we had called the police but did not want to or feel it was right to keep calling every night. We took pictures and forwarded them to Eric every night for a couple weeks. We stopped sending photos to Eric because he has not taken an action. On Monday November 24th the Board of Appeals had a special meeting to hear a petition from Dunkin Donuts on items that they changed or added to their plan. This meeting I found very odd seeing that they had already been given an occupancy permit by the building inspector and they did all the changes prior to the board of appeals approval. At the meeting we once again brought up the fact that they were continuing to park over night and nothing was being done. The board agreed that they were not to be parking overnight and that something would be done. Well today is 1 December 1 ~ and nothing has bee!ne. We have listening to trucks every ni!nd now are subject to harassment by the land owner. Tuesday morning after the meeting he stood in Main Street, walked up and down Main Street taking pictures of our property for hours (yes hours). We are being harassed because the town has not done their job enforcing the restrictions and decisions made by the Planning Board and Board of Appeals. We were asked by the town worker to take pictures because he could not, we were told to call the police and make complaints so he had something official to use. We did everything we were told and no one from the town has done their job. I am asking the city council to help us resolve this problem by enforcing the restrictions and decisions made by the board of appeals. If you would like to speak to me further please contact me at 413-427-7947 Sincerely Sue deVillier Susanne deVillier Sr. Branch Officer Agawam Office NMlS ID#423448 413.779.2470 sdevillier@bankesb.com E.S~ UIJIl From: Susanne DeVillier [mailto:sdevillier@bankesb.coml Sent: Thursday, November 13, 2014 3:05 PM To: Mayor Richard Cohen; Erik Wight Cc: Deborah Dachos Subject: RE: Grand Opening for Dunkin Donuts Mayor Cohen and Erik, The real problem is not with the Dunking Donuts building. They have built a very attractive building that fits the location. It is the lack of responsibility, respect and commitment by the land owner. It was spelled out very clearly in the conditions and at the meeting that parking of tractor trailers was not permitted on the property overnight. That location is not a truck stop terminal! Since the meeting he has not taken any action to file the deed restrictions for no overnight parking of tractor trailers with the registry of deeds, nor has he even reduced or limited the number of trucks that use the property and run their refrigeration units all night long. It has been reported to the town on several occasions and no one has taken any action. Why is he being allowed to violate specific conditions set forth by the town, and why was he given a building permit before that deed restriction was filed? Sue Susanne deVillier Sr. Branch Officer Agawam Office NMlS ID#423448 413.779.2470 sdevillier@bankesb.com E.S~ UIJIl 2 • • From: Mayor Richard Cohen (mailto:mayor@agawam.ma.us) Sent: Thursday, November 13, 2014 2:40 PM To: Deborah Dachos Cc: Erik Wight; DeVillier Susanne Subject: Re: Grand Opening for Dunkin Donuts Deb Erik will call Paul Caron. Also the C.O. Was issued with a condition that the outdoor patio use is prohibited pending ZBA approval. Erik has told DD to register ZBA decision and he spoke to them about trucks and noise also for those in proximity to the new store. He will follow up with it too .. Thanks Sent from my iPad On Nov 13,2014, at I :03 PM, Deborah Dachos <DDachos@agawam.ma.uS> wrote: <imageOO I.jpg> I think this is all in Erik's hands. Deborah S. Dachas, Director Agawam Office of Planning and Community Development 36 Main Street Agawam. MA 01001 (413) 786-0400, ext. 8738 planning@agawam.ma.us From: Mayor Richard Cohen Sent: Thursday, November 13, 2014 12:32 PM To: Deborah Dachos Subject: FW: Grand Opening for Dunkin Donuts Call Paul Caron who is the representative to D &0 at 413-427·7630 and discuss with him Thanks From: Deborah Dachas Sent: Thursday, November 13, 2014 11:23 AM To: Mayor Richard Cohen; Erik Wight Subject: FW: Grand Opening for Dunkin Donuts How do I respond to her? I feel bad. Deborah S. Dachos, Director Agawam Office of Planning and Community Development 36 Main Street Agawam, MA 01001 (413) 786·0400, ext. 8738 planning@agawam.ma.us From: Susanne DeVillier [mailto:sdevillier@bankesb.comJ Sent: Thursday, November 13, 2014 11:02 AM To: Deborah Dachos Subject: RE: Grand Opening for Dunkin Donuts Deb, How can they get an occupancy permit when they didn't have the board of appeals meeting yet. They put in the patio without the approval and did they ever file with the registry of deeds. The truck are still 3 parked all night and runni'Wow they must have some special powe!be able to walk all over the town and the towns people like this! Sue Susanne deVillier Sr. Branch Officer Agawa m Office NMLS ID#423448 413.779.2470 sdevillier@bankesb.com <image002.gif> <image003.jpg><image004.jpg> From: Deborah Dachos [mailto:DDachos@agawam .ma.us] Sent: Thursday, November 13, 2014 10:37 AM To: Cynthia Ayre; Deborah Dachos; Debra Garvin; Dee Emery-Ferrero; Derek Jarvis; Dino Gravanis; Dino Gravanis; Fred Stratton; Freda Brown; Gina Fusick; Lori Stickles; MaryLynn Murray; Mayor Richard Cohen; Sarah Szczebak; Susanne deVillier Subject: FW: Grand Opening for Dunkin Donuts Deborah S_ Dachos, Director Agawam Office of Planning and Community Development 36 Main Street Agawam, MA 01001 (413) 786-0400, ext. 8738 planning@agawam.ma.us From: Nadine Porfilio Sent: Wednesday, November 12, 2014 9:25 AM To: Agawam Advertiser; barbara bard; Carley Dangona; Deborah Dachos; Debra Boronski; Dee Ferrero; Dino Gravatis; Gina Fusick; John Weiss; Kathy Shepard; Mary Lynn Murray; Nicholas Boldyga (Nicholas.Boldyga@mahouse.gov); Noelle Myers; Phil Kleinbohl (Philip.Kleinbohl@mahouse.gov); Robert Rizzuto (rriuuto@repub,com) Cc: Alexis Ferioli Subject: Grand Opening for Dunkin Donuts Good Morning! A Grand Opening/Ribbon Cutting Ceremony is scheduled for Friday, November 14, 2014 @ 2PM at the Dunkin Donuts, located at 389 Main Street, Agawam, MA. Mayor Cohen cordially invites you to attend. Thank you, Nadine Porfilio Administrative Assistant Town of Agawam Mayor's Office 36 Main 5t 4 Agawam. MA0100l 413-726-9730 (Direct Line) 413-786-9927 (FAX) nporfilio@agawam.ma.us <imageOOS.jpg> Confidentiality Statement • • This Town of Agawam electronic message along with any corresponding attachments may contain privileged or confidential infonnatfon. This information is for the use of the intended recipient(s} only. Any disclosure, copying, distribution, or use of the contents of this message in any manner is strictly prohibited by anyone other than the intended recipient(s). If you have received this email in error, notify the sender immediately by email and delete all copies from your network. This email has been scanned by the COCC Internet Plus service and is certified to be virus free. This e-mail transmission may contain information that is proprietary, privileged and/or confidential and is intended exclusively for the person(s) to whom it is addressed. Any use, copying, retention or disclosure by any person other than the intended recipient or the intended recipient's designees is strictly prohibited. If you are not the intended recipient or their designee, please notify the sender immediately by return e-mail and delete all copies. This email has been scanned by the COCC Internet Plus service and is certified to be virus free. This e-mail transmission may contain information that is proprietary, privileged and/or confidential and is intended exclusively for the person( s) to whom it is addressed. Any use, copying, retention or disclosure by any person other than the intended recipient or the intended recipient's designees is strictly prohibited. If you are not the intended recipient or their designee, please notify the sender immediately by return e-mail and delete all copies. 5 • Petition of: Salmar Realty, Inc. • TOWNOFAGAWAM 36 MAIN STREET AGAWAM, MA 01001 DECISION OF BOARD OF APPEALS Premises affected: 385-389 Main Street Date: November 24,2014 Case #: 1930 , The Board of Appeals conducted a public hearing and public meeting on November 24, 2014 at fIle Agawam Public Library, 750 Cooper Street, Agawam, MA for all parties interested in the appeaJjif Salmar Realty, Inc., which is seeking to amend a previously granted special permit (Case # 1921, dated December 9,2013) to allow for an outdoor patio at the premises identified as 385-389 Mrun Street. After the public hearing and a thorough review ofthe facts presented, the Agawam Board of Appeals made the following findings: I. The subject property is located in two Zoning Districts. The first portion is located in Business B district which is 200' in depth. The remainder is located in an Industrial A district. 2. A special permit was granted to the petitioner to construct a "Dunkin Donuts" restaurant with a drive-through service window. (Case # 1921 , December 9, 2013) 3. The petitioner is now requesting a 12 ' by 21' outdoor patio to the front of the restaurant. 4. The patio consists of a concrete pad with two tables accommodating 8 people. 5. The patio is approximately 30 feet from the street. 6. The proposed patio has already been constructed before receiving this Board's approval. 7. The Agawam Planning Board voted to approve a site plan review for the subject property on October 2,2014. 8. The owner of subject property is allowing tractor trailers to park overnight on the property in violation of condition #5 of the special permit granted on December 9, 2013, Case # 1921. 9. The specific site if an appropriate location for a patio. 10. The patio, as developed, will not adversely affect the health, safety or property values of the neighborhood. II. The patio will not create any nuisance or potential hazard to vehicle or pedestrian safety. 12. Adequate and appropriate controls will be provided for the proper and safe operation of the patio. 13. This patio is not considered so objectionable or detrimental or injurious to the character of the neighborhood. DECISION (P2) Salmar Realty, Inc. Case # 1930 • • Based on its findings, the Zoning Board of Appeals, by a unanimous vote of its three members, grants the petitioner an amendment to the previously granted special permit (Case # 1921, December 9,2013) to allow for an outdoor patio subject to the following conditions: 1. The patio must remain as shown on the plan entitled: "Dunkin Donuts, 389 Main Street, Agawam, Massachusetts, Site Plans" prepared by R, Levesque Associates, Inc. and dated October 8, 2013 and revised September 2, 2014. 2. The fence surrounding the outdoor patio must be extended so that access/egress to the patio is located from inside the restaurant. 3. Bollards are to be installed within the fenced in area of the patio. 4. Tractor trailers must be forthwith restricted from using any and all areas pursuant to conditions of the original special permit, Case # 1921, December 9, 2013. 5. The petitioner shall record with the Hampden County Registry of Deeds a "Notice of special penni!" form which shall be provided by this board and proof of said filing must be submitted to this board and to the Inspector of Buildings. 6. This amendment to the previously granted special permit (Case # 1921) shall become null and void if construction does not commence within two (2) years from the date of this decision. 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 • Case #: 1930 Date: November 24,2014 Applicant: Salmar Realty, LLC Address: 385-389 Main Street. TOWN OF AGAWAM 36 MAIN STREET AGAWAM, MA 01001 BOARD OF APPEALS Signatory Page of Decision • By a unanimous vote of its three members, the Zoning Board of Appeals hereby grants the petitioner a Special Permit. This approval is subject to the conditions set forth in the attached written decision. Gary Geiger (Alternate) Richard Maggi (Alternate) • ( Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 . Tel. 413-786-0400 Fax 413-786-9927 October 6, 2014 Peter Martins Salmar Realty, Inc. 4 Harding Drive Ludlow, MA 01056 Dear Mr. Martins: At its duly called meeting held on October 2, 2014, the Agawam Planning Board voted to approve the plan entitled: "Dunkin' Donuts, 389 Main Street, Agawam, Massachusetts, Site Plans" prepared by R . Levesque Associates, Inc. and dated October 8, 2013 and revised September 2, 2014 with the following conditions: • The outdoor dining area is approved subject to approval of the Agawam Zoning Board of Appeals (ZBA). • If the outdoor dining area is approved by the ZBA, bollards or other safety measures· should be installed to protect patrons utilizing the outdoor dining. If you have any questions, please contact the Planning Office at 786-0400, extension 8738. Sincere/! ~ ~ Mark R. Paleologopoulos, Chairman Agawam Planning Board cc: R. Levesque Associates, Inc. ZBA Building Insp. Eng. Dept. / . TownCI6[J( File • R LEVESQUE ASSOCIATES, INC. 40 School Str • .t . WutfhE!d, MA otOOS P 413568.0985 . , 48568.0986 . www.rlahmd.com October 2, 2014 Engineering Division Town of Agawam Department of Public Works 1000 Suffield Street Agawam, MA 01001 RE: Proposed Site Revisions -Dunkin Donuts -389 Main Street Engineering Division Comments • On behalf of the applicant, Agawam Donuts, Inc., R. Levesque Associates, Inc . (RLA) has completed this letter in response to the peer review comments made by the Town of Agawam Department of Public Works Engineering Division. R. Levesque Associates, Inc. has reviewed the comments and is herein providing this memorandum to summarize and offer a response as to how the comment(s) have been addressed. The following document was reviewed as part of this evaluation: • Letter from the Town of Agawam Engineering Division to Planning/R. Levesque Associates, Inc. regarding "Dunkin' Donuts -389 Main Street -SP 580" dated September 24,2014. Based on the comments provided in the review letter above, R. Levesque Associates, Inc. has provided the additional information as requested. The following sections provide the original comment as stated in the comment letter followed by the RLA response in bold. The comment numbering is consistent with the original letter for ease of reference. Letter Dated September 24,2014 1. The impervious area of the site has increased slightly with the addition of more pavement as well as an outdoor seating area and the increase in square footage of the building. Engineering would like to know the change in impervious area from the old site plan to the new, revised site plan to determine if more storm water storage chambers are needed. RLA Response: The following identifies the impervious area from the approved plans to new impervious area: Approved Plans Impervious Area: Revised Plans Impervious Area: Total Additional Impervious Area: 27,147 SF 28.420 SF 1,273 SF A LAND PLANNING SERVICES COMPANY • • Dunkin' Donut.. A •• ponse to CommEnts 389 Meln Str..t Agawam, MassachusEtts The additional impervious area is associated with the revised edge of pavement along south- western side of the parking lot, reduction of planting areas near the building, and the building footprint itself. Furthermore, RLA analyzed the effects of the additional impervious area in regards to the stormwater management system. It was found that the stormwater management system as designed has sufficient capacity to attenuate the runoff from the additional impervious area. 2. The plans show the "Do Not Enter" signs on state property. These signs should be moved back onto private property. RLA Response: RLA has notified the contractor regarding the sign location. The signs shall be located on private property. 3 . A sycamore tree shown on the site plan is to be planted above a sewer lateral. Engineering recommends that the tree should be planted in a different location to prevent future problems. RLA Response: RLA has notified the contractor regarding the tree location. The tree shall be relocated such that it is not located in conflict with any utilities. 4 . The structural stability of the soils near the slope by the dumpster area should be evaluated. Engineering is concerned that rip-rap may not be enough to stabilize the steep slope. RLA Response: A detail of the slope stabilization is located on sheet 0-3 of the planset. Once the subgrade has been graded to the proper elevations, a non-woven geotextile fabric will be placed prior to the installation of the riprap. This will ensure that the soils beneath the rip rap will not be eroded or undermined. RLA has no concern with the material on the slope. 5. A possibly abandoned drain man-hole was found in front of the proposed building. Engineering recommends that this pipe be cleaned out to determine if there are outlet pipes leading away from the drain man hole . Also there is a yard drain to the north of the property. Engineering recommends the investigation to see whe re the drain leads and if it poses a problem to site stability. RLA Response: The existing structures and piping are believed to be relics of previous site amenities that are no longer in place. All newly created impervious area from the project will be collected and directed towards the proposed on-site stormwater management system. The structure towards the front of the site was dilapidated and filled with debris, therefore, any functionality of the structure would no longer have been operating. Upon discussion with the site contractor and the Town of Agawam on October 2, 2014, the existing manhole at the front of the site was found to be a sanitary sewer manhole. The structure and the pipe line were in the process of being cleaned and inspected by the Town. The outtet pipe from the abandoned manhole was found to connect to the existing sanitary manhole originally located to be the tie-in point. The site contractor and RLA are coordinating with the Town of Agawam to verify the suitability of the existing pipe for a wye tie-in from the building sanitary service rather than constructing a new connection at the existing manhole. R lw •• que AssociatES, Inc. PagE 2 • • Dunkin' Donuts ReponH to Comments Agawam.Ma~u~s Conclusion R. Levesque Associates has provided detailed responses to the comments provided by the Town of Agawam Department of Public Works Engineering Division in the letter above. Each response correlates to the associated comment and describes how the comment was addressed. All items were addressed and no further plan revisions are required. Sincerely, R. LEVESQUE ASSOCIATES, INC. Filipe Cravo, P.E. Project Engineer R Levlsquti AS5ocliilttiS, Inc. Page 3 • R LEVESQUE ASSOCIATES, INC. 40 School Strut . W.stflll!ld, MA 01085 P 413.568.0985 . f 413.568.0986 . www.rleland.com Odober 2, 2014 Engineering Division Town of Agawam Department of Public Works 1 000 Suffield Street Agawam, MA 01001 RE: Proposed Site Revisions -Dunkin Donuts -389 Main Street Engineering Division Comments • On behalf of the applicant, Agawam Donuts, Inc., R. Levesque Associates, Inc . (RLA) has completed this leiter in response to the peer review comments made by the Town of Agawam Department of Public Works Engineering Division. R. Levesque Associates, Inc. has reviewed the comments and is herein providing this memorandum to summarize and offer a response as to how the comment(s) have been addressed . The following document was reviewed as pari of this evaluation: • Leiter from the Town of Agawam Engineering Division to Planning/R. Levesque Associates, Inc. regarding "Dunkin' Donuts -389 Main Street -SP 580" dated September 24, 2014. Based on the comments provided in the review leiter above, R. Levesque Associates, Inc. has provided the additional information as requested. The following sections provide the original comment as stated in the comment leiter followed by the RLA response in bold. The comment numbering is consistent with the original leiter for ease of reference. Leiter Dated September 24,2014 1. The impervious area of the site has increased slightly with the addition of more pavement as well as an outdoor seating area and the increase in square footage of the building. Engineering would like to know the change in impervious area from the old site plan to the new, revised site plan to determine if more storm water storage chambers are needed. RLA Response: The following identifies the impervious area from the approved plans to new impervious area: Approved Plans Impervious Area: Revised Plans Impervious Area: Total Additional Impervious Area: 27,147 SF 28.420 SF 1,273 SF A LAND PLANNING SERVICES COMPANY " • •• • Dunkin' Donuts Response tQ Comments 389 Milln Stl'Ht The additional impervious area is associated with the revised edge of pavement along south- western side of the parking lot, reduction of planting areas near the building, and the building footprint itself, Furthermore, RLA analyzed the effects of the additional impervious area in regards to the stormwater management system, It was found that the stormwater management system as designed has sufficient capacity to attenuate the runoff from the additional impervious area. 2. The plans show the "Do Not Enter" signs on state property. These signs should be moved back onto private property. RLA Response: RLA has notified the contrador regarding the sign location. The signs sholl be located 0[1 private property. 3. A sycamore tree shown on the site plan is to be planted above a sewer lateral. Engineering recommends that the tree should be planted in a different location to prevent future problems. RLA Response: RLA has notified the contrador regarding the tree location. The tree sholl be relocated such that it is not located in conflid with any utilities. 4. The strudural stability of the soils near the slope by the dumpster area should be evaluated. Engineering is concerned that rip-rap may not be enough to stabilize the steep slope. RLA Response: A detail of the slope stabilization is located on sheet 0-3 of the planset. Once the subgrade has been graded to the proper elevations, a non-woven geotextile fabric will be placed prior to the installation of the riprap. This will ensure that the soils beneath the riprap will not be eroded or undermined. RLA has no concern with the material on the slope. 5. A possibly abandoned drain man-hole was found in front of the proposed building . Engineering recommends that this pipe be cleaned out to determine if there are outlet pipes leading away from the drain man hole. Also there is a yard drain to the north of the property. Engineering recommends the investigation to see where the drain leads and if it poses a problem to site stability. RLA Response: The existing strudures and piping are believed to be relics of previous site amenities that are no longer in place. All newly created impervious area from the projed will be colleded and direded towards the proposed on-site stormwater management system. The strudure towards the front of the site was dilapidated and filled with debris, therefore, any fundionality of the strudure would no longer have been operating. Upon discussion with the site contrador and the Town of Agawam on Odober 2, 2014, the existing manhole at the front of the site was found to be a sanitary sewer manhole. The strudure and the pipe line were in the process of being cleaned and inspeded by the Town. The outlet pipe from the abandoned manhole was found to connect to the existing sanitary manhole originally located to be the tie-in point. The site contrador and RLA are coordinating with the Town of Agawam to verify the suitability of the existing pipe for a wye tie-in from the building sanitary service rather than construding a new connedion at the existing manhole. Pag.2 • .\ • Dunkin' Donuts 389 Main Stl'Ht Conclusion • • Ag_WIIm, MassachusEtts R. Levesque Associates has provided detailed responses to the comments provided by the Town of Agawam Deportment of Public Works Engineering Division in the letter above. Each response correlates to the associated comment and describes how the comment was addressed. All items were addressed and no further plan revisions are required. Sincerely, R. LEVESQUE ASSOCIATES, INC. Fil ipe Cravo, P.E. Proiect Engineer PagE 3 To: cc: Prom: DIne: l TOWN OF AGAWAM Departnaent of Public Works 1000 Sameld Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 ChriIItepher J. Golba • SaperiDtellcleat MEMORANDUM Planning! R Levesque Associates, Inc File Engineering Division September 24, 2014 SabJect: Dunkin' Donuts -389 Main S1reet -SP 580 Engineering bas reviewed tile revisions to tile site plan CDtitled "Proposed Dunkin Doouts Restenrant, 389 Main S1reet, Apwam, MA; Pitlp&NC! by R. Levesque Associates; Dafed: October 2013; Rmsed on: September, 2014 and re<:eived on September 4''', 2014" and we have the following comments: 1. The impervious area of tile site has increased slightly with the addition of _ pavClllllllt u well .. an outdoor MIting area and tile inaeuc in square footage oCtile buildiDg. Engineering would like to know the cbaage in impervious area from the old site plan to the new, revised site plan to dctermiDe if more storm wata' III:oragc chambers are needed. 2. The plans show the "Do Not Enter" signs on stale propeny. 'IbeIc ligns should be moved back. 01lIo private popcrty. 3. A II)ICIIIlOI" tree shown on the site plan is to be planted above a _Iatcnl. Bn~ I'OQilnllwwl. that tile tree should be planted in a different location to prevent future probIem.s. 4. The struf:IIIral stability of the soils near the slope by the dumpster area should be evalWIted. Engineering is COIl4lCI'IIed that rip-rap may not be caough to stabilize the steep slope. S. A possibly abandoned drain man-hole was found in front of the proposed building Eng;-ins 1'eCOJII!I!CI!d, tbal this pipe be cleaned out to determine if 1hae me outlet pipes Jceding away from tile drain man bole. Also 1hae is a yard drain to tile north of the plOperty. Bngi-mg I'CClOJIIDICIIIthe invcatiption to ICC where the drain leads and if it poaca 8 problem to site stability. F.ngi-nng reserws the right to DI8kc .dditional cornnwds u new infOl1lllltiOll is submitled. If you have l1li)' questions please do not hesiIate to COIItIII:t our division. Sincerely, ~ Civil Engineer I Michelle C. Chase, P.E. Town Engineer - • • AGAWAM OFFICE OF PLANNING & COMMUNllY DEVELOPMENT REVIEWER: D. Dachas SITE PLAN REVIEW (Revised) DATE: September 17,2014 DATE RECEIVED: September 4,2014 DISTRIBUTION DATE: September 8,2014 PLANNING BOARD MEETING DATE: October 2,2014 APPLICANT INFORMATION 1. Name of Business: Salmar Realty, Inc. Address: c/o Peter Martins, 4 Harding Drive, Ludlow, MA 01056 2. Owner: Same Address: Telephone: 737-5861 Fax: 737-5883 Email: petermartins@salesmanagement. com 3. Engineer: Robert M. Levesque, RLA of R. Levesque Associates, Inc. Address: 40 School Street, P.O. Box 640, Westfield, Ma 01085 Telephone: 568-0985 Fax: 568-0986 Email: robl@rlaland.com PLAN REVIEW Scale: 1" = 20' Date: October 8, 2013 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Proposed construction of a 2100 square foot Dunkin' Donuts Restaurant and drive-thru window. Proposed construction of a 12' X 12' patio space at front of new Dunkin' Donuts. Addition of 180 square feet to building foot print and assorted minor changes to the approved plan. • • Description of Site: The site is primarily in lawn with the southerly most portion consisting of a gravel parking lot. The rear of the site is in the Conservation Commission's jurisdiction. They issued a Negative Determination on October 24,2013 for the proposed work. The site was formerly a Town landfill. Provision for Traffic Flow: A traffic study has been submitted. There are two proposed curb cuts proposed. The width of these curb cuts should be shown on the plan. A one-way counter clockwise traffic pattern is proposed. The exit has been realigned to avoid a guy pole that is not to be removed. Engineering review is recommended. Parking: Fifty (50) parking spaces, two (2) handicapped are proposed. This is the minimum required by zoning for a drive-thru restaurant. During the Team Meeting, concern was raised over accessing spaces when vehicles are queued for the drive-up window. Queuing for approximately twelve vehicles is shown. The proposed parking along the drive-thru has been relocated with more spaces located on the other side of the drive decreasing the number that could potential be blocked by stacked cars from 6 to 4. Also the asphalt at the southeastern corner of the parking lot has been expanded. Drainage: See Engineering comments. Unchanged. Public Utilities: See Engineering comments. Unchanged. landscaping/Screening and Buffers: The yews (28) shown on the landscaping plan are not identified in the plant list. The plant list should specify type and size. Shade trees should be planted along the frontage, set back from the street line so as not to impede sight distance. The following landscape note shall be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treetbelt shall be maintained in a safe and attractive condition by the owner of the parcel." Small planters at the rear of the building have been eliminated. A new planter has been added along the north side of the exit lane. All other comments have been addressed. Sign Location: A color rendering should be included. Was provided. Exterior Ughting: Though the Site Plan Narrative indicates that there is a Site illumination Plan, n6 such plan was found in the submission. A lighting contour plan should be submitted. Cut sheets of the proposed lighting must also be submitted. All lighting shall be recessed and shielded. Was provided. Rendering or Elevations: Color elevations of the proposed building should be submitted. Samples of textures should also be submitted. Photographs were provided. Dumpster location: O.K. Site Plan Review Page 3 • • Other Comments or Concerns: The parcel is the site of a former landfill. There have been experiences with migrating methane in the past. Will subsurface work be approved by DEP? Issue previously addressed. • Town of Agawam Interoffice Memorandum To: CC: From: Date: Subject: Engineering Dept., Police Dept., Fire Dept., ADA Committee Planning Board .,>v 9/8/14 Site Plan Amendment -Dunkin Donuts -385-389 Main Street Please review and comment on the attached Site Plan Amendment prior to the Board's October 2nd meeting. Thank you. DSD:prk "PLEASE BE ADVISED THAT THIS ITEM WILL APPEAR ON THE SEPTEMBER 23RD TEAM MEETING AGENDA. 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~TRANSMITTAL R LEVESQUE ASSOCIATES. INC. Date: Y/,j/LuI4 A Land Planning Services Company I No: 130406 www.rlalaod.com Name: Main Street Dunkin Donuls 40 School Stree~ P.O. Box 640, WestfIeld, MA 01086 RE: Site Plan • II, •• 413-568.Q985 (0) 413 -568.Q986 (F) To: Town of Agawam lOOOSuffield SIreel Agawa m, MA 01001 Attention: Buildina Inspector We Are Transmitting to You: o Under Separate Cover VIA 1:81 Attached 1:81 Plans 0 Approval of Subcontractor 0 Copy of Letter o Specifications 0 Order on Contract 0 Photographs o Report 0 Original Drawings 0 Proposal o Form 0 Other nwr. Date -e Description . <II ~OJlles 8 110 -t Site Plan ., -, 8 Site Plan Sels These arc Transmitted as Noted Below: [gI For Approval 0 Approved as Submitted o Resubmit __ Copies for Approval o For Information 0 Approved as Noted o Resubmit __ Copies for Distribution o For Action 0 For Corrections o Return __ Corrected Prints o As Requested [gI For Review and Comments 0 Remarks: We kindly '''10 be on the next available -Planning~ ~ ... -- to lour office, I you have any ; or ,_" .. SEP 0 <t Lm~ AGAWAM PLANNING BOARD ~Vo~~ 0 ~ ., .~ co. 0 U By: F jlllia D. Geddis \......I Note: If Enclosures are not as noted, please notify us at once. t • Petition of: Salmar Realty, Inc. • TOWN OFAGA WAM 36 MAIN STREET AGAWAM, MA 01001 DECISlON OF BOARD OF APPEALS Premises affected: 385-389 Main Street Date: December 9, 2013 Case#: 1920 == The Agawam Board of Appeals conducted public hearings and meeting between November 25, 2013 and December 9, 2013 at the Agawam Public Library, 750 Cooper Street, Agawam, MA for all parties interested in the appeal of Salmar Realty, Inc., which is seeking a Special Permit in accordance with Section 180-71 of the Zoning Ordinances, which would allow for the construction of a "Dunkin Donuts" restaurant on land found to lie within the floodplain located at the premises identified as 385-389 Main Street. After the public hearing and after a thorough review of the facts presented, the Agawam Zoning Board of Appeals made the following findings: 1. The subject property is located in two zoning districts. The flIst portion is located in Business B district which is 200' in depth. The remainder is located in an Industrial A district. 2. The petitioner is seeking to construct a "Dunkin Donuts" restaurant. 3. Section 180-71 of the Town of Agawam Zoning Ordinances allows for a Special Permit within the floodplain. 4. The Conservation Commission approved the proposed project. 5. The lowest proposed elevation will be 79'; above the required 60' of the one-hundred-flood. 6. A memo from Sgt. Donald Gallerani, Safety Officer for the Town of Agawam, dated November 20, 2013, states "to construct a Dunkin Donuts restaurant in a floodplain ..... would have no impact on pedestrian or traffic safety". 7. The subject property is located on a landfill which was closed in 1986. 8. An e-mail received from James Scheffler, environmental engineer for Mass. DEP, dated December 3, 2013, states no methane has been detected in the wells closest to the proposed project. 9. The board has concluded that the proposed use of the premises will not endanger the public from methane gas leaks as a result of the information received from the environmental engineer from MassDEP. 10. Tbis specific site is an appropriate location to construct a restaurant in Business B and Industrial A zoning districts. 11. The use, as developed, will not adversely affect the health, safety or property values of the neighborhood. 12. The use, as developed, will no create a nuisance or potential hazard to vehicle or pedestrian safety. • • 13. The proposed restaurant in Business B and Industrial A zoning districts is not considered so objectionable or obnoxious that the proposed use would be against the public interest or detrimental or injurious to the character of the neighborhood. Based on its findings, the Board is of the opinion that it is within the authority of the Zoning Board of Appeals to grant a Special Permit as stated under Section 180-71 of the Zoning Ordinances. Now, therefore, by a unanimous vote of its three members, the Agawam Zoning Board of Appeals hereby grants the petitioner a Special Permit to allow for the construction of a "Dunkin Donuts" restaurant with the following conditions: I. The proposed restaurant shall be constructed according the plan submitted entitled, "Dunkin Donuts, 385-389 Main St., Agawam, MA, prepared by R. Levesque Associates with a revision date of 11-19-13 and signed by the members of this Board. 2. All zoning requirements are to be met. 3. The owner of the subject property, Mr. Steven Zicolella, must provide a copy of the annual well testing report for methane gas along with any reply from Mass DEP. 4. There will be no overnight parking of tractor trailers, especially in the right of way. 5. The petitioner shall record with the Hampden County Registry of Deeds a "Notice ofSpeciai Permit" form, which shall be provided by this Board and proof of said filing must be submitted to this Board and to the Inspector of Buildings. 6. This Special Permit shall become null and void if construction does not commence within two (2) years from the date of this decision. 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 • Case #: 1920 Date: December 9, 2013 Applicant: Salmar Realty, Inc. Address: 385-389 Main Street • TOWN OF AGAWAM 36 MAIN STREET AGAWAM, MA 01001 BOARD OF APPEALS Signatory Page of Decision By a unanimous vote of its tbree members, the Zoning Board of Appeals hereby grants the petitioner a Special Permit. This approval is subject to the conditions set forth in the attached written decision. ~~ DoreenI>fOU Gary Suffi"iti ~i1~ James Marmo Gary Geiger (Alternate) • emorandum To: Planning Board CC: From: Sergeant Donald Gallerani Date: November 20, 2013 • Re: Site Plan -385/389 Main Street -Salrnar Realty, Inc. There are no comments associated with this proposal because the date of the hearing W<iS November 7, 2013. was prior to November 18,2013, the date I took this temporary l$~~~~~~l~ Submitted ... SergealDt lDorlald Gallerani Safety Officer Agawam Police Department enant raffic Bureau Commander Agawam Police Department 1 • •• • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 November 22,2013 SaImar Realty, Inc. c/o Peter Martins 4 Harding Drive . Ludlow, MA 01056 Dear Mr. Martins: Tel. 413-786-0400 Fax 413-786-9927 "" ~ c.> :z: = ..-- '" r·...) At its duly called meeting held on November 21, 2013, the Agawam Plarming Board - approved the Site Plan entitled "Dunkin' Donuts, 389 Main Street, Agawam, W Massachusetts, prepared by R. Levesque Associates and dated 10-08-13, Revised: 11-W 15-13 with the following conditions: November 7, 2013 Engineering Department · . comments (attached) are to be addressed. If you have any questions, please contact this office at 786-0400, extension 8738. Sincerely, '-r}(-~ 'f(.P~~.pF~' Qo.s. . P-" ~.:? Mark R. Paleologopoulos, Acting Chairman AGAWAM PLANNING BOARD MRPIDSD:prk Cc: R. Levesque Assoc. ZBA BId. Insp . .. Eng. Dept. Town Clerk File To: CC: • • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • Superintendent MEMQRANDUM R Levesque Associates, Inc File From: Engineering Division November 7, 2013 Date: Subjed: DuIikin'Donuts -389 Main Street -SP 580 Engineering has reviewed the site plan enilii~ "Proposed Dunkin Donuts Restaurant, 389 Main Street, Agawam, MA; Prepared by R. Levesque Associates; Dated: October 2013; Revised on: October 24th, 2013 and received on November 5·, 2013" and we have the following comments: I. .There appears to be a drain pipe going from the. catch basin on Main St:nlet towards the proposed_ building. Prior to removing this piPe (and nearby drain manhole), R. Levesque needs to confirm with MassDOT that they are no longer needed. ., 2. MasaDOT recently contacted the Town regarding a project to repave Main Street. Plana have not been made available yet to the Town. However, this project may add sidewalks along Main S1reet.. A sidewalk from the building to the edge of the Main Street right of way should be considered. 3. The State and Town arc working to desigo projecls that consider all modes of transportation (can, bicycles, pedestrians, etc.). It is highly m:ommended . that a bicycle rack be installed on site to accommodate cyclists. _ 4. The structural scability of the soils near the slope by the _ dumpster area should be evaluated. Engineering is concerned that rip-rap may not be enough to stabilize the steep slope. 5. We highly recommend that rip rap is added to the entirety of the swale at the back of the lot, extending down the hill along the driveway to the northern property line. The velocity of stormWiler in this steeper section of the hill could csuse erosion and threaten the integrity of the slope near the dumpster or impact the area down gradient 6. On Sheet D-I, the storm water catch basin detail (0-3) shows a Tee instead of a hood to be installed at the outlet pipe. This Tee design may make it difficult to clean the 12" pipe when needed as it does not have a cap on the side. A hood is recommended for this catch basin. 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, ~ !1W&P.ECL- Civil Engineer I Town Engineer "lap1S80 Dunkin DonuIs Main St\mcmo 2.doc , • R LEVESQUE AS~ _iATES, INC. • 40 School Street· Westfield, MA 01085 Ih J-P 413,56B.0985 . f 413.568.0986 . www.rlaland.com ..---------/ ....... ---~ November 21, 2013 Office of Planning & Community Development Town Hall 36 Main Street Agawam, MA 01001 Engineering Division Town of Agawam Department of Public Works 1000 Suffield Street Agawam, MA 01001 RE: Dunkin' Donuts -389 Main Street -SP 580 Response to Comments RLA On behalf of the applicant, Agawam Donuts, Inc., R. Levesque Associates, Inc. (RLA) has completed this letter in response to the comments made by the Agawam Office of Planning & Community Development and the Engineering Division. R. Levesque Associates, Inc. has reviewed the comments and provides this memorandum summarizing the comments and provides an explanation as to how the comments have been addressed. The following documents were reviewed as part of this evaluation: • Letter with subject "Dunkin' Donuts -389 Main Street -SP 580" from Engineering Division to R. Levesque Associates, Inc. dated November 7, 2013; • Letter entitled "Site Plan Review" from the Agawam Office of Planning & Community Development dated October 25, 2013. Based on the comments provided by the Agawam Office of Planning & Community Development and Engineering Division, R. Levesque Associates, Inc. has updated and revised the site plans as necessary. The following section provides the original comment in italics followed by the response from R. Levesque Associates, Inc. The numbering of the comments is consistent with the numbering in the original letter for ease of reference. Engineering Division Comments 7. There appears to be a drain pipe going from the. catch basin on Main Street towards the proposed bUl'lding. Prior to removing this pipe (and nearby drain manhole), R. Levesque needs to confirm with MassDOT that they are no longer needed. A LAND PLANNING SERVICES COMPANY R LEVESQUE ASStIATES, INC. • 40 School StrEEt· Westfield. MA 01085 P 413,568.0985 . f 413.568,0986 . www.r-Ialand.com R. Levesque Associates, Inc. has been in contact with the MA DOT affice regarding this project. The manhole was discussed with John Larareo from MA DOT. John was in agreement that the connection to the existing manhole should be discontinued as the pipe coming in was no longer in use. 2. MassOOT recently contaded the Town regarding a project to repave Main Street. Plans have not been made available yet to the Town. Howeve0 this project may add sidewalks along Main Street. A sidewalk from the building to the edge of the Main Street right of way should be considered. The applicant is in favor of adding a sidewalk in the future to tie inta a sidewalk on Main Street. However, at this point in time we feel that adding a sidewalk which directs faot traffic to Main Street without a sidewalk in place would not be utilized and may present a hazard to traffic. 3. The State and Town are working to design projeds that consider all modes of transportation (cars, bicycles, pedestrians, etc.).. It is highly recommended that a bicycle rack be installed on site to accommodate cyclists, The site plan has been revised to include a bike rack. 4. The strudural stability of the soils near the slope by the dumpster area should be evaluated. Engineering is concerned that rip-rap may not be enough to stabilize the steep slope. A detail of the slope stabilization has been added to the planset. Once the subgrade has been groded to the proper elevations, a non-woven geotextile fabric will be placed prior to the installation of the riprap. This will ensure that the soils beneath the riprap will not be eroded and undermined. 5. We highly recommend that rip rap is added to the entirety of the swale at the back of the lot, extending down the hill along the driveway to the northern property line. The velocity of stormwater in this steeper sedion of the' hill could cause erosion and threaten the integrity of the slope near the dumpster or impad the area down gradient. The site plan has been revised to extend the riprap swale down to the end of the slope. 6. On Sheet 0-1, the storm water catch basin detail (0-3) shows a Tee instead of a hood to be installed at the outlet pipe. This Tee design may make it diHicult to clean the 12" pipe when needed as it does not have a cap on the side. A hoodis recommended for this catch basin. The detail has been revised to change the tee in the manhole to a hood. A LAND PLANNING SERVICES COMPANY 2 • • R LEVESQUE ASS!CIATES, INC. • 40 School Street . Westfield. MA 01085 P 413.568.0985 . f 413.568.0986 . www.rlaland.com ~ RLA Agawam Office of Planning & Community Development Comments The following section provides responses only to those sections of the Site Plan Review letter which require additional information. • Landscaping/Screening and Buffers: The yews (2B) shown on the landscaping plan are not identified in the plant list. The plant list should specify type and size. Shade trees should be planted along the frontage, set back from the street line so as not to impede sight distance. The following landscape note shall be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treetbelt shall be maintained in a safe and affradive condition by the owner of the parcel. " The Landscape Plan has been revised to include the requested information. • Sign Location: A color rendering should be included. A color rendering has been provided. • Exterior Lighting: Though the Site Plan Narrative indicates that there is a Site illumination Plan, no such plan was found in the ·submission. A lighting contour plan should be submitted. Cut sheets of the proposed lighting must also be submitted. All lighting shall be recessed and shielded. The Site Illumination Plan has been included in the planset. • Renderings or Elevations: Color elevations of the proposed building should be submitted. Samples of textures should also be submitted. Based on comments made at the previous Planning Board meeting, the applicant has chosen to proceed with a "Cape" style building as opposed to the more modern style building submitted in the original site plan. Color photos have been provided of a recently completed project in which the proposed building will be identical to. • Other Comments or Concerns: The parcel is the site of a former landfill. There have been experiences with migrating methane in the past: Will subsurface work be approved by DEP? The site is currently monitored for any sort of migrating gasses. There are no gasses which have been identified at the proposed site which will be a hindrance to the construction of the project. A LAND PLANNING SERVICES COMPANY 3 From: LETTER~TRANSMITTAL R LEVESQUE ASSOCIATES1 INC. Date: 1112112013 A Land Planning Services Company iNo: 130406 www.rlaland.eom I Name£ 389 Main Street. 40 School Street, P.O. Box 640. Westfield, MA 01086 RE: 1 Site Plans 413-568-0985 (0) 413 -568-0986 (F) To: Agawam Planning Board 36 Main Street Agawam. MA 01001 Attention: Pamela Kerr We Are Transmittillg to You: o Under Separate Cover VIA 181 Attached 181 Plans o ApprovalofSub<:ontractor 0 Copy ofl-etter o SpeeifK:8tions o Order 00 Contract 0 Photographs o Report o Original Drawings 0 Proposal o Form 181 Other "u~~. -.. of Dale Number Description 5 11/1912013 FuU Set of Site Plans for 389 Main Street. 5 Stvle ' Pietllre< 5 I Viper These are Transmitted as Noted Below: o For Approval 0 Approved as Submitted o Resubmit __ Copies for Approval o For Information 0 Approved as Noted o Resubmit __ Copies for Distribution I:8l For Action 0 For Corrections o Return __ Corrected Prints o As Requested 0 For Review and Comments 0 RECEIVED Remarks: N91J 2 I ~Q1J AGAWAM PI;ANNING BeARD " f-< .. 1\ 1 r~~ l \' '\ I" OJN~ tt . l). ,J/l .. " U By: Paula D. Geddis I • VIPER (SMALL) .... _-- 1 1/4" U 4 118" i= 163/4' I ! 22314" --.-..•..... - d LJ n Drill pattem I ~--'-r~ 4" ':, Suggested Distance . 1.25" From Top of Pole -_o f L-_-++--lb€"';'-',-+.,. 2.50' 05/8"----F ___ JkItJl-++--' 2X05116"---t1 rectangular arm , Front \IIew , i : i ·.lL04 ~~: Type Ordering Code: Job Name: Notes: • 1]. ~ : , RA rectCl'lgulaf' arm .\ Sf2 2·3/8" DC slip.ftter 1 , ,-' ~5 112 073i;18O+~-~..jjI1 o.Dr·....b.~ __ iIIH we wall bracket Ordering rev03.21.2013 Accepts 2 3/8" OD tenon, min 4~ bng. weight: 1SIbs epa: 0.67 fr:' : -05PoIe- ~-06Po1e 1---183/4' ---;::;:;:;;=;=::;:::==::, I PK2 2-3/8" oops/able knuckle .......... _._------_ .. ----... _---'----------._--. ORDERING EXAMPLE: Vp·S J 30NB-90 J 5K J T5R J UNV J PCRU· TL J SF2 J BB electrical options mounting options peRU photocell (specify vottage)1 . RA rectangular arm 400DK T3 type III 30N B· 70 • 3K 3DDDK T 4 type IV 347 480 ; PC R3 photocell receptacle 2 : PCR4 photocell receptacle J ~30NB·90 . T5R rectangular .12VDC !TL twistlock photocontrol : 51< 5000K T5QM sq medium: (consuft factory, : SC shorting cap : (standard) _ T5W round wide ~ NP no photocontrol : 2PF dual power feed ~. 5 std electrical options lifeshield lM thermal protection ~ 20k-surge protection ~ ;dimming drivers SF2 2·3/8" 00 Sllp·~tler PK2 2·318" adjustable knuckle jWB wan bracket color : BB black . ElZ bronze 'BWwhite : BG green : BY gray ~ M B met. bronze ~MT met titanium RAL ._OTHER 2347Vonly 3 480V only 4 not available on 30NB-90 S not available ((l347V/480V input ~ not available ta: 347V input BEACON Products 2041 58th Avenue C(de East Bradenton, FL 34203 I Phone: (800) 345-4928 I Fax: (941 ) 751·5535 I www.beaconproducts.com • VIPER (SMALL) GENERAL: The Beacon Viper luminaire is available in two sizes with a wide choice of different LED wattage configurations and optical distributions de- signed to replace HID lighting up to 1000W MH or HPS and with 5 different mounting options for application in a wide variety of new and existing instal- lations. Luminaires are suitable for wet locations. BEZEL OPT1CAL SYSTEM: Each Viper lumina\re \5 supplied 'With an one piece optical cartridge system conSisting of an LED engine, LED lamps, optics, gasket and stainless steel bezel. The cartridge is held together with internal brass standoffs soldered to the board so that it can be field re- placed as a one piece optical system. Two-piece silicone and microcel- lular polyurethane foam gasket ensures a weather-proof seal around each individual LED. The optical cartridge is secured to the die cast housing with fasteners. The optics are held in place without the use of adhesives. The cartridge assem- bly is available in various lighting distributions using TIR designed acrylic optical lenses over each LED. LlFESHIELD"'" CIRCUIT: Thermal circuit shall protect the luminaire from excessive temperature by interfacing with the 0-' OV dimmable drivers to reduce drive current as necessary. The fadory-preset temperature limits shall be designed to ensure maximum hours of operation io assure L70 rated lumen maintenance. The device shall activate at a specific, factory- preset temperature, and progressively reduce power over a finite tempera- ture range. A luminaire equipped with the device may be reliably operated in any ambi- ent temperature up to 55"(: (131°F). The thermal circuit will allow higher maximum wattages than would be permissible on an unregulated luminairs (if some variation in light output is permissible), without riSk of premature LED failure Or lumen depreciation. Operation shall be smooth and unde· tectable to the eye. Thermal circuit shall directly measure the temperature at the LED solder point. Thermal circuit shall consist of surface mounted components mounted on the LED engine (printed circuit board). For maxi- mum simplicity and reliability. the device shall have no dedicated enclosure, circuit board, wiring harness, gaskets. or hardware. Device shall have no moving parts. and shall operate entirely at low voltage. The device shall be located in an area of the luminaire that is protectecl from the elements. Thermal circuit shall be designed to ;'fail on", allowing the luminaire to revert to full power in the event of an interruption of its power supply, or faulty wir- ing connection to the drivers. Device shall be able to co-exist with other 0-1 OV control devices (occu- pancy Sensors. external dimmers. etc.). The device win effectively control the solder point temperature as needed; otnerwise it will allow the other control device(s) to function unimpeded. PRINTED CIRCUIT BOARD (PCB): Aluminum thermal clad board with 0.062" thick aluminum base layer, thermally conductive dielectric layer, 0.0014" thick copper drcuit layer cirCUIT layer designed WITh copper pours to minimize thermal impooance across dielectric. Board will be mounted to the heat sink using minimum 12 #4-40 screws to ensure contact with ther- mal pad and heat sink. Use of thermal grease will not be allowed. HOUSING AND LED THERMAL MANAGEMENT: The Viper' monolithic housing design Creates over 4.5 square feet (small Viper) or 7.7 square feet (large Viper) of heat-sinking surtace area. Vertical fins, combined with flow-thru openings prevent sediment and moisture buildup on critical heat sinking surlaces without the need for grates, screens or other debris con- trol tactics. The Viper housing, electrical compartment and fitter are made from die cast aluminum that is pre-treated and powder-coated to meet the most rugged industry standards. The finish is corrosion resistant to meet ASTMB·117. resists cracking or loss of adhesiOn per ASTM 0522, resists surface impacts of up to 160 inch-pound. All exterroal hardware is corro- sion resistant. The housing serves as a heat-sink for the LED beze1 with a separate compartment for the drivers. ELECTRICAL ASSEMBLY: The fixture electrical compartment shall con· ta'in all LED driver components and shall be provided with a puSh-button terminal block for AC power connections. The housing is designed for an optional twist lock photo control receptacle. ACCESSIBILITY: Although the Viper luminaire is designed to operate for • Specification re~'G3.21.20!3 many years without maintenance, accessibility is a key comp::>nent in its design. The Drivers are mounted on a removable door that is secured with keysloHed screws and hinges down for convenient access. The drivers are field replaceable using quick disconnects. DRIVERS: Luminaires are equipped with an LEO driver that accepts 100V tl1rougn 277V, 50 Hz TO 60 Hz (UNfV). or a driver that accepts 347V or 480V input. Power factor is .92 at full load. All electrical components are rated at 5O,CXXJ hours at full load and 2S"C ambient conditions per MIL-217F Notice 2. Dimming drivers are standard, with connections for external dim- ming equipment available up::m request. Component-to-component wiring within the luminaire may carry no more than 80% of rated load and is listed by UL for use at 600VAC at 50"C or higher. Plug disconnects are listed by UL for use at 600 VAC, 13A or higher. ,3A rating applies to primary (AC) side only. SURGE PROTECTOR: The on board surge protector shall be a UL recog- nized component for the United States and canada and have a surge cur- rent rating of 20,000 Amps us:ng the industry standard 8/20 pSec wave. The LSP shall have a clamping voltage of 925V and surge rating of 54OJ. The case shall be a high-temperature, flame resistant plastiC enclosure. FASTENERS: All fasTeners shall be stainless steel. When tamper resistant fasteners are required, spanner HO (snake eye) style shall be provided (spe- cial tool required, consult factory). AGENCY CERTIFICATION: The luminaire shall bear a eSA label and be marked suitable for wet locatfons. WARRANTY: Beacon luminaires feature a 5 year limited warranty. Beacon LED luminaires with LED arrays feature a 5 year limited warranty covering the LED arrays. LED drivers are covered by a 5 year limited warranty. PIR sensors carry a 5 year limited warranty from the sensor manufacturer. See Warranty Information on \WIw,beaconprOductS.com complete details and exclusions. Powerflumens & Distrubutions nNB 22NB 3QNB 30NB 50 70 4100·5020 6408-6650 1100-8260 ""03 82-1~ 91·100 65-<;7 96.19% 65.79% 95.02% 85.79% TM21 is the franewo;k lcr laking LM·80 OOla an::! makJng useful LED lilei'll1e prc;ec- ~ons_ Reported eJld Calculated Lif£~mes s'1own are based 01'1 hours a~ the time of th~ printing, Fer current Repcrloc end Celcu\aled hours please contact facter;' or Beacoo's web-site CCT {color Tump) CR' Lumao Output (Color Rendering) Muttipl>-s 5000K = 1.0 m.n 67 CRI 4000K = .92 min 70CRI 3000K = .75 min BOCRI 3EACON PrcdlJCts 2CL 1 58th Averl;8 Ccrcie East Braderton, FL 34200 I Pho'1e: (SOCj 345-492~ Fax: {i341) 751-5535 I w"",,.:;;ea:onp'oducts.ccm • • 4' PYLON SIGN ELEVATION I ' • • R LEVESQUE SSOCIA .... ES NC. 40 School Street WestfIeld, MA Otl85 P 4 'B_568 0985 f 4 13_5680986 wwwrlalandcom RLA Project #: 13-0406 389 Main Street, Agawam, Massachusetts Proposed Dunkin Donuts -Similar Building Elevations Front Elevation , -~ I -- Right Side Elevation ~ RLA A LAND PLANNING SERVICES COMPANY ... • • ~ Lr-vESQUE SSOCIA ES NC 4QSchoolStreet Westfield MAO'085 p .. n 5680985 f .. 'B 5680986 wwwrlalandcom Rear Elevation A LAND PLANNING SERVICES COMPANY To: CC: • • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • Superintendent MEMORANDUM R Levesque Associates, Inc File From: Engineering Division November 7, 2013 Date: Subject: Durikin' Donuts -389 Main Street -SP 580 '.'~ Engn-nng has reviewed the site plan entitled "Proposed Dunkin Donuts Restaurant, 389 Main Street, Agawam, MA; Prepared by R. Levesque Associates; Dated: October 2013; Revised on: October 24'h, 2013 and received on November 5th, 2013" and we have the fonowing commen1s: 1. There appears to be a drain pipe going from the. catch basin on Main Street towards the proposed. building. Prior to removing this pipe (and nearby drain manhole), R. Levesque needs·to confirm with MassDOT that they are no longer needed. ., 2. MassDOT recently cootacted the Town regarding a project to repave Main Street. Plans have not been made available yet to the Town. However, this project may add sidewalks along Main Street. A sidewalk from the building to the edge of the Main Street right of way should be considered. 3. The State and Town are working to design projects that consider all modes of transportation (cars, bicycles, pedestrians, etc.). It is highly recommended that a bicycle rack be installed on site to accommodate cyclists. 4. Tbe structural stability of the soils near the slope by the dumpster area should be evaluated. Engineering is concerned that rip-rap may not be enough to stabilize the steep slope. S. We highly recommend that rip rap is added to the entirety of the swale at the back of the lot, extending down the hill along the driveway to the northern property line. The velocity of stormwater in this steeper section of the hin could cause erosion and threaten the integrity of the slope near the dumpster or impact the area down gradient. 6. On Sheet D-I, the storm water catch basin detail (0-3) showsa Tee instead ofahood to be installed at the out1et pipe. This Tee design may make it difficult to clean the 12" pipe when needed as it does not have a cap on the side. A hood is recommended for this catch basin. Engineering reserves the right to make additional commen1s as new information is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, ~~ ~P.E~ Civil Engineer I Town Engineer s:lsplS80 IluDIdn DoouIs Main 51 ...... 2.doc Date: To: From: • October 22,2013 Building Inspector DPW Superintendant Assessor Board of Appeals • ~T~O~WN~O~'F'-A~GA~WA~M~-- 36 MAIN STREET AGAWAM, MA 01001 BOARD OF APPEALS MEMO ~ngBOard Fire Chief Engineer . ~ervation Commission Police Chief Health Dept. Subject: Case #1920 and Case # 1921 Please be advised that the Agawam Board of Appeals is in receipt of two new applications: Salrnar Realty, Inc., which is seeking a Special Permit in accordance with Section 180-71 of the Zoning Ordinances which would allow for the construction of a "Dunkin Donuts" restaurant on land found to lie within the floodplain at the premises identified as 385-389 Main Street and is also seeking a Special Permit in accordance with Section 180-44, Paragraph H of the Zoning Ordinances which would allow for a drive-thru service window at the premises identified as 385-389 Main Street. Hearing date is scheduled for Monday November 25, 2013 starting at 6:45 and 7:00 PM and will be held at the Agawam Public Library's Community Room, 750 Cooper Street, Agawam, MA. Plans.are in the Board of Appeals office for your review. Please submit any knowledge, comments or recommendations you may have concerning this application. If no information is received prior to the opening of the public hearing, it will be deemed to be lack of opposition thereto. Sincerely, J)o(~17 ffo.dy jgg Doreen Prouty Chairperson DP:jb cc: 5 Board Members Town Council Town Solicitor Mayor • • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVI EW REVIEWER: D. Dachos DATE: October 25; 2013 DATE RECEIVED: October 16, 2013 DISTRIBUTION DATE: October 22,2013 PLANNING BOARD MEETING DATE: November 7, 2013 APPLICANT INFORMATION 1. Name of Business: Salmar Realty, Inc. Address: c/o Peter Martins, 4 Harding Drive, LudloW, MA 01056 2. Owner: Same Address: Telephone: 737-5861 Fax: 737-5883 Email:petermartins@salesmanage ment.com 3, Engineer; RobertM. Levesque, RLA.ofR. Levesque Associates, Inc. Address: 40 School Street, P.O. Box 640, Westfield, Ma 01085 Telephone: 568-0985 Fax: 568-0986 Email: robl@rlaland.com PlAN REVIEW Scale: 1" = 20' Date: October 8, 2013 Title Block (Street Address. Applicant's Name, Address. Scale. Narne of Preparer of Plan): O.K. Description of Project: Proposed construction of a 2100 square foot Dunkin' Donuts Restaurant and drive-thru window. Site Plan Review Page 2 • • Description of Site: The site is primarily in lawn with the southerly most portion consisting of a gravel parking lot. The rear of the site is in the Conservation Commission's jurisdiction. They issued a Negative Determination on October 24, 2013 for the proposed work. The site was formerly a Town landfill. Provision for Traffic Flow: A traffic study has been submitted. There are two proposed curb cuts proposed. The width of these curb cuts should be shownpn the plan. A one- way counter clockwise traffic pattern is proposed. Parking: Fifty (50) parking spaces, two (2) handicapped are proposed. This is the minimum required by zoning for a drive-thru restaurant. During the Team Meeting, concern was raised over accessing spaces when vehicles are queued for the drive-up window. Queuing for approximately twelve vehicles is shown. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The yews (28) shown on the landscaping plan are not identified in the plant list. The plant list should specify type and size. Shade trees should be planted along the frontage, set back from the street line so as not to impede sight distance. The following landscape note shall be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treetbelt shall be maintained in a safe and attractive condition by the owner of the parcel. " Sign Location: A color rendering should be included. Exterior Lighting: Though the Site Plan Narrative indicates that there is a Site illumination Plan, no such plan was found in the submission. A lighting contour plan should be SUbmitted. Cut sheets of the proposed lighting must also be submitted. All lighting shall be recessed and shielded. Rendering or Elevations: Color elevations of the proposed building Should be submitted. Samples of textures should also be submitted. Dumpster Location: O.K. Other Comments or Concerns: The parcel is the site of. a former landfill. There have been experiences with migrating methane in the past. Will subsurface work be approved by DEP? • • 23958 SF of. ~ 3 " <P \ ... 1.°--4 00 SF ..... ~ -" \. 3 10250 SF %l~ ~ 2 \ 25000 SF 1 .. -8 1 ... 13 ~ . " 1 13950 SF 353.1 75 .. .. 13 1.19 AC ® 77 82 84 76 81 83 C01 44 42 37 35 157." 86 85 33 11 12 14 87 15 16 17 21 22 24 25 31 26 32 27 43 41 36 34 The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. 3 .. -' ,of> 3.' t; ..-~. t> ~ .. ~ ,... .. , ... ~I 6 23486 SF 1 21780 SF ~ ~ ~ .. 31.3 of. '~ • ,;. ,0 10 1.64 AC 3 •• 389 Main Street -Dunkin' Donuts 10/25/20133:33:16 PM 111.11 315 2 31693 SF AEAR ® 1:960 1"=80' I 1e.79 ~ '" 0 " 0 tl .. '" • The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. 389 Main Street -Dunkin' Donuts 10/25/2013 3:35:48 PM eN 1 :1908 1"=159' • • ·TownofAgawam 36 Main Street Agawam, Massachusetts 01001-1837 . Tel. 413-786-0400 Fax 413.-786-9927 MEMO TO: . Engineering Dept., Police Dept., Fire Dept., ADAComiriitt¢e FROM: Planning Board . 17; y . SUBJECT: . Site Plan -385/389 Main Street -Salnt<U"R.ealty, Inc .. DATE: . October 22, 2013 Please review and comment on the attached Site Pl~ fora'prdpostdDwoon' Donuts Restaurant at 385/389 Main Street pri()r to the Board's November Thmeeting.·· .. ,. Thank you. DSD:prk . , From: LKITEK-.. TRAN~l\ilITfAL R LEVESOUE ASSOCIA TES2 INC. Date: 11.2013 A Land Planning Services Company I No: www.rlaland.com 'Name: A ' n, ot. 40 School Slree~ P.O. Box 640, Westfield, MA 01086 RE: S~Plaa 413·568-()985 (0) 413 ·568·0986 (F) To: Building Inspector Town Of Agawam 1000 Suffield Street Agawam, MA 01001 Attention: Dominic Urbanati, Building Ins~ector We Are Transmitting to You: o Under Separate Cover VIA o Attacbed o Plans 0 Approval of Subcontractor 0 Copy of Letter o Specifications 0 Order on Contract 0 Pbotographs o Report 0 Original Drawings 0 Proposal o Form 0 Otber of Copies Date .~ Description 10 Site Plan I for Plan One copy for Planning, One copy for 2 { )(:~ \<0:; .. 2013 Town . 10 Site Plans fn •. IlJ Tbese are Transmitted as Noted Below: o For Approval 0 Approved as Submitted o Resubmit __ Copies for Approval o For Information 0 Approved as Noted o Resubmit __ Copies for Distribution o For Action 0 For Corrections o Return Corrected Prints -- ~ :z: o As Requested 0 0 = U> For Review and Comments ..... .." P = II( G> (") (') Remarks: :> ..... -i -~ El :t> -:z: J. U> J> ,... 3: ::0 1> Q <:: Re.CE\~EIl TOWDof, : Board 0 E-< OC'i \ ~ 2\)\3 .., .. Q. ... t;i\~"~ .. 0.0 0 U :"': -,,,. By: Paula D. Geddis I ~. If Enclosures are not as noted,.pleas"uotify us at rn:: I I I I I I I I I I I I I I I I I I I RequEs t to .Amend the Site Plan A pprova l dated November 21, 2 0 13 Application & Supporting Documents Minor Site Plan Revisions· Dunkin' Donuts 385 -389 Main Street, Agawam, MA (Assessors Parcel K13 2 10) Applicant: Salmar Realty, LLC c/o Mr. Peter Martins 4 Harding Drive Ludlow, MA 01056 Owner: Mushy's Golf Center, LLC 365 Main Street Agawam, MA 01001 Project File #: 130406 RECE\"ED SH 04 2Q\~ PLA~~~~~ARO R lEVESQUEASSOCIATES, INC A LAND PLANNING SERVICES COMPANY 4 0 School Street, P.O. 80X 640. W estfield. MA 0 10 85 p 413.568.0 985 . f 413.568.0986 . www.r laland.co m - -......... ,----- RLA I I SECTION 1 I COVERlmER I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS REQUEST To AMEND THE SITE PLAN ApPROVAL DUNKIN' DONUTS RESTAURANT PROPOSED PATIO SPACE 385 -389 MAIN STREET AGAWAM, MA 01001 (AsSESSOR -PARCELS K 13 2 10) SECTION TfTtE-PAGE TABLE OF CONTENTS COVER LmER •..•••.••••.•...••.....................••........•.•..••••..•............•..•...•••..•...•.... TOWN OF -AGAWAM -APPLICATION UNDER ZONING FOR SITE -PLAN -APPROVAl- REQUESTTO AMEND THE SITE PLAN ApPROVAL DATED NOVEMBER 21,2013 ........... . SITE PLAN ApPROVAL DATED NOVEMBER 21,2013 .................................... . Locus MAp ..•......•...•.....................•..••.•..••................•..••.••........•..... ApPENDIX I SIT-E PLAN flY -R l-EVESQUE AsSOCIAT-ES, INC. ,DAT-EDOCTOBER 8, 2013, -R-EVISED SEPTEMBER 2, 2014. 1 2 3 4 I I I I I I I I I I I I I I I I I I I R LEVES QUE ASSOCiATES , INC. 40 Schc-:)I StrEEt, P,Q. BOX 640 . WestfiEld. MA 010S5 P 413.568.0 985 . f 4i3.56B 0986 '.llu.H";~.i"lafand,com September 2,2014 Mr. Mark Palealogopoulos, Chair Town of Agawam Planning Board 36 Main Street Agawam, MA 01001 RE: Request to Amend Site Plan Approval for Minor Plan Revisions Dunkin' Donuts Restaurant 389 Main Street, Agawam (Assessors Parcels K19 2 10) RIA Project File: 130406 Dear Mr. Paleologopoulos & Board Members: On beho~f -of our dient, Mr. Peter Martins of Sol mar Reolfy, llC,ouroffic:eis herein filing onopplic:alionto amend the Site Plan Approval issued on November 21, 2014 to allow for the following; ~ Addition of 12'x21' hardscape patio at the front of the building. ~ The building footprint has been modified slightly by the Architect and has increased by 180 S.F. to -accommodate the historrc "Style. ~ Small planters at the rear of the building have been illuminated. ~ Asphalt ot the south eastern corner of parking has been expanded to conned paved areas. ~ Parking along drive-thru and by-pass lane has been reallocated to 4 spaces and 11 spaces. ~ A planter has been added along the north side of the exit lanes. ~ The exit has been realigned to ovoid a guy pole that cannot be removed and relocated. Included herewith, you will find the original and requisite number of copies of the application form and supplemental documents. A digital copy of the plans has been submitted as required. If you have ony questions regarding this matter, please feel free to contad our office at your convenience. Sincerely, R LEV,"UE ASSOCIATES, INC I(ffi~".~ __ ~~.kM. Levesque, RLA, ASLA President cc: Mr. Peter Martins A LAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I I SECTION 2 TOWN Of AGAWAM APPL1CATfON UNDER ZONING FOR SITE PLAN ApPROVAL -REQUEST TO AMEND THE SITE PLAN ApPROVAL DATED NOVEMBER 21, 2013 I I I I I I I I I I I I I I I I I I I TOWN OF AGAWAM, MASSACHUSETTS FORMD Application for Site Plan Approval Please wmplete the following form and return it and ten ( 10) copies of the Site Plan to: Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001 September 2, 1. Name of Business Dunkin' Donuts -Salmar Realty, LLC Address c/o Peter Martins, 4 Harding Drive, Ludlow, MA 01056 Phone # (413) 737-5861 Fax # (413) 737-5883 email: peler,martins@salesmanagemenl.com 20]L 2. Name of Applicant fOwner _S",a",l!.!.m",a",r...,R",ea",l,!Jty.L.' "'LL""C"--____________ _ Address clo Peter Martins, 4 Harding Drive, Ludlow, MA 01056 Phone # (413) 737-5861 Fax# (413) 737-5861 email: petermartins@salesmanagement.co m 3. NameofEngineerfArchiteet 'Robert M. Levesque, RlA.,f R. Levesque Associates, lnc. Address_~4~0~S~c~h~oo~I~S~tr~e~et~,~P~,O~,B~o~x~6~4~0~,~VV~e~s~ff~ie~ld~,~MA~~0~1~0~8~5 ______ __ Phone # (413) 568-0985 Fax# (413)568-0986 email: robl@rlaland.com 4. Please give a brief description ofthe proposed project: Proposed construction of a 12' x 21' patio space for tables and chairs in the front of the Dunkin' Donuts Restaurant. I I I I I I I I I I I I I I I I I I I SECTION 3 SHE PLAN ApPROVAL DATED NOVEMBER 21, 2013 I I II II II i II , , ! I: ! I : I' I I I I I I I I I I November 22,2013 SaImar Realty, Inc. C/o Peter Martins A Harding Driv.e .. Ludlow MA 01056 , Dear Mr. Martins: . Town of Agawam .. ----,-... __ ........ -- 36 Main Street Agawam, Massaehus~8 01001-1837 . TeL 413-786-0400 Fax 413·786-9927 At its duly called meeting held on November 21, 2013, the AgaWam Planning Board approved the Sue Plan entitled "Dunkin' Donuts, 3&9 Main Street, Agawam, Massachusetts, prepared by R. Levesque Associates and dated 10-08-13, Revised: 11- I5-13:with the following conditionS: November 7, 2013 Engineeririg Department· comments (attached) are to be addressed.· . If you have any questions, please contact this office at 786-0400, extension 8738. . Siilcerely, I~'je: p~ ~~r~' oo~· . .. P'.."..!> Mark R. PaIeoIogopouIos, Acting Chairman . AGAWAM PLANNING BOARD =::::ueAs~ zBA .. . BId.Insp . .. Eng. Dept. Town Clerk File .. ... l I I, I ! • I I 11 I i I : 1 I .: • I • • I • I I I To: , " ) TOWN OF AGAWAM Department of Public Works 1000 Suffield Street .' Apwam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 CJuiItopher J. Golba • Superiateadellt , MEMORANDUM R Levesque Associates, Inc CC; From: File .' Enafueerlng Division Novanber 7. 2013 Date: SidJjr:er. . Durik:ln>DoDUtS -]89 Main Street -SP 580 .~ , ~ has reviewed the slbrpiIID eatIticd "PropolecHJunkinDonlltJ.RHIIIunmt, 389 Main Slrect, Apwam, MA; Prepared by R. Levesque Auociates; Dated: October 2013; Rmsed 011: ~246. 2013 and _md on November~, 2013" IIOd WI' havothe foUO'II'iDg commenIB: ' 1. ,n-, appean to be i. draln pipe going from tho, catch basin an Main Street towwda the JX'4JOMCI. buiJdina. Prior to remoyiug this pipe (and nearby drain JI1IIIIhoJe), R. Levesque needato coefirm with M...ooT that they are DO IllIIp' Deeded • . 2. MauOOT recently ~ 1he Town ltpiding a projDCt to nipA-veMalnSbeet. PIaDs have not Nm 1WIdo available yet to iho ToWn. HoWuver, this project may add liidewaiksalOll8 MaIn SInet. A sideWalkftmn the blildjoll to th&_ of U. Main 1!trect risIrt ofwaylhoold be COII8idered. 3. ThAI Stett· and Town are wuridrJa to desigo JIRliecIs that couicler all modes of traDIportBIioli (em, bicycles, ~ c:IC.);. It is hisf1Iy reoOm"..w, that a bieycle mclt be iDIIaI1ed 011 slID, to 8CCOII1IDOda1e cyclista.' . '.' 4. no stnlCIUrBl fltabi1l1¥ of tho 'BOils _ the tlQpo by tbD . dmnpehr _ 1houId ' be evallllled. EqineeriDg II coo.cc:med thst rlp-rap IIII1Y not be CII01IIIt to sIIb_1hD IIMCp slope. S. WOhIabIJI 1'»'"11" lid tbatrip.rap is addecItothc CIltimy ofllle SWIlo Ittho liackofthe lot, ........mug down tho lilll aJcos th& driveway to the pmthcrn property IiIle. The velocity of IIoI'lIIWIteI In this steeper Ucdoo of the ~ could CIII80 eroIioD. IIId threatIoR tho iDmsrity oflllo Ilopo Il08l'1110 dumpster 01 impIci the 8IeII down gradieDt. , ' 6. On Shoot!).!, the Itmm waIar c:aIcll basin detail (0-3) shows a Tee instead ofahood to be iDstalled lit the outlet pipe. ThiB Tee dosi&n may make it difIicult to ~ tile 12" pipe when needed as it _ DOt hive a c:wp 011 tile lido. A IIood is ~ for this aDlt 1'Iui!! . JlngineerinB __ tile right to make acIdltiooal comments as DOW InfurmaliOll is IUbmitted. If you have any quMioos plcuc do DOt beIItaIe to ~this division. SiDc:ereIy. ~~~ COiOFi ~.~ tlf.f&P£~ Civil Rngineer I ' TOWIIBngi .... • :Wp\S80 ilIIIklA DaIa MoIa _ 2.doo I · I SECTION 4 I Locus MAp BASED ON AGAWAM GIS I I I I I I I I I I I I I I I I I I 1 I I 1 I I I 1 I J I I I I I I * NHESP Certffied Vernal Pools j '-, J ;/ -/i" . iC .. Note: . ;(, "' .y,- t", " \. \ -, ;~\ .. \ , '-, IC_ " 11'\_:, - -:.' IQQl NHESP Priority Habitats of Rare Species IZ3 NHESP Estimated Habitats of Rare Wildlife -1. ThisplaoWllS aeared byRLev5JleAssociltcs, Inc: iorpllllllilg JUpOS£s ooIy. Topogm~, aerialphotograp:ly. amc.tmGJS iofcnmtioo waedcrlval. fromMass GIS. The infOlltlllliln herein i~ bared on _ ooroIinale system of Stare Rwe, Mms MaDlIand, HAD 83. W+E o 250 500 s 1,000 1,500 Feet ---- Figure No.1: Locus Map USGS West Springfield Quadrangle Main Street Agawam, Massachusetts I J I I I I I I I J I J I I I I I I I ApPENDIX I SITE PlAN BY R LEVESQUE ASSOClATfS, iNC. DATED OCTOBER 8,2013, REviSED SEPTEMBER 2,2014 I I I I I I I I I I Application, Narrative & Supporting Documents Proposed Dunkin' Donuts Restaurant 385 -389 Main Street, Agawam, MA (Assessors Parcel K13 2 10) I Applicant: I I I I I I I I Salmar Realty, Inc. c/o Mr. Peter Martins 4 Harding Drive Ludlow, MA 01056 Owner: Mushy's Golf Center, LLC 365 Main Street Agawam, MA 01001 Project File #: 130406 A LAND PLANNING SERVICES COMPANY 40 School Street. P.O. BOX 640, Westfield. MA 0I0B5 p 413.568.0985 . f 413.568.0986 . www.rlaland.com I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS SITE PLAN REVIEW APPLICATION PROPOSED DUNKIN' DONUTS RESTAURANT 385 -389 MAIN STREET AGAWAM, MA 01001 (AsSESSOR PARCELS K13 2 10) ITEM SECTION TITLE PAGE TABLE OF CONTENTS COVER LmER ... .••. .•••.• •••..••.........•.......••.......•.. ••••.••.... .••..•••.....•. .•• ••••.• ••.... .••• 1 TOWN OF AGAWAM ApPLICATION UNDER ZONING FOR SITE PLAN REVIEW .•.•..••••.••.. 2 DEED ..••••..••.•••.•....•.•...••••.••••.•••...........••..••.......•..•••••..••....•.•••...•..•.........••.••. 3 NARRATIVE ADDENDUM TO APPLICATION .......................................................... .. 4 TRAFFIC STUDY (BY JSP LAND DEVELOPMENT) ..................................................... . 5 Locus MAp BASED ON AGAWAM GIS .............................................................. . 6 TYPICAL BUILDING & SIGNAGE ELEVATIONS (FOR REFERENCE ONLY) .•.•.......••..•.•..••.. 7 LIST OF ABUTTERS WITHIN 300 FEET OF PROPERTY (SOURCE: TOWN OF AGAWAM AsSESSOR) ......................................................... . 8 ApPENDIX I SITE PLAN SET BY R LEVESQUE AsSOCIATES, INC., DATED OCTOBER 8 , 2013 I I SECTION 1 I COVER LmER I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 40 School Strut PO. BOX 640, Westfir,:1r.L MA 01085 P 413.568.0985 . f 413.568.0986 illuJmr!a!;",nd.cos October 8, 2013 Mr. Travis Ward, Chair Town of Agawam Planning Board 36 Main Street Agawam, MA 01001 RE: Site Plan Review Application Proposed Dunkin' Donuts Restaurant 389 Main Street, Agawam (Assessors Parcels K19 2 10) RLA Project File: 130406 Dear Mr. Ward & Board Members: On behalf of aur client, Mr. Peter Martins of Salmar Realty, Inc., our office is herein filing an application for Site Plan Review to allow for the construction of a Dunkin' Donuts restaurant with drive-through and associated site improvements within the subject property. Included herewith, you will find the original and requisite number of copies of the application form and supplemental documents. A digital copy of the plans has been submitted as required. If you have any questions regarding this matter, please feel free to contact our office at your convenience. Sincerely, R LEVESQUE ASS~ ~~q"" RIA, ASIA President cc: Mr. Peter Martins A lAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I I SECTION 2 TOWN OF AGAWAM ApPLICATION UNDER ZONING FOR SITE PLAN REviEW I I I I I I I I I I I I I I I I I I I TOWN OF AGAWAM, MASSACHUSETTS FORM 0 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 _________ O~cl~obe~r~8~. _____ 20~13~_ 1. Name of Business Salmar Realty. Inc Address c/o Peter Martins. 4 Harding Drive, Ludlow, MA 01056 Phone # (413) 737-5861 Fax # (413) 737-5883 email: peter.martins@saiesmanagement.com 2. Name of Applicant/Owner _""Sa",lm"""arwR",e""aI",tyoJ..,,-,In,,,,,,,c.~ ____________________ _ Address c/o Peter Martins, 4 Harding Drive, Ludlow. MA 01056 Phone # (413) 737-5861 Fax# (413) 737-5861 email: petermartins@saIesmanagement.com 3. Name of Engineer/Architect Robert M. Levesque, RLA ofR. Levesque Associates, Inc. Address __ ~4~0~S~ch~oo~I£Srr~e~e~l~P~.O~.~B~0~x~64~0~.VV~e~~~fie~l~d,~MA~~0~1~0~85~ __________ __ Phone # (413) 568-0985 Fax# (413)568-0986 email: robl@rlaland.com 4. Please give a brief description of the proposed project: Proposed consrruction of a new 2,100 square foot Dunkin' Donuts Restaurant and drive-through with associated site improvements. I I I SECTION 3 DEED I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I FIDUCIARY DEED Bk 15903 Pg197 #41874 05-17-2006 @ 03:17p KNOW ALL PERSONS BY THESE PRESENTS TIIA T, JANICE BELL, EXECUlRlX OF THE ESTATE OF FRANK A. GRASSO, of83 Elm Street, Tariffville, Connecticut, by power conferred under the Will of Frank A. Grasso (Hampden County Probate No. 01P-2529EP) and every other power, for THREE HUNDRED THOUSAND ($300,000.00) Dollars paid, grants to MUSHY'S GOLF CENTER, LLC, a Massachusetts limited liability company with a usual place of business at 369 Main Street, Agawam, Massachusetts, the real estate and improvements thereon located in Agawam, Hampden County, Massachusetts as more particularly described on Exhibit A attached hereto and made a pari hereof. Executed as a sealed instrument this d£ day of fi(}((/( , 2006. COMMONWEAL 1H OF MASSACHUSEITS Hampden, ss. On this 26-day of ~107 ,2006, before me, the undersigned notary public, personally appeared Janice Bel~ xecutriK of the Estate of Frank A. Grasso, who proved to me through satisfactory evidence of identi fication, which was personal knowledge, to be the person whose name is signed on the preceding or attached document, and acknowledged to me that she signed it voluntarily for its stated purpose. ~ '" t1 9(-.1 r.:> co m t) '"""" ;9, , Wtr) ~~ (0 ::1 W k -0 OIL \II i":' :z: if' CJ (, .• J ,.:;._ -r.o\ !-oICl 0.. -; '" fi Wl: -.0:':;: ~§ (L W rI .-"" ~ ~'-m t~i C; X. id .= i.~ J I;:. 1...;'; 0 C\ 0 lj., ..... ''''.:00.1 I I I I I I I I I I I I I I I I I I I Bk 15903 Pg 198 #41874 EXHIBIT A Three (3) certain parcels of real estate situated in Agawam, Hampden County, Massachusetts, bounded and described as follows: PARCELl: Beginning at an iron rod in the easterly line of Main Street, at the southwesterly comer of the premises conveyed to Raymond E. Hams et al by deed of Esther R. Cohen dated May 10,1946 and recorded in Hampden County Registry of Deeds Book 1826, Page 458; thence running N 60°58'12" E along said last named land one hundred twenty (120) feet to the southeasterly comer of said last named land; thence running N 19°01 '48" W along said last named land two hundred (200) feet to land conveyed to Eugino Albano et al by deed of Esther R. Cohen; thence running N 60°58'12" E along said last named land one hundred thirty (130) feet; thence running N 8°40'12" E along said last named land three hundred ninety-eight and 29/100 (398.29) feet; thence running N 21"33'09" E along land now or formerly of Esther R. Cohen seven hundred sixty-eight and 67/100 (768.67) feet; thence running N 3°05' W along said last named land three hundred forty-eight (348) feet; thence running N 37°05' W along said last named land four hundred (400) feet to land now or formerly of Marguerite F. Caldon; thence running S 46°20' E along said last named land two hundred thirty-one and 321100 (231.32) feet to an iron rod at land now or formerly of one Hull; thence running southeasterly along said land now or formerly of said Hull ninety-two and 35/100 (92.35) feet more or less to a point; thence running northeasterly along said last named land one hundred (100) feet more or less to an iron rod in the southerly line ofland now or formerly of one Grasso; thence running S 50°21' E along said southerly line of said last named land three hundred twenty-two (322) feet more or less to a four foot buttonball tree; thence running N 2'54' E along the easterly line of said last named land five hundred eighty-eight (588) feet to land now or formerly of Hampden County; thence running N 88°54' E one hundred sixty and 911100 (160.91) feet along said last named land to the northwesterly comer of land now or formerly of Nora T. Caldon; thence running S 2°54' Walong the westerly line of said last named land eight hundred eighty (880) feet more or less to the southwesterly comer thereof; thence running easterly along said last named land and land now or formerly of John Caldon, Sr. about one hundred twenty-eight (128) feet to land now or formerly ofE. F. Caldon; thence running southerly along the westerly line of said last named land two hundred seventy-nine and 14/100 (279.14) feet to a point; thence running southwesterly along said westerly line of said last named land three hundred ninety-three and 181100 (393.18) feet to a point; thence running southerly along said westerly line of said last named land eight hundred ten and 691100 (810.69) feet to a point on the northerly side of Meadow Farm Road and land now or formerly of Alfred M. Grasso et als, said land being the premises described as the Third Parcel in deed of Esther R. Cohen to Alfred M. Grasso et als dated June 16, 1954 and recorded in Hampden County Registry of Deeds Book 2317, Page 318, seventy and 29/100 (70.29) feet to a point; thence running westerly along the northerly side of said Meadow Farm Road and said last named land two 2410~8.1 I I I I I I I I I I I I I I I I I I I Bk 15903 Pg 199 #41874 hundred two and 881100 (202.88) feet to a point; thence running westerly along said last mentioned land one hundred eighty-seven (187) feet to the point of beginning. Containing twenty-three and 31100 (23.03) acres, more or less. Subject to all encumbrances of record. Together with a right of way along a two (2) rod farm road beginning at Main Street, Agawam, Massachusetts and entering into the above described real estate as shown on a plan of land in Agawam, Massachusetts owned by Frank and Alfred M. Grasso. Durkee, White, Towne and Chapdelaine -Engineers. Document No. 7535360 as recorded in Hampden County Land Registration Office. Said right of way being described in said plan as "remains of old road". PARCEL II: Beginning at an iron pin in the northerly line of a private right of way (as shown on a plan recorded in Hampden County Registry of Deeds Book of Plans 100, Page 56) leading to Main Street, said iron pin being at the southeasterly comer of other land of the grantor herein; and thence running Northerly along the easterly line of said other land of the grantor which forms an exterior angle of91 °53 '44" with the northerly line of said right of way a distance of eight hundred ten and 691100 (810.69) feet to a point; thence turning and running NORTHEASTERLY along last mentioned land in a straight line which forms an interior angle of 148°49'44" with the last described course a distance of three hundred ninety-three and 181100 (393.18) feet to an iron pin in the middle line of another right of way leading to the first mentioned right of way and also shown on said pIan; thence turning and running SOUTHERLY along said middle line of the right of way which forms an interior angle of26°58'20" with the last described course a distance oftive hundred thirty and 57/1 00 (530.57) feet to a point; thence turning and running SOUTHWESTERLY along said middle line which forms an interior angle of 170°42'40" with the last described course, a distance of six hundred thirty-four and 93/100 (634.93) feet to a point in the northerly line of said first mentioned right of way; and thence turning and running WESTERLY along said northerly line of the first mentioned right of way which fonos an exterior angle of 74°37' with the last described course, a distance of sixteen and 501100 (16.50) feet to the point of beginning. Containing 3.276 acres, more or less. Together with and reserving the right to use both of said rights of way shown on said plan for all purposes for which public streets are commonly used. PARCEL III: Certain real estate situated in that section of Agawam, Hampden County, Massachusetts easterly of Main Street in said Agawam, known and designated as "The Meadows", bounded and described as follows: 241058.1 .. I I I I I I I I I I I I I I I I I I I Bk 15903 Pg 200 *41874 Beginning at an iron pin in the Easterly line of Main Street at the Northwest comer of land now or formerly of Shaw Bros., Inc.; thence N 85°49'12" E one hundred (100) feet to a point; then turning and running S 4°10'48" E two hundred twenty-four (244) feet to a point; then turning and running S 57°50'19" W thirty-three and 82/100 (33.82) feet to a point in the Easterly line of Mead Street; then turning and running S 32°9'41" E fifty (50) feet along the Easterly line of Mead Street to a point; then turning and running Northeasterly two hundred fifty (250) feet more or less to a point; then turning and running Northwesterly four hundred seventy-five (475) feet more or less to an iron pin at other land of the grantor herein; then turning and running S 84°51'00" W two hundred two and 82/100 (202.82) feet 10 a point; then lurning and running N 81 ° 13' 00" W one hundred eighty-seven (187) feet to an iron rod in the Easterly line of Main Street; then turning and running along the Easterly line of Main Street S 19°01 '48" Wane hundred forty-three and 251100 (143.25) feet more or less to a point; then continuing along the Easterly line of Main Street S 04°10'48" E two hundred sixty~ight and 06/100 (268.06) feet more or less to the point of beginning. Reserving to Alfred M. Grasso, his administrator, executor, successor or assigns a right of way fifty (50) feet in width from Mead Street to land of said Alfred M. Grasso in "The Meadows" at or near "Middle Meadow Pond" so-called, said right of way having as its Southerly boundary the Southerly boundary of the above described parcel. Also reserving to Alfred M. Grasso, his administrator, executor, successor or assigns, a right of way along a two (2) rod farm road beginning at Main Street in said Agawam and crossing the above described parcel as shown on a Confirmation Plan of Land in Agawam, Massachusetts by Durkee, White, Towne and Chapdelaine, Engineers, July, 1958 and recorded in Hampden County Registry of Deeds, Book of Plans 77, Page 121, said right of way being descn'bed on said Plan as "Old Road". BEING the same premises conveyed to Frank A. Grasso (deceased) by deed dated June 23, 1972 and recorded with the Hampden County Registry of Deeds in Book 4021, Page 240. For probate of Frank A. Grasso, see Hampden County Probate No. 01 P-2529EP. 241058.1 ~~O~SHE, REGlSlCA "'" r REGlSmr OF,.· I I I I I I I "~ ~~ ,~ .~ I rf) ~ ~"t: I C)..:. ""-~~ I < ~ 'J~ 14> \-13- 'J ~ I<~ I I I I I I I Bk 16448 Pg269 #3726 01-16-2007 @ 02:02p AMENDMENT AND RELOCATION OF RIGHT OF WAY AGREEMENT made this 8~ day of Dee. . , 200 ~ by and between MARY CALDON JOHNSON of734 WilIiams Circle, Chapel Hill, North Carolina 27516, CHRISTINE CALDON RICHARD of 112 Chadwick Drive, Macon, Georgia 31210, hereinafter referred to as "Caldon" and MUSHY'S GOLF CENTER, LLC, a Massachusetts limited liability company with a principal place of business located at 369 Main Street, Agawam, Massachusetts 01001. WHEREAS Caldon is the owner of certain real estate located in Agawam, Hampden County, Massachusetts as described in a deed dated July 5, 1972 and recorded in the Hampden County Registry of Deeds in Book 3707, Page 364; and WHEREAS said real estate is shown on a "Right of Way Relocation Plan in Agawam, MA owned by Mushy's Golf Center, LLC" dated November 17, 2006 prepared by John K. Somers Professional Land Surveyor, and recorded in the Hampden County Registry of Deeds in Book ofPlans.:tJ!:L., Page q I ,as land now or formerly of Verteramo; and I I I I I I I I I I I I I I I I I I I Bk 16448 Pg 270 '3726 WHEREAS, as owner of said real estate, Caldon possesses rights to the use and utilizationofa right of way shown on said plan as "Existing Right of Way To Be Relocated'" and WHEREAS said real estate is adjacent to real estate as shown on said plan as ''Parcel ill"; and WHEREAS said "Parcel Ill" real estate is owned by Mushy's Golf Center, LLC and more particularly described as a portion of the real estate deeded to said Mushy's Golf Center, LLC by deed dated Ap ri I ~ } 62-00 ft2 and recorded in the Hampden County Registry ofDeeds in Book /0903 , Page 19 7 ; and WHEREAS said Right of Way is located upon said land of Mushy's Golf Center, LLC. NOW, THEREFORE in exchange for payment of Two Thousand and 00/100 ($2,000.00) Dollars paid by Mushy's Golf Center, LLC to Caldon and the mutual consid- eration expressed herein, the receipt and sufficiency of which is hereby acknowledged, the parties hereby agree as follows: 1. Caldon and Mushy's Golf Center, LLC hereby agree to relocate the said Right of Way. I I I I I I I I I I I I I I I I I I I Bk 16448 Pg 271 '3726 2. The Right of Way as shown on said plan as "Existing Right of Way To Be Relocated" is now relocated to that area designated on said plan as "Relocation of33' Wide Right of Way". 3. CaJdon, their successors, heirs, assigns and grantees hereby release and waive any and all rights to that area as shown on the plan as "Existing Right of Way To Be Relocated". """" SIGNED this B dayof ])ec.e..-.--~ , 200 ~ Hampden, ss: By: CENTER,LLC ~/~;~;~~~~~~~~~'Lf==c~ ~erana Hammett Its Duly Authorized Member COMMONWEALTH OF MASSACHUSETTS On this i!:!J.. day of ~, 200~ before me, the undersigned notary public, personally appeared Dana Hammett, proved to me through satisfactory evidence of identification, which was his driver's license, to be the person whose name is signed on the preceding or attached document, and acknowledged to me that he signed it voluntarily as the authorized member of Mushy's Golf Center, LLC for its stated purpose. , Notary Public _I _ I My Commission Expires: ~;;FI1~d()i I I I I I I I I I I I I I I I I I I I "' Bk 16448 Pg 272 #3726 STATE OF ~t~ cl\P{)l,\NA County of D\lHiAM . ss: On this l~ day of I.)£C€MBCJt • 200fL before me, the undersigned notary public, personally appeared Mary CaldOD Johnson, proved to me through satisfactory evidence of identification, which was her driver's license/other _-:--:-:--___ --:---:-" to be the person whose name is signed on the preceding or attached document, and acknowledged to me that she signed it voluntarily for its stated purpose. Notary My Commission Expires: O~ --01. -~ I I I I I I I I I I I I I I I I I I II STATE OF GeorgI CL ~'\~\ County of_-,-O..u..J..Dl..Du..._-" ss: Bk 16448 Pg 273 '3726 On this \ L, day of Ua-Wt , 200 JL, befo.re me, the undersigned notary public, personally appeared Christine Caldoll ~ proved to me through satisfactory evidence of identification, which was her driver's license/other Cc.p..~ OO(£;;l, 'l-a \ to , to be the person whose name is signed on the preceding or attached document, and acknowledged to me that she signed it voluntarily for its stated purpose. Notary Public My Commission Expires: I I SECTION 4 I NARRATIVE ADDENDUM TO ApPLICATION I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I NARRATIVE ADDENDUM TO SITE PLAN REVIEW APPLICATION as submitted ta the Town of Agawam Planning Board for the Proposed Dunkin' Donuts Restaurant Construction Parcel 10: K13 2 10 INTRODUCTION Main Street, Agawam, Massachusetts RLA Project # 130406 October 1, 2013 The applicant proposes to construct a Dunkin' Donuts Restaurant at the above-referenced parcel (hereinafter referred to as the "project site") on Main Street in the Town of Agawam. The project site lies within two zones, Business B Zone in the front and Industrial A in the rear of the parcel. The applicant is submitting this application to the Planning Board under Section 1 BO-13 "Site Plans Review." A Special Permit Application with the Zoning Board of Appeals and a Request for Determination with the Conservation Commission are or will be under review with the respective bodies for the proposed project. PROPERTY DESCRIPTION The project site is currently a vacant field with a gradual grade from west to east of the parcel with a starting elevation of 92ft at the property frontage to 88ft at the existing gravel road or eastern portion of the site. The project site has two addresses assigned to it (385-389 Main Street) as identified in the Town GIS database. PROJECT DESCRIPTION Overview The applicant proposes to construct an approximate 2,100 square-foot Dunkin' Donuts Restauront with a walk-in cooler. In conjunction with the proposed restaurant construction, the applicant proposes to construct two (2) curb cuts to define and control vehicular circulation. A total of fifty (50) parking spaces including two (2) handicap spaces will be provided. One-way, counter-clockwise, vehicular circulation will be provided in the parking area. The drive-through and vehicular bypass lanes provide access to additional parking. A fenced dumpster will be located at the rear of the paved parking area. Pedestrian walkways and landscaping will be installed per the site plan. I I I I I I I I I I I I I I I I I I I Narrative Addendum to Site Plan Review Application Main Street, Agawam, MA Grading & Stormwoter Management The existing site topography allows for the praposed construction to take place upon a relatively level plateau where the existing building and vehicular circulation areas are sited. Consequently, stormwater runoff can be routed to on-site collection points for treatment and infiltration. The stormwater management system is to be constructed with a deep-sump & hooded catch basin, stormwater drainage piping, and undergraund infiltration chambers. An existing overflow to the top of the slope to the east of construction will be retained for connection to the new system. The system, as designed, detains stormwater flows including the 2-year, 1 O-year and 100-year storm event. Peak discharge rates from the site are matched or reduced from pre-to post-construction conditions. Site Illumination The site illumination plan shows the proposed location of vehicular area lighting at the proposed restaurant. The proposed lighting housings are to be contemporary pole-mounted "box" fixtures for a downward cast of light and tight control of the light pattern. Where necessary, the housings are to be equipped with shields to prevent the scatter of light across praperly lines. In addition to the wall pack shown on the plan, architectural features will incorporate aesthetic fac;ade and entry lighting. Site Landscaping The site landscaping is designed to enhance aesthetics, provide shade where available, and meet the requirements of the Zoning Ordinance for buffering and screening. The proposed planting palette includes evergreen and deciduous plantings, shrubs, native trees, and groundcover elements. Traffic A traffic study by J.5. Pechulis Land Development Services, Inc. has been referred ta in Section 5 of this report for review. As is typical far this type of use, traffic volumes are largely generated during the peak morning hours and are greatly diminished for off-peak hours. Signage The proposed restaurant will be operated as a Dunkin' Donuts franchise. A propased pylon sign at the Main Street frontage will be installed. Wall signage will also be installed. Typical signage content and presentation is shown on the architectural elevations submitted; however, the constructed signage will conform to the requirements of the Zoning Ordinance for the Business B and Industrial A Districts. END OF NARRATIVE ADDENDUM I I SECTION 5 I TRAFFIC STUDY I (BY JSP LAND DEVELOPMENT) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J.S. PECHULIS / LAND DEVELOPMENT SERVICES, INC. JSP • • • • Site Design Permitting Construction Management Traffic Analysis 161 Notre Dame Street Westfield, MA 01065 Web: www.jsplds.com Phone: 413-564-0404 Fax: 413-564-n4OS October 2, 2013 Robert Levesque R. Levesque Associates, Inc. & Ecotec Environmen1a1 Associates 29 Broad Street Westfield, MA 01006 RE: Dunkin Donuts-Main Street, Agawam Dear Mr. Levesque: J.S.PechulisiLand Development Services, Inc. (JSPILDS) has been re1ained to evaluate the traffic acoess plan for the proposed construction of a Dunkin' Donuts fast food res1aurant located at 389 Main Street in Agawam, Massachusetts. Oullined below is the assessment of traffic access, trip generation, and driveway operations for the proposed project. Project Description The project includes the development of a currenlly vacant lot on the east side of Main Street The proposed Dunkin Donuts development plan calls for construction of a single 2,100 sf building equipped with a sit down dining area, walk up counter service and a drive up service window. The entire parcel is 71,362 sf. Existing Conditions Commuter period traffic counts were collected at the intersection of Main Street and Cooper Street just north of the project site. During the morning corrvnuter period, the peak hour traffic was observed to be between 7:45 and 8:45 AM. Traffic volumes along Main Street were measured at approximately 600 vehicles during the peak hour with the predominant flow of traffic heading in the southbound direction. During the evening two hour count period, the peak hour was measured between 4:15 and 5:15 PM. The traffic flow during this hour was measured to be balanced in the northbound and southbound direction with approximately 470 vehicles measured in both directions. Figure 1 presents existing peak hour traffic volumes. Proposed Site Access and Circulation The proposed development plan calls for one-way traffic flow in the counterclockwise direction serviced by two new driveways along Main Street. The southem driveway will be designated as an entrance only and will provide immediate access to the primary parking field for the res1aurant. Additional parkng to the north of the site will also be provided for a total parkng of approximately 50 customers and employees. Main Street Agawam Dunkirl Donuts Page 2 The intemal travel lane will be divided to provide a separate lane for the drive-thru window and a bypass lane. The proposed drive-thru lane will provide storage for approximately 12 vehicles. In this lane, customer orders, queuing, and pick-up will be accommodated without disruption of on-s~e circulalion. Leaving the property a single exit drive will be provided along the north side of the property. Trip Generation The traffic analysis focuses on the weekday moming peak hour as this time period coincides with Dunkin Donuts peak periods. During this lime period the Dunkin Donuts will experience the busiest sales acfivity of the typical day. Vehicle trips associated with the exisfing Dunkirl Donuts restaurant were based on exisfing traffic counts for the localion and supported by empirical trip generalion data samples for eight other existing Dunkin Donut facilities. Included in the eight sample restaurants are local Dunkin Donuts restaurants in West Springfield and Agawam. The empirical data used in this study included only stand alone stores with drive-thru windows. The empirical data for standalone Dunkin Donut restaurants in the region identify an average trip generation volume of 250 vehicle trips (entering and exiling) during the morning peak hour. It is expected that a majority of these customers will ulilized the drive-thru window service as empirical data shows that approximately 62% of morning traffic prefer this option. During the off peak hours of the proposed Dunkin Donuts s~e, empirical data idenlifies a significant drop in traffic acfivity. During the evening peak hours, traffic acfivity is approximately half that of the morning peak periods. Convenience oriented land uses sucih as Dunkin Donuts, have been measured to attract a majority of their customers directly from the traffic passing the site. Measurements of pass-by traffic published in the Inslitute of Transportalion Engineers Trip Generation Handbook indicate that these types of businesses typically experience pass-by trip rates that account for as mucih as 50 percent of the total traffic attracted to the site. Table 1 summarizes the empirical data and the projected vehicie trips for the proposed restaurant. Table 1 Dunkin Donuts Peak Hour Trip Generation Summary Weekday Morning Entering Exiling Weekday Evening Entering Exiling Walk-in 47 47 Walk-in 20 20 Drive-Thru 78 78 Drive-Thru 27 27 Total Trips 125 125 Total Trips 47 47 Based on Data provided by Dunkin Donuts operators and counts by JSPILDS Trip Distribution and Assignment The projected traffic activity associated with the proposed Dunkin Donuts was distributed to the surrounding roadway network based on the existing travel patterns measured within the area. Based on the proxim~ orientation of the access driveways, convenience, and travel time, the site generated traffic was assigned to the access drives serving the site. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Main Street Agawam Dunkirl Donuts Page 3 The estimated vehicle trips generated by the proposed Dunkin' Donuts were added to the respective morning and evening peak hour volumes oollected within the Main Street study area. Figure 2 presents the study area traffic volumes with the proposed project in place. Traffic Operations Traffic operations were measured through the application of HCS2000, Highway Capacity Software version 4.1. The application of HCS2000 is accepted by the Massachusetts Highway Department as the standard tool for measuring traffic operating oondrtions. HCS2000 uses a report-card style of grading intersection levels of service acoording to the amount of average delay calculated for the critical movements of each intersection approach. The grades range from the highest level of service, LOS A, to levels of service below acceptable operating capacity, LOS F. The morning peak hour capacity analyses of srte driveways are summarized in the following table. Table 3 LEVEL OF SERVICE SUMMARY 2013 EXISTING 2013 BUILD Intersection Peak Hour Delay LOS Delay LOS South Srte Drive al Weekday AM 9 sec. A Main Street Weekday PM 9 sec. A North Site Drive at Weekday AM 23 sec. C Main Street Weekday PM 19 sec. C Cooper Street at Weekday AM 14 sec. B 15 sec. B Main Street Weekday PM 16 sec. C 17 sec. C Note: Delays represent critical movement approach delay conditio ... Summary of Findings The proposed project is located along Main Street in Agawam and consists of construction of a new Dunkin Donufs restaurant. Based on field collected data including empirical trip generation volumes and study area traffic oounts, the following summarizes findings of the traffic impact assessment. • The project includes the oonstruction of a standalone 2100 sf Dunkin Donuts Restaurant with indoor seating and drive-thru window service. On-site parking for approximately 50 vehicles will be provided. • The site is expected to generate an estimated 250 vehicle trips into and out of project srte during the moming peak hour. A significant amount of the site generated traffic will be drawn from existing traffic along Main Street and will not be new to the area. • Traffic activity for the proposed use drops significanHy after the peak morning commute period. Traffic volumes for typical Dunkin Donuts sites during the evening peak hours represent less than 50% of the morning peak hours. • Site specific data for similar land uses as the proposed indicate that as much as 50% of the site generated trips are pass-by trips, which are trips drawn from traffic already traveling along adjacent roadways. • The proposed access plan includes two new curb cuts onto Main Street to service the project site. Main Street Agawam Dunkin' Donuts Page 4 • Calculated traffic operations at the s~e driveways and at the Main Street at Cooper Street Intersection are within acceptable service levels and will not introduce significant delays or impacts to traffic conditions along Main Street or at the two site drive locations. Sincerely, Jeffrey S. Pechulis JSP Land Development Attachments: Moming Peak Hour Traffic Volumes Traffic Counts Dunkin Donuts Empirical Data Intersection Capacity Analysis Reports I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -435 ,81 282 _ l r 22 , NU) a: I-N II) Il'ltl 00:: Of-U (l) -377 ,93 NOT TO SCALE JL -51 6 337 - JL -470 525 - MORNING PEAK HOUR .:c.: ~i-I :::;:. ~':: c.:; If uo 1_ -516 -.1 MAIN STREET 337 - EVENING PEAK HOUR _~ MAIN STREET 525- AGENT: FIGURE I EXISTING VOLUMES MAIN STREET DUNKIN DONUTS J S P LAHDDEVaOPI8T 1'1 NOTflEDllMEsr WfSTFlao,W.01Il115 PHOME:41~ FAX:41J..6e4.OGS -498 ,93 324-l r 22, I Nr0 IYI---N..o ww CLW 000 Of-UCll -395 ,97 460-l r 34, I NOT TO SCALE JL 387- JL 550- MORNING PEAK HOUR PROJECT SITE -516 IW ~2: 0"' enD L75 -516 50 --.t 387- MAIN STREET EVENING PEAK HOUR PROJECT SITE -470 IW ~2: 0"' enD L22 -470 25 --.t 550- TITLE: PRoJECT: AGEl'll: MAIN StReET FIGURE 2 BUILD VOLUMES MAIN STREET DUNKIN DONUTS ..I SPun""",,",", 181 tmREDAMEST PHONE:41~ WESTF1ELD,IIIA01[11,5 FAX:413a4-00i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Site Code : Agawam N-S Street: Cooper E-W Street: Main Weather : clear Time Begin 7:00AM 7:15AM 7:30AM 7:45AM HRTOTAL 8:00 AM 8:15AM 8:30AM 8:45AM HRTOTAL DAYTOTAL From Truck LT o 3 10 12 11 32 65 24 18 15 17 4 74 7 139 South THRU 71 81 86 118 356 102 153 105 119 479 835 DIRECTION FROM START PEAK HOUR South 7:45 AM North 8:00 AM Wast 7:00AM East 7:00 AM Entire Intersection South North West East Intersection 7:45AM Seasonal Adjustment Factor: South 7:45 AM North West East r0reca'5t A.Ojustrnent Factor. South North West East 7:45AM RT o o o o o o o o o o a Turning Movement Count Summary Cooper at Main Movements by : Primary From North From West Truck LT THRU o 1 o 2 a 1 1 3 5 o o o o 40 47 49 62 o 198 a 76 a 81 a 91 a 67 a 315 o 513 RT 2 2 6 6 16 6 2 10 5 23 39 Truck LT THRU RT o o o o o o o a a o o 5 5 7 8 25 6 4 6 7 23 48 o o o o o 17 20 17 16 70 o 15 o 11 o 18 o 15 a 59 o 129 PEAK PERIOD ANALYSIS FOR THE PERIOD 7:00 AM -9:00 AM PEAK HOUR FACTOR 0.83 0.84 0.95 0.00 0.83 0.82 0.88 0.00 0.92 0.91 1.00 ............. VOLUMES. Truck Left Thru Right Total 4 3 o o 4 2 o o Truck 4 2 o o Annual growth rate: 89 478 o 567 o 315 23 338 25 0 70 95 o a o 0 89 478 o 567 a 310 24 334 24 0 60 84 o 0 o 0 Seasonally Adjusted Volumes Left Thru Right T etal 81 435 0 516 o 282 22 304 2205516 o 0 a 0 1.0% Forecast years: o Year Forecast Volumes Truck Left Thru Right T ctal 4 81 435 0 516 2 a 282 22 304 02205576 o 0 0 0 0 Page 1 From East Truck LT TiHRU o o o o o o o o o o a o o o o o o o o o o a o o o o o o o o o o o ....... .PERCENTS .. RT o o o o o a a a a o o Truck Left Thru Right o o o o 16 o 26 a 16 o 29 a 84 93 a o 84 93 o o (From Mass Highway Factors) Intersection Total: 896 a o 7 74 o a 7 71 o PAGE: 1 FILE: Cooper AM DATE: 9/24/13 Vehide Truck Total Total 146 168 178 243 735 231 270 247 232 980 1,715 2 1 5 2 1 2 2 7 12 Cooper AM.xls Output Site Code : Agawam N-S Street: Cooper E-W Street: Main Weather : clear From South Time Begin Truck LT THRU RT 4:00AM 4:15AM 4:30AM 4:45AM HRTOTAL 5:00AM 5:15AM 5:30AM 5:45AM HRTOTAL DAY TOTAL 1 27 3 21 4 25 o 29 8 102 2 27 o 21 4 25 1 28 7 101 15 203 98 103 91 114 406 106 103 90 82 381 767 DIRECTION FROM START PEAK HOUR South 4:15 AM North 4:30 AM West 4:00AM East 4:00AM Entire Intersection South North West East Intersection 4:15AM Seasonal Adjustment Factor: South 4:15 AM North West East Forecast Adjustment Factor: South North West East 4:15AM o o o o o o o o o o o Turning Movement Count Summary Cooper at Main Movements by : Primary From North From West Truck LT THRU RT Truck LT THRU RT 3 3 4 11 o 2 2 5 16 o 112 o 106 o 119 o 122 o 459 o 135 o 108 o 101 o 81 o 425 o 8B4 11 10 8 6 35 13 11 6 4 34 69 o o o o o o o o o o o 9 10 3 6 28 6 8 12 3 29 57 o 23 o 30 o 16 o 29 o 98 o 20 o 20 o 21 o 22 o 83 o 181 PEAK PERIOD ANALYSIS FOR THE PERIOD 4:00 AM -6:00 AM PEAKHQUR FACTOR 0.92 0.90 0.79 0.00 0.92 0.89 0.75 0.00 0.95 0.91 1.00 ...... .vOLUMES .... Truck Left Thru Right Total 9 9 o o 9 10 o o 102 414 o 484 28 0 o 0 102 4t4 o 482 25 0 o o o 516 38 522 98 t26 o 0 o 516 37 519 95 t20 o o Seasonally Adjusted Volumes Truck Left Thru Right Total 8 93 377 0 470 9 0 439 34 472 o 23 0 86 109 o 0 0 0 0 Annual growth rate: 1.0% Forecast years: o Year Forecast Volumes Truck Left Thru Right Total 8 93 377 0 470 9 0 439 34 472 o 23 0 86 109 o 0 0 0 0 Page 1 From East Truck LT THRU RT o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o .. ... PERCENTS .... o o o o o o o o o o o Truck Left Thru Right 2 2 o o 2 2 o o 20 o 22 o 20 o 21 o 80 93 o o 80 93 o o (From MassHighway Factors) Intersection T mal: 1051 o o 7 78 o o 7 79 o PAGE: 1 FILE: Cooper PM DATE: 9/30/13 Vehicle Truck Total Total 262 266 269 310 1,147 309 273 261 222 1,065 2,212 2 6 7 4 19 2 2 6 2 12 31 Cooper PM.xls output I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I DUNKIN DONUTS TRIP GENERATION EMPIRICAL DATA Empirical Data: Dunkin Donuts (Based on only stand alone sites) Site 10 Site 10 Site 11 Weekday 1856 AMPHC 80 70 AM PH DT 170 146 AM PH 250 216 306 PMPHC PM PH DT PM PH 96 SAT 1698 SAT PH C SAT PH DT SAT PH SUN SUNPH KEY Site 10 Site 11 Site 12 Site 13 Site 14 Site 15 Site 16 236 1366 198 Westfield Street, W.Springfield West State Street Granby Federal Street, Belchertown Main Street Monson Silver Street Agawam Memorial Ave, West Springfield Southwick Street Feeding Hills Site 12 1820 270 104 1746 220 1550 208 Site 13 Site 14 1548 156 134 228 290 86 1460 104 140 198 244 1298 174 (stand alone, drive-thru) (stand alone, drive-thru) (stand alone, drive-thru) (stand aione, drive-thru) (stand alone, drive-thru) (stand alone, drive-thru) (stand alone, drive-thru) Site 15 Site 16 Average 1741 100 62 94 126 202 156 226 264 250 95 1635 104 140 225 1405 193 Weekday AMPHC AM PH DT AM PH PMPHC PM PH DT PM PH SAT Total daiiy two way traffic generalion estimates based on registar receipt data Morning peak hour oounter service two way traffic generation SAT PH C SAT PH DT SAT PH SUN SUN PH Morning peak hour drive-thru service two way traffic generation Total morning peak hour Dunkin Donuts traffic generation Evening peak hour counter service two way traffic generation Evening peak hour drive-thru service two way traffic generation Total evening peak hour Dunkin Donuts traffic generation Total daily two way traffic generation estimates based on registar receipt data Saturday peak hour counter service two way traffic generation Saturday peak hour drive-thru service two way traffic generation Total Saturday peak hour Dunkin Donuts traffic generation Sunday daily two way traffic estimates based on registar receipt data Total Sunday peak hour Dunkin Donuts traffic generation Notes: Ail values represent vehicle trips (in + out) Data based on both traffic counts and negistar receipt data. Page 1 38% 62% 43% 57% Private property and confidential, not for reference, copy, or reuse without written consent from JSP Land Development TWO-WAY STOP CONTROL SUMMARY ~ite ::: JSP P~t~':?' ':' JSP I,,, 101112013 ~". i Year :"; n'm~o;;eriod AM : [ Main Sf DD : Street: South Drive I Street: Main Sf i .C ,: North-South IStudy Period (hrs): 1.00 , Volumes and An;" lMajor Street 1 2 3 4 L T R L I a 516 75 50 'Factor, PHF 0.83 0.83 0.83 0.83 IHourly Flow Rate, HFR a 621 90 60 : Heavy a ----a Type RT 0 _anes 0 1 0 0 , TR LT , Signal 0 ~ inor Street und 7 8 9 10 L T R L Volume 0 0 0 0 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 , Flow Rate, HFR 0 0 0 0 : Heavy i 0 0 0 0 : Grade (%) 0 Flared N 0 RT v, a ILanes 0 0 a 0 Delay, Queue . and Level of NB SB 1 4 7 8 9 iLane r.nnfino ,,,,I;nn LT " (vph) 60 C (m) (vph) 898 vic 0.07 95% queue length 0.21 ,=,-oOIrO! Delay 9.3 LOS A , Delay --- ,LOS --- Rights Reserved HCS2000™ Copyright 0 2003 University ofFlorida, All Rights Reserved Version 4.lf South Drive Local 2013 5 T 387 0.83 466 - 1 a ",nn 11 T 0 0.83 0 0 0 N 0 0 10 6 R 0 0.83 0 -- 0 0 12 R 0 0.83 0 0 0 0 11 12 Version 4.1f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TWO·WAY STOP CONTROL SUMMARY .",t;,," !Site Inf", n"e,p' JSP II'''''' o,,~"u, South Drive 16ate ,.;'l-o. JSP Local 101112013 -,. i Year 2013 -:. :~: n~;ieriOd PM . : [ Main StDD : Street: South Drive I Street: Main St 'l .. h;~I •. ~~ndAdil IStudv Period (hrs): 1.00 ~ajor Street und <:n"'hhnund 1 2 3 4 5 L T R L T 0 470 22 25 550 '" Factor, PHF 0.90 0.90 0.90 0.90 0.90 'n, ,n" Flow Rate, HFR 0 522 24 27 611 Heavy 0 ----2 -- i Type RT rh"n, 0 Lanes 0 1 0 0 1 ",,,';nn TR LT ~ 0 0 ... n~ 7 8 9 10 11 L T R L T 0 0 0 0 0 . ~". .PHF 0.90 0.90 0.90 0.90 0.90 . Flow Rate, HFR 0 0 0 0 0 . Heavy 0 0 0 0 0 : Grade ('!o) 0 0 N N 0 0 RT 0 "n .. ~ 0 0 0 0 0 I I 0" .. " .. I .. nnth and Level of : NB SB und 1 4 7 8 9 10 Lane r. LT . v (vph) 27 C (m) (vph) 1023 vic 0.03 95% queue length O.OB I Delay B.6 LOS A Delay -- LOS --- ffCS2000™ Copyright 0 2003 University of Florida, All Rights Reserved 6 R 0 0.90 0 - 0 0 12 R 0 0:90 0 0 0 0 und- 11 12 Version4.1f TWO-WAY STOP CONTROL SUMMARY Site JSP ~~~.~. JSP Vd'" '_''':'''''_u 101112013 ; Time Period AM tr i MainSlDD t Street: North iv~ ; an! 1 L o . Factor, PHF 0.83 liouriy Flow Rate, HFR 0 t Heavy 0 Type ""inorSt~ 7 L 50 . Factor, PHF 0.83 !-In, . Flow Rate, HFR 60 t Heavy 0 : Grade (%) Flared RTC Lanes 0 C (m) (vph) vic 950/0 queue length I Delay LOS and Level of . NB 1 I Delay - I LOS -- Ri"hts Reserved . i .. , Year I Street: Main SI IStudy Period (hrs): 1.00 2 T 516 0.83 621 - 1 T o 0.83 o o o N o o LR 3 R o 0.83 o - o o 9 R 75 0.83 90 o o o S~ ,'lnO 4 L o 0.83 o o o 10 L o 0.83 o o o 4 789 LR 150 347 0.43 2.23 23.2 c -23.2 --C HCS2()()()TM Copyright C 2003 University of Florida, All Rights Reserved Version4.lf North Drive Local 2013 5 T 387 0.83 466 .- 1 T 1 T o 0.83 o o () N o o 10 11 6 R o 0.83 o - o o 12 R o 0.83 o o o o 12 Version4.1f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TWO-WAY STOP CONTROL SUMMARY General Information ~ite Information Analyst JSP Intersection ~gencY/Co. JSP ~urisdiction Date Performed 101112013 Analysis Year [Analvsis Time Period PM ~roject Description MainSIDD EastlWest Street: North Drive INorthlSouth Street: Main SI Intersection Orientation: North-South IStudy Period (hrs): 1.00 Vehicle Volumes and Adjustments Major Street Northbound Movement 1 2 3 4 L T R L I/olume a 470 a 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 522 0 0 Percent Heavy Vehicles a --0 Median Type Undivided RT Channelized 0 anes 0 1 0 0 vonfiguration T Upstream Signal 0 Minor Street Westbound Movement 7 8 9 10 L T R L Volume 25 0 22 a Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 27 0 24 0 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 lared Approach N Storage 0 RT Channelized 0 anes 0 0 0 0 Configuration LR Delay, Queue Lenllth, and Level of Service Approach NB SB Westbound Movement 1 4 7 8 9 Lane Configuration LR v (vph) 51 C (m) (vph) 314 IY/c 0.16 ~5% queue length 0.58 ~ontrol Delay 18.7 LOS C [Approach Delay ---18.7 f\pproach LOS ----C Rights Reserved Copyrigbt C 2003 Ulliversity of Florida, All Rights Reserved Version 4.1f North Drive Local 2013 Southbound 5 6 T R 550 a 0.90 0.90 611 a -- 0 1 0 T 0 Eastbound 11 12 T R 0 0 0.90 0.90 0 0 0 a 0 N 0 0 0 0 Eastbound 10 11 12 Version 4.lf TWO-WAY STOP CONTROL SUMMARY lGeneral Information lSite Information f'\nalyst JSP ntersection !Agency/Co. JSP ~urisdiction iJate Performed 101112013 !Analysis Year iAnalysis Time Period AM Exisling ~oject Description Main SI DO asVWest Street: Cooper INorth/South Street: Main St ntersection Orientation: North-South IStudv Period (hrs): 1.00 Vehicle Volumes and Adjustments Major Street Northbound Movement 1 2 3 4 L T R L ~olume 81 435 0 0 Peak-Hour Factor, PHF 0.92 0.92 0.92 0.92 ~ourly Flow Rate, HFR 88 472 0 0 Percent Heavy Vehicles 1 --0 Median Type Undivided RT Channelized 0 anes 1 1 0 0 Configuration L T Upstream Signal 0 ~ inor Street Westbound Movement 7 8 9 10 L T R L Volume 0 0 0 22 Peak-Hour Factor PHF 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 0 0 0 23 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 Flared Approach N Storage 0 fl.T Channelized 0 anes 0 0 0 0 r.onfiguration Delay, Queue Length and Level of Service Approach NB SB Westbound Movement 1 4 7 8 9 ane Configuration L v (vph) 88 C (m) (vph) 1236 vic 0.07 95% queue length 0.23 Control Delay 8.1 OS A I\.pproach Delay --- Approach LOS --- Rights Reserved HCS2000™ Copyright C 2003 University of Florida, All Rights Reserved Version4.lf Main at Cooper Local 2013 Southbound 5 6 T R 282 22 0.92 0.92 306 23 --- 0 1 0 TR 0 Eastbound 11 12 T R 0 55 0.92 0.92 0 59 0 0 0 N 0 0 0 0 LR Eastbound 10 11 12 LR 82 488 0.17 0.60 13.9 B 13.9 B Version4.1f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TWO·WAY STOP CONTROL SUMMARY i3eneral Information lSite Information Analyst JSP Intersection Agency/Co. JSP ~urisdiction Date Performed 101112013 f,nalysis Year Analysis Time Period PM Existinq Proiect Description Main StDD East/West Street: Cooper INorth/South Street: Main St Intersection Orientation: North-South IStudy Period (hrs): 1.00 ~ehicle Volumes and Adjustments Major Street Northbound ~ovement 1 2 3 4 l T R L Wolume 93 377 a a Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 97 396 a a Percent Heavy Vehicles 1 ----a Median Type Undivided RT Channelized a Lanes 1 1 a a onfiguration L T Upstream Skmal a inor Street Westbound ovement 7 8 9 10 L T R L Wolume a a a 23 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR a 0 a 24 Percent Heavy Vehicles a a a a Percent Grade (%) a Flared Approach N Storage a RT Channelized 0 Lanes 0 a 0 a Configuration Delay, Queue Length, and Level of Service Approach NB SB Westbound Movement 1 4 7 8 9 Lane Configuration L v (vph) 97 C (m) (vph) 1072 vic 0.09 5% queue length 0.30 Control Delay 8.7 LOS A I\pproach Delay ---- I',pproach LOS --- Rights Reserved HCS2000™ Copyright 0 2{)O3 University of Florida,. All Rights Reserved Version 4.lf Main at Cooper Local 2013 Southbound 5 6 T R 439 34 0.95 0.95 462 35 --- a 1 0 TR a Eastbound 11 12 T R 0 86 0.95 0.95 0 90 0 a 0 N 0 0 0 a LR Eastbound 10 11 12 LR 114 440 0.26 1.04 16.0 C 16.0 C Version 4.lf TWO-WAY STOP CONTROL SUMMARY ,~+lnn lSite ~~~ !"u,i Main at Cooper Date ""d. Local 101112013 Year 2013 . ; Time Period AM Build ~ I~ MainStDD I Street Main St . IStudv Period (hrs\: 1.00 , Vnl"n-o"., and '''''''. Major Street "nrl <: 1 2 3 4 5 L T R L T Vnh,mA 93 435 0 0 324 . Factor, PHF 0.92 0.92 0.92 0.92 0.92 IHourly Flow Rate, HFR 101 472 0 0 352 I Heavy 1 ----0 -- Type f{T 0 canes 1 1 0 0 1 L T , Signal 0 Ninor Street 7 8 9 10 11 L T R L T Volume 0 0 0 22 0 Jr Factor, PHF 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 0 0 0 23 0 : Heavy 0 0 0 0 0 • Grade (%) 0 0 Flared N N 0 0 RT r.f 0 Lanes 0 0 0 0 0 LR = Queue , and Level of: NB SB 1 4 7 8 9 10 11 Lane r, L LR (vph) 101 91 C (m) (vph) 1189 463 vic 0.08 0.20 95% queue length 0.28 0.73 Delay 8.3 14.7 LOS A B Delay ---14.7 LOS ---B Rights Reserved Copyright C 2003 University QfFlorida, All Rights Reserved Version4.lf 6 R 22 0.92 23 -- 0 0 TR 12 R 63 0.92 68 0 0 0 12 Version 4.1£ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TWO·WAY STOP CONTROL SUMMARY General Information ~ite Information Analyst JSP Intersection Main at Cooper Agency/Co. JSP ~urisdiction Local Date Performed 101112013 ~nalysis Year 2013 Analysis Time Period PM Build Project Description MainStDD EastlWest Street: Cooper NorthlSouth Street: Main St I ntersection Orientation: North-South Study Period (hrs): 1.00 ~ehiCle Volumes and Adjustments ajor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 97 395 0 0 460 34 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourty Flow Rate, HFR 102 415 0 0 484 35 Percent Heavy Vehicles 1 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream SiQnal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 23 0 90 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourty Flow Rate, HFR 0 0 0 24 0 94 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade ('!o) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Confi9uration L LR ~ (vph) 102 118 C (m) (vph) 1052 422 ~/c 0.10 0.28 ~5'!o queue length 0.32 1.16 ~ontrol Delay 8.8 16.8 LOS A C ~proach Delay --16.8 ~proach LOS --C HCS2000™ Copyright 00 Z003 University of Florida., All Rights Reserved Version 4.lf I I SECTION 6 I locus MAp BASED ON AGAWAM GIS I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~~ ~tt?! .""l "-f. ,. .. 2 --_ !"1-:*' 'n Uil ... ·· . ,', ~ '. J.i. ~'-: \. ; 1 ~ "C . The information depicted on this map is for planning purposes only_ It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. 389 Main St. 9/12/20132 :20:25 PM 21 1 :1500 1"=125' I I I I I I I I I I I I I I I I I I I SECTION 7 TYPICAL BUILDING & SIGNAGE ELEVATIONS (FOR REFERENCE ONLY; NOT To BE USED FOR CONSTRUCTION) I I I I I I I I I I I I I I I I I I I nll'1S'I':J_1Ml~'WIDI ~--""'~~ • .11 YIY , .i53l.iH:>~Y 'H.LINS '0 S3Nyr u;;o ... 4SI .......... _ ... ~ ___ _ z "» CD MA EXTERIOR ELEVATIONS; PYLON ELEVATION; FINISH SCHEDULE PCF __ ~IriII_~~ j" ill 1'1 ~I 'II iii I; i ~ " . . ~ ~ il~ r IUln ~ i I~,l ,'I ;I! II , ~ lell!!!!1 1,1':1111 il" I! JAMES D. SMITH, ARCHITECT, AlA »~~ ... 8ARMS'T1llU.1lA1I2IIIIII ___ 3II1-a.:lO ".....,~..-.NEI" ~~o ~I I I I I I I I I I I I I I I I I I I I SECTION 8 LIST OF ASUTIERS WITHIN 300' OF PROPERTY (SOURCE: TOWN OF AGAWAM ASSESSOR) I I I I I I I I I I I I I I I I I I I Town of Agawam September 18,2013 Paula Geddis Assessor's Office 36 Main St, Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 X 8704 Fax 413-786-9927 Email: assessor@agawam.ma.us R. Levesque Associates Inc. 40 School St. PO Box 640 Westfield, MA 01085 Dear Paula: On September 17, 2013, you requested a Certified Abutters List for R. Levesque Associates Inc. for the property located at 385-389 Main Street, further identified as Map K13, Block 02, Lot 0010. The request was for abutters within 100 feet and 300 feet from the subject property. The attached list to this cover letter represents, to the best of our knowledge, the current owners of the properties that abut within 100 feet and 300 feet of 3 85-389 Main Street. We have also attached a map showing the subject parcel and the abutters as generated by our GIS Mapping System. -- - - --9/1812013 PARCEL 10 Ownert K1329 MUSHY·S GOLF CENTER LLC l13 1 :3 CAlOQN JAMES A JOHNSON MARY K1325 PARROTTA PETER A K13210 MUSHY·S GOLFCENTERLLC K13 3 4 BURKE GERALD M L12 4 21 VERTERAMO FRANK A K1333 LAFLEUR ARTHUR D UT K13 3 2 LAFLEUR ARTHUR 0 K1331 JAING XAING~aIANG K12413 MEISSNERWALTERAJR K1251 395 MAIN STREET/MEAD STREET AGAWAM LLC K12411 SALERNO PROPERTIES LLC K126 1 CALABRESE PASQUALE 5 K12831 DEMORACSKI ALice v K12826 CLARK DAVID M K128 87 HUMPHRIES PAULINE K12 8 41 DISCAWICZ MARK R K128 37 TASSINARI lOUISA F K12836 NIEVES ANIBAL A K12835 SOIRE MICHELLE K12834 BORlEN JEFFREY T K12 8 33 SMITH REGINALD R K12832 CARR JASON T K12 B 75 SCALES DENISE M K12676 WARCHOL LAURA G K12877 LAGODI1Z KEFF 1<12881 DUNBAR ALLEN e K12882 DAVIS JOYCE K12883 HILLJASONM K128 84 MCCARTHY ADELE K128 85 BREAULT EVA M K12886 MOSHER BARBARA L K12811 EIGHTH ASSOCIATION PROPERTIES K12816 GREENHALGH-MANFREDI DEBRA K12817 K12B22 K12825 K12827 K128 21 K12824 K1326 K12815 K12814 K12812 K1252 GULATI ADITYA K REMILLARD NORMAN E GLOWACKI KIM HRYNIEWICZ ANDREW J NIEVES ALBERTO A RETTURA VINCENZO MUSHY-S GOLF CENTER LLC EIGHTH ASSOCIATION PROPERTIES INC MAYNARD DEBORAH A - RETTURA VINCENZO 395 MAIN STREETIMEAD STREET AGAWAM LLC --- ----ABUTIERS LIST 300FT OF 385-369 MAIN STREET K13020010 Owneri RICHARD CHRISTINE C PARROTIAUNDA BURKE DONNA F VERTERAMO LINDA A LAFLEUR DOROTHY E UT LAFLEUR DOROTHY E ZHAO HUNG-YE CALABRESE CAROLE J DISCAWICZ JUDITH A TASSINARI ROBERT L WARCHOL MICHAEL E DUNBAR SHIRlEY M HILL ALISON M BREAULT DANIEL T MADORE DONNA M JACKSON-NIEVES MELISSA ~ DEVILLIER SUSANNE BilUnoAddreu 369 MAINST 103 REGENCY RO 351 MAIN ST 369 MAIN ST 366 MAIN ST 319 MEADOW ST 374 MAINST 374 MAIN S1 386 MAIN ST PO BOX 544 246 COTTAGE ST 430 MAIN ST 425 MAIN ST 420 MAIN ST UNIT 31 38 ANGELICA DR THE HAMLET UNIT 1 F 420 MAIN ST UNIT 41 94 TALL PINE RO 420 MAIN ST 420 MAIN ST 420 MAIN ST #34 420 MAIN ST 420 MAIN ST 420 MAIN ST UNIT 75 420 MAIN ST 420 MAIN ST 420 MAIN ST 420 MAIN ST 158 TEWKESBURY RD 24 WATERFORD DR 420 MAIN ST 420 MAIN ST 995 WORTHINGTON ST 420 MAIN ST UNIT 16 393 SOUTH 5T 104 OAKWOOD AV APT T1 420 MAIN ST #25 224 SILVERLAKE OR 420 MAIN ST P.O. BOX 424 369 MAIN ST 995 WORTHINGTON $T 420 MAINST P.O. BOX 424 246 COTTAGE ST - --- 81111ngAddress ~ AGAWAM ALPHAREITA AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM SPRINGFIELD AGAWAM AGAWAM AGAWAM SPRINGFIELD ORLANDO ST ENFIELD UNIT 36 UNIT 35 UNIT 33 UNIT 32 UNIT 76 UNITn UNIT 81 UNIT82 UNIT 85 UNIT 86 UNIT 21 UNIT 14 AGAWAM HAMPDEN AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM AGAWAM SCARSDALE WESTFIELD AGAWAM AGAWAM SPRINGFIELD AGAWAM AGAWAM WEST HARTFORD AGAWAM AGAWAM AGAWAM WEST SPRINGFIELD AGAWAM SPRINGFIELD AGAWAM WEST SPRINGFIELD SPRINGFIELD ~ MA GA MA MA MA MA MA MA MA MA MA MA MA MA MA CT MA MA MA MA MA MA MA MA MA MA MA MA NY MA MA MA MA MA MA CT MA MA MA MA MA MA MA MA MA - ~ 01001 30022 01001-1805 01001 0100101807 01001·2322 01001·1807 01001-1807 01001 01oo1..Q544 01104 01001 01001-1832 01001 01129 06082 01001·1843 01036 01001-1842 01001 01001 01001-1842 0100t-1842 01001 01001~1844 01001·1844 01001-1845 01001-1845 10583 01085 01001-1845 01001-1845 01109 01001 01001 06119 01001 01001 01001 01090 01001 01109 01001-1809 01090 01104 - I I I I I I I I I I I I I I I I I I I / .j t ...0 ) 1 . The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. K132 10385-389 MAIN ST 9/18/20139:52:18 AM ® 1:5028 1"=419' I I I I I I I I I I I I I I I I I I I ApPENDIX I SITE PLAN SET BY R LEVESQUE ASSOCIATES, INC. DATED OCTOBER 8, 2013 I I I I I I I I I I I I I I I I I I I 40 School StreEt . Westfield, MA 0I0B5 P 413.568.0985 . f 413.568.0986 -www.rlaland.com STORMWATER MANAGEMENT PLAN Dunkin' Donuts 389 Main Street Agawam,MA Prepared for Salmar Realty, Inc. 4 Harding Avenue Ludlow, Massachusetts 01056 \lC,1 \ \; l~\?l G"-.Np..\'AO~~O Prepared by ~~\~G 0 R Levesque Associates, Inc. ,,",,~ t"'\ 40 School Street ... ,~", Westfield, MA 01 086 G\~ (413) 568·0985 Fax (413) 568.298~C~ :\ e·mail: filipec@rlaland.com ~~ ,,'t'\)\ October 2013 \J \., \ \ ~ \lr-\t> \lr-~O \lr-e\>ie ~O ~~\" fI~ A LAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I I 40 School Street· WEstfield. MA 01085 P 413.56B.0985 . f 413.568.0986 . www.rlaland.com TABLE OF CONTENTS SECTION PAGE NO. 1. INTRODUCTION ............................................................................................. 1-1 2. SITE DESCRIPTION .......................................................................................... 2-1 2.1 Predevelopment Conditions .................................................................. 2-1 2.2 Resource Areas ..................................................................................... 2-1 2.3 Soils ..................................................................................................... 2-1 2.4 Flood Plain ........................................................................................... 2-2 2.5 Post Development Conditions ................................................................ 2-2 3. DRAINAGE CALCULATIONS ............................................................................ 3-1 3.1 Hydrologic Analysis .............................................................................. 3-1 3.1.1 Design Points ........................................................................................ 3-1 3.1.2 Pre-Development Hydrology ................................................................. 3-2 3.1.3 Post-Development Hydrology ................................................................ 3-2 3.1.4 Peak Discharge Rates ............................................................................ 3-3 3.2 Hydraulic Analysis ................................................................................ 3-3 3.2.1 Existing 12" Culvert .............................................................................. 3-3 4. SHORT TERM -EROSION AND SEDIMENT CONTROL MEASURES ...................... 4-1 4.1 Construction Period Pollution Prevention And Erosion And Sedimentation Control Measures ...................................................................................... .4-1 4.1.1 Preconstruction Notifications And Meetings ........................................... .4-1 4.1.2 Sediment Barrier And Work Limit .......................................................... .4-1 4.1.3 Silt Fence ............................................................................................. .4-1 4.1.4 Straw Bales .......................................................................................... .4-1 4.1.5 Filter Sock (Filtrexx Or Equivalent) ......................................................... .4-2 4.1.6 Temporary Sedimentation Basins .......................................................... .4-2 4.1 .7 Stocking Additional Materials ............................................................... .4-2 4.1.8 Trench Protection ................................................................................. .4-2 4.1 .9 Storm Drain Protection ......................................................................... .4-2 4.1 .10 Site Stabilization -Temporary .............................................................. .4-3 4.1 .11 Site Stabilization -Permanent .............................................................. .4-3 4.1.12 Roadway Sweeping .............................................................................. .4-3 4.2 Short-Term Erosion Control Maintenance ............................................. .4-3 5. LONG TERM -STORMWATER QUALITY AND QUANTITY CONTROLS ................ 5-1 5.1 Stormwater Best Management Practices ................................................. 5-1 5.1.1 Catch Basin .......................................................................................... 5-1 5.1.2 Proprietary Sedimentation Device .......................................................... 5-1 5.1.3 Subsurface Infiltration Basin .................................................................. 5-1 5.2 Inspection And Maintenance Of Stormwater Best Management Practices 5-2 6. CONCLUSION ............................................................................................... 6-1 A LAND PLANNING SERVICES COMPANY ii I I I I I I I I I I I I I I I I I I I 40 Schoo! StrEEt . WEstfield, MA 01085 0, P 413.568.0985 . f 413.568.0986 . www.rlaland.com ~/ RLA List of Tables Table Page No. Table 3.1: Design Rainfall Data ................................................................................. 3-1 Table 3.1.4 Pre-And Post-Development Peak Discharge Rates .................................... 3-3 Figure Figure 1: Figure 2: Figure 3: List of Figures Site Locus Pre-Development Watershed Plan Post-Development Watershed Plan Appendix APPENDIX A: APPENDIX B: APPENDIX C: APPENDIX 0: APPENDIX E: APPENDIX F: SOILS INFORMATION FEMA FIRMETIE MAP HYDROLOGIC ANALYSIS HYDRAULIC ANALYSIS LONG-TERM OPERATION AND MAINTENANCE PLAN SITE PLAN APPROVAL PLAN SET A LAND PLANNING SERVICES COMPANY iii I I I I I I I I I I I I I I I I I I I 40 School StrEEt . WEstfiEld, MA 01085 P 413.568.0985 . f 413.568.0986 . www.Haland.com 1. INTRODUCTION The purpose of this report is to present information regarding the technical aspects of the stormwater management system for the project. All work is intended to be in full compliance with The Code of the Town of Agawam (Town Code) Site Plan Review and Special Use Permit procedures. In addition to the Town Code regulations, the stormwater management system has been designed based on the guidelines set forth in the Massachusetts Department of Environmental Protection Stormwater Management Handbook (MassDEP Handbook). The proposed stormwater management system includes approved best management practices (BMPs) as provided by the MassDEP Handbook. The applicant, Salmar Realty, Inc. is proposing to construct a 2,100 s.f. building which includes a drive-thru window, 50-space parking area and associated site improvements. The site is located at 389 Main Street in Agawam, Massachusetts and is currently an open parcel with no permanent building on it. (Figure 1 provides a Site Locus) The parcel on which the construction is proposed does not contain any resource areas including isolated or bordering vegetated wetlands. However, after performing a due diligence investigation of the surrounding properties, it was discovered that a bordering vegetated wetland was delineated as part of a project on a nearby properly. The wetland wos imposed on the plans and 011 features of the proposed project are outside the 100' wetland buffer. The proposed project will maintain the overall existing drainage patterns of the site. The development area will utilize a stormwater management system that will discharge to an existing culvert. The existing culvert posses under a gravel access drive located along the southern and eastern properly lines. The stormwater management system was analyzed such that the post- development peak discharge rates to the existing culvert were less than the pre-development discharge rates. The remaining area of the properly will remain undisturbed and the drainage patterns will function as they would in pre-development conditions. The stormwater management system has been designed per the Town Code regulations and with BMPs approved by the MassDEP. The proposed stormwater management system is comprised of a catch basin, proprietary stormwater treatment device, and underground infiltration system. The BMPs will function to collect stormwater runoff, attenuate peak discharge rates and provide sediment removal measures that cumulatively enhance water quality and reduce peak discharge rates. Even though the project is not subject the MassDEP Handbook, these features have been incorporated into the project to ensure post development construction will be environmentally responsible. A LAND PLANNING SERVICES COMPANY 1-1 I I I I I I I I I I I I I I I I I I I 40 School StrEEt . WEstfiEld, MA 01085 P 413.568.0985 . f 413.568.0986 . www.rliilland.com 2. SITE DESCRIPTION 2.1 PRE DEVELOPMENT CONDITIONS The project site is located at 389 Main Street in Agawam, Massachusetts. The tatal parcel area is approximately 1.71 acres and is located within both the Business B and Industrial A zoning districts, please refer to the planset for general existing site layout, structures, topographical and resource features. The site is currently an open parcel with a single shed structure. Topography ranges from elevation 91' along Main Street to elevation 67' at the northeast corner. West of the parcel lies Main Street, north of the parcel lies an existing restaurant facility, south of the property is an existing gas station, and east of the property is undeveloped low-lying area. The parcel contains a 33-foot wide access easement which runs adjacent to the property along the southern and eastern property lines. The access easement contains a gravel drive such that vehicles can utilize it to reach the adjacent property. The site is mostly grassed and has wooded features towards the rear of the site. Presently the general topography of the site is such that the runoff runs from west to east across the site. Existing infrastructure consists of a dilapidated area drain near a wooded area along the north property line and an existing culvert that passes under the gravel access drive near the southeast corner of the parcel. The dilapidated area drain does not appear to be functioning and does not serve a purpose for the site drainage. The culvert however is functioning and acts to pass runoff from the tributary site area under the gravel access drive. Any runoff that is not captured and conveyed through the existing culvert is discharged via sheet flow or shallow concentrated flow offsite to the east. Ultimately, both the discharge from the existing culvert and surface runoff discharge to the same low-lying area to the east. 2.2 RESOURCE AREAS The property does not contain any resource areas as defined by the Massachusetts Department of Environmental Protection. As part of a due diligence study of the adjacent areas, R. Levesque & Associates, Inc. discovered the existence of a bordering vegetated wetland located on the adjacent property to the east. The resource area was delineated as part of a project on an adjacent property and recorded with the Town (See Figure 2 -Pre-Development Watershed Plan). R. Levesque & Associates, Inc. used the readily available information from the Town to locate the wetlands on the plans. The delineation begins at wetland flag E-l and runs through wetland flag E-5. The remaining wetland delineation was supplemented with information readily available from MassGIS. All proposed activities are located outside of the 100-foot buffer zone to the wetlands. 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 A LAND PLANNING SERVICES COMPANY 2-1 I I I I I I I I I I I I I I I I I I I 40 Schoo! StrElEt ' WestfiEld, MA 01085 p 413.568.0985 . f 413.568.0986 www.rlaland.com Resources Conservation Service (NRCS). The soils where the project is located are shown to be classified as EnA -Enfield Silt Loam and Ub -Urban Land. Enfield Silt Loam soils are typically well drained soils with groundwater elevations greater than 80 inches. Urban land typically identifies soils in areas that have been previously developed and soils information is limited in those areas. The hydrologic soils group classification for Enfield Silt Loam is B and the classification for Urban Land is C. See Appendix A -Soils Information. Furthermore, R. Levesque & Associates, Inc. has performed fifteen soil evaluations on site in order to determine the local soil conditions and estimated seasonal high groundwater (ESHGW). The estimated seasonal high groundwater elevation is critical in the design of the proposed stormwater management system as there is required separation for infiltration best management practices. The soil evaluations did not encounter evidence of the seasonal high groundwater in any of the test pits. The soil evaluations did show that the site consists mostly of fill material. The site has historically been developed, however the soils on site have been consolidated for many years. 2.4 FLOOD PLAIN R. Levesque & Associates, Inc. researched the site in regards to the Federal Emergency Management Agency's (FEMA) most recent Flood Insurance Rate Maps (FIRM). The parcel is located on FIRM Map Number 25013C0403E with effective date July 16, 2013. The panel erroneously places the zone AE (lOO-year flood zone with determined elevation) across the site and assigns elevation 60 to the flood zone. As determined by the most recent topographic survey of the property, the lowest elevation of the site that was surveyed was elevation 67 in the northeastern most corner of the property. Furthermore, the lowest elevation proposed by the current project is elevation 79. Therefore, as substantiated by the determined flood elevation of 60, the project is not located within the 1 OO-year flood zone. See Appendix B -FEMA FIRMette Map for the delineation of zone AE. 2.5 POST DEVELOPMENT CONDITIONS The applicant, Salmar Realty, Inc., proposes to construct a 2,1 OO± s.f. building and associated site improvement. The project includes the construction of a 50-space parking lot and a one-way drive aisle to accommodate a drive-thru lane. The property is zoned both Business Zone-B and Industrial Zone A districts, with the proposed building being completely contained within the Business Zone B district. The proposed site features are located outside of the existing 33-foot wide access easement which runs along the southern and eastern property lines. Additionally, a 100-foot buffer zone to the wetlands located on the adjacent parcel was imposed on the site and all components of the project are located outside of the 100-foot buffer zone (See Figure 3 -Post- Development Watershed Plan). The proposed site improvements include the construction of a stormwater management system that has been designed to comply with The Code of the Town of Agawam. Currently, the site A LAND PLANNING SERVICES COMPANY 2·2 I I I I I I I I I I I I I I I I I I I 40 School Street· WEstfield, MA 01085 P 413.566.0985 . f 413.568.0986 . www.rlaland.com - - -----------------------------.---------------- ~-~/ RLA topography is such that runoff discharges overland and through an existing culvert beneath the gravel access drive to the low-lying area to the east. There is a dilapidated area drain along the north property line of the site, however the area drain does not seem to be functioning and is not being utilized by the proposed stormwater management system. The proposed site improvements will maintain the general drainage patterns of the site with all stormwater runoff being discharged to the low-lying areas to the east. All new impervious areas will be collected via a catch basin located at the eastern-most edge of the driveway. The stormwater will then be treated for water quality by a proprietary sedimentation device before being conveyed to an underground infiltration system. The underground infiltration system has been designed, with the inclusion of an outlet control structure, to attenuate the 2-year, 10-year, and 100-year, 24-hour storm events. The discharge from the underground infiltration system will then be conveyed to the inlet of the existing culvert running under the gravel access drive. The remaining portions of the site will discharge to the same locations as in the pre-development conditions. A LAND PLANNING SERVICES COMPANY 2-3 I I I I I I I I I I I I I I I I I I I 40 School StrEEt . WEstfiEld, MA 01085 P 413.568.0985 . f 413.568.0986 . www.rlaland.com 3. DRAINAGE CALCULATIONS The stormwater management system will be comprised of a catch basin and proprietary sedimentation device prior to conveying stormwater to the subsurface infiltration basin. The proposed stormwater management system has been designed to improve the water quality of the runoff from the impervious areas and attenuate peak discharge rates from the proposed development. 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 Code of the Town of Agawam. A detailed hydrologic analysis of the system was completed in order to evaluate the performance and document compliance, see Appendix C -Hydrologic Analysis. 3.1 HYDROLOGIC ANALYSIS The Soil Conservation Service (SCS) Unit Hydrograph methodology was used to develop a hydrologic model of the site. R. Levesque & Associates, Inc. utilized a computer program entitled HydroCAD Version 10.0, developed by HydroCAD Software Solutions LLC in order to create and analyze the site hydrology. 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. A minimum Time of Concentration (Tc) of (6) minutes was used in the calculations. Drainage calculations were performed for the Pre and Post-Development conditions for the 24- hour, 2, 10, and 1 DO-year Type III storm events. The total rainfall for each of the storm events was based upon data provided by the United States Department of Commerce Technical Paper No. 40 -Rainfall Frequency Atlas of the United States. The total rainfall values used in the hydrologic modeling for each event are shown in the following table: Table 3.1: Design Rainfall Data 2-year, 24-hour 10-year, 24-hour 1 ~O-year, 24-hour storm storm storm 3.00 inches 4.60 inches 6.50 inches 3.1 .1 Design Paints In order to compare the difference between pre and post-development peak flows, existing and proposed watersheds were delineated. A Design Point (DP) was established with flow paths representing the longest time of concentration of run-off in each contributory watershed. The location of the design point does not differ in the pre and post- development analysis. For this analysis one design point was chosen as follows: A LAND PLANNING SERVICES COMPANY 3-1 I I I I I I I I I I I I I I I I I I I 40 School StrEet ' Westfield. MA 01085 P 413.568.0985 f 413.568.0986 . www.rlaland.com • DP-1; This design point is the low-lying area to the east of the property. The topography of the project site is such that all the stormwater runoff discharges, either through the existing culvert or via overland flow, to the low-lying area to the east. 3.1.2 Pre-Development Hydrology The existing tributary areas were broken down into two (2) subcatchment areas for the pre- development analysis. One subcatchment represents the stormwater runoff discharged via overland flow and the other represents stormwater runoff discharged via the existing culvert. The existing watershed areas are shown on the attached Figure 2 entitled "Pre-Development Watersheds". The existing watershed areas were modeled as follows: • Existing Watershed ES-1 is comprised of 44,113 square feet of pervious and impervious area consisting of pavement, grassed area, wooded area, and gravel drive. The calculated curve number for the watershed is 72. Storm water runoff from this watershed flows to DP- 1 via overland flow off the site; • Existing Watershed ES-2 is comprised of 27,277 square feet of pervious and impervious area consisting of shed roof runoff, grassed area, wooded area, and gravel drive. The calculated curve number for the watershed is 79. Storm water runoff from this watershed flows to DP-1 via an existing 12" culvert passing under the existing gravel access drive. The hydrographs for each watershed were generated to develop the peak discharge rates for the 24-hour, 2, 10, and 100-year Type III storm events for pre-development conditions. Peak discharge rates for each watershed are depicted in Table 3.1.4. HydroCAD Calculations are included in Appendix C -Hydrologic Analysis. 3.1.3 Post-Development Hydrology The project site was divided into three (3) proposed subcatchments for the post-development analysis, each discharging to the same design point, DP-1. The three proposed watershed areas, PS-1, PS-2A, and PS-2B are shown on the attached Figure 3 entitled "Post-Development Watersheds". The proposed watershed areas were modeled as follows: • Proposed Watershed PS-1 is comprised of 26,833 square feet of pervious and impervious area consisting of pavement, grassed area, wooded area, and gravel drive. The calculated curve number for the watershed area is 76. Storm water runoff from this watershed flows to DP-1 via overland flow off the site; • Proposed Watershed PS-2A is comprised of 33,679 square feet of pervious and impervious area consisting of pavement, roof runoff, and landscaped areas. The calculated curve number for the watershed is 92. Storm water runoff from this watershed is discharged to DP-1 via the proposed stormwater management system through the existing 12" culvert passing under the existing gravel access drive; A LAND PLANNING SERVICES COMPANY 3-2 I I I I I I I I I I I I I I I I I I I 40 Schoo! StrE:Et WestfiEld, MA 01085 P 413.568.0985 . f 413.568.0986 . www.rlaland.c:om • Proposed Watershed PS-2B is comprised of 10,878 square feet of pervious and impervious area consisting of grassed area, wooded area, and gravel drive. The calculated curve number for the watershed is 85. Storm water runoff from this watershed is discharged to DP-1 via an existing 12" culvert passing under the existing gravel access drive. The hydrographs for each watershed were generated to develop the peak discharge rates for the 24-hour, 2, 10, and 100-year Type III storm events for post-development conditions. Peak discharge rates for each watershed are depicted in Table 3.1.4. HydroCAD Calculations are included in Appendix C, Hydrologic Analysis. 3.1.4 Peak Discharge Rates The table below summarizes the Pre and Post-Development peak discharge rates for the Design Point. As depicted in the table, the post-development peak discharge rate does not increase over pre-development peak discharge rate conditions for each of the storm events presented. This is accomplished by provided onsite attenuation through the subsurface infiltration basin and controlling the discharge rates in the outlet control structure. Table 3.1 .4 Pre-and Post-Development Peak Discharge Rates 2-year storm 1 O-year storm 1 DO-year storm (cfs) (cfs) (cfs) Pre-Post-Pre-Post-Pre-Post- Design Point 1 l.58 l.53 3.69 3.51 6.49 6.31 3.2 HYDRAULIC ANALYSIS In order to evaluate the adequacy of the existing 12" culvert passing under the gravel access drive, R. Levesque & Associates, Inc. has performed calculations to demonstrate that the culvert has sufficient capacity to convey runoff from the proposed site improvements as well as any tributary area. The system was evaluated up to the 1 DO-year, 24-hour storm event. 3.2.1 Existing 12" Culvert R. Levesque & Associates, Inc. has performed an analysis of the existing 12" culvert to be utilized to convey runoff from the proposed stormwater management system to the low-lying area to the east, See Appendix D -Hydraulic Analysis. The calculations demonstrate that the existing 12" culvert provides adequate capacity to convey discharge up to and including the 1 DO-year storm event. A LAND PLANNING SERVICES COMPANY 3-3 I I I I I I I I I I I I I I I I I I I 40 School StrEEt . WEstfield, MA 01085 P 413.568.0985 . f 413.568.0986 ' www.f.laland.com 4. Short Term -Erosion And Sediment Control Measures The project shall implement a construction period erosion control plan. The following section provides descriptions and guidelines to ensure that the areas surrounding the project site will be protected from excessive sedimentation and runoff during construction. 4.1 Construction Period Pollution Prevention And Erosion And Sedimentation Control Measures 4.1 .1 Preconstruction Notifications And Meetings Prior to the start of construction, the contractor shall call together a pre-construction meeting including representative from the Town of Agawam, the design engineer, contractor, and any pertinent persons that should be in attendance. No work shall be performed within 100 feet of any wetland. These requirements shall be the responsibility of the Operator to arrange, attend, and document. 4.1.2 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 engineer 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 be performed within 100 feet of any wetland or stream until sediment barriers have been installed as shown on plans and have been inspected by the engineer or their representative. 4.1 .3 Silt Fence The bottom of the fence shall be trenched into the ground a minimum of 4" 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. 4.1.4 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. A LAND PLANNING SERVICES COMPANY 4-1 I I I I I I I I I I I I I I I I I I I 40 School Stred . WestfiEld, MA 01085 P 413.568.0985 f 413.568.0986 . www.rlaland.com 4.1 .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 concentroted flow, mulch or crushed stone shall be placed along the up·slope face to control and filter underflow. Additional loyers of Filter Sock may be required for odequate freeboard. 4.1.6 Temporary Sedimentation Basins Temporary sediment basins may be excavations or bermed stormwater detention structures (depending on grading) that will retain runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge. These temporary basins will be located based on construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment bosins will be stabilized to minimize erosion. 4.1.7 Stocking Additional Materials A stock of additional erosion control materials shall be available on the site for emergency repairs and temporary measures. Stock shall be replenished when decreased to 50% of the numbers below. Stock shall include: Straw Bales -10 (kept dry) with 20 oak stakes Or Silt Fence -30 Linear feet. Or Filter Sock - 4 - 8 foot sections (kept dry) Washed Stone -One (1) cubic yard, %" to 2" diameter 4.1.8 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. 4.1.9 Storm Drain Protection The storm drain and swale system shall be put into operation as soon as possible in order to control runoff within a non-erodable system. The storm drain system shall be protected against inflow of sediment. Open storm drain structures shall be protected by sediment barriers, "filtrexx" A LAND PLANNING SERVICES COMPANY 4-2 I I I I I I I I I I I I I I I I I I I 40 Schoo! St~et WEstfield, MA 01085 P 413.568.0985 . f 413.568.0986 . www.rlaland.com filter socks, stone filter berms, or filter fabric inserts (Atea-bags, silt-sacks, or equivalents). These measures shall be maintained until the tributary area is stabilized by paving and vegetative cover. 4.1.10 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. 4.1.11 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. 4.1.12 Roadway Sweeping The entrance to the site and affected portions of the public roadway or paved project roadway shall be swept as needed to control sediment runoff into storm drains or waterways and to control blowing dust. 4.2 Short-Term Erosion Control Maintenance The following provides short-term erosion control maintenance guidelines and requirements. 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 controctor shall take all reasonable precautions to avoid excess erosion of the site due to the construction of this project. A LAND PLANNING SERVICES COMPANY 4·3 I I I I I I I I I I I I I I I I I I I 40 School StreEt . WestfiEld, MA 01085 P 413.568.0985 f 413.568.0986 . www.rlaland.com 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. 1 O.lnspect 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, the contractor shall protect the inlets by constructing inlet protection as shown on the plans. 12.0nce the site has been paved, all inlets in pavement areas shall receive a silt sock 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 A LAND PLANNING SERVICES COMPANY 4-4 I I I I I I I I I I I I I I I I I I I 40 School StrEEt . WEstfiEld. MA 01085 P 413.569.0 985 f 413.568.0986 w ww.rlalan4.com -"I, -----" ,,- '-------------' RLA 5. Long Term -Stormwater Quality And Quantity Controls The proposed stormwater management system utilizes a catch basin, a proprietary sedimentation device, and a subsurface infiltration basin with outlet control structure to provide water quality treatment as well as water quantity attenuation of stormwater runoff for storm events up to and including the 100-year storm event. The following section provides a description of the best management practices (BMPs) being utilized on site. 5.1 Stormwater Best Management Practices 5.1.1 Catch Basin Deep hooded sum catch basins equipped with oil/gas hoods are being utilized as structural pretreatment devices within the proposed stormwater management system. The catch basin will be constructed with a 4'·0" deep sump to act as a settling chamber and allow for adequate storage of collected sediments. Catch basins are typically first in the line af water quality treatment. 5.1.2 Proprietary Sedimentation Device A proprietary sedimentation device is being utilized on site for the pretreatment of stormwater runoff, in addition to the catch basin, prior to conveyance to the subsurface infiltration basin. The device specified to be used is a CDS 2015-4 unit. Due to the stormwater management system utilizing an underground infiltration system, pre-treatment of the stormwater runoff is essential to the long term effectiveness of the infiltration system . As much sediment should be removed from the stormwater runoff as possible to avoid clogging of the infiltration media. The stormwater management system is utilizing the proprietary treatment device in order to ensure that the amount of sediment reaching the subsurface infiltration basin is minimal. 5 .1.3 Subsurface Infiltration Basin Subsurface Infiltration Basins are well suited to meet the water quantity control standards from watershed areas such as those associated with this project. The basin attenuates stormwater runoff by holding the peak runoff volumes and retaining the stormwater over a period of time by controlling the discharge rates through an outlet control structure. The proposed subsurface infiltration basin was designed to attenuate the 2·year, 10-year, and 1 OO-year storm events for the tributary watershed per The Code of the Town of Agawam regulations. The tributary watershed consists of proposed pavement areas, building area and associated lawn areas. The subsurface infiltration basin consists of underground stormwater chambers model Cultec Recharger V8HD embedded in stone. The outlet control structure discharges through a proposed 4" diameter orifice for low flow storm events and a larger 6" wide by 10" high orifice for larger storm events. The discharge is conveyed from the outlet control structure by a 12" pipe with a flared end section to an existing 12" culvert where the runoff is conveyed to the low-lying area to the east. The area around the flared end section will also be protected by riprap to prevent scouring and erosion at the pipe outlet. A LAND PLANNING SERVICES COMPANY 5·1 I I I I I I I I I I I I I I I I I I I 40 School StreEt . Westfield, MA 0108S P 413.568.0985 . f 413.568.0986 . www.rlaland.com 5.2 Inspection And Maintenance Of Stonnwater 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 E -Long-Term Operation and Maintenance Plan. A LAND PLANNING SERVICES COMPANY 5·2 I I I I I I I I I I I I I I I I I I I 40 School Stl'Ht . Westfield, MA 01085 P 413.568.0985 f 413.568.0986 . www ... laland.com 6. Conclusion The proposed stormwater management system has been designed to mitigate the increase in stormwater runoff volume due to the construction of the proposed site improvements while providing a control for runoff water quality and water quantity. Implementation of stormwater best management practices such as a catch basin, a proprietary sedimentation device, and a subsurface infiltration basin allow for a stormwater drainage design that is in conformance with the criteria set forth in The Code of the Town of Agawam. A LAND PLANNING SERVICES COMPANY 6-1 I I I I I I I I I I I I I I I I I I I 40 School Street· WestfiEld, MA 01085 P 413.568.0985 f 413.568.0986 . WWIJJ.rlaland.com Figure 1: Site Locus A LAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I '.~. 40 School Street WEstfield, MA 01085 , " ~ P 413.568.0985 . f 413,568.0986 . www.rlaland.com RLA Figure 2: Pre-Development Watershed Plan A LAND PLANNING SERVICES COMPANY - I \ \ ..' . .\./ '1 ./ 1 / / - '" / ., , , ~~ ..:t ~.~~ ~,t • .,:.! I I I I - / / I I I I I I I / - / I I I I I I I I I '" 1/ £' ,'/ #' I - S» •• oq, ..... w 'w.,...lIy lOO.I1S D!BW 68£ JO.A01QS>lI "JODO({ lIpIona p .. OdOAd NV'Id mmSlI:U V M. .LN:!IW.lO'1:!IA:m-nId I I - f .r"J ( ''$ i ' ,~~.~-:. ~-.. \ , ""' .. ", .•.. .,. " \ - '\ .., i.: \\ \ \ \ \ \ \ \ \ \ \ - - \ \ , , - , , , \ \ -- I I i I = ~ o • I · -· -• I ----- " z -l- I--~ a= w A. I i , C' i . i I, -- I I I I I I I I I I I I I I I I I I I 40 School StrEEt . WEstfiEld, MA 01085 P 413.568.0985 f 413.568.0986 . wUJw.!'laland.com Figure 3: Post-Development Watershed Plan A LAND PLANNING SERVICES COMPANY -- - -- -- S:lPr"jert~\101.l\13f)W6 _ A::aw.m _ Donu~_!I<hjn _ Slrcd\Cki! JD\Jjfl406 _ WS PI.A1\S.u"-g \ ,;" ) ~" , ,. ~:)\:~'::'-i :'; ' ... I --- --- I --_ ... --§ f ---~u ~ .. e~8 .", ~u' -: ~ ~o~ ~ 6 • ~ i -, , ~ [ ~ "" ti i~~r ,~ eo, 'Ii, , ~~~~~ "'"", ;;I~- .-~- - ' .... , • , ... i ; - J I "\ \ \ C/' CD - \ \ C/' C/' CD/' ~'f - \ \ \ \ \ \ \ \ \ \ I [ , ~ IT ~ - - \ .'-, - I I ! i § " " \ (-' ... -.IIIIi .. --tllllf··--~-·--··i··"·~-···jJI -, I "a m ". =a I· I 3:c~ol:O -: . -I0_~~~~i~ -I q~~~~~ ~ ; . '. -< , ~ ~ z q ! i C) __ 1.11"-- !;lg~ Ii" lliillill' o I . ~ ~ ". -.. 2~ ~ j~ ~ ~ .~ . ~~~ ! ~ .. "~g 0 ~a ~~~ ., !h '''';C } 00 POST-DEVELOPMENT f WATERSHED PLAN J If Proposed Dunkin Donuts Restaurant 389 Main Street Agawam, Massachusetts ,~ , , , " - - .~ k ,/ .;' // / / / / I / I I / / I 'e,.,"." / / / II ':.1 i '" ... IO It ~t 1:: ~II'" " 1-~ .'~ ~ ~ ! Hi . . . . ~ p.. '7 i i. !" g ~:" .. if <I> !I e9 e; liZ i .~ i ~,~ • • -f --. " - I / / / / / / / / U':" ~~ / / - "~.J _ r I , (I, I c_.* \, ,·,t \ \ ' \' r /, I, /\. .; . \ N \ \ \ I I - I I I I I I I I I I I I I I I I I I I 40 Schoo! StrEet Westfield, MA 0!085 P 413.568.0985 . f 413.568.0986 . www.l.laland.com Appendix A: Soils Information A LAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I I 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 130406 September 9,2013 Preface Soil surveys contain infonnation that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide infonnation 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 local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey infonnation can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this infonnation in some cases. Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain conservation and engineering applications. For more detailed infonnation, contact your local USDA Service Center (http://offices.sc.egov.usda.gov!locator!app? agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov!contactl state_offices!). 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 agerlcies includirl9 the Agricultural Experiment Stations, and local agencies. The Natural Resources COrlservatiorl Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Infonnation about soils is updated periodically. Updated infonnation is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey infonnatiorl. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TOO). 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 (TOO). USDA is an equal opportunity provider and employer. 3 Contents Preface ................................................................................................................... 2 How Soil Surveys Are Made .................................................................................. 5 Soil Map .................................................................................................................. 7 Soil Map ................................................................................................................ 8 Legend .................................................................................................................. 9 Map Unit Legend ................................................................................................ 1 0 Map Unit Descriptions ........................................................................................ 10 Hampden County, Massachusetts, Central Part ............................................. 12 8A-Limerick silt loam, 0 to 3 percent slopes ............................................. 12 265A-Enfield silt loam, 0 to 3 percent slopes ............................................ 13 602-Urban land ......................................................................................... 14 References ............................................................................. , .............................. 15 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description ofthe 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 pattem 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. The soils and miscellaneous areas in a survey area occur in an orderly pattem 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-Iandscape 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 scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the 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 dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a Significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, sail, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and 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 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Soil Map 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. 7 I z z ; • I • • ~ " O'iSI997 Ql5199;:> 06~I99t> ::9V199t> Oft-I99\>' OCVI99t> OlEt99t> N •• tp.9t ..l.£ ,\\.ft>,<][ ,;u I ~ ~ $ I ~ I ~ I ~ I ~ ~ I t 0 I "-'" cr: ~ Q) '" :0 a. o rn I ~:2 CD IXO o(/) ~ U) ~ I E z 0 :'l U; 2 ~ ::J () ! ~13~ 8 :r. I § ! II i ~. $ ! , § I E;; ro ' ~ x '8· 8 N 11 " ~ 0 ~ i § I fjj 0 b il ~ '" :; ~ ~ " 8 Q I ~ ~~ ~ ~ R 8 ~ ~. ~r l ~ I !Ii S! ~ o c~ ~ z....,;( I $ 1.',,95,9( .u M.""l>r <i!.l z I 0 • ~ I --- --- - -- - - Custom Soil Resource Report MAP LEGEND Area of Interest tA.O!) r'-' . I,~_,.,i Soli. o -• Area of Interest (AOI) Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features ~ Blowout 1m Borrow Pit lIE Clay Spot 0 Closaci Depression X Gravel Pit .. Gravelly Spot 0 LaOOfifl A. Lava Flow • Marsh or swamp * Mine or Quarry 0 Miscellaneous Water 0 Perennial Water V Rock Outcrop + Saline Spot :-: Sandy Spot • Severely Eroded Spol ~ Sinkhole J> Slide Of Slip ~ Sadie Spot 13 Spo'll Area 4 Stony Spot (\') Vory Stony Spot ~ Wet Spot (!; Other -Special Line Features Water Features ..-._' Streams and Canals Transportation t+t Ralls -..... ;'''--, Interstate Highways US Routes Major Roads Local Roads BaCkground • Aerial Photography 9 ---- -- MAP INFORMATION The soli surveys that comprise your AOI were mapped al1 :25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3657) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area, A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: Hampden County, Massachusetts, Central Part Version 6, Apr 23, 2007 SoU map units are labeled (as space allows) for map scales 1 ;50,000 or larger. Da\e(s) aerial images were photographed; Mar 28, 2011-May 12.2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting '-, - - ~ i 265A 602 Custom Soil Resource Report Map Unit Legend Enfield silt loam, 0 to 3 percent slopes Urban land 1.8 2.1 Totals for Area of Interest 4.3 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 forthe 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 ofthe 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 mayor 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 a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it 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 10 I I I I 42.9% I 48.6% I 100.0% I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. 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 interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Bela 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. 11 Custom Soil Resource Report Hampden County, Massachusetts, Central Part SA-Limerick silt loam, 0 to 3 percent slopes Map Unit Setting Elevation: 50 to 500 feet Mean annual precipitation: 32 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 140 to 240 days Map Unit Composition Limerick and similar soils: 85 percent Minor components: 15 percent Description of limerick Setting Landform: Alluvial fiats Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-silty alluvium Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: About 0 to 18 inches Frequency of flooding: NoneFrequent Frequency of ponding: None Available water capacity: Very high (about 13.4 inches) Interpretive groups Farmland classification: Not prime farmland Land capability (nonirrigated): 3w Hydrologic Soil Group: C Typical profile o to 12 inches: Silt loam 12 to 24 inches: Sill loam 24 to 60 inches: Stratified very fine sand to very fine sandy loam to sill Minor Components Winooski Percent of map unit: 10 percent Saco variant Percent of map unit: 5 percent Landform: Alluvial fiats 12 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Custom Soil Resource Report 265A-Enfield silt loam, 0 to 3 percent slopes Map Unit Setting Mean annual precipitation: 32 to 50 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period; 140 to 240 days Map Unit Composition Enfield and similar soils: 80 percent Minor components: 20 percent Description of Enfield Setting Landform: Terraces Landform position (two-dimensional); Footslope Landform position (three-dimensional): Riser Down-slope shape: Linear Across-slope shape; Convex Parent material: Friable coarse-silly eolian deposits over loose sandy and gravelly glaciofluvial deposits derived from granite and gneiss Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 18 to 40 inches to strongly contrasting textural stratification Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Low (about 5.9 inches) Interpretive groups Farmland classification: All areas are prime farmland Land capability (nonirrigated): 1 Hydrologic Soil Group: B Typical profile o to 6 inches: Silt loam 6 to 25 inches: Silt loam 25 to 60 inches: Stratified sand to very gravelly fine sand Minor Components Sudbury Percent of map unit: 10 percent Ninigret Percent of map unit: 10 percent 13 Custom Soil Resource Report 602-Urban land Map Unit Setting Frost-free period: 150 to 195 days Map Unit Composition Urban land: 100 percent Description of Urban Land Setting Landform position (two-dimensional): Toeslope 14 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487 -00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, GW., 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://soils.usda.gov/ 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. htlp:/Isoils.usda.govl Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. htlp:/Isoils.usda.govl 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://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.glti.nrcs.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://soils.usda.gov/ 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 296. hllp:/Isoils.usda.govl 15 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. 16 I I I I I I I I I I I I I I I I I I I , • i , I 1 I 1 I I I h. L. I~ I 1 I I { 1 I I··· ... /. / 1 I,: J.. 1 1 l' .~I: J-__ I J • 1 --.-"~" .• ~ ···X::N --. ' --.. F~··· -'---I -~ .. L. __ ~ 1 , I ! I , I / I , I ( \ ..... I , , L I -... I II. / I I I I I I I , I I I I I I I I I I II 'I i J - - -----------------------.-- - - - I .. - 7 '7 '} to ~ Commonwealth of Massachusetts 11 CitylTownof - -Form 11 -Soil Suitability Assessme'nt for On-Site Sewage Disposal 3 <!'6 1 IJ'l ~ '" ~. 6.-o""-~" J /17 J )3 .. lnche& elevation Deep Observation Hole Number: _______ _ Soli Soil MatTIx: Redoxlmorphlc Features SoU eoa ... " Fragmentl Soil Structure Soil Depth Horlzonl Coior-Moist (mottle) Texture % by Volume Consistence Layer (Munsell), (USDA) (Moist) (In., Depth ColDr Percent Gra .... CDbbl .. "Stones 0-100 'F;~ S :,c, 0-),:1. 'F~~ <> Vi-z.<; M .z, J.-l~ R\\ ~ ~<O b-b'-j f;lI 1.-5 Y1 ~R b~-1D na s 'SG O-'5'i ~H S~ C;;-IO M $'l..&:;J ~~ ~ ~~ t\ Additional Notes Other tt 1">" P" h Co ~~ Co~. ~ tc.' IJ c\-c.. \ . \\ \\ \, ~, ls~ Si .. \~.]~ ~ ~ ~ o~ DEP Form 11 Soil Suitability Assessmenllor On-Site Sewage Disposal· Page 3 017 1. 1... 3 '1 7 ~ •...• _ . ..,. .. _.-..._ .......... '__ __._ ... _. ___ . .1... " _____ '_'_' ~",_, , /--,.:,:. ~ Commonwealth of Massachusetts . . _I ~i~~~W1 t. Soil SUitabllity.A~SeSSment for Ono.Slte Sewage Disposal .. ~~ #1",-.,... CL'D"--'-"<*"'--' 7/nlr!:. 1nd1e. elevation Deep Observation Hole Number: _______ _ SoH SoU Matrix: Redo)[imorphlc Features SoN COlI"'. Frogrnenl8. Sol Structunl SoU . Horizon! Color-Moist (motIkIS) Te><tu,. % by Volume eonel.tance Depth Layer (M'lnsell) (USDA) (lioist) (In.) Depth Color Percent Gravel Cobbie& & Stones (') -9i t:~ p..rx.. -15}..alL S C:;--JDfo .~ rR . ~ '()~ V,~, s ~:. IOfo J2-R D-blJ. . l( ~ S'-iO M ~~ O-il-t ~t' 5 ~G:. erR 0-7b \';)t ~ -l~ IS'-JP M rR 3b~'V.2 f.'i S CSb "f'~ .0-1" 'f"t\l 5 SG. ~\Z --__ L-... -- --------- Add~ional Notes hot-&'.> .,.. "'1 ~\I ~~ O1I1lr t;. ~J~ '11 .. 1\ .... 1 ,:;:~~\. l) 11~~td' II - \I .... ~ ~c.d .~ t raj .10<-~ Li DEP Form 11 Soil SUltabiUly Assessment for On..$M Sewage Disposal' Page 3 of 7 r.;-' -- - 1IIIiii ' -------------------- - - - _.---- -- - - - ------------.--.-.---- -. - - - - - - J} 12.. I~ Commonwealth of Ma~chU8etts Cltyrrown of • Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal ") ~ 9 Vi t;\. " "-'> -\ , 00"-v-'""i"'-7/1 7/ 1"7:> Inches elevatJon Deep Observation Hole Number: _______ _ Soli 8011 Matrix: RedoxJmorphlc F .. N,.. 5011 Coara. Frallmen'-Soli structure Soil Depth Horlzonl Coior-Moist (motU •• ) Texture % by Volume Consistence ~y.r (Mun .. lI} (USDA) (Mole!) (In.) Depth Color Percent G ........ I Cobbles &OSIon .. [J -ls ~Vt s SG, 'f'R o -COCt r,M S ,?& 'J?~ $-9Z t; vl t.S Z ~~ erR - -L.. ------------_. Additional Notes Other I 11~c.. B.-: ~JU,"1 ~ JI I , ~I ~-.--- 'DEP Form 11 Soil Suitability Assessment for On-Site Sewage Disposal-Page 30f7 ,----..... _ .. _--- k'-, .'p...r I I I I I I I I I I I I I I I I I I I ~"~ -.," ' __ ._~, .} t t ;' ~.:.., I 40 School Street . WEstfiEld, MA 01065 p 413.568.0995 . t 413.568.0986 . www.rJaland.com Appendix B: FEMA FIRMette Map A LAND PLANNING SERVICES COMPANY 250 o MAP SCALE 1" = 500' 250 ... 760 1,000 1 FEET PANEL Q403E FIRM FLOOD INSURANCE RATE MAP HAMPDEN COUNTY, MASSACHUSETTS (ALL JURISDICTIONS) PANEL 403 OF 506 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ~ ~ ,.,.... """"' 'lJilll ~AWI<."'. TO'M'I OF 250133 1)403 lO~GMEAOOW. TO'M< OF 25(14) 04113 WEST SPRINGFIELD. TOVIotl Of 250156 c-IO~ NQ\k,e 10 U • ." T~. Map Hum.., ,"""'" below oIooul(l b. "" .. ..... n ",.oj"g mop 0<0 ..... : tile c: .... munlty N~", .... h<M<"._ '~DIJ!O De uHd Qn I""" .. ",," opi>/.xll<mf ~ "" U/iieCt 00"",,"1>11)'. MAP NUMBER 25D13C0403E EFFECTIVE DATE JULY 16, 2013 Federal Emergency Management AgeDcy I I I I I I I I I I I I I I I I I I I 40 School StrEet· WEStfiEld, MA 01085 P 413.568.0985 . f 413.568.0986 www.rlaland.com Appendix C : Hydrologic Analysis A LAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I I ES-1 ES-2 --------~ DP-1 ----I~ 12" Culvert Routing Diagram for 130406 -PRE Prepared by {enter your company name here}, Printed 10/1012013 HydroCADXl10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC I Printed 10/10/2013 I 130406-PRE Prepared by {enter your company name here} HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) I Area CN Description (acres) (subcatchment-numbers) 0.614 61 >75% Grass cover, Good, HSG B (ES-1, ES-2) I 0.194 74 >75% Grass cover, Good, HSG C (ES-1, ES-2) 0.281 96 Gravel surface, HSG B (ES-1, ES-2) I 0.103 96 Gravel surface, HSG C (ES-1, ES-2) 0.081 98 Paved parking, HSG B (ES-1) 0.006 98 Paved parking, HSG C (ES-1) I 0.002 98 Roofs, HSG B (ES-2) 0.007 98 Roofs, HSG C (ES-2) 0.073 58 Woods/grass comb., Good, HSG B (ES-1, ES-2) I 0.277 72 Woods/grass comb., Good, HSG C (ES-1, ES-2) 1.639 75 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406-PRE Prepared by {enter your company name here} Type 11/ 24-hr 2-Year Rainfal/=3.00" Printed 1 011 012013 HydroCAD® 10.00 sfn 02175 ©2013 HydroCAD Software Solutions LLC Page 3 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 pOints Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+ Trans method -Pond routing by Stor·lnd method Subcatehment ES-1: E5-1 Subcatehment ES-2: E5-2 Runoff Area=44, 113 sf 8.60% Impervious Runoff Depth>0.73' Flow Length=405' Tc=8.7 min CN=72 Runoff=O.77 cfs 0.062 af Runoff Area=27,277 sf 1.48% Impervious Runoff Depth> 1.09" Flow Length=263' Tc=6.0 min CN=79 Runoff=0.84 cfs 0.057 af Reach 1R: 12" Culvert Avg. Flow Depth=0.23' Max Vel=6.35 fps Inflow=0.84 cfs 0.057 af 12.0" Round Pipe n=0.013 L=22.2' S=0.0450 'f' Capacity=7.56 cfs Outflow=0.84 cfs 0.057 af Link 1 L: DP-1 Inflow=1.58 cfs 0.119 af Primary=1.58 cIs 0.119 af Total Runoff Area = 1.639 ae Runoff Volume = 0.119 af Average Runoff Depth = 0.87" 94.12% Pervious = 1.543 ae 5.88% Impervious = 0.096 ae 130406-PRE Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: ES-1 Runoff = 0.77 cis @ 12.14 hrs, Volume= 0.062 ai, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainlall=3.00" Area (sl) Tc (min) 5.1 3.4 0.0 0.2 8.7 16,498 1,809 3,518 219 7,267 10,873 276 3,653 44,113 40,319 3,794 Length (Ieet) 50 251 19 85 405 CN Description 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Paved parking, HSG B. 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Paved parking, HSG C 96 Gravel surface, HSG C 72 Weighted Average 91.40% Pervious Area 8.60% Impervious Area Slope Velocity Capacity (ftllt) (It/sec) (cis) 0.0280 0.16 Description Sheet Flow, Grass: Short n= 0.150 P2=3.00" 0.0060 1.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.4700 11.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.1310 5.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips Total Page 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -PRE Type 11/ 24-hr 2-Year Rainfal/=3.00" Prepared by {enter your company name here} Printed 10/1012013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 5 0.85 ----------- 0.8 ------ 0.75 0.7 0.65 0.6 0.55 i 0.5 ..!:!. 0.45 ~ ~ 0.4 0.35 0.3 0.25 . 0.2 0.15 0.1 . - --1-- - -I . . -,--- Subcatchment ES-1: E5-1 Hydrograph . . L _ 0.77 cis ' --'---,---- ----.' ---,-_ . .. .. . ~ype 11[; 24~t'ir .. ~ .. -2-¥$r i=lain~all . 3.-®'!· . -~ ·RunoffA~ea_44,113.sf Runoff Vol~e=O.P62 :a"·· _ . ___ L ___ I ._Ruoof~c De-pth::>D~~3"_ Flow~ Lengtt)-4~5' : TC=8;7 min -,------- eN=72' oo~L __ ~j_-+. ..... ~ ..... +-~,...;.t ..... ~ ...... I:::::::::t:::::;~:;;;:;;d 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1-RunOff! 130406-PRE Prepared by {enter your company name here} Type III 24-hr 2-Year RainfaJ/=3.00" Printed 1 Oil 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment ES-2: ES-2 Runoff = 0.84 cis @ 12.10 hrs, Volume= 0.057 ai, Depth> 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainlall=3.00" Area (sl) Tc (min) 10,260 1,379 86 12,020 1,196 1,205 317 814 27,277 26,874 403 Length (Ieet) 34 CN Description 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Rools, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Roofs, HSG C 96 Gravel surface, HSG C 79 Weighted Average 98.52% Pervious Area 1.48% Impervious Area Slope (ft/It) Velocity (It/sec) Capacity Description (cis) 0.0350 0.17 Sheet Flow, 3.4 1.3 229 0.0340 2.97 Grass: Short n= 0.150 P2= 3.00" Shallow Concentrated Flow, Unpaved Kv-16.1 Ips 4.7 263 Total, Increased to minimum Tc = 6.0 min Page 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406-PRE Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00· Printed 10/10/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC o.~ 0.85 0.8 0.75 0.7 0.65 0.6- _ 0.55 :§. 0.5 ~ 0.45 u::: 0.4 0.35 0.3 0.25 0.2 Subcatchment ES-2: ES-2 Hydrograph , , t --,-_ _ __ 1 ____ -_ _ ___ .~ ((&fd8;jI : . I I , --------, , I T --'-, , , , -----j----T-----,---r----'--. r - - --I' ----, - -_.-r - - --,----, , , , , ----1----,.'-----~----T----~-------,..----,.'" •.• T --~ypeUt24;,h~~ ---~ ---~-Ye~r~ainfall • 3i®'~" = = -L = Runoff -"Area~27~271 :sf =: , , , --.;. ----, , , , , ; -- -'. ,-- . ____ I ____ ~ ____ L __ _ J ____ 1. ____ , ___ _ , , , , , ---_1-___ 1. __ _ _ _ -! ____ 1 ____ , ____ _ , , , , I I ; ----1-----------l ----r-·--~---, ----1---.~----.~----~----:-----, , ._----!----T·-----..., ... -... _---".-.---- , , ----1---I ----"----.,..--, , .J __ ., ;. , , _ ,_, __ 1 ________ • _____ ' ____ 1 __ . , , j." ,. • -"'I , I I I I I ---RuriOff Noltrm~=O.P57 :-af--'----T----r----,----T ----'--- --------!Runoff~ Depth>1.09'~- f :::: ::I::F:[QW L:eiigtn263' __ 'I I I I I •. - --L - - --'----- ---~ --T-C=6;O min ----:----.:---------:----~----_:-l -~ -~. ---'----~----,-------I----~--------------,----I \--1--," .~ -:----CN=79 -- I ; , . I I I j , o~~ __ : ::::::: ----.: _::::::::::: -~ --: --~:::::::: _:::::: J::::: -: ::---- o.o~l.. ...... -+-.-~-.. -~-~ .... ' ... _ ...... _..+.~ ... -..;:,.-.. --o:;-::;'~~-::::' ~.J '_~i -~-~"~: .. ' -.. -..... +'-: .~ ... '-r-:::'" .~. ~:-::.' .;::;:: :' -;.' ,;;,~~. ;:;::" '-;::-~:-:;-:;:;':;:j-' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 7 1-Runoff~ 130406-PRE Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 1 R: 12" Culvert Inflow Area = 0.626 ac, 1.48% Impervious, Inflow Depth> 1.09" for 2-Year event Inflow = 0.84 cfs @ 12.10 hrs, Volume= 0.057 af Outflow = 0.84 cfs @ 12.10 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.35 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.60 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.10 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cis 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.2' Slope= 0.0450 'f' Inlet Inverl= 83.12', Outlet Inverl= 82.12' Reach 1R: 12" Culvert 0.9 0.85 0.8 0.75 0.7 0.85 0.6 _ 0.55 .!! ~ 0.5 ~ 0.45 ii: 0.4 0.35 0.3 0.25 0.2 0.15 0.1 , , --, Hydrograph , -,- I ' I ,Inflow Area=0.626 ac ---;-------_."._- Avg. FloW Depth=O.23' __ , :Mat Vel:::6.~5 _fp~_ 12.0" --ROll!1t;i, prp~, n=0.013 ________ --: . __ ~::22.:2', , -S=OJ)450 '/' , , ---------~ap~cn}i7~56 -cfs , ---,-- oo~L""'-.--;~_-'~'~'~'~' -~'~-~-~--~-~-;' ~--~l,....-~':::=r:::;:;::;:;:;;;;;::;::;::;;;;d 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 8 I I I I I I I I I I I I I I I I I I I I I I I 130406-PRE Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 OIl 0/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 9 Summary for Link 1 L: DP-1 Inflow Area = 1.639 ac, 5.88% Impervious, Inflow Depth> 0.87" for 2-Year event Inflow = 1.58 cfs @ 12.12 hrs, Volume= 0.119 af Primary = 1.58 cfs @ 12.12 hrs, Volume= 0.119 af, Allen= 0%, Lag= 0.0 min I Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs I I I I I I I I I I I I I I Link 1 L: DP-1 Hydrograph 11.58 cis I Inflow Area=1.639 ac ol...--~~~/~~~~ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 130406-PRE Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/=4.60" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 10 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 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: ES-1 Subcatchment ES-2: ES-2 Runoff Area=44, 113 sf 8.60% Impervious Runoff Depth> 1.74" Flow Length=405' Tc=8.7 min CN=72 Runoff=1.97 cfs 0.147 af Runoff Area=27,277 sf 1.48% Impervious Runoff Depth>2.29" Flow Length=263' Tc=6.0 min CN=79 Runoff=I.77 cfs 0.120 af Reach 1 R: 12" Culvert Avg. Flow Depth=0.33' Max Vel=7.86 Ips Inllow=I.77 cis 0.120 af 12.0" Round Pipe n=0.013 L=22.2' S=0.0450 'j' Capacity=7.56 cis Outflow=1.77 cfs 0.120 af Link 1 L: DP-1 Inllow=3.69 cfs 0.267 af Primary=3.69 cfs 0.267 al Total Runoff Area = 1.639 ac Runoff Volume = 0.267 at Average Runoff Depth = 1.95" 94.12% Pervious = 1.543 ac 5.88% Impervious = 0.096 ac I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -PRE Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/=4.60" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: ES-1 Runoff = 1.97 cis @ 12.13 hrs, Volume= 0.147 ai, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainlall=4.60" Area (sf) Tc (min) 5.1 3.4 0.0 0.2 8.7 16,498 1,809 3,518 219 7,267 10,873 276 3,653 44,113 40,319 3,794 Length (Ieet) 50 251 19 85 405 CN Description 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Paved parking, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Paved parking, HSG C 96 Gravel surface, HSG C 72 Weighted Average 91.40% Pervious Area 8.60% Impervious Area Slope Velocity Capacity (Wit) (Wsec) (cis) 0.0280 0.16 Description Sheet Flow, Grass: Short n=0.150 P2= 3.00" 0.0060 1.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.4700 11.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.1310 5.83 Shallow Concentrated Flow, Unpaved KV-16.1 Ips Total Page 11 I 130406 -PRE Type III 24-hr 10-Year Rainfal/=4.60" I Prepared by {enter your company name here} Printed 1 0/1 012013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 12 2 ------------- ~ .2 1 u. Subcatchment ES-1: ES-1 I Hydrograph :Type III 24..,hr , 1 Q-Year ~ai "fall=F4.~O" Runoff Area=44,113sf , , RUrJoff Vol~m~=O.~ 47 af Run_off Depth:?, 1. 74"_ Flow Length=4()5' TC=8.7 min CN=72 1-Runoff~ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 I I I I I I I I I I I I I I I I Time (hours) I I I I I I I I I I I I I I I I I I I 130406-PRE Type III 24-hr 10-Year Rainfal/==4.60" Prepared by {enter your company name here} Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment ES-2: ES-2 Runoff = 1.77cfs@ 12.09hrs, Volume= 0.120 af, Depth> 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) Tc (min) 3.4 10,260 1,379 86 12,020 1,196 1,205 317 814 27,277 26,874 403 Length (feet) 34 CN Description 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Roofs, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Roofs, HSG C 96 Gravel surface, HSG C 79 Weighted Average 98.52% Pervious Area 1.48% Impervious Area Slope (It/It) Velocity (It/sec) Capacity Description (cfs) 0.0350 0.17 Sheet Flow, 1.3 229 0.0340 2.97 Grass: Short n= 0.150 P2= 3.00" Shallow Concentrated Flow, Unpaved Kv-16.1 fps 4.7 263 Total, Increased to minimum Tc = 6.0 min Page 13 I 130406 -PRE Type III 24-hr 10-Year Rainfal/=4.60" I Prepared by {enter your company name here} Printed 10/1012013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 14 Subcatchment ES-2: ES-2 I Hydrograph Type III 24.,hr , , 1 0-Y~ar Rainfall;:4.60" Runoff Area~27,277sf , I i :Rui')off :Volume=O.120:af I \ RUnO"-Depth:>2.~9" Flow Lengtl"!=2$3' , , Tc=6.0 min , CN=79 oL-~~~~:;::::t:::~~d 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1-Runoff~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406-PRE Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/=4.60" Printed 1 0/1 0/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 1 R: 12" Culvert Inflow Area = 0.626 ac, 1.48% Impervious, Inflow Depth> 2.29" for 10·Year event Inflow = 1.77 cfs @ 12.09 hrs, Volume= 0.120 af Outflow = 1.77 cfs @ 12.09 hrs, Volume= 0.120 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 7.86 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.03 fps, Avg. Travel Time= 0.1 min Peak Storage= 5 cf @ 12.09 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.2' Slope= 0.0450 'f' Inlet Invert= 83.12', Outlet Invert= 82.12' Reach 1 R: 12" Culvert Hydrograph ---'----T --------~----~-------- Inflow Area=0.626 ac ~vg. Flow Depth=0.33' Max V~I=7.86 fps 12.0" Round-P~pe-- n=0.013 L=22.2' 5=0.0450 '/' Cap~city=7 ,56 cfs 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours. Page 15 130406-PRE Prepared by {enter your company name here} Type 11/ 24-hr 10-Year Rainfal/=4.60" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Link 1 L: DP-1 Inflow Area = 1.639 ac, 5.88% Impervious, Inflow Depth> 1.95" for 10-Year event Inflow = 3.69 cfs @ 12.11 hrs, Volume= 0.267 af Primary = 3.69 cfs @ 12.11 hrs, Volume= 0.267 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 4 3 ~ 2·· iL 6 7 8 Link 1 L: DP-1 Hydrograph 13.6!lClSI Inflow· Area=1.639 ac 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 16 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406-PRE Type III 24-hr tOO-Year Rainfal/=6.S0" Printed 10/1012013 Prepared by {enter your company name here} HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Soltware Solutions LLC Page 17 Time span=S.00-20.00 hrs, dt=O.OS hrs, 301 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: ES-1 Runoff Area=44, 113 sl 8.60% Impervious Runoff Depth>3.17" Flow Length=405' Tc=8.7 min CN=72 Runoff=3.60 cIs 0.267 al Subcatchment ES-2: ES-2 Runoff Area=27,277 sl 1.48% Impervious Runoff Depth>3.87" Flow Length=263' Tc=6.0 min CN=79 Runoff=2.95 cIs 0.202 al Reach 1R: 12" Culvert Avg. Flow Depth=0.43' Max Vel=9.03 Ips Inflow=2.95 cIs 0.202 al Link1L: DP-1 12.0" Round Pipe n=0.013 L=22.2' S=0.0450 'f' Capacity=7.56 cis Outflow=2.95 cIs 0.202 al Inllow=6.49 cIs 0.469 al Primary=6.49 cIs 0.469 al Total Runoff Area = 1.639 ac Runoff Volume = 0.469 af Average Runoff Depth = 3.44" 94.12% Pervious = 1.543 ac 5.88% Impervious = 0.096 ac 130406-PRE Prepared by {enter your company name here} Type III 24-hr 100-Year Rainfal/=6.50" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: ES-1 Runoff = 3.60 cis @ 12.13 hrs, Volume= 0.267 ai, Depth> 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 OO-Year Rainlall=6.50" Area (sl) Tc (min) 5.1 3.4 0.0 0.2 8.7 16,498 1,809 3,518 219 7,267 10,873 276 3,653 44,113 40,319 3,794 Length (Ieet) 50 251 19 85 405 CN Description 61 >75%Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Paved parking, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Paved parking, HSG C 96 Gravel surface, HSG C 72 Weighted Average 91.40% Pervious Area 8.60% Impervious Area Slope Velocity Capacity (ftllt) (ftlsec) (cis) 0.0280 0.16 Description Sheet Flow, Grass: Short n= 0.150 P2=3.00" 0.0060 1.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.4700 11.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.1310 5.83 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips Total Page 18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -PRE Type 11/ 24-hr tOO-Year Rainfall==6.S0" Prepared by {enter your company name here} Printed 10/10/2013 HydroCAD® 10.00 sin 02175 ©2013 HydroCAD Software Solutions LLC Page 19 3---1-, Subcatchment ES-1: ES-1 Type III 24-ihr , , -1OQ-¥~ar i=lainfaU :-6.$>" , , Runoff Area=44,113 'sf , I I Runoff :Vol~m~=O.~67 : af , , - -c - - --, Rurroff-Dept~3.-17-Jl- Flow Lengttll=4()5' Tc=8.7 min , eN 72 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Runoff I 130406-PRE Prepared by {enter your company name here} Type III 24-hr 100-Year Rainfal/=6.50" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment E5-2: ES-2 Runoff = 2.95 cfs @ 12.09 hrs, Volume= 0.202 af, Depth> 3.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) Tc (min) 3.4 10,260 1,379 86 12,020 1,196 1,205 317 814 27,277 26,874 403 Length (feet) 34 CN Description 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Roofs, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Roofs, HSG C 96 Gravel surface, HSG C 79 Weighted Average · 98.52% Pervious Area 1.48% Impervious Area Slope (IVIt) Velocity (IVsec) Capacity Description (cis) 0.0350 0.17 Sheet Flow, 1.3 229 0.0340 2.97 Grass: Short n= 0.150 P2= 3.00" Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 4.7 263 Total, Increased to minimum Tc = 6.0 min Page 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -PRE Type III 24-hr 100-Year Rainfal/=6.50" Prepared by {enter your company name here} Printed 10/1012013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 21 3 2 1 ----:-----.<-------- 9 Subcatchment ES-2: ES-2 Hydrograph , --------- Type III 24-ihr 10Q-Year Rainfall=6.S0" , Runoff Area=27,277sf :--..... ~. ----,-------,---~ ---"------,---,- RUI'Joff Vol~me=O.~02 : af i Runoff Depth>3.87" Flow Length=263' 7 ~ :~TC=6~"':~ 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 130406-PRE Prepared by {enter your company name here} Type III 24-hr 100-Year Rainfal/=6.50" Printed 1 Oil 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 1 R: 12" Culvert Inllow Area = 0.626 ac, 1.48% Impervious, Inflow Depth> 3.87" lor 100-Year event Inllow = 2.95 cis @ 12.09 hrs, Volume= 0.202 al Outflow = 2.95 cis @ 12.09 hrs, Volume= 0.202 ai, Allen= 0%, Lag= 0.1 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 9.03 Ips, Min. Travel Time= 0.0 min Avg. Velocity = 3.37 Ips, Avg. Travel Time= 0.1 min Peak Storage= 7 cl @ 12.09 hrs Average Depth at Peak Storage= 0.43' Bank-Full Depth= 1.00' Flow Area= 0.8 sl, Capacity= 7.56 cis 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.2' Slope= 0.0450 'f' Inlet Invert= 83.12', Outlet Invert= 82.12' Reach 1R: 12" Culvert 3 2 -- 7 Hydrograph ---;--- . I ----f- I' Inflow Area=0.626 ac Avg.Flow Depth=0.43' Ma~ V~I=9.03 fps --. -12;0" , Round Pipe n:c0.013 L=22.2' 5=0.0450 'I' Cap~city=7;56 ¢fs 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) Page 22 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406-PRE Prepared by {enter your company name here} Type III 24-hr 100-Year Rainfal/=6.50" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Link 1 L: DP-1 Inflow Area = 1.639 ac, 5.88% Impervious, Inflow Depth> 3.44" for 100-Year event Inflow = 6.49 cfs @ 12.11 hrs, Volume= 0.469 af Primary = 6.49 cfs @ 12.11 hrs, Volume= 0.469 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 7 6 5 3 2 6 7 8 Link 1L: DP-1 Hydrograph r-:i~,' _. -.'-. I ~49c:f. I Inflow Ar,a:::1-.639 ac . . 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 23 I I I I I I I I I I I I I I I I I I I PS-1 PS-2A PS-2B ---------------------~ --~ DP-1 P-1 ~ 12" Culvert Routing Diagram for 130406 -POST Prepared by {enter your company name here}, Printed 10110/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC r I 130406 -POST Prepared by {enter your company name here} Printed 10/10/2013 I HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) I I Area CN Description (acres) (subcatchment-numbers) 0.314 61 >75% Grass cover, Good, HSG B (PS-1, PS-2A, PS-2B) I 0.175 74 >75% Grass cover, Good, HSG C (PS-1, PS-2A, PS-2B) 0.141 96 Gravel surface, HSG B (PS-2B) 0.103 96 Gravel surface, HSG C (PS-1, PS-2B) I 0.515 98 Paved parking, HSG B (PS-1, PS-2A) 0.148 98 Paved parking, HSG C (PS-1, PS-2A) 0.053 98 Roofs, HSG B (PS-2A) I 0.012 85 Stone, HSG B (PS-2A) 0.017 58 Woods/grass comb., Good, HSG B (PS-1) 0.162 72 Woods/grass comb., Good, HSG C (PS-1, PS-2B) 1.639 85 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Soltware Solutions LLC Page 3 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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: PS-1 Subcatchment PS-2A: PS-2A Subcatchment PS-2B: PS-2B Runoff Area=26,833s1 14.14% Impervious Runoff Depth>I.01" Flow Length=337' Tc=6.0 min CN=76 Runoll=0.69 cIs 0.052 al Runoff Area=33,679 sl 81.37% Impervious Runoff Depth>2.16" Flow Length=289' Tc=7.4 min CN=92 Runoff=I.81 cIs 0.139 al Runoff Area=1 0,878 sl 0.00% Impervious Runoff Depth> 1.59' Flow Length=274' Tc=6.0 min CN=85 Runoff=0.46 cIs 0.033 al Reach 1R: 12" Culvert Avg. Flow Depth=0.23' Max Vel=6.39 Ips Inllow=0.86 cIs 0.167 al 12.0" Round Pipe n=0.013 L=22.2' 5=0.0450 'I' Capacity=7.56 cIs Outflow=0.86 cIs 0.167 al Pond 1 P: P-1 Peak Elev=84.77' 5torage=0.042 al Inflow=I.81 cIs 0.139 al Primary=0.68 cIs 0.134 al Secondary=O.OO cIs 0.000 al Outflow=0.68 cIs 0.134 al Link 1L: DP-1 Inllow=I.53 cIs 0.219 al Primary=I.53 cfs 0.219 al Total Runoff Area = 1.639 ac Runoff Volume = 0.224 at Average Runoff Depth = 1.64" 56.30% Pervious = 0.923 ac 43.70% Impervious = 0.716 ac 130406 -POST Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: PS-1 Runoff = 0.69 cfs @ 12.10 hrs, Volume= 0.052 af, Depth> 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) Tc (min) 2.3 1.5 0.0 0.2 4.0 7,578 744 3,518 o 4,181 6,868 276 3,668 26,833 23,039 3,794 Length (feet) 50 200 20 67 337 CN Description 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Paved parking, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Paved parking, HSG C 96 Gravel surface, HSG C 76 Weighted Average 85.86% Pervious Area 14.14% Impervious Area Slope Velocity Capacity Description (ftlft) (ft/sec) (cfs) 0.2000 0.36 Sheet Flow, Grass: Short n= 0.150 P2=3.00" 0.0190 2.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5640 12.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1350 5.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps Total, Increased to minimum Tc = 6.0 min Page 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Type III 24-hr 2-Year Rainfal/=3.OO" Prepared by {enter your company name here} Printed 1 011 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC 0.75 0.7 . , --,--- Subcatchment PS-1: PS-1 Hydrograph ---to. - 065 -"'fyt?e-ilt~ 24-hr -,--~--~-----~--~-----,---,-- 0.6 0.55 0.5 ~-y:e;;lr Bainfal,=~.qO": [:. Runoff Area=26,833 sf ' J I i _ 0.45 .!! aunqffVolume=O.Q5~ a;f S 0.4 ~unc#f 'Depth> 1.01 ~II • ~ 0.35 FIQwLength=337" , 0.3 0.25 0.2 0.15 l"c":"6~Omin .: .~. CN=16 .. , '. 0.1 , !-\...:, , 0.05 ,-I -,-----1-o~' __ ~~~~~~~~~~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 5 1-Runoff~ 130406 -POST Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfall=3.00" Printed 1 011 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-2A: PS-2A Runoff = 1.81 cis @ 12.11 hrs, Volume= 0.139 ai, Depth> 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainlall=3.00" * Area (sf) CN Description 3,816 61 >75% Grass cover, Good, HSG B 2,292 98 Rools, HSG B 18,929 98 Paved parking, HSG B 505 85 Stone, HSG B 1,953 74 >75% Grass cover, Good, HSG C 6,184 98 Paved parking, HSG C 33,679 92 Weighted Average 6,274 18.63% Pervious Area 27,405 81.37% Impervious Area Tc (min) Length (Ieet) Slope (ft/It) Velocity (It/sec) Capacity Description (cis) i 5.8 1.6 50 0.0200 239 0.0150 7.4 289 Total 0.14 2.49 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" Shallow Concentrated Flow, Paved Kv= 20.3 Ips Subcatchment PS-2A: PS-2A Hydrograph 2~--~~~~~~~~~--~,~-~-~-~-~~_=_~L~_----------~~--~~~~ Typem2~-hr , ~ 1 2-Year Rajn'al~=~.OO" Runoff Area=3~,~79 sf Runoff VQlume=O.13~ af Runoff oept~2-.t. 6J ' __ -.l __ , o iL , ' I , I . Flow Length=289' , , , , , , , Tc=7.4 min , CN=92 ----o+-~~-+~~~~~~~~~;:~~~~~~~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 • POST Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS·2B: PS·2B Runoff = 0.46 cis @ 12.09 hrs, Volume= 0.033 ai, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainlall=3.00" Area (sf) Tc (min) 3.4 1.4 4.8 2,270 6,137 1,485 172 814 10,878 10,878 Length (Ieet) 32 242 274 CN Description 61 >75% Grass cover, Good, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 96 Gravel surface, HSG C 85 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (cis) 0.0310 0.16 Descri ption Sheet Flow, Grass: Short n=0.150 P2=3.00" 0.0330 2.92 Shallow Concentrated Flow, Unpaved KV-16.1 Ips Total, Increased to minimum Tc = 6.0 min Subcatchment PS-2B: PS·2B Hydrograph Page 7 0.5 0.49 , , 1-Runoff~ 0.46 --I --,--,'-',- ~.~ =typeJII:24~h .. -c o~ : 2---Vear= Rafritan= :3;00" 0.36 0.34 0.32 _ 0.3 ~ 0.28 -0.26 ~ 0.24 u:: 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 = ~tJn()ff Ar:e~~o,EJ:7EJ. ~f ___ _ aunoff Volume 0.033 af . = aunoffDepth>' 1_59~' -----_. -~Iow· Lerigth-27 4'--------- -Tc-6.0 min --I-__ , ___ , ___ , _____ ~. __ ~ _____ '-__ ; __ CN::85 -' .. _____ -.1 _ , , -----,-----1 - , ----------- -_, _____ .,.__ .-l _ , , ---'----'- _---' __ ..J _ , ------------·---1-- -1-_ , ·'1-I -_1-, ____ 1_-, 0.04 - -______ '--__ i-_____ ,__ -1-··-, o~:t. ..... ..;,:.:... ......... ....: ........ ...,.~..;:;;~;...+... ........... :::::;;::;;:;;:;;;;;;,;;;:;;;;;;:;;:;.;:;;;~' .J o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 130406 -POST Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 1 R: 12" Culvert I nflow Area = 1.023 ac, 61.51% Impervious, Inflow Depth> 1.96" for 2-Year event Inflow = 0.86 cfs @ 12.33 hrs, Volume= 0.167 af Outflow = 0.86 cfs @ 12.33 hrs, Volume= 0.167 af, Allen= 0%, Lag= 0.1 min Routing by Stor-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 6.39 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.12 Ips, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.33 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.2' Slope= 0.0450 '/' Inlet Invert= 83.12', Outlet Invert= 82.12' Reach 1 R: 12" Culvert Hydrograph 0.95 , , , ~ , 0.9 I I I I --I '" --,-------0.85 0.8 InflowArea-1.02-3-ac : . ,--.----, , 0.75 Av :. Flow Oeth-0.73' : 0.7 - -9 . . -. p .,-- 0.65 o. Ci' 0.55 :2. 0.5 ~ 0.45 ii: 0.4 lI/Ia~V-eI=6 . .ag.fps· --.-' -r2.j)"~_::: ___ _ RoUnd Pipe I .... , __ ......• ~=q.O~3 035 . L.=22.2'- 0.3 -1- 0.25 5=0.0450 '/'- , . 00;: C~~~~i-ty= l.-~()-p-f!!L. 0.1 , , . , -l __ -'-_._'--___ ~ , ----------'---t- 00~t:..;.. ..... ....,-~~~..;.,~4:.... ......... ~.L..;.,~~::;::;:;:;:;:;::;~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Pri nted 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions llC Summary for Pond 1 P: P-1 I nflow Area = 0.773 ac, 81.37% Impervious, Inflow Depth> 2.16" for 2-Year event Inflow = 1.81 cfs @ 12.11 hrs, Volume= 0.139 af Outflow = 0.68 cfs @ 12.38 hrs, Volume= 0.134 af, Alten= 62%, lag= 16.7 min Primary = 0.68 cfs @ 12.38 hrs, Volume= 0.134 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs I 2 Peak Elev= 84.77' @ 12.38 hrs Surf.Area= 0.032 ac Storage= 0.042 af Plug-Flow detention time= 60.9 min calculated for 0.134 af (96% of inflow) Center-of-Mass del. time= 40.5 min ( 841.2 -800.8 ) Volume Invert Avail.Storage Storage Description #1A 82.95' 0.029 af 29.00'W x 4S.67'l x 3.67'H Field A Page 9 0.119 af Overall -0.046 af Embedded = 0.072 af x 40.0% Voids #2A 83.45' 0.046 af CuHec R-VSHD x 35 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'l with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 5 rows 0.075 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing #1 Primary #2 Device 1 #3 Device 1 #4 Secondary Invert Outlet Devices 83.25' 12.0" Round Culvert L= 20.0' RCP, groove end projecting, Ke= 0.200 Inlet I Outlet Invert= 83.25' I 83.15' S= 0.0050 'J' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 83.25' 4.0" Vert. Orifice C= 0.600 84.50' 6.0" W x 10.0" H Vert_ Orifice C= 0.500 86.60' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.68 cfs @ 12.38 hrs HW=84.77' (Free Discharge) 't....1=Culvert (Passes 0.68 cfs of 3.68 cfs potential flow) t2=orifice (Orifice Controls 0.49 cis @ 5.61 fps) 3=Orifice (Orifice Controls 0.19 cfs @ 1.40 fps) endary OutFlow Max=O.OO cfs @ 0.00 hrs HW=82.95' (Free Discharge) =Sharp-Crested Rectangular Weir (Controls 0.00 cfs) 130406 -POST Prepared by (enter your company name here) Type III 24-hr 2-Year Rainfa//=3.00" Printed 1 0/10/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Soltware Solutions LLC Pond 1 P: P-1 -Chamber Wizard Field A Chamber Model = Cullec R-VBHD Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 5 rows 60.0" Wide + 6.0" Spacing = 66.0" C-C Row Spacing Page 10 7 Chambers/Row x 7.50' Long -5.83' Row Adjustment = 46.67' Row Length +12.0" End Stone x 2 = 48.67' Base Length 5 Rows x 60.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 29.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 35 Chambers x 65.1 cf -5.83' Row Adjustment x 8.68 sf x 5 Rows = 2,024.5 cf Chamber Storage 5,175.2 cf Field -2,024.5 cf Chambers = 3,150.7 cf Stone x 40.0% Voids = 1,260.3 cf Stone Storage Chamber Storage + Stone Storage = 3,284.8 cf = 0.075 af Overall Storage Efficiency = 63.5% 35 Chambers 191.7 cy Field 116.7 cy Stone I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 2-Year Rainfal/=3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC ! Pond 1P: P-1 Hydrograph 2~~~~~~~~~~~~~~~~--~--~~~--~------~ I 1.81 cis Inflow Area=O ;773 ac Peak Elev=84.i"r Storage-;O.042 af ~ 1 o iL O.OOds o o 1 I 0.68 cis I ~ ~ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 11 -Inflow -Outflow -Primary -Secondary 130406 -POST Prepared by {enter your company name here} Type /II 24-hr 2-Year Rainfal/=:3.00" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 12 Summary for Link 1L: DP-1 Inflow Area = 1.639 ac, 43.70% Impervious, Inflow Depth> 1.60" for 2-Year event Inflow = 1.53 cfs @ 12.10 hrs, Volume= 0.219 af Primary = 1.53cfs@ 12.10hrs, Volume= 0.219af, Atten=O%, Lag=O.Omin Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1 L: DP-1 Hydrograph Inflow Area"";1.639a~ o-L-__ ~"""'::/~"""""""'~~~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 • POST Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/=4.60" Printed 1 Oil 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 13 Time span=O.00-24.00 hrs, dt=O.05 hrs, 481 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 P5-1: PS-1 Subcatchment PS-2A: PS-2A Subcatchment PS-2B: PS-2B Runoff Area=26,833 sf 14.14% Impervious Runoff Depth>2.21" Flow Length=33T Tc=6.0 min CN=76 Runoff=I.56 cfs 0.113 af Runoff Area=33,679 sf 81.37% Impervious Runoff Depth>3.70" Flow Length=289' Tc=7A min CN=92 Runoff=3.01 cfs 0.238 af Runoff Area=10,878 sf 0.00% Impervious Runoff Depth>3.00" Flow Length=274' Tc=6.0 min CN=85 Runoff=0.85 cfs 0.062 af Reach 1 R: 12" Culvert Avg. Flow Depth=0.38' Max Vel=8A2 fps Inflow=2.27 cfs 0.295 af 12.0" Round Pipe n=0.013 L=22.2' S=0.0450 'f' Capacity=7.56 cfs Outflow=2.27 cfs 0.295 af Pond 1 P: P-1 Peak Elev=85A5' Storage=0.058 af Inflow=3.01 cfs 0.238 af Primary=1.78 cfs 0.233 af Secondary=O.OO cfs 0.000 af Outflow=1.78 cfs 0.233 af Link 1 L: DP-1 Inflow=3.51 cfs OA08 al Primary=3.51 cis OA08 al Total Runoff Area = 1.639 ac Runoff Volume = 0.414 af Average Runoff Depth = 3.03" 56.30% Pervious = 0.923 ac 43.70"10 Impervious = 0.716 ac 130406 -POST Prepared by (enter your company name here} Type III 24-hr 10-Year Rainfal/=4.60" Printed 10/1012013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: PS-1 Runoff = 1.56 cis @ 12.09 hrs, Volume= 0.113 aI, Depth> 2.21 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainlall=4.60" Area (sl) CN Description Tc (min) 2.3 1.5 0.0 0.2 4.0 7,578 744 3,518 o 4,161 6,868 276 3,668 26,833 23,039 3,794 Length (Ieet) 50 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Paved parking, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Paved parking, HSG C 96 Gravel surface, HSG C 76 Weighted Average 85.86% Pervious Area 14.14% Impervious Area Slope (IVIt) 0.2000 Velocity (It/sec) 0.36 Capacity Description (cIs) Sheet Flow, 200 0.0190 2.22 Grass: Short n= 0.150 P2= 3.00" Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 20 0.5640 12.09 67 0.1350 5.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips Shallow Concentrated Flow, Unpaved K v-16.1 Ips 337 Total, Increased to minimum Tc = 6.0 min Page 14 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Type III 24-hr 10-Year Rainfal/=4.60" Prepared by {enter your company name here} Printed 10/1012013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 15 Subcatchment PS-1: PS-1 Hydrograph Type III 24-hr 10-Year Rainfall=4.60" Runoff Area=26,833 sf ! 1 Runoff Volume=O.113 af Runoff Depth>2.?1" Flow Length=33i' Tc=6.0 min CN=76 , , , , \ ../ .-.......,-o~~~ __ ~~~~~~~~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Runoff ~ 130406 -POST Prepared by {enter your company name here} Type III 24-hr 1 a-Year RainfaJ/==4.6a" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-2A: PS-2A Runoff = 3.01 cfs @ 12.10 hrs, Volume= 0.238 af, Depth> 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0,00-24,00 hrs, dt= 0,05 hrs Type III 24-hr 10-Year Rainfall=4,60" • Area (sf) Tc (min) 5.8 1,6 7.4 3,816 2,292 18,929 505 1,953 6,184 33,679 6,274 27,405 Length (feet) 50 239 289 CN Description 61 >75% Grass cover, Good, HSG B 98 Roofs, HSG B 98 Paved parking, HSG B 85 Stone, HSG B 74 >75% Grass cover, Good, HSG C 98 Paved parking, HSG C 92 Weighted Average 18,63% Pervious Area 81.37% Impervious Area Slope Velocity Capacity Description (ftJlt) (fVsec) (cfs) 0,0200 0.14 Sheet Flow, Grass: Short n= 0,150 P2= 3,00" 0,0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps Total Subcatchment PS-2A: PS-2A Hydrograph Page 16 3.01 cfs' 1-Runoff~ 3 2 TypeUl 24-h~ 10-Year Rainf~1I A.~O" Runoff Area=33,679 sf i ' , Runoff Volume-O.23Q af , Runoff Depth:>3.70" . , , I Flow Lengt~=289' Tc=7.4 min CN=92 u o~~ __ ~~~~~~~~~ a 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/=4.60" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-2B: PS-2B Runoff = 0.85 cIs @ 12.09 hrs. Volume= 0.062 al. Depth> 3.00" Runoff by SCS TR-20 method. UH=SCS. Weighted-CN. Time Span= 0.00-24.00 hrs. dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) Tc (min) 3.4 1.4 4.8 2.270 6.137 1.485 172 814 10.878 10.878 Length (feet) 32 242 274 CN Description 61 >75% Grass cover. Good. HSG B 96 Gravel surface. HSG B 74 >75% Grass cover. Good. HSG C 72 Woods/grass comb .• Good. HSG C 96 Gravel surface. HSG C 85 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (Wit) (Wsec) (cIs) 0.0310 0.16 Description Sheet Flow, Grass: Short n= 0.150 P2=3.00" 0.0330 2.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps Total. Increased to minimum Tc = 6.0 min Subcatchment PS-2B: PS-2B Hydrograph 0.95-r-~~~~----~~---';-;:-:"""'---~~---------'-,-----, Page 17 o. 0.85 • 0.85 cis 1-Runoff~ 0.8 0.75 0.7 Type III 24-hr • 1-0~Y~aO:lalrifaH . 4,60" Runoff Area-10,878 sf ,,055 aunoff Volume=O.062 af ~ 0.5 0.65 0.6 ~ 0.45 Runoff Depth>3.00" '" 003: . _ t=1_QwJ-~ngth::?7 4' Te=6,O min 0.3 00 2 : CI\I=85. ~ 0.15 0.1 00~L.""'''''''';''''';''''':'''''~';':'~-~-~'';--~-~-:::':"~""':;::~;:;;;;;;i;:;;;;;;;;;:;;;~~~;;;j o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 130406 -POST Prepared by {enter your company name here} Type III 24-hr to-Year Rainfal/=4.60" P ri nted 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 1R: 12" Culvert Inflow Area = 1.023ac, 61.51% Impervious, Inflow Depth > 3.46" for 10-Yearevent Inflow = 2.27 cfs @ 12.20 hrs, Volume= 0.295 af Outflow = 2.27 cfs @ 12.20 hrs, Volume= 0.295 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 8.42 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.54 fps, Avg. Travel Time= 0.1 min Peak Storage= 6 cf @ 12.20 hrs Average Depth at Peak Storage= 0.38' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.2' Slope= 0.0450 'I' Inlet Invert= 83.12', Outlet Invert= 82.12' Reach 1R: 12" Culvert ~ • o Ii: 2 Hydrograph Inflow Area=1.023 ac Avg. FlowOepth '0.38' Max Vel=8,42 fps· 12.0" Round Pipe n=0.013 L=22.2' S=0.0450 'I' CapacitY=7.56 <:f$ .'In cis> o~~~~~~~~~~~~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/=4.60" Printed 1 Ofl Of2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Pond 1 P: P-1 Inflow Area = 0.773 ac, 81.37% Impervious, Inflow Depth> 3.70" for 10-Year event Inflow = 3.01 cfs @ 12.10 hrs, Volume= 0.238 af Outflow = 1.78cfs@ 12.24hrs, Volume= 0.233af, Atten=41%, Lag=7.9min Primary = 1.78 cfs @ 12.24 hrs, Volume= 0.233 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 12 Peak Elev= 85.45' @ 12.24 hrs Surf.Area= 0.032 ac Storage= 0.058 at Plug-Flow detention time= 48.3 min calculated for 0.232 af (98% of inflow) Center-of-Mass del. time= 34.9 min ( 821.0 -786.1 ) Volume Invert Avail.Storage Storage Description #lA 0.029 af 29.00'W x 4S.67'L x 3.67'H Field A Page 19 82.95' 83.45' 0.119 af Overall -0.046 af Embedded = 0.072 af x 40.0% Voids #2A 0.046 af Cultec R-VSHD x 35 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'L with 0.50' Overlap Row Length Adjustment= -5.83' x 8.68 sf x 5 rows 0.075 af Total Available Storage Storage Group A created with Chamber Wizard Device #1 #2 #3 #4 Routing Primary Device 1 Device 1 Secondary Invert Outlet Devices 83 .25' 12.0" Round Culvert L= 20.0' RCP, groove end projecting, Ke= 0.200 Inlet I Outlet Invert= 83.25' /83.15' S= 0.0050 'f' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 83.25' 4.0" Vert. Orifice C= 0.600 84.50' 6.0" W x 10.0" H Vert. Orifice C= 0.500 86.60' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=l.77 cfs @ 12.24 hrs HW=85.44' (Free Discharge) 'L.l =Culvert (Passes 1.77 cfs ot 5.30 cfs potential flow) t2=orifice (Orifice Controls 0.60 cfs @ 6.85 fps) 3=Orifice (Orifice Controls 1.18 cfs @ 2.82 fps) ~Ondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=82.95' (Free Discharge) =Sharp-Crested Rectangular Weir (Controls 0.00 cfs) 130406 -POST Prepared by {enter your company name here} Type 11124-hr 10-Year Rainfall=4.60" Printed 1 011 0/2013 HydroCAD® 10.00 sIn 02175 ©2013 HydroCA D Soflware Solutions LLC Pond 1 P: P-1 -Chamber Wizard Field A Chamber Model = Cultec R-VSHD Effective Size= 55.2''W x 32.0"H => 8.68 sf x 7,50'l = 65,1 cf Overall Size= 60.0"W x 32.0"H x 8.00'l with 0.50' Overlap Row l ength Adjustment= -5.83' x 8.68 sf x 5 rows 60,0" Wide + 6.0" Spacing = 66.0" C-C Row Spacing Page 20 7 Chambers/Row x 7.50' long -5,83' Row Adjustment = 46.67' Row length + 12,0" End Ston e x 2 = 48,67' Base l ength 5 Rows x 60.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 29.00' Base Width 6.0" Base + 32 .0" Chamber Height + 6.0" Cover = 3.67' Fi eld Height 35 Chambers x 65.1 cf -5.83' Row Adjustment x 8.68 sf x 5 Rows = 2,024.5 cf Chamber Storage 5,175.2 cf Field -2,024.5 cf Chambers = 3,150.7 cf Stone x 40.0% Voids = 1,260.3 cf Stone Storage Chamber Storage + Stone Storage = 3,284.8 cf = 0.075 af Overall Storage Efficiency = 63.5% 35 Chambers 191.7 cy Field 116.7 cy Stone I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/==4.60" Printed 1 0/1 0/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 21 Pond 1P: P-1 Hydrograph I 3.01 cis I , 3 - - Inflow: Area=O. 773 ac Peak Elev=8S.4S' , , Storage;-O.OSfI af , 2 ----------. -USci. , 1 - ------ - ------- -- , ~ , 10.OOck'l , 0 o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow -Outflow -Primary -Secondary 130406 -POST Prepared by {enter your company name here} Type III 24-hr 10-Year Rainfal/==4.60" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 22 Summary for Link 1 L: DP-1 Inflow Area = 1.639 ac, 43.70% Impervious, Inflow Depth> 2.99" for 10-Year event Inflow = 3.51 cfs @ 12.13 hrs, Volume= 0.408 af Primary = 3.51 cfs @ 12.13 hrs, Volume= 0.408 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1 L: DP-1 Hydrograph 3.51 ds Inflow Area....;1.639 ac 3 i 2 ~ - - - o~~~~~~~~~~~~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Type III 24-hr 100-Year Rainfal/=6.50" Prepared by {enter your company name here} Printed 1 0/1 0/2013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Software Solutions LLC Page 23 Time span=0.OO-24.00 hrs, dt=O.05 hrs, 481 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-l: PS-l Runoff Area=26,833 sf 14.14% Impervious Runoff Depth>3.81" Flow Length=337' Tc=6.0 min CN=76 Runoff=2.70 cfs 0.196 af Subcatchment PS-2A: PS-2A Runoff Area=33,679 sf 81.37% Impervious Runoff Depth>5.56" Flow Length=289' Tc=7.4 min CN=92 Runoff=4.43 cfs 0.358 af Subcatchment PS-2B: PS-2B Runoff Area=10,878 sf 0.00% Impervious Runoff Depth>4.77" Flow Length=274' Tc=6.0 min CN=85 Runoff=1.34 cfs 0.099 af Reach 1 R: 12" Culvert Avg. Flow Depth=0.50' Max Vel=9.63 fps Inflow=3.79 cis 0.452 af Pond lP: P-l Link 1 L: DP-l 12.0" Round Pipe n=0.013 L=22.2' S=0.0450 'j' Capacity=7.56 cfs Outflow=3.78 cfs 0.452 af Peak Elev=86.58' Storage=0.075 af Inflow=4.43 cfs 0.358 af Primary=2.89 cfs 0.352 af Secondary=O.OO cfs 0.000 af Outflow=2.89 cfs 0.352 af Inflow=6.31 cis 0.647 at Primary=6.31 cfs 0.647 af Total Runoff Area = 1.639 ac Runoff Volume = 0.653 af Average Runoff Depth = 4.78" 56.30% Pervious = 0.923 ac 43.70% Impervious = 0.716 ac 130406 -POST Prepared by {enter your company name here} Type III 24-hr toO-Year Rainfal/=6.S0" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1: PS-1 Runoll = 2.70 cis @ 12.09 hrs, Volume= 0.196 ai, Depth> 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainlall=6.50" Area (51) Tc (min) 2.3 1.5 0.0 0.2 4.0 7,578 744 3,518 o 4,181 6,868 276 3,668 26,833 23,039 3,794 Length (Ieet) 50 200 20 67 337 CN Description 61 >75% Grass cover, Good, HSG B 58 Woods/grass comb., Good, HSG B 98 Paved parking, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 98 Paved parking, HSG C 96 Gravel surface, HSG C 76 Weighted Average 85.86% Pervious Area 14.14% Impervious Area Slope Velocity Capacity Description (ttllt) (It/sec) (cis) 0.2000 0.36 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 0.0190 2.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.5640 12.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 0.1350 5.92 Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips Total, Increased to minimum Tc = 6.0 min Page 24 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Type III 24-hr 100-Year Rainfal/=6.50" Prepared by {enter your company name here} Printed 10/1012013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Page 25 Subcatchment PS-1: PS-1 I 2.70cfs.J Type III 24-hr 100-Year Rainfall=6.50" 2 Runoff Area=2~,833 sf Runoff Volurne=O.196 af Runoff Oepth:>3.81II Flow Lengtti=331' TC=6~O-min- CN=76 10 11 12 13 Time (hours) 14 15 16 17 18 19 20 21 22 23 24 1-Runoff I 130406 -POST Prepared by {enter your company name here} Type 11/ 24-hr 100-Year Rainfal/=6.50" Printed 1 Oil 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-2A: PS-2A Runoff = 4.43 cis @ 12.10 hrs, Volume= 0.358 ai, Depth> 5.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainlall=6.50" • Area (sl) CN Description Tc (min) 5.8 1.6 7.4 3,816 2,292 18,929 505 1,953 6,184 33,679 6,274 27,405 Length (Ieet) 50 61 >75% Grass cover, Good, HSG B 98 Rools, HSG B 98 Paved parking, HSG B 85 Stone, HSG B 74 >75% Grass cover, Good, HSG C 98 Paved parking, HSG C 92 Weighted Average 18.63% Pervious Area 81.37% Impervious Area Slope (ft/tt) Velocity (It/sec) Capacity Description (cis) 0.0200 0.14 Sheet Flow, 239 0.0150 2.49 Grass: Short n= 0.150 P2= 3.00" Shallow Concentrated Flow, Paved Kv-20.3 Ips 289 Total Subcatchment PS-2A: PS-2A Hydrograph Page 26 t 4.43"'. t 1-Runoff; 4 . Type III :24-hr " I 3 2 100-Year Raintall=$.50" Runoff Area=33,679 sf , Runoff Volume=O.358 af Runoff Depth:>5.56" Flow Length=289' Tc=7.4 min _CN;:92 r I \.i o~~~~~~~~~~~~ a 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by (enter your company name here} Type III 24-hr 100-Year Rainfal/=6.50" Printed 1 011 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment PS-2B: PS-2B Runoff = 1.34 cis @ 12.09 hrs, Volume= 0.099 ai, Depth> 4.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainlall=6.50" Area (sl) CN Description Tc (min) 3.4 1.4 4.8 2,270 6,137 1,485 172 814 10,878 10,878 Length (Ieet) 32 61 >75% Grass cover, Good, HSG B 96 Gravel surface, HSG B 74 >75% Grass cover, Good, HSG C 72 Woods/grass comb., Good, HSG C 96 Gravel surface, HSG C 85 Weighted Average 100.00% Pervious Area Slope (ftJlt) 0.0310 Velocity (ft/sec) Capacity Description (cis) Sheet Flow, 242 0.0330 0.16 2.92 Grass: Short n= 0.150 P2= 3.00" Shallow Concentrated Flow, Unpaved Kv= 16.1 Ips 274 Total, Increased to minimum Tc = 6.0 min Subcatchment PS-2B: PS-2B Hydrograph Page 27 11.34cfsl 1-Runoff~ Type III 24-hr 100-Vear Rainfall=6.50" Runoff Areal::1-6,878 sf Runoff Vdlume=O.099 af Runoff Depth>i4.77" Flow Length=274' Tc=6.0 min CN=85 . , , o~~~~~~~~~~~~~~~~~~~~ o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 130406 -POST Prepared by {enter your company name here} Type 11/ 24-hr 100-Year Rainfall=6.50" Printed 1 0/1 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Summary for Reach 1 R: 12" Culvert Inflow Area = 1.023 ac, 61.51 % Impervious, Inflow Depth> 5.30" for 100-Year event Inflow = 3.79 cfs @ 12.16 hrs, Volume= 0.452 af Outflow = 3.78cfs@ 12.16hrs, Volume= 0.452af, Atten=O%, Lag=O.l min Routing by Stor-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 9.63 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.89 fps, Avg. Travel Time= 0.1 min Peak Storage= 9 cf @ 12.16 hrs Average Depth at Peak Storage= 0.50' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 7.56 cfs 12.0" Round Pipe n= 0.013 Corrugated PE, smooth interior Length= 22.2' Slope= 0.0450 'f' Inlet Invert= 83.12', Outlet Invert= 82.12' Reach 1 R: 12" Culvert 4 3 Hydrograph I 3.78 cfs I Inflow Area=1.023 ac , Avg. Flow Depth::±0.50' Max Vel=9,63 fps 12.0" Round Pipe n=0.013 L=22.2' 5=0.0450 'I' , , , l ---r --T ---- Capacity=7.~6 !:f~ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 28 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 100-Year Rainfal/=6.50" Printed 1 0/1 0/2013 HydroCAD® 10.00 s/n 02175 © 2013 HydroCAD Software Solutions llC Summary for Pond 1P: P-1 Inflow Area = 0.773 ac, 81.37% Impervious, Inflow Depth> 5.56" for 100-Year event Inflow = 4.43 cfs @ 12.10 hrs, Volume= 0.358 af Outflow = 2.89 cfs @ 12.21 hrs, Volume= 0.352 af, Atten= 35%, Lag= 6.6 min Primary = 2.89 cfs @ 12.21 hrs, Volume= 0.352 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 86.58' @ 12.21 hrs Surf.Area= 0.032 ac Storage= 0.075 af Plug-Flow detention time= 41.7 min calculated for 0.352 af (98% of inflow) Center-of-Mass del. time= 31.8 min ( 807.4 -775.5 ) Volume Invert Avail.Storage Storage Description #lA 82.95' 0.029 af 29.00'W x 4S.67'L x 3.67'H Field A Page 29 0.119 af Overall -0.046 af Embedded = 0.072 af x 40.0% Voids #2A 83.45' 0.046 af Cultec R-VSHD x 35 Inside #1 Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'L = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'l with 0.50' Overlap Row length Adjustment= -5.83' x 8.68 sf x 5 rows 0.075 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing #1 Primary #2 Device 1 #3 Device 1 #4 Secondary Invert Outlet Devices 83.25' 12.0" Round Culvert L= 20.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 83.25' / 83.15' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 83.25' 4.0" Vert. Orifice C= 0.600 84.50' 6.0" W x 10.0" H Vert. Orifice C= 0.500 86.60' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.87 cfs @ 12.21 hrs HW=86.55' (Free Discharge) 'L.l::Culvert (Passes 2.87 cfs of 7.22 cfs potential flow) t2=Orifice (Orifice Controls 0.74 cfs @ 8.52 fps) 3=Orifice (Orifice Controls 2.13 cfs @ 5.11 fps) ~ondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=82.95' (Free Discharge) =Sharp-Crested Rectangular Weir (Controls 0.00 cis) 130406 -POST Type III 24-hr 100-Year Rainfall=6.50" Prepared by {enter your company name here} HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Pond 1 P: P-1 -Chamber Wizard Field A Chamber Model = Cultec R-V8HD Effective Size= 55.2"W x 32.0"H => 8.68 sf x 7.50'l = 65.1 cf Overall Size= 60.0"W x 32.0"H x 8.00'l with 0.50' Overlap Row length Adjustment= -5.83' x 8.68 sf x 5 rows 60.0" Wide + 6.0" Spacing = 66.0" C-C Row Spacing Printed 10/10/2013 Page 30 7 Chambers/Row x 7.50' long -5.83' Row Adjustment = 46.67' Row length + 12.0" End Stone x 2 = 48.67' Base length 5 Rows x 60.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 29.00' Base Width 6.0" Base + 32.0" Chamber Height + 6.0" Cover = 3.67' Field Height 35 Chambers x 65.1 cf -5 .83' Row Adjustment x 8.68 sf x 5 Rows = 2,024.5 cf Chamber Storage 5,175.2 cf Field -2,024.5 cf Chambers = 3,150.7 cf Stone x 40.0% Voids = 1,260.3 cf Stone Storage Chamber Storage + Stone Storage = 3,284.8 cf = 0.075 at Overall Storage Efficiency = 63.5% 35 Chambers 191 .7 cy Field 116.7 cy Stone I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 130406 -POST Prepared by {enter your company name here} Type III 24-hr 100-Year Rainfal/=6.50" Printed 1 011 0/2013 HydroCAD® 10.00 sin 02175 © 2013 HydroCAD Software Solutions LLC Pond 1P: P-1 Hydrograph 4.43 cis 4 InfIOw:Area=O.173 ac Peak Elev=86.58' 3 Stora.ge:i::O.07& af I 2.89cfs , , , , 2 - 1/\\ , , , , , , , , 1 - - -.--,--. L ' , --.~-------._-, , , , , ~ , , , o.oOcfs , 0 o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Page 31 Inflow -Outflow -Primary -Secondary 130406 -POST Prepared by {enter your company name here} Type III 24-hr 100-Year Rainfal/==6.S0" Printed 10/1012013 HydroCAD® 10.00 sIn 02175 © 2013 HydroCAD Sofmare Solutions LLC Summary for Link 1 L: DP-1 Inflow Area = 1.639 ac, 43.70% Impervious, Inflow Depth> 4.74" for 1 OO-Year event Inflow = 6.31 cfs @ 12.11 hrs, Volume= 0.647 af Primary = 6.31 cIs @ 12.11 hrs, Volume= 0.647 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1 L: DP-1 I I I I [h6.31 cis I ~ , , , , , -~I---[------Inflow-:ATea~1 -.63g-ac -6 , , ------~--~--.---.---, , , 5 ._-.-_. __ . i 4 .,--,-- ~ u: 3 2 - 1 . - - - I I I' I , , '" I --,--------1 -r--T--~--r -- , , , , , , , ,. , , , I I I • -.--~-----------------r--r--~--~-- -,.---I , , , , , . , , _ • '. __ L _ , , , , ..... ,'._-r--- , I I I I ' ._._------, . - -j--- , ',' , --- - -- ----1-.,. -- ---,--- o~~~~~~~~~~~d o 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time <_'0) Page 32 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 40 School Stru :t . WEstfi£ld, MA 0I0B5 ". ; " .... , .. '.:.:?:' .,-• P'\. t-'J::;" ,..::.;. P 413.S6B.O~BS . f 413.56B.0986 www.rlaland.com Appendix D: Hydraulic Analysis A LAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I Channel Report H)'IraflCM' Express Extension f()( AutoCAD® Civi13D® 2012 by Autodesk. Inc. Friday. Oct 4 2013 Existing 12-inch Culvert Circular Diameter (tt) Invert Elev (tt) Slope (%) N-Value Calculations Compute by: Known Q (cfs) Elev (tt) = 1.00 = 83.12 = 4.51 = 0.013 Known Q = 3.79 Highlighted Depth (tt) Q (cfs) Area (sqtt) Velocity (ft/s) Wetted Peri m (tt) Crit Depth, Yc (tt) Top Width (tt) EGL (tt) Section = 0.50 = 3.790 = 0.39 = 9.60 = 1.57 = 0.83 = 1.00 = 1.93 Depth (tt) 85.00 ~--------,-----------,----------,-1.88 ... --_._--_._-_._-------._---- -------_.-.... _-------------'--... _.- ---------.. _ .. _- 84.50 -t--------t----------t---------t-1.38 -_ .. _--- .. _ .. _._----_. __ .-_._-._._--_._--_. .- ------- / ............ 84.00 -t---------t-(~"'-----"'.._\--t---------+--0.88 ...... -. -... -... ----...... -.-.... _ .. -- =-=--------=----. ~ . --= ----=~ ------:~-==--: .. 83.50 -t--------l\-.~-----------t--------+-0.38 . _----------_. ---' -_. -' ----_._----_. ... _-.. _. __ .. -------- 83.00 -t---------t--------__t_-------_+__ -0.12 . -.-. --------.. --.--... ----. -.. ---.-----.-.. -.... -.-.-----1 --. -..... ------... __ . --.' 82.50 ----"---------'-----------'-----------'----0.62 o 1 2 3 I D ........ ,..h Iff.\ You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) I I I I I I I I I I I I I I I I I I I 40 School StreEt . Westfield, MA 01085 P 413.568.0985 f 413.568.0986 . www.rlaland.com Appendix E: Long-Term Operation And Maintenance Plan A LAND PLANNING SERVICES COMPANY I I I I I I I I I I I I I I I I I I I R LEVESQUE ASSOCIATES, INC. 40 School StrEt:t WestfiEld, MA 010B5 P 413.568.0985 . f 413,568.0986 . www.rlaland.com LONG-TERM OPERATION AND MAINTENANCE PLAN This Long-Term Operation and Maintenance Plan (O&M) identifies inspection and maintenance requirements for the proposed stormwater management system. The O&M addresses guidelines set forth by the Stormwater Management Handbook developed by the Massachusetts Department of Environmental Protection. Owner: Selmar Realty, Inc. 4 Harding Avenue Ludlow, MA 01056 Responsible Party: Selmar Realty, Inc. 4 Harding Avenue Ludlow, MA 01056 Long-Term Stormwater Maintenance Program: Regular inspection and routine maintenance are necessary to ensure that the stormwater management system continues to control and treat runoff. The following lists the inspection schedule and maintenance procedures for the proposed stormwater Best Management Practices: Fou r ti mes per Four times • Remove sediment once deposits Catch Basins reach one half the depth from the year per year bottom su to the lowest invert. Proprietary As specified by As specified • Clean the unit using the method Sedimentatio the by the specified by the manufacturer. n Device* manufacturer manufactur Vactor trucks are typica Ily used to er clean these units. Subsurface I nspect twice Twice Per • Remove any debris that might clog Infiltration the system; Basin per year year OSee attached CDS Operation and Maintenance Guide A LAND PLANNING SERVICES COMPANY 1 R LEVESQUE ASSOCIATES, INC. 40 School StrEet . Westfield, MA 01085 p 413.568.0985 . f 413.568.0996 . www.rlaland.com Good Housekeeping Practices The following is a list of good housekeeping practices provided as guidance by DEP to be considered by the property management company hired to maintain the proposed building and grounds. • Lawn and garden adivities including application and disposal of lawn and garden care products, and proper disposal of leaves and yard trimmings. Effective measures include: applying pesticides and fertilizers properly, including: timing; application reduction; providing buffer areas (preferably natural vegetation) between surface waters and lawn and garden activities; limiting lawn watering and landscaping with climate-suitable vegetation; providing guidelines for what to expect from landscaping and lawn care professionals; and providing composting guidelines, if not covered elsewhere under solid waste efforts. < http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman > See "More than Just a Yard: Ecological Landscaping Tools for Massachusetts Homeowners" http://www.mass.gov/envir/mwrc/pdf/More_Than_Just_Yard.pdf and Guide to lawn and Landscape Water Conservation, http:www.mass.gov/envir/mwrc/pdflLawnGuide.pdf. • Integrated Pest Management (IPM) effectively prevents and controls pests (including weeds) in a way that maximizes environmental benefits at a reduced cost to growers. IPM involves applying an array of techniques and control strategies for pest management -with a focus on using them in the proper amounts and determining when they are most needed. By choosing from all possible pest control methods (e.g., biological controls and beneficial organisms) and rotating methods, resistance to repeated chemical controls can be delayed or prevented. < http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman > • Proper storage, use, and disposal of household hazardous chemicals, including automobile fluids, pesticides, paints, and solvents. Information should be provided on chemicals of concern, proper use, and disposal options. Household hazardous waste collection days should be sponsored whenever feasible. Recycling programs for used motor oil, antifreeze, and other products should be developed and promoted. • Storm drain stenciling involves labeling storm drain inlets with painted messages warning citizens not to dump pollutants into the drains. The stenciled messages are generally a simple phrase to remind passersby that the storm drains connect to local waterbodies and that dumping pollutes those waters. Some storm drain stencils specify which waterbody the inlet drains to or name the particular river, lake, or bay. Commonly stenciled messages include: "No Dumping. Drains to Water Source," "Drains to River," and "You Dump it, You Drink it. No Waste Here." Pictures can also be used to convey the message, including a shrimp, common game fish, or a graphic depiction of the path from drain to waterbody. Communities with a A LAND PLANNING SERVICES COMPANY 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I R LEVESQUE ASSOCIATES, INC. 40 Scnool StrEEt . Westfi.ld, MA 01085 P 413.568.0985 . t 413.569,0986 . www.rlaland.com large Spanish-speaking populotion might wish to develop stencils in both English and Spanish, or use a graphic alone. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megaman> • Car Washing. This management measure involves educating the general public, businesses, municipal fleets (public works, school buses, fire, police, and parks) on the water quality impacts of the outdoor washing of automobiles and how to ovoid allowing polluted runoff to enter the storm drain system. Outdoor cor washing has the potential to result in high loads of nutrients, metals, and hydrocarbons during dry weather conditions in many watersheds, as the detergent- rich water used to wash the grime off our cars flows into storm drains. Commercial car wash facilities often recycle their water or are required to treat their wash-water discharge prior to release to the sanitary sewer system. As a result, most stormwater impacts from car washing are from residents, businesses, and charity cor wash fund raisers that discharge polluted wash water to the storm drain system. <http://www.mass.gov/dep/water/resources/nonpoint.htm#megamon> • Commercial operations and adivities, including parking lots, gas stations, and other local businesses. Recycling, spill prevention and response plans, and proper material storage and disposal should be promoted. Using dry floor cleaners and absorbent materials and limiting the use of water to clean driveways and walkways should be encouraged. Core should be token to avoid accidental disposal of hazardous materials down floor drains. Floor drains should be i nvento ri ed. Other efforts specific to this site, including water conservation and litter control, can be tied to non point source pollution control. • Provisions For Storing Materials And Waste Products Inside Or Under Cover All maintenance will be conducted by independent contractors hired by the property owner. No maintenance equipment or materials will be kept on-site. • Vehicle Washing Controls All maintenance vehicles will be associated with independent contractors hired by the property manager. These vehicles will not be cleaned on-site. Vehicles owned by employees will not be cleo ned on-site. • Requirements for Routine inspedions and Maintenance of Stormwater BMP's Routine inspections will be performed to ensure the correct functioning of stormwater BMP's. Please see the Long Term Stormwater Maintenance Program for detail regarding inspections and maintenance. • Spill Prevention and Response Plan A LAND PLANNING SERVICES COMPANY 3 R LEVESQUE ASSOCIATES, INC. 40 School Str'ut . WEstfield, MA 01085 P 413.568.0985 . f 413.568.0986 . www.f.laland.com It will be the responsibility of the property manager to contain and legally remove any materials that are spilled onsite. The property manager will be respansible for providing an emergency response plan for any spills within the subject property. • Provisions for Maintenance of Lawns, Gardens, and Other Landscaped Areas There will be standard landscaping consistent with other residential uses. The use of fertilizers, herbicides and pesticides will be limited ta areas outside af Resource Areas, and outside of the 1 ~O-foot buffer of the Bordering Vegetated Wetland (BVW) on-site. Standard practices will be conducted outside of said areas and will be the ultimate responsibility of the property manager. • Requirements for Storage and Use of Fertilizers, Herbicides, and Pesticides As mentioned above, fertilizers, herbicides, and pesticides will be limited to those areas outside of the Resource Area and the 1 ~O-foot buffer zone to the bordering vegetated wetland on-site. All of these materials will be stored off-site by the independent contractor hired by the property manager and will be applied consistent with industry standards and applicable laws. • Pet Waste Management Provisions Pet waste is not anticipated to be a problem. However, any pet waste is required to be properly maintained by the pet owner. • Provisions for Solid Waste management A dumpster pad will be located on-site at the rear of the parking area. This area will be enclosed with PVC fencing to obscure it from plain view. The traffic circulation within the parking area is two-way throughout, which should provide easy access for trash removal. • Snow Disposal and Plowing Plans Relative to Wetland Resource Areas All snow removal and deicing activities will be conducted as spelled out in the snow removal plan provided herewith. A snow removal area is proposed along the north side of the parking area. Snow will be stored in this area in the event of winter storms. • WInter Road Salt and/or Sand Use and Storage Restrictions The use of road salt will be kept to a minimum per the Department of Environmental Protection's (DEP's) standards. • Provisions for Prevention of Illicit Discharges to the Stormwater Management System Any and all illicit discharges to the stormwater basin will be promptly dealt with. It will be the property manager's responsibility to ensure compliance with the legal disposal of all materials and containment/cleanup of any illicit discharges. • Training for StaH or Personnel Involved with Implementing Long-Term Pollution Prevention Plan The property manager on-site will be responsible for the implementations of the measures set A LAND PLANNING SERVICES COMPANY 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I R LEVESQUE ASSOCIATES, INC. 40 5choolStrEd . WEstfiEld, MA 01085 P 413.568.0985 . f 413.568.0986 . www.l.laland.com forth in the Long-Term Pollution Prevention Plan (LTPPP). Said property manager will be responsible for providing documentation that management staff and sub-contractors involved with the implementation of the LTPPP have been trained to conduct such tasks. A LAND PLANNING SERVICES COMPANY 5 --- - - ---- - location: Address: Responsible Party: BMP Name/Location: ~ Operation & Maintenilnce Inspection Checklist Catch Basin Proprietary Sedimentation Device Subsurface Infiltration System !sedlment has ilccumulilted to a depth greater original design depth for sediment IStar'lding water inside chambers. or debris build up such that the control on the weir wall do not pass water. has started to grow within the riprap lRefer to the manufacturer manual. Rernoy!! the and dispose of It In a proper location. that the outlet control structure is not blocked. any debris that has accumulated within the End Section I Inlet Ac~umulatlon of sed iment/debris at the culvert Remove sediment or debris such tkat the culvert has to Existing Culvert occurlng where riprap has been scoured area and replace riprap immediatelv. InSPector's Signature -- - Date You created this PDF from an application that is not licensed to print to novaPDF printer (http://www_novapdf_com) - - ---- I I I I I I I I I I I I I I I I I I I 40 School StrEEt . WEstfiEld, MA 01085 p 413.568.0985 . f 413.568.0986 . www.rlalilnd.com Appendix F: Site Plan Approval Planset A LAND PLANNING SERVICES COMPANY , I " ~ ; ; .. : I !. '. ; " t ., , I!·' i j: I' Ii . i: I . ' I ' i ' i ==:±=====:;::===========================:::;:l ====+==========~:;::===:::t:=:::::=============:::::::::±:;:~ltii == 1.1 -.. 1:1 S.Y··R·.E· .. E·· .• ~i 1,1 i Dial Before You Di Cos. electric. telephone and dr:Jb/~ television companies have IJnda,rgrQllnd pipf?s and cables in places you 'd least $fMCt. . , I So. it '9 a good idea for . anyone who does_ Qn>:, excavating to check befq~ho".d (0 make sl!!l! fh~re ;s no danger of damogl(1g thl}stl IO~/W6,~. . '. In fact, state lows in Massachvstltts, Now . Hampshire, Rhod9 Island Gnd V6rmont make If mandotory for anyone doing t!lxcdvaiing wo0 to notify utilify comp~ni~$ ws/I o!1.od of fun,.' (Rhode Island and VeJim~nt requirlJ 48 hall,,! . prior notice and the qther two sloles requlnJ 72 hours,) The utility compani8~ hoWl ~;,?pljfi~cI this notificotion proc~s.s by provldmg a toU-ff'fJf1 number. One coli to : thfs "Oig SOf~· line $ofisfies the l ow ond 'enables 'aU . of the . utilities to receive thili informal/on. In Mos$ochusetts. the ! number: i$ t-888-344- 7ZJJ. In Moine. Ne... Hampshire. verfr,ont .ond Rhode Island. ths numb6i is 1-888-344-1233. If there are underground facil//ifls in your area, the utility comp'l"Y will /dMfify their, location for you. Thi$. Wl71 eiif71;"attl the possibility of damage . ?nd sa~ you the expense of costly repf('rs. . So b(J on the $Off!) $ide ond dial befo~ YOl.! start to dig. DIGSAFE 389 , ." -<" ~:;. . ",",;.': ... '\. .0;.;c:,·" I ,' .. ~ I : ",I ,: :; I .\ t AS ACHU SITE P NS AS PREPARED FOR , , Salmar Realtty, Inc. i i 4 Harding Ayenue l Ludlow, MA fOl056 OCTO R.EVISED: BY I R 2013 PT. 2014 RLA ASSOCIATES, INC LJ ... .,.~ Surveying, Site Design, Land~c~lpe Architecture, Planning :~vjr(JlnnleIlltal Permitting fax: 413.568.0986 40 Street· P.O. Box 640 i Westfield, MA 01086 I rlaland.com , EtrTS DRAWING INDEX SHEET 'No, ','"< SHEET . NAME ;. ~ , T-I , TITLE SHEET lEX-I EX/STlt./G CONDITIONS PLAN , ~,,~~.:*t}yt:>1~~··c> '?,:' ,'>'.'"''"'' ." .. ~. . .... . :C-I CONSTRUCTION LEGENl)& ,ifJBREVIA TlONS , " :C-2 ., i CONSTRUCTION NOTES ; iC-3 , DEMOliTION, EROSION &-SH)IMENTA TlON CONTP.OL PIAN 'C-4 S/TE LAYOUT Ie MATERIALS PIAN C-5 S/TE GRAO/NG, ORA/NAill;, ANlf UTILITY PLAN C-6 : SITE lANDSCAPING PIAN C-7 , SITE ILLUMINA TlON P/.AN." ./ .' . , , . , 0-1 . DETAILS ,,;J:>f" .. ,:'" 0-2 D~flftiS(7 0-3 ,[jirAILS .' " , D 4 DETA/LS, -- 0 5 DETAILS , ., , iSSUE GATe ;. i !IQ-QB-,13 . , ID-OB.,./J i , , i , · . !IO-iOB+13 , , , '/0 "';08),. i 3 1 ", ' · !. "O-OB-'13 :. . ., I . '10-08-'-13 , '., ! . i" () " ;' ,I -08'7 73 t10...:081 13 . . , '11-15-'13 I ' · 10-084 13 , 10-08-.13 10-08"';/3 10-08-13 10-08-13 , , I , ., 'i' I 'i · ~ ,! ;; ! : ! : l I ; l . i ; f I , ! , . ! i I I , I I I , t , :, : , . : ';' t .: ~ 'I : . , , i; R~wm " t 09~02j-~ , ! ' , : : ' i ' ' ! I I I I t j , I JI • i ' ! ~ ! i 1 !: ~ ,i • I09rlO.a.L'I!4 ! .:' ,-, , 1 09Ho.at~ I . I· '1 ' ~ 1 09~ I , 02+-1\4 , ,I, i09~ 02H~ I 'i , : , , : Ii , I · 1 :, ! i : t" I " 1 I ' i ",· 111 ';/5+1'13 ; :. . I I ! , , I ' , 11-1 '5 "/3 [11;..1 ;5+13 . , , , I , , , ·1 . , , ' ,j ! ,I I i r j I I. i I Ii ,r I U · '1 I ' I, I' I, I' i I ' ; I) . ! i r " i I i I · , · I ! : · i . : : ,! : i .: l:' ! i ~ , ;! 'I I : i ii , i , I , , , , , ! , i , I I I , i I I ! I i , , i: , , , , ! i : i I ! I ! , , I t . i i 'I I I " , I ' I I I I I I I' , i' I , 1 j , , , , ! ! , , , I ! , I I I ! , i , I , I i , ! , , ! I i ; I I I i I i I , , , ! , i ; ; ! ! ~ , , , , , ! , I ! ! , ! , , , ! i , , , j f! , , , I , , , . , , , . i ! . I~ , ' . " ; , . , ! I I I I i , , I , I j . i , G i I , i l I , ! , I: I i , I I , , I I I 1 i ) ; , ~ i . , i i I I ! . , _. ~ . ~ <" ~ ri", .' .... ~, "" f'-! "' .. -' ~" "" '5'-... ;:. .... -:. 'f. NOTES 1. THE PROPERT'i BOUNDARY SHOWN HEREON WAS' DtRIVED · FROM HAMPDEN REG ISTRY OF DEEDS PLAN 362 PAGE 7'1; IN REfERENCE T9 PARCEL 8-1 PLAN EW ITLED "PLAN 0F LAND IN AGAW~M, MA$SACHUSET!S SURVEYED FOR MU SHY'S GOLF CENTER, LLC" BY HERITA~E SURVEyS" INC. ·DATED NOVEMBER 20 11. !. , 2. THE EXISTING CONDITIONS SHOWN HEREON · ARE I BASED ON A TOPOGRAPHIC INSTRUMENT SURVEY CONDUCTED BY R.iLEVESQIJE .ASSOCIATES. INC. DURING AUGUST )013. ,. , I 3. THE OFFSITE WETLANDS SHOWN HEREON ' WERE PEAIVED FAOM A PLAN "R IVERMORF-CITI ZENS AGAWAM, LLC, HP !HOOD SOI,AR DEVi::LOPMENT P~~;~;~;I~3;~69 MAIN STREET AGAWAM,MASSACUSrnS" ·DAT~D "j 1/n/11" FILeD IN C WITH A NcmCE OF INT[NT FOR THE SUaJECT PROPERTY. THE WETLANDS SUPERIMPOSED OVER THE R. LEVESQUE ~ssoclATES EXISTINGCOND1TI0NS 4 . THE FEMA FLOOD MAP FOR THE SUBJEOT PARCEL MAP NUMBER 2501 ~~;!'T.:f~ DATED JULY 16, 2013 ERRONEOUSLY SHOWS TfJE SUBJECT PROPERTY , 100-YEAR FLOOD ZONE. THE FLOOD ElEVATION SHOWN ON THE ~~~ ~gB~i?~I~fJ:~::I~SEC~~~~N 7~OAN~HT~E~;~~TE ~~~POSEDI TO THIS PROJECT ARE OUT OF THE lOO-YEAR FLOOD ZONE. ALL 'ELE:VAlno~IS"'u ARE REFERENCED TO NAVD88. - ---------- --- ------ I !" . i i , , . , I I I I ! n/f Mushy's Golf Center. LLC Bk. 15~lO3 Pg. 197 -- I I , I -I i I , I i , i --- I nlf Mushy·s. Golf Center. LLC Bk. )5903 Pg. 197 , , I I i i I ------- ....... ' ...... , \ I ! GUY WIRE . ~ \ ------ •.. f. --• • --. --.-----\-'-r ~ APPROX. UMIT OF BORDERING VE(lE:TA 1£:0 WETLANDS AS SHOWN ON PLAN [NTm.ED \ I ; \ R / "RIVERIWRE-CITIZENS HP HOOD SOLAR DEVELOPMENT PROJECT, i 369 MAIN STREET AGAWI-M. MASSACHUSETTS· 11/11/11" fROM FLAG [-1' TO E-5 .. THE "REI<AINING WETLAND LINE IS BASED ON nON FROM THE MASSACHUSEns OFFlCE PF GEOGRAPHIC INFORMATION SYSTEMS (MAGIS) AND BY ON-SITE FlELD VERIFICATIO(-j. .! " / \ \ \ / ~ •. ~ ~, \ ) / \ ;f. / / / j ( ( / / INDUSTRIAL J . __ . __ ._- BUSINESS ZONE B '. BROKEN ASPHALT \ AREA DRAIN RIM=88.98 -- '-. .. -::::.-:::::: ;:;..- GUY WIRE " OF TREE LINE " , .. '-'EDGE OF TREE LINE ... --.-' -- . ~~ / / ' STRUCTURE WITH DEBRIS RIM=9 1.45 EXIST. HYDRANT /' -. Frank -. ---- n/f A. & Lindo A. Verteramo Bk. 17654 Pg. 68 i , -rr .--• -- . ~ ; , I i I ;-EXI:ST. 12' IHV-OZ.l~ - -",-..... ; I !. ::::""<---7-~<'tr-T EXIST. 12" HDPE '" INV=83.1 2 ' \ -\ \ \ \ \ ·7 '\ '\ I '--GRAVEL '\ ~ '-" AREA ~ I ·1j.9_ .. 33' '. \ \ , , : TP -i:;. i0 -J '. "- \ "'---GRAVEL ", STAGING~ ,_ r AREA '" EDGE OF GRAVEL .,... ___ -"-__.. ("TYP) TP··: 'IJ ! ". ". '" 10" BOLLARb"\_ GUY WIRE \ , .--t'--- -',., -~ -., -.... ! ;: i i I , I . · , r i , , I .I / '.' I ' · /! ) ! ~ i I j, i ' " i " I ,ll . 1 I: . j; I ' / 1ft.· , 1-· , i: I i d · , , . ! , : ' i ' \ \ 1/ i J / E.Xi~)I. :BU)C ,···STOl<V fTE"=g "! .69 ====--~~~w ____ ~ 395 SD ___ ~~_ SD-----~~--~G2--~· ~ SD -"=+=-"f.= ___ ",,:;::, .. -~- =::G DE , , .. :-. n/f Main St!Meod St Agawam. Bk. 4823 Pg. 146 .. I • LlC 20' () 20' ; I·· : 1 . j , , I · I i , , i I . j I i .i ., , i ;i I . ! , ' ; , , . , . .. , I .' , ' : Ii : : I ,,! I , '. i i I ,ij ii ) .1 .1 i ii ,t ~ I . i i ;I ! I' i i r. ·1 t :! ·1 ' i; · I tI ' i : i : I :)! I i ·1 i ! i" 'I ' Ii , I .!1 i, i: I . i .!; , I I ·, i I .:.: I , I .. : ,!: t · I · I , · i · ! : t I l I . : . i i i - ----i - -- - 1" PER ; I · I : I I: Ii ,. I' Ii ii , i: I· i: i· I I I: Ii " Ii i I Ii , !: , ,. ,; ,: I' II .' I, I il I; Ii Ii !! 1; I' I· i' " jl I' ,. 'I ,. 11 Ii ;, " ;: I, I: !. I! if ·1 'I . d t . II ............ ----..,' , Land ~ur'veying, Site Design, I tllB~::~:~:~:.~~C;p~:e~r:mitting fax: :SC~;:I~s,:tr:eet . P.O. Box 640 . MAOI086 rlaland.com Inc. ~S~~~~~~A1:Lt~TERATlON OF IS A VIOLATION STATE LAW . i I .' . ~. '" .~ ,. ''"'''!' o • o •• ... "' I><l ® o @ <il ~ Sf>000R 0"tJHOI.E ~ IRON PIPE FOLIND , IRON PIPE TO ! Bt; SET I " ; CONCRi!TE fJOVND FOUND CONCRETE BOUND TO BE SET COMPUTEO POINt EXISTING SIGN: , EXISTlM; MONiTORING WELL EXISTING LIGHt POLE UTILITY :POLE GUY ANCHOR . , . EXISTlNr; ELECTRIC MANHOLE EXISTING TELEPHONE MANHOLE , EXISTlNt; WELL L(JCATION £XISTlNt; WATEIi' VALVE EXISTING WATER SHUT-OFF .. . PROPOS,£CJ WAtER VAl'Li .j : .! PROPOSrO HYl)RANT , EXISTIMf (7AS iVA?, VE EXISnNG SANI'I;4RY SEWER MANHOLE EXISTING CATCH BASIN EXISTINr; (JRAIN MANHOLE PROPOSED CATCH BASIN PROPOSEO MANHOLE SOIL BqRING ~OCATION OBSERV/i nON /:IOLE LOCA TlON PERC TfST Ld(:AtlON , WETLANf) FLAC, LOCA nON MA.H. w. FLAG LOCATION WETLAND EXISTING STONr WALL r~~ TREE LINE )C 100.00 --._----219----- • 99_00 ------~GillD~----------------- ----&-~-~--. ~- -.-.-.-.-.- -31>---~-m-.-._ __ 9_~_. __ · __ -IDO--~--1lM'-_-_- EXISTING SPOT GRADE EXISTING CONTOUR PROPOSED SPOT GRADE PROPOSED CONTOUR EXISTlNt? OVER/:IEAD WIRES EXISTlNt? (.INOE.RGROUND ELECTRIC ! EXISTING tELEPHONE LINE : i · . EXISTIN{J (;AS ~/N£ EXISTINt? WATfR tINE EXISTING STOR.MORAIN , . EXISTING SANlTAf?Y SEWER :. i ' LIMIT Ofi WORK UNE , I, . DOUBLe. £ROSI'pN CONTROL BARRfER ., • , i ABBREVIA TlONS A.F.F. -ABOVE AN/SHED FLOOR A.F.$. -ABOVE AN/SHED SLAB APPROX -APPROXIMATE A. T.F. -ABOVE TOP OF FOUNDATION BLDG. BUILDING BLK. BOT. B.O.W. BRG. CB. CL C.I. CLR. CONC. CONT. CONTR. DBL. DET. 0.1. DIA .. DIM DT't, nWG. EA. ELEC. ELEV. EXIST. EXT. AN. FLR. FOUND. FT. INSTL. LT. MAX. M.A.H.W. MN MIN. MISe. N. T.S. O.A. O.C. P.C.C. PSI. REiNF. R.N SHT. SPEC. SQ. ST. STA. T.O.F. T.0.w. T.S. TYP. W/ WTR. W.W.M BLOCK BOTTOM BOTTOM OF WALL BEARING CATCH BASIN CENTERLINE CAST IRON CLEAR CONCRETE CONTINUOUS CONTRACTOR -DOUBLE DETAIL DUCTILE IRON -DIAMETER DIMENSION DETAIL DRAWING EACH ELECTRIC ELEVA nON EXISTING EXTERIOR AN/SH -FLOOR FOUNDAnON FOOT OR FEET INSTALLED LIGHT MAXIMUM MEAN ANNUAL HIGH WATER -MANHOLE MINIMUM -MISCELLANEOUS NOT TO SCALE OVERALL -ON CENTER PRECAST CONCRETE CURB POUNDS PER SQUARE INCH REINFORCING RIGHT HANO -SHEET SPECIAL OR SPECIFICATIONS SQUARE STEEL ....... -:).... STA TlON ~;"" . TOP OF FOUNDA TlON TOP OF WALL TOP OF STEEL TYPICAL WITH WAT£R WELDED WIRE MESH [Xl.. SECTION OR DETAIL NUMBER [Al"'c"""'--'-SHEET ON WHICH SEC770N OR DETAIL IS LOCATED [X].. SECTION OR DETAIL NUMBER o ----SECTION OR DETAIL LOCATED ON SAME SHEET 1. C;ONSTRUCTION TRAFFIC SHALL BE LIMITED THE CONSTRUCTION ENTRANCE. 2. CONSTRUC770N SEQUENCE SHALL BE PH,qs,fD TO AVOID LEAVING LARGE AR~$ Exi?OSED FOR LONG PERIODS OF TIME. 3. TEMPORARY SEED AND MULCH SHALL BE >'<rl-LIC.U IMMEDIATELY FOLLOWING ROUGH !: GRADING. 4. SEDIMENTATION CONTROL M~SURES SHALL BE INSPECTED CONTINUOUSLY, ESPECIA!.LY FOLLOWING STORM tvENTS TO LOCATE CONTROL MEASURES AND CONDUCTi: ROUTINE MAINTENANCE OPERATIONS. ' ! 5. THE CONSTRUCTION SUPERINTENDENT .m'.Ii INFORM ALL ON-SITE WORKERS OF THE SEOIMENTATION CONTROL PROGRAM. VEGETA T/VE CONTROL PRACTICES I. TOPSOIL STOCKPILING: TOPSOIL SHALL BE STirIPI'ED FROM AREAS TO BE DISnJRBEO AND STOCKPILED FOR LATER USE. LOCATION SHALL BE APPROVED BY TfiE OWNER AND ENGINEER/LANDSCAPE ANO BE WITHIN LIMIT OF WORK. i 2. TEMPORARY SEEDING: THE TEMPORARY BASIN, TOPSOIL STOCKPILE AND ROUGH GRAOED AREAS SHALL BE SEEDED WITH RYE AT A RATE OF 3D LBS.PER ACRE ANY SOILS THAT ARE LEFT EXPOSED AND UNDISTURBED FOR MORE THAN 3D :DAYSI SHALL BE TEMPORARIL Y SEEDED. I 1"\. Sfrc r--"'CI"'r111H rIO/'( . I -COMPLETE ALL ROUGH GRADING ACTIVITIE'P , -REMOVE ALL ROCKS AND DEBRIS LARG":'f. THAN 3" IN DIAMETER FROM AREAS TfJ BE TEMPORARILY SE£.OED. -EVENLY APPLY L(ME TO .ACHIEVE A PH VALUE OF 6.0. : -EVENLY APPLY 14 LBS. OF 5-10-10 AfI{ALYSIS FERTILIZER TO A DEPTH OF 4' 'USING SUITABLE EOUIPMENT. I : -SEEDB£.O IS TO BE LEFT IN FIRM AND SMOOTH CONDI770N. : -THE LAST TILLAGE OPERATION SHALL BE lpERFORMED ACROSS THE SLOPE. B. ESTABLISHMENT l -EVENLY APPLY SEED IN ACCORDANCE WITH THE SPECIES AND RATE INDICATED AWOVE BY MEANS OF BROADCASTING OR HYDRO$EEDING. I -UNLESS HYDRDSEEDED, COVER SEED WrTH 1/4" TO 1/2" OF TOPSOIL ; -APPLY MULCH OR EROSION CONTROL BU. I ' NKET IMMEDIATELY FOLLOWING SEEDING, -VERIFY SEEDING DATES WITH ENGIN£ER/I!ANDSCAPE ARCHITECT. IF : ENGINEER/LANDSCAPE ARCHITECT DETERMINES THAT SEED CANNOT BE APPLIED qUE TO CLIMATE, TOPSO.fL SHALL NOT BE SPREAD AND MULCHING SHALL BE APPLIED' TO THE EXPOSED SURFACE TO STABILIZE SdlLS UNTIL THE NEXT RECOMMENDED . SEEDING PERIOD. ! ' : -PERMANElVT SEEDING SHALL BE APPLIED I BETWEEN APRIL 15 AND SEPTEMBER 30. TEMPORARY SEEDING SHALL BE APPLIED ITO ALL DISTURBED AREAS OUTSIDE THIS TIME FRAME, UPON APPROVAL BY THE ENGINEER/LANDSCAPE ARCHITECT. : I C. MAINTENANCE I :. -ALL SEEDED/MULCHED AREAS SHALL BE INSPECTED R£GULARLY TO SEE THA T A : :GOOD STAND IS MAINTAINED. AREAS SHALL Bl REPAIRED AS NECESSARY. IN::~::~:::AL;~::::~o:;A~:~~~~i G 4.1 SHALL BE SCARIFIED AT RIGHT ANGLES TO THE SLOPE. PROVIDE PERIODIC i~PGRADING OF SERRA TIONS DURING EXPOSED PERIOD UNTIL VEGETATION IS ESTABLISHED. I PROVIDE VEGETATIVE COVER AS SOON ,AS POSSIBLE. . . . , , 2. STRAW MULCH: STRAW MULCH SHALL BE )'PPLIED IN CONJUNCTION WITH TEMPORARY/PERMAN£NT SEEDING AND TO GRADED AR~S WHICH REMAIN EXPOSED : OUTSIDE OF RECOMMENDED SEEDING DATESJ MULCH SHALL BE APPLIED AT 90 LBS. PER 1000 S.F. CONTRACTOR SHALL PERIOoJCALLY INSPECT AND REAPPLY AS NECESSARY, PARTICULARLY FOLLOWING SIGNIFICANT STOffI' EVENTS. , I 3. TOPSOIL: DISTURBED AREAS SHAll BE TOPiOILED PRIOR TO SEED APPLICATION. APPLICATION STANDARDS: I -REMOVE All ROCKS AND DEBRIS OVER I f"-1 1/2" IN DIAMETER. -SCARIFY SURFACE PRIOR TO SEED APP4ICATI0N. • -APPLY 6' DEPTH OF TOPSOIL. I ' . 4. SILT FENCE.' SILT FENCE SHALL BE INSTA,LLED AROUND THE PERIMETER OF THE ,SITE. AT CULVERT OUTLET LOCATIONS, OR AS INDICATEO ON THE DRAWINGS. SILT FENCE SHALL BE INSPECTED AND REPAIRED ROUTINELY, $PECIALLY FOLLOWING STORM EVENTS UNTIL THE SITE HAS BEEN STABILIZED (COVER > 7 0X) BY VEGETATION. .' I , STRUCTURAL CONTROL PRACTICES 1. RIP-RAP OUTLET PROTECTION: RIP-RAP SHALL BE PROVIDED AT ALL PIPE OIJTLETS TO THE WETLAND. MATERIAL SHALL BE HARD, PURABLE FIELD OR QUARRY STONE WHICH IS ANGULAR AND RESISTS BREAKING DOWN WHEN EXPOSED TO WATER OR WEATHERING. , 2. CONSTRUCTION ENTRANCE.' CONSTRUCTION ENi"RAiVCE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE DRAWINGS. , 3. DUST CONTROL: A WATER TRUCK SHOULD LOCATED ON-SITE FOR DUST CONTROL WHILE WORK IS PROCEEDING. M~IN~;~~~N~~1:f~;::;'~TlON CONTROL MEASURES SHALL BE CHECKED WEEKLY AND AFTER EACH RAINFALL EVENT. THE FOI,LOWI¥G ITEMS SHALL BE CHECKED IN PARTICULAR: A. RIP-RAP OUTLET PROTECTION SHALL CHECKED REGULARL Y FOR SEDIMENT: ACCUMULATION. IF SIGNIFICANT AI.J,OUiVliS OF SEDIMENT ACCUMULATE, RIP-RAP' SHALL BE REMOVED AND REPLACED. B. SILT FENCING SHALL BE INSPECTED Kt,,,VlAKLr FOR UNDERMINING AND DETERIORATION. REMOVE SEDIMENT BEHINO FENCE WHEN IT BECOMES P INCHES DEEP. C. SEEDED/MULCHED AREAS SHALL BE REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHALL REPAIRED AS NECESSARY. . , 1.' THIS BARRIER UTILIZES MIRAFI ENVIROFENCE EQUAL. IT IS . FOR SITUATIONS IN WHICH ONLY SHEET OR OV/CI'{!JQNO FLOWS ARE EXPECTtD. 2: THE OF THE BARRIER SHALL NOT EXCEED 36 BARRIERS MAY VOLUMES OF WATER sumCIENT TO CAUSE , . THE STRUCTURE)' · IDEALL THE FILTER FENCE SHALL BE PLACED 10 FEET AWA i . , THE TOE OF SLOPE. , I : f I ' 3. WHEN iJOINTS ARE NECESSARY, FILTER FABRICS SHALL BE '~I~sr,C:UR,~T~OGETHER ONLY AT · A SUPfORT STAKES WITH A MINIMUM 6-INCH OVERLAP, AND i Y SEALED. SEt · ,WWUFif!CTURER'S RECOMMENDATION. , 4. STAKE!j SHALL NE SPACED A MAXIMUM OF 10 FEET APART BARRIER LOCATION AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 12 l~f::J.ZJj7~i:~N;SAPPLICATION's WHEREj HEA VY FLOWS ARE EXPECTED SUCH AS IN-STREAM m STAKE ' SPACINP SHALL BE PER MANUFACTURER'S THE ENVIRONMENTAL PROFESSIONALS RECOMMENDATIONS. i . 5. A TRE¥CH SHALL BE EXCAVATED APPROXIMATELY 6 INCH.B.'E.~iS'?R"tR : AND 6 INCHES DEiP ALONG i THE LINE OF STAKES AND UPSLOPE FROM THE IN ACCORDANCE WITIf MANUFACTURER'S RECOMMENDATIONS. o. THE PRE ASSEMBLED SILT FENCE SYSTEM SHALL BE UN~::;~Lf~L~P:~OSITION THE STAKEs ON THI; DOWNHILL SIDE OF THE TRENCH AND HAMMER THI[ AT LEAST 12 INCHEf{ INTO THE GROUNO. • 7. THE BOTTOM SIX (6) INCHES OF THE FABRIC SHALL BE PREVENT UNDERMINING BY STORM WATER RUNOFF. 8. BACK4.L THE TRENCH OVER THE FILTER FABRIC AND COA~PACtiSUI'7'7C1ENTLY TO jJf(t Vt:.~1 tHt. /(UfVUt,.-/"/(UM e.7rUlJ/NfJ T71~ DP.~/{"'LL. , , 9. THE FABRIC SHALL NOT EXTEND MORE THAT J6 INCHES. ~~~,~~! SURFAfE. FILTER FABRIC SHALL NOT BE STAPLEO TO E. OTHER } THAN THE STANDARD STAKES , 10. INSTA1L£D SILT FENCE BARRIERS SHALL BE MAINTAINED ON SCHEDULE WHIC MAY BE PRESCRIBED BY THE LOCAL. STATE 10~F~:;'3~~L, REG:ULATORY AUTH 'RITY,' BUT. AT MINlMIJM SHALL BE CHECKED ,;; , AS AFTER EACH, STORM EVENT. MAINTENANCE SHALL CONSIST OF AN THE ENTIRE LENGTH OF THE BARRIER TO DETERMINE IF IT I~~~~~~~~~t.¥ INTENOED. ALL BREAtS, DETACHED FABRIC, SLUMPED FABRIC, AND IJNOERMINED AREAS SHALL BE FIXED THE DAY THAT THEY ARE r. 11. WHENI A MAXIMUM OF SIX (6) INCHES OF SEDIMENT HAS BEHIND THE SILT f(ENCE THIS SEDIMENT SHALL BE REMOVED AND BE INSPECT{:D FOR i'£4RS, CLOGGING OF BREAKS. ALL DEFICIENCIES CORRECTED . IMMEf'/IATELY EITHER BY REPAIR OF REPLACEMENT OF THE ,FENCE BARRIER AND/fR STAKES AS NEEDED. : 'i 1 I ; 12. SILT FENCE BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BUNl ¢4£AN£D OF SILT AND PER~ENTLY STABILIZED. : I ' , , ! : i I. i HA Y BALE INSTAL LA TlON & MAINTENANCE ! : ; 1 1. HAY BALES SHALL BE PLACED IN A SINGLE ROW, LENGTHWISE ON THE CONTOUR, WItH ENDS OF ADJACENT BALES TIGHTLY ABUT.TING ONE ANOTHER. i i: ,. 1 I I 1 ;, • i 2. ALL Bl)LES SHALL BE EITHER WIRE BOUND OR STRING TIES. fJl!4ES SHALL BE INSTALLED SO TH.'V BINDINGS ARE ORIENTED AROUND THE SIDES RATHEJf il(HAN ALONG THE TOPS AND BOTTOMS OF THE BALES TO PREVENT DETERIORATION oft '(HE BINDINGS. . i : : 3. THE BARRIER SHALL BE ENTRENCHED AND BACKFILLED. A TRElVCR SHALL BE : EXCA VATED THE WIDTH OF A BALE AND THE LENGTH OF THE !PROPOSED BARRIER TO 'A MINIMUM DEPTH OF FOUR (4) INCHES AND A MAXIMUM DEPTH !OF SIX (6) INCHES ! AFTER 'THE B.ALES ARE STAKED AND CHINKED. THE EXCA VA TEl/ 'SOIL SHALL BE ' BACKF)UED AGAINST THE BARRIER. BACKFILL SOIL SHALL CONFORM TO THE GROUNa LEVEL ioN THE DOWNHILL SIDE AND SHALL BE BUILT UP TO iraUR '{4} INCHES AGAlN$T THE U/fHILL SIDE OF THE BARRIER. . !; , I, ; ,. i 4. EACH k.tLE SHALL BE SECURELY ANCHOREO BY AT L~ST ntbi (2) STAKES OR REBARS DRIVEN THROIJGH THE BALE. THE flRST STAKE IN EACH BALE! SHALL BE ORIVEN . TOWARQ THE PRtvlOUSLY LAID BALE TO FORCE THE BALES TOGUHER. STAKES OR : REBARS SHALL BE DRIVEN DEEP ENOUGH INTO THE GROUNDm SECURELY ANCHOR . THE ~jLES . :.! ; ~ • ':j I . I ' , 5. THE GAPS BETWEEN BALES SHALL BE CHINKED (FILLED BY WfD(;ING) WITHS77?AW TO PREVEf.iT WAT£R FROM ESCAPING BETWEEN THE BALES. (LOOSF! SrRAW SCATTERED OVER T,HE AR~ IMMEDIATELY UPHILL FROM A STRAW BALE BARRIER TENDS TO INCREASE BARRIER EFFICIENCY.) : i i ; ; i 6. HAY l11LES CENERALLY DETERIORATE IN 2-6 MONTHS AND qv~ NE£D REPLACEMENT. : : : I 7. INSPEo,TlON SHALL BE FREOUENT AND REPAIR OR REPLACEMi'tf{j SHALL BE MADE PROMP'(LY AS NEEDED. i :! 8. BALE blfRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED! tHEIR USEFlJLNESS, BUT NOT Bi;FORE THE UPSLOPE AREAS HAVE BEEN PERMANENTLY!S,TABILIZED. , ' : ! : , DEMO, NOTES 1; I. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATION, INC~UDING BUT NOT LIMITED TO, AL4 UTILITIES, STORM DRAINAGE, SIGNS, TRAmC SIGNALS ! &f POLES, ETC. AS REOUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERt/rNG AUTHORITIES SPECiFiCATIONS AND SHALL BE APPROVED BY SUCH. ALL CO~ SHALL BE INCLUDED IN BASE 810. : i: ; : i: 2. CONTRACTOR SHALL ERECT AND MAINTAIN SAFETY BARRICADES, lftIO POST PROPER NOTlCq PRIOR TO THE COMMENCEMENT OF WORK. , ; i I • :. . 4. CONTR1f!TOR SHALL PROTECT EXISTINC SfTE IMPROVEMENTS, Af(!IJRTENANCES, AND LANDS~PING TO REMAIN. . I, . ~ I ;; 5 .. CONTRACTOR SHALL MAINTAIN EXISTING UTILITIES TO REMAIN 1«!1>ERWCE AND PROTECT , THEM FROM DAMAGE DURING DEMOLITION OPERATIONS. : 'I ' , , I I . . I; , 5. DO Nor DAMAGE EXISTING UTILITIES TO REMAIN WITHIN PRDJ£9H AR~. ALL DAMAGE TO EXISTING UTiLlTIE$ TO REMAIN SHALL BE REPAIRED AT THE cefll1;RACTOR's EXPENSE TO THE SATISFACTION OF THE UTILITY OWNER. i : I • , ·1 . 7.: CONTRACTOR SHALL PROMPTLY TRANSPORT DEMOLISHED MATd?ktS OFF OWNERS ' PROPERTY AND {EGALLY DISPOSE OF. DO NOT ALLOW DEMoustfD MATERIAl.. TO COL~CT ON SITf. CONTRACTOR SHALL PAY ANY DUMPING FEES.' : ,! ' , , I! . 8. THERE !SHALL BE NO BURNING OF DEMOLISHED MATERIAL ALLfW(D ON SITE. 9. CONTRACTOR SHALL COORDINATE WITH OWNER FOR ANY ITEM$ !fo BE TURNED OVER to OWNER. i ! i : ; 1 .. ' /0. DEMOLISH AND REMOVE ALL PAVEMENT, SLABS, LICHT POLE ~$ES. FOOTINGS, SUBSURFACE ELEMENTS. MISCELLANEOUS DEBRIS, ETC. WITHW!PRDPERTY LINES UNL(SS NDTE[J OTHERWISE. , i; . :: 1 1. ~oZ£tf:g: ~ Rft;;~~fJfL%o:g: g%"J~~~';~EfU~rl~o~LgYt; f$£~ '1f! CREATE RESP(}NSIBLE FOR STREET SWEEPING AND CATCH BASIN C~ING AFTER EACH PHASE OF CONStRUCTION AND AS NEED IS DETERMINEO BY THE LANDS,Q.P£ARCHITECT/ENCINEER. , I i' . I , i ' 12. CONT'!{ACTOR SHALL REMOVE AND DISPOSE OF ANY ABANDON(0 SUBSIJRFACE SOIL ABSORPTION SYSTEM (SAS) AND MISCELLANEOUS OEBRIS. ; II I , : i . IJ. NO OTHER THAN NORMAL MAINTENANCE SHALL OCCC{R !OUTSIDE OF LIMIT OF AS SHOWN ON PLAN WITHOUT THE APPROVAL Qii THE LANDSCAPE 14. TlTH.~'£~~?:2~~:~~'!?, SHALL NOTIFY DIG SAFE ~ 1-,~8ll-Jr44-7.?3~ PRIOR TO C, OF ANY DEMOLITION/CONSTRUCTION AC.TlVli'" . 1 , . . LANDSCAPE NOTES . .j .: .. " ;; '; 1. THE CONTRACTOR SHALL VERIFY FINAL SELECTION OF PLANT MA'ERIAl..S . WITH TtlE! i · LANDSCAPE ARCHITECT AND OWNER PRIOR TO INSTALLA TlON. . .. !' i I ! i · 2. NO PLANT MATERIAL WILL BE ACCEPTED WHICH DISPLAYS MAJOR IRRCGtfLARITlfS DAMAGE.: THE OWNER/LANDSCA?E ARCHITECT RETAINS THE RIGHT TO RE./E;CT ANY·/r'UWl! MATERIAL DEEMED UNFIT. 3. WARRANTEE: FOR A PERIOO OF TWO GROWING SEASONS FROM THE DATE UNDER 'THIS CONTRACT IS CERTIFIED AS SUBSTANTIALLY COMPLETE. THE COIVTR,ACI'PRi SHALL: '1} WARRANTEE ALL PLANTS AND SEEDED AREAS UNDER !HIS C.I?NTRAt?T; REMOI/F; AND REPLACE DURING THIS GUARANTEE PERIOD PLANTS. . POORdpNDITION AS DETERMINED BY THE OWNER; 3} REPLANTL WITH STCICK SIZE AND OUALITY AS ORIGINALL Y SPECIFIED; 4} GUY AND . MAINrAiN SPI:Clf7ED HEREIN AT NO ADDITIONAL COST TO THE OWNER. 4. ALL NEW LAWN AREAS SHALL RECEIVE A MINIMUM OF 4 INCHES TOPSOIL OF , pH AND ! ORGANIC CONTENT SUITABLE FOR THE HEALTHY GROWTH OPLAWNS. T~~j~h,~ AREAS SHALL BE SEEDED WITH A FINE BLADE LAWN GRASS SEED OR SOI~DE.O.ft OFF-SITE TOPSOIL MAY BE REOUIRED. · ! ' 5. ALL ARMS TO BE MULCHED SHALL RECEIVE 4 INCHES MINIMUM .tooX $~~;f~;od;~~~nj MULCH f,l'ITHIN 48 HOURS OF PLANTING UNLESS OTHERWISE NoI'£O(N fI, , 6. ALL TRB,E AND SHRUB PITS SHALL BE AT LEAST 2 FEET WIDER AND 1 FOOT DEicp£''i'1 THAN Tf(E TREE OR SHRUB ROOT BALL TO BE PLANTED IN Ir.BACKFIL~ .:>'!:~.! HIGH OI{ALlTY LOAM OF THE PROPER pH AND ORCANIC CON'TEN/' SUITABLE HEALTH)f GROWTH OF PLANT MATERIALS. . 7. ALL PLA~TS SHALL BE NURSERY GROWN AND CONFORM TO TH£l LAfr:sf, E. DI"'QN i d ':-1NS'J zi;"o. '. A.IICRIa-tN STANDWD FOR Nu.qS:CRY ~"'OCJ<'" , -I ! 1 t ; I ,1 : .: 8. EACH Pi.ANT TO BE FREE FROM DISEASE, INSECT INFESTATION, M£CHANICAL ''o/IJIf/f'·:>;. i H · AND IN i4LL RESPECTS BE SUITABLE FOR flELD PLANTING. i "'! . "I :9. EACH . P~NT TO BE IN THE TOP OF ITS SIZE CLASS AFTER SHq,RINp:WD . i ,I i 10. FINAL fOUNDATION PLANTINGS PLANS AN~ LISTS TO BE PROVlOfD " I , '1 ·1 i CONT~CTOR AND SHALL BE APPROVED BY LANDSCAPE ARCHITqC'T : TO ! 'II INSTAU('. TION. . I I! i :: : i : 1 :/1. ADJAC£NT TO THE TOP OF ANY WALLS OVER 36" A FENCE OR wA4 SHALL ~.1 : i '.' ,I CONSTRUCTED PeR PLAN THAT MEETS LOCAL BIJILDING CODE AND ALL DTfl£R . i .: " APPLICABLE STATE AND FEDERAL LAWS: ' " " I ::.1' ': : I! 12. SEE DEfTAIL SHEETS FOR ADOITIOM4.L DETAILS &-SPECIFlCA770NS, .' : .i :i ; . 1 . : II p . DURING, THE INSTALLATION OF PLANT MATERIAL AND OTHER LANOSCAPEJEArVRESi i: i i LANDSqAPE/SITE/lRRIGA TION CONTRACTORS SHALL PAY SPECIAL : A 'rr£N77oN TO. TH£ J i: LOCATlqN OF PRE-EXISTING, AS WELL AS, NEWLY INSTALLEDUTILITIE;S., cONt,RAcro,. !. SHALL 'REFER TO THE APPLICABLE SHEETS HEREIN AND KE£P A R£COIfD OF :oNi Slif::: CHANGl;s AND PLAN/SKETCH REVISIONS THAT MAY AFFECT UTlL(TY AND DRAI~G€1 i .: I LOCATIONS. , . . i ! " 1· , ' : 1 I ·; r 14. SHOUL~ GC OR ANY SUBCONTRACTOR ENCOUNTER A OISCREP~CE../CoNFLICTIN t/f~! U. PLAN AN THE ACTUAL LOCATION OF A SITE FEATURE, THE CONlRACrCR SHALL cqwT1cl ~ THE LANDSCAPE ARCHITECT/ENGINEER AND OWNER IMMEDIATE/.r : i, , 15. ALL AREAS DISTURBED DURING CONSTRUCTION NOT DESIGNATED TO RECENE OTH41f TREATMENT SHALL BE U:iAMED TO A MINIMUM DEPTH OF 4' AND SEEDi;D IN' : . ,. ACCORI)ANCE WITH THE FOLLOWING: . iii' A. INCORPORATE GROUND LIMESTONE INTO ALL AREAS TO . BE SEEDED AT A RAr Of'; 50 LBS/I,OOO s.F. . , ;, B. APPLY 10-6-4 FERTILIZER !OALLARD-oS TO BE SEEDED ATA RATE OF 2 ,' . LBS/1,000 S.F. '" . : . : :'" ' C. THOROUGHLY INCORPORATE LIME AND FERTILIZER INTO SEED ~£O, TO D~TH, q,t . S' BY DISCING OR OTHER APPROVED METHOD. ..' l I :: D. SEED WITH THE FOLLOWING MIXTURE, APPLIED AT A RATE OF 1OLBS/i,000 S.'F;', , -' ' , 1 I" SEED MIX:' .' '. Ii ','i: . . '. , . POS PRETENSj:S "BARON" : BARON BLUEGRASS , l FESTUCA RUBRA : "PENNLAWN' ~ PENNLAWN FESCUE . .' ... ,. LOLiUM PERENNE ,.·PENNFlNE" ;PENNFlNE % BY WEIGHT IN MIXTURE 50 25 25 MIN. X . PURITY 90 95 98 . . MIN. GERMiNA TlON ' : i i i ! i 1 :1 7,),; • i ' , 'i' i ! ! I I' I i [ '1 81 !;: I I, :Ii 15 i I 'i:i ! .! j : , .1 ·1 'n E. MULCH ALL SEEDED AR~S WITH STRAW AT A RATE OF 5: LB~/I,Oob ~.k l i : UNLESS HYDROSEEDING WAS USED. : "i' " F. A~L SLOPES OF]:I OR GR~TER AFTER BEING LGAMED, SEEDED AND Mua;"".:'l 'I: IN ACCORDANCE WITH THE ABOVE SHALL SECURED WITH EROSION'CDN71f0LT I " BLANKETS (NO. AMERICAN GRtEN SI50 OR EQUAL). OVER/,AP ALL' NETTING JOINTS,: A MINIMUM OF 6" AND SECURE WITH DOUBLE ROW of STAPL£$. . ': ' " , . 16. ALL SLOPES STEEPER THAN 1:5 SHALL BE BLANKETED W/ EROSION CONTROL' FABRIJ :: · AND /QR HYDROSEEDED AND INSPECTED BY THE LANDSCAPE ARCHITECT. . : ',! · . ... : ,.: .. / , MATERIALS CONSTRUCTION NOTES , • , ' 1 1, ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 4000 PSI AT '28 DAYS,: UNLESS OTHERWISE SPECIFIED. . . . . . 2. ALL REINfORCING STEEL SHALL BE ASTM AD15, GRADE 40. UNLESS OTHERWISE. ! i , " SPECIFIE£J. . , 'i 'i 3. PROVIDE!A MINIMUM CLEARANCE OF 2" BETWEEN OUTSIDE OF STEEL AND FACt OF! i i CONCRETE. IJNLESS CAST AGAINST EXPOSED SOIL, IN WHICH CASE A MINIMUM 0. Fi" i)F. : CLfAf?ANEf IS f?f{JUllftl5. ' '. i . , . !:I i': I : I · 'j ,i :! ij ., .,' . ; ; . j . i ; , ! I' '.':.,. 'I 'I : i! : i :1 .' ..... " .1: i ·1 :, ! 1 i i : ( ,I : I' : I '.1 I .' ,'. ; I :: , , :-i '·1 I·· I ! .i". i II '.,! 'i i i :\ i i ,I i II ; I " , 'I' I . : " ·1' :;; , .: j , I i i , , , . PERMI.,,. , , , . .. I, I, , .' I· I I I: I " I; I, ,. I' I' I' t I· i! " , 1: " i' " G i, , ,EVE~<:~UF!' ASSOCIATES, . Land tslllm!:yin:L Site Design, !Lan:~:~~::~:::~~t~~::; Planning . : . Permitting , I fa", 413.568.0986 , 40 Sch'\IoJ Street· P.O. Box 640 • "le"tfie!ld, MA 01086 FOR: SaImar . Inc. Avenue Lpdlmr,MA 01056 .~~~E~~~~A~L;T~ERA TlON OF IS A VIOLA TlON STATE LAW ~A~ -t "'" i/ z, ..,. -i ;:. ~. ~, " .. 'j'i . ,,' . 2 4, PRIOR TO BEGINNING COI~S;~~~1Ci~ ~~t~~{~~~O~R~H.~1S~i REPRESENTATIVE SHALL THE Ci TY /TOWN REPRESENT A TlVES, ARIf:HITFr:'T UTILITY COMPANY REPRESENTATIVES, PARTIES. T,'1E OWNER AND R LEVESQUE A$sOClA7is, lNC, AND/OR THEIR R~~~f:~t~~~ PREPARING THESE PLANS HAVE ~TTfMPtfD to LOCATE ALL EXISTING PROJECT AREA. HOWEVER, THERt; MAY $E UTILITIES THAT WERE NOT BE LOCATED. UNDERGROUND U'I1L1T1ES SHOWN ON THE PLANS ARE lOCATIONS ONLY. THE CONTRACtOR SHALCDilERMINf THE EXACT AND EL EVATIONS OF ALL EXISTING uTlLll)ES QEmRE COMMENCING CONTRACTOR SNALL CALL ALL APPROPRIA TE tJnLlTY COMPANIES FOR LOCA 170AIS UTILITIES AT LEAST 48 HOURS BEFORE CGMMENClf..a,. EXCAVATION. IN THE"_H,O~~' THAT A UTILITY IS SITUATED 5I:JCH THAT CONSTR(JCTlON ,CANNOT PROCEED AS !>: ON THE PLANS, THE PROJECT ENGINEER/LANOSq,Pf ARfHITECT ANO OWNER SHALL NOTIFIED IMMEDIATEL Y. .'! . ., . -, THE SITE CONTRACTOR IS RESPOtySIBLE r08 ANY AND ALL DAMAGES WHICH OCCUR DUE TO HIS FAILURE TO LOCATE AND PRESERVE ANY AND ALL 11Th' IN"S : . . CONTRACTOR SHALL PROVIDE TWQ SETS bF'AS-BUILT DRAWINGS, PP,/laR TO FINAL PAYMENT. AS-~UILT DRAWINGS BY A REqlSTERED LAND INCLUDE ALL INSTALLED UTILITIES WITH VERTlcJp,L , AND i HqRIZONTAL LOCA SATISFACTORY TO THE BUlWING OFFICIAL FOR ISSUANCE OF A OF OCCUPANCY. ;, i 5. ALL FILL WORK 'REQUIREO TO BRiNG THE, PROPOSEO ROADWA Y UP UVEL SHALL CONFORM TO MHO, SPECIFlCAT10NS SfCTlON 150 AND .' i " 6 CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING COI).fs AND BE COIY'3rfl'U':; rco rv .3rlMC ! 7. ALL WORK IN THE CITY RIGHT-Of1-WAY AND EASEMENTS SHALL BE ACCORDANCE WITH THE CITY/TOWN SPECIFICATIoNS ANOMASSACHUSms OF TPANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE LA TEST EDITION. ' : . 8. THE CONTRACTOR SHALL GIVE THE; t;:ITY/7'OWN A MINIMUM OF 4B HOLq.,S NOTICE BFFORF BEGINNING EACH PHASE OF CONSTRUCTION. 9 CONTRACTOR IS RESPONSIBLE FOR REPAIRS' OF DAMAGE TO ANY £XIS'mIG IMPROVEMENTS DURING CONSTRUCt/ON, '?UCH AS, 'BUT NOT DRAINAGE, UTILITIES. PAVEMENT, STRIPING, CURB, EJTC. REPAIRS SHALL BE TO OR BETTER IN AN eXIS TING CONDITIONS. ' , 10. ALL WORK ~HALt BE PERFORMEO' IN CO/tFORMANCE WITH THE CDIVDn70,,"'s OF APPROVAL OUTLINED IN ALL STArE ,ANO 'LOCAL PERMIts. COPIES CONDITIONS ARt: INCLUDED 'WITHIN THE PROJECTS TECHNICAL SPECIFICATIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR REVtEWING ; THIS INFORMAtiON PRIOR 1 CONSTRUCTION AND CONFORMING TO THE CONDiTIONS AS REQUIREO DURING COIVS~r?1J(7T1CW. ~ : ! I , THE' CENERAL CPNTRACTOR SHALL MAINr:4IN , THE JD{J CLEAR OF TR~ISId Tflt: WORK AREAS ARE TO BE PI(:KED Uf AT THE ENO OF EACH I:!. ANY TEMPORARY FACILITIES FOR THE STORAGE OR PROTfCTlON OF TOCILS, OR MA TERIAL S SHALL CONFORM tOLO~L 'REGULATIONS AND SHALL CONTRACTORS RESPONSIBILITY. 'THESE DOCUMENTS 00 NOT INCLUDE, NECESSARY COMPONENTS FoR CONSTRUCTION SAFrrr. $AFETY, CARE OF ADJACENT PROPERTIES DURING CONSTRUCTION, AND COMPLIANCE WiTH STATE AND FEDERAL REGULATIONS REGARDING SAFETY SHALL BE Tlk GENERAL CONTRACTORS RESPONSIBILITY. . I' i :,' I 13 THE GENERAL CONTRACTOR ANO HIS SUar;OW1?ACTORS SHALL VISIT TlfE SITE AND BECOME FAMILIAR WITH ALL CONDITIONS ' PRIOR TO SUBMITTING HIS PROPOSAL. NO EXTRAS OUE TO UNFAMILIARITY WITH THE EXISTING SITE OR WORKING: CONOITIONS WILL BE ALLOWED. 14 CONTRACTOR SHALL BE REQUIRED TO PERFORM FiNAL CLEANUP CONSISTINC OF ClEANING THE PROPOSED DRAINAGE ANO SEWER SYSTEMS OF ALL DEBRIS PRIOR TO m E ACCEPTANCE BY THE OWNER. ADDITIONALLY. THE PROPOSED R(l4pWAY SHALL 8£ CLEANED AND SWEPT BY THE CONTRACTOR PRIOR TO ACCEPTANCE.i . I . . 15 ALL EXCA VATION SHALL COMPLY WITH OS/,tA'SLATEST STtwDARDS. ALi REOUIREMENTS OF OSHA'S EXCA'!tA'F/ON STANDAROS , SHALL BE PROVIDf:D BY THE CONTRA CTOR INCLUDING, BUT NQT PMIT~D TO,' THE PR(jiViSION FOR "1 COMPilENT PERSON ON SITE MANAGER AND ANY REQUIREO DoCU!.(~NTATION THAft IMY REQUIRE CERTIFICATION BY A PROFESSIONAL ENGiNE(R. THE OWNER, THRDUGH ITS ENGINEER, SHALL EXPRESSL Y NOT PROVIDE 'ANY Of' THE ABOVE REQUIREMENTS DESIGNATED BY OSHA'S EXCAVATION STANDARD.' , . 16. THE CONTRACTOR SHALL BE soul Y RESPONSIBLE FOR THE COST OF; LA YlNG OUT ALL ITCMS OF THE WORK BASED ON CERTAIN HORIZONTAL CONTROL AND 8ENCHMARK SUPPliED BY THE SURVEYOR OF: RECORD. 'ANY DISCREPANCIES SHALiL BE'- IMMEOIATD Y REPORTED TO THE ENGINEER. : 1/, IHE CONTRACTOR SHALL PROVIDE:'ALL MATERIALS, ""BOR, EQUIPMENT, i PERMITS AND APPURTENANCES NECESSARY TO PROVIDE A COMPLETE PRDJECT AS II;IDICATED ON THE PI.ANS AND IN THESE SPECIFlCAT{ONS. . i , 18. THE CONTRA CTOR SHALL BE RESPONSIBLE FOR A THOROUGH SITE EXAMINATION IN OF/OER TO PREPARE SITE FOR CONSTRUCTION. 19, ANY AND ALL DEMOLISHED TREES, STRUCTURES AND OTHER RUBBLE /,fATERIAL PUfTA/NING TO THIS PROJECT SHALL BE DISPOSED OF BY THE CONnrACTOR OFF-SITE AT HIS EXPENSE IN ACCORDANCE WITH ALL OF THf crrY/ToWN ORDII(ANCES ANO ALL APPLICABLE STATE AND FEDERAL ENVIRONMENTAL RfGULATIONS. ' 20. ALL PAVEMENT DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL ~E REPLACED IN ACCORDANCE WITH THE SPECIFICATIONS AND AS SHOWN ON THE ORAWINGS. 2'. ALL STREET EXCAVATIONS SHALLBE COMfUTELY CLOSEO AT THE EN~ OF EACH WORKING DAY BY BACKFILLING OR COVE'fIN(J WITH STEEL PLATES. ' ! ; : i 22 ALL MATERIALS ANO METHODS ARE TO CQMPLY WfTH THE; CITY/TOWN ~PW STANDARDS DR MASSACHUSETTS HIGHWAY (WHERE APPLICABLE), UNLESS OTHERWlfE DIRECTED BY THE ENGINEER, , 23. PERMITS WILL BE REQUIRED BY CPNTRACTOR WHEN ' WO,?KING WITHIN OR OCCUPYING PUBLIC WAY. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQ(JIREO WORK PERMITS AND MAINTAINING A COPY OF ALL PERMITS IN A THREE RING BINDER OR M6Ji.Y:f BOOK AND ON-sift AT:ALL TI~ES. r -_. -, ;' I ' , , ' . , , 24. BACKFILL WILL BE PLACED IN SU(JC(SSIVE; LAYERS NOT MORE THAN 1)I(EL VE INCHES IN THICKNESS ANO' SHALL BE COMP~CTEO TO ,95% OF MAXIMUM DRY DEJ:iSITY DilERMINED ~T~r:~OAR~/;%g;~Z Jf/:Elt.f~H1f'.tr B:O~S:~L l!':fJf')!f..f5.. m;f.t:r;::~K£~I~N OF THE ENGINEER OR THE DPW. !THE EXCAVATED MATERIAL IS UNSUITABLE, THE ENTIRE MATERIAL FOR BACKFiLL/Nt;; SHALL CONSIST OF ,APPROVED GtVjVEL OR APPROV£:D BORROW. AS OIRECTED. AFTJ;R THOROUGH TAMPING ARouNO AND BENEATH THE UTILITY. A SIX-INCH LAYER qF BACKnLL WILL BE THOROUGHLY 40MPACTED AS FOLLOWS: IF DRY, SHALL BE MOISTENED AND THEN COMPACTED WITf! MECHANICAL TAMPERS OR BY HAND TAMPERS H-'!VINGA TAMPING FAi;E NOT EXCEEDING 25 SQUARE INCHES IN AREA. THE FINAL Tl'iE;L VE INCHES OF FILLING WILL, IN ALL CASES, CONSIST ,01 APPROVED GRAVEL THOROUCHLY 7liMPED. ! 2" CONTRAC10R SHALL PROVIDE FlELt! COMPACTION VERIFICA TlON UTILIZING ASTM 05 195-02. STANDARD rEST METHOiJ FOR DENSITY OF SOIL &-ROCK IN-PLACE AT DtPTHS Bnow THE SuRFACE BY' NUCLEAR Mil HODS. ' I 26. CONTRACTORSHAI.L PROVIDE FIELD COMPACTION RESULTS TO) ,~~Z~~&~~ WITHIN 24 -IIOURS PRIOR TO PLACEMENT OF INcRASTRUCTURE OR BI BINDER. 27. ALL FILL TO BRING PROPOSED ROADWAY, UP' TO THE SUB-GRADE SHALL EXTEND PAs r THE EDGE OF THE RIGHT-OF-WAY AT A 2:1 SLOPE. IS TO PROVIDE ADEQUATE SUPPORT FOR THE RIGHT-DF-WAY. ' LAYOUT NOTES I. CONTRACTOR SHALL REFER TO THE ARCHITECTURAL PLANS EXACT LOCATIONS AND DIMENSIONS OF VESTIBULES. SLOPE PAVING, s~~~~~:~l~g~;~OI?dlis, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE 2. ALL CONSTRUCTION IN CITY RIGHT-OF-WAYS AND/OR SHALL BE IN ACCORDANCE WITH THE CITY/TOWN STANDARD SPECIFICATIONS. 3. IN THE EVENT OF DISCREPANCIES BETWEEN LOCAL SPECIFICA AND SITE SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 4. SITE CONTRACTOR SHALL REFER TO ARCHITECTURAL Oil AILS SPECIFlG4TIONS FOR REQUIREMENTS OF CONSTRUCTION AND JOINT SPACING OF RAMPS, ANO CURBING ADJACENT TO BUILDING. 5. SITE CONTRACTOR SHALL PROTECT ALL BENCHMARKS AND MONUMENTATION AND SHALL REPLACE OR REPAIR, AT HIS OWN EXPENSE, BENCHMARKS MONUMENTATION OISTURBED DURING CONSTRUCTION. 6. SITE CONTRACTOR SHALL PAINT ALL LIGHT POLE BASES. FIRE HYDRANTS. PIPE BOLLARDS SIGN BASES, AND OTHER SITE AND UTILITY APPURTENANCES. [CONTRACTOR SHALL PAINT OR REPAINT FIRE LANES WHERE REQUIRED BY LOCAL CODE. I 7. ALL STRIPING. PA VEMENT MARKINGS, AND TRAFFIC SIGNAGE S/rIALL BE IN ACCORIl4NCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL OEVICES, LATEST EDITiON, UNLESS OTHERWISE NOTED ON THE PLANS. , ! 8, ALL WORK SHALL COMPLY WITH FEDERAL, STATE ANO LOCAL 'cODES AND ORDINANCES INCLUDING BUT NOT LIMITED TO: MSHTO, OSHA, EPA, DEP, MASS HIGHWAY, AND THE TOWN OF AG4WAM. THE GENERAL CONTRACTOR SHALL APPLY FOR ALL PERMITS AND 'SHALL PAY ALL PERMIT RELATED FEES. ALL NECFSr::;ARY PPh'LlI]!; ~J..lM.J. ;;>£' OOT.'1IN£C rv7IOR h:, 71 Ie' STntrr or m;;J/Tf\.: i 9. ALL DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS JARE TO BE VERIFIED BY THE ' CONTRACTOR. IF nELD CONOITIONS VARY SIGNIFICANTLY ENOUGH TO REQUIRE A CHANGE TO THE CONTRACT DOCUMENTS, THE PROJECT PROPONENT AND LANdSCAPE ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIA TEL Y. I I 10. THE SITE/GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL CONTACT THE OWNER AND LANDSCAPE ARCHITECT/ENGINEER SHOULD HE FIND ANY CONFLICT OR INCONSISTENCY B£TWEtN THE WORK SHOWN ON THE DRAWINGS AND NORMAL ACCEPrBD CONSTRUCTION PRACTICES. OR HE SHALL ASSUME RESPONSIBILITY FOR ALL CORRECTIONS. I 11. ANY CORRECTIONS REQUIRED FOR REVISIONS TO THE CONTRACT DRAWINGS INITIATED BY THE ' GENERAL CONTRACTOR OR SUBCONTRACTORS WITHOUT PRIOR: APPROVAL OF THE OWNER AND OR THE LANDSCAPE ARCHITECT/ENGINEER SHALL BE ACCOMPLISHED AT THE CONTRACTORS RISK. 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMo~l &-LEGAL DISPOSAL OF ALL MATERIAL NECESSARY TO PREPARE THE SITE FOR THE NEW CONSTRUCTION AS SHOWN ON THE SITE ORAWINGS. I 13. REPAIR DAMAGED CITY/TOWN ROADS ANO CURBS IN ACCORIl4NCE WITH MASS HIGHWAY ANO/OR THE CITY/TOWN REGULATIONS. I ' 14. CONTRACTOR SHALL SAWCUT PAVEMENT EDGE WHERE PAVEMkNT TO REMAIN IS ADJACENT TO PAVEMENT TO BE REMOVED. i 15. CONTRACTOR SHALL PREPARE SITE AS NECESSARY FOR CONSTRUCTION SHOWN ON THE PLANS. I I i I EARTHWORK NOTES i 1. THE CONTRACTOR IS SPEClnCALLY CAUTIONED THAT THE LOdATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECOROS DF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXAC~ DR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL ExiSTING U77LITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON Ti(E PLANS. i 2. ALL CUT OR FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS DTHERWISE NOTED. 3. STORM PIPE SHALL BE AS NOTED ON PLANS. i 4. EXISTING ORAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. [ 5. EXISTING GRAD£: CONTOUR INTERVALS SHOWN AT I FOOT IN7fRVALS. 6. PROPOSED GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT INTERVALS I • , 7. IF ANY EXISTING STRUCTURES TO REMAIN ARE 114MAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR ANO/OR RfPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDiTIONS OR BETTER. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE SEALED Tb ASSURE CONNECTION AT STRUCTURE IS WA TERTIGHT. ' I I 9. ALL STORM SEWER MANHOLES FRAMES AND GRATES ARE TO 8E Sil EQUAL TO FINISH GRADES, ANO SHALL HAVE TRAmc BEARING RING &: COVERQ (H20) LlOS SHALL BE LABELED 'STORM SEWER~ i I 10. THE CONTRACTOR SHALL ADHERE TO ALL TERMS &-CONDITIONS AS OUTl.INED IN THE STORM WATER POLLUTION PREVENTION PLAN. I 12 CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PA VEMEIYT AS NECESSARY TO ASSURE A SMOOTH FIT ANO CONTINUOUS CRADE. I 13. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWA Y Fl?oJ BUILDINGS FOR ALL NA TURAl AND PA VEO AREAS I 14. TOPOGRAPHIC INFORMATION TAKEN FROM A EXISTING CONDItiONS PLAN BY R LEVESQUE ASSOCIATES, INC. IF CONTRACTOR OOES NOT ACCEPT EXISTIfli; TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, liE SHALL HA VE MADEJA T HIS EXPENSE, A rp!'..O~~AP!!IC SURVEY BY A RfqJ$Tfl?f!2 1:t1,1'{g ~!!'Ij'V{;rgtr !1.J} $JOMIT IT TO THf OYfNfff FOR REVIEW, I 15. ALL UNSURFACEO AREAS OISTURBED BY GRADING DPERATION SHALL RECEIVE 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRiC TO ALL SLOPES 3H:IV OR STEEPER. CONTRACTOR SHALL GRASS DISTURBEO AREAS IN iACCORDANCE WITH THE SPEClnCAT10NS UNTIL A HEALTHY STANO OF GRASS IS OBTAIfEO. , 16. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNiNG COOES AND BE CONSTRUCTED TO SAME. i , 17. EARTHWORK FOR ALL BUILDING FOUNDA TlONS AND SLABS SHALL BE IN ACCORDANCE WITH ARCHITECTURAL BUILDING PLANS AND SPECIFICA TlONS. • 18. IF CONTRA CTOR RELOCA TES OR SETS NEW BENCHMARKS, THE VERTICAL £LEVA TlONS OF THE BENCHMARKS SHALL BE SET WITHIN A TOLERANCE OF 0.010 FT. ALL FOOTINGS ANO FOUNDATIONS FOR PROPOSED STRUCTURES SHALL 8£ EXCAVA~EO TO NATIVE SUBGRAOE AND COMPACTED PER ARCHITECTURAL SPEClnCATIONS. ! , 19. CONTRACTOR SHALL LEA VE GRADE BEHIND CURB IN ALL PLANTER AREAS A MINIMUM OF 4" LOW FOR THE PLACEMENT OF SUITABLE TOPSOIL OR PLANfNG MIx' 20. CONTRACTOR TO SPREAD ON-SITE STOCKPILE TO A 4" OEPT/rl ON ALL AREAS TO BE SODED/SEEDED AS SHOWN ON LANDSCAPE DRAWINGS. SITE Cd(V,TRACTOR FINE GRAOE OF INSTALLED TOPSOIL PRIOR TO HYDRDMULCHING BY LANDSCAPE ISUB-CONTRACTOR. , I I 'I , " , " I ii I I ; ! SITE UTlLVTY NOTES GENERAL: ; I. ALL FILL MATERIAL IS TO BE IN PLACE, AND COMPACl'ED BEFORE iN517liLLA~ION OF PROPPSED UPUTIES. 2. TOPS. OF EXlfPNG MANHOLES SHALL BE Sil EQUAL 1'0 FINISH GRADli IN GRASSED LANOSCAPED rREAS WITH WATER TIGHT LIDS. ' 3. ALL CONCRE¥ FOR ENCASEMENTS SHALL HAVE A MINIMUM 28 114Y! O{j)A"P~/ES.Slo.N STRENGTH Ali 3000 P.s.I, ' 4. DRAWINGS Dol NOT PURPORT TO SHOW ALL EXISTING UTILITIES. I i • ,I 5. EXISTING UTIIJ/TIES SHALL BE VERIFlEO IN nELD PRIOR TO INSTALLA' OF ANY NEW LINES. I ' , ; I 6. PRIOR TO Cg;;STRUCTION OF UTILITIES REFER TO ARCHITECTURAL INTERIOR PLUMBING DRAWINGS ro ALL TIE-INS. ' " I ' I 7. SITE/GENERAIJ CONTRACTOR IS RESPONSIBLE FOR COMPLYING TO TH~ kPECIFICATIONS OF THE LOCAL AWTHORITIES AT THE CITY WITH REGARD TO MATERIALS ANI/IINSTALLATION OF THE WATER AJcID SEWER LINES. I : 'I \ ! l , B. THE C, ONTRAq~OR IS SPECIFICALL y ' CAUTIONED THAT THE LOCA TlON AII(D,,/O,R ELEVA TlON OF EXISTING yTILITIES AS SHOWN ON mESE PLANS IS BASED ON R[j~RDS OF THE VARIOUS UllLl;TY COMPANIES, AND w" HERE POSSIBLE, MEASUREMENTS! N,: KEN IN THE nEW. mE INFORMA7(ION IS NOT TO BE RELIED ON AS BEING EXACT OR C9 UITf, THE CONTRACTOR 'If.,UST CALL THE APPROPRIATE UTILITY COMPANIES AT L~ST 72 HOURS BEFORE ANY 'EXCAVATION TO REQUEST EXACT FIELD LOCATION OF Ufl~;trIES. IT SHALL 8£ THE RESPONSJBILfTY OF THE CONTRACTOR TO RELOCATE ALL EXISTINfl UTILITIES WHICH cONFLlor 1H'T.f1 n IC /Y\'Or,?aco IM'-ffOvrMClYr.:r JNorrrv D/V I Nt. ""uvy !" l 9. ALL NECESSAh INSPECTIONS ANO/OR CERTIFICATIONS REOUIRED BY: ~DtS AND/OR UTILITY SERVIfE COMPANIES SHALL BE PERFORMED PRIOR TO ANNO&NCED BUILDING POSSESSION if,ND THE FINAL CONNECTION OF SERVICE. i I! ;' i ~ ~ 10. CONTRACTOR: SHALL COORDINATE WITH ALL UTILfTY COMPANIES FORi INpTALLAT10N REOUIREMENTf ANO SPECIFICATIONS. ' i : , ! II ' 1,. CONTRACTOR[ SHALL COORDINATE INSPECTION OF UTILITY LINES WITR HpPROPRIATE AUTHORITIES RRIOR TO BACKFILLING TRENCHES. i " \ 1 ! 1 12. CONTRACTORI SHALL COMPLY WITH THE LATEST OSHA STANDARDS ot;?l bIRECTIVES OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEOURES. I THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DEsiGN AND MAINTENANCE ioF ALL SUPPORT SYSTEMS, SLOPING, BENCHING, AND idT(fER MEANS OF PROTECTION, I ' ':, 13. CONTRACTORl SHALL COORDINATE INSTALLATION OF UTILITIES WITH L~ COMPANIES TO AVOID CONFLI",TS AND TO ASSURE THAT PROPER DEPTHS ARE ACHIEVm. CONTRACTOR SHALL COOROiNATE WITH LOCAL UTILITY COMPANIES FOR EXACT LOCATION AND SCHEDULING ?F CONNECTIONS TO THEIR FACILITIES. i : i I ' i ;! 14. THE LOCATIOr-, OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN ~ APPROXIMATE WAY ONL Y, : DUE TO THE LACK OF AVAILABLE DOCUMENTA TlON. ALLi tJ,TliJTlES, INCLUDING CURB BOXES, MAY N(JT BE SHOWN ON THESE DRAWINGS. THE CdN:r'/?ACTOR SHALL CALL THE "DIG SAFE CENTE;R' TO HAVE ALL UTILITIES MARKEO ON THE iCRoUND PRIOR TO THE START OF CONSTRUCTION :1 r ' 15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DilERMINING THE EX4bT LOCATION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL BE FULL Y RESPOtl.SlBLE FOR ANY AND ALL lJ),MAGES WHICH OCCUR DUE TO HIS FAILURE TO LOCAT£ HND PRESERVE ANY AND ALL UNDERGROUND UTI/.JTlES. i ' : . \ i! 16. DO NOT INTE,RRUPT EXISTING UTILITIES WITHOUT AUTHORIZATION FRO~ :THE OWNER. OWNERS Olf ADJACENT PROPERTIES, AND THE CORRESPONOING UTILITY OWNER. CONTRACTOR SHALL ARRANGE TO SHUT OFF UTILITIES, AS REQUIRI'J), WITH THE UTILITY OWI'IERS. ' ! I , " 17. COORDINA TE ,UTILITY TERMINA TlON WITH UTILITY OWNERS. ii' ! " SEWER: , ' 1. SANITARY SEWER MAINS AND LATERALS SHALL BE PVC PIPE CONFO/(i(f!NG TO ASTM 0 3034-S0R35.: THE MINIMUM SIZE FOR SEWER MAINS SHAL BE 8:' SEflER LATERALS SHALL BE 4" MIN. ' !, , , : : i 2. ALL SANITARY SEWERS. SEWER FORCE MAINS. AND SEWER LATERAL$!.$'H<\LL BE INSTALLED IN ;FIRST-CLASS BEDDING AND IN ACCORDANCE WITH THE :Qf;PARTMENT OF PUBLIC WORKS SPECiFICATIONS. SEWERS SHALL BE INSTALLED TO tH9 LINE AND GRADE INOICATED ON THE PLANS. I I, , ' \ ' i i i; 3. ONL Y PRECAST CONCRilE MANHOLES OF A DESIGN APPROVED BY rHf TOWN ENGINEER SHALL BE INqALLED DN A SANITARY SEWER MAIN. : :; 4. NO GROUNDfy,,'ATER OR SURFACE WATER SHALL BE DISCHARGED INTo/ 'I 'tHE SANITARY SEWER. I ! " i j 1 i . 5. WHERE ROCf( IS ENCOUNTERED, IT SHALL BE REMOVED TO A DEPTH! (JF ONE FOOT BELOW THE F40WLlNE OF THE SEWER AND THE PIPE LAID IN A PROPERLY COMPACTED GRANULAR MATERIAL APPROVED BY THE TOWN ENGINEER.! : i : : I , : ! ,: 6. ONLY GRANUlAR MATERIAL APPROVED BY THE TOWN ENGINEER SHAL4 'BE USED AS BACKFILL IN ANY TRENCH EXCAVATION. , i' f f ~ : 7. ALL SANITARY I SEWER MANHOLE INVERTS ARE TO BE BRICK AS SHOI'(N: yN THE TOWN OF AGAWAM SEWER MANHOLE OilAIL. . " ; I; : i . i WATER: i : I ' , " 1. CONTRACTOR iSIiALL CONTACT THE CITY WATER RESOURCE DEPARTMli"?l; FOR SPECIFlCATlOI;IS ANO MAKE OF VALVES. VALVE BOXES, nRE HYDRAN'T$IAND ALL OTHER WATER LINE APPURTENANCES. : ' i :; 2. WATER LINE lTESTING AND STERILIZATION SHALL BE PERFORMED IN ?Iff' ORDANCE WITH LOCAL: DPW SPECIFICATIONS ANO WATER DISTRIBUTION SY.STEi(f.[ CONTRACTOt SHALL COORDINATE TESTING WlrH THE CITY WATER DEPARTMENT. t : i i 3. ALL WATER ¥4IN SHALL BE DUCTILE IRON (0.1.), CLASS 52, AWWA C:"15'1 (ANSI A21.4O). 0.1. PIPE S~LL BE DOUBLE CEMENT LINED WITH A SEAL CIl4T CONFORMING TO AItWA C-I04 (ANSI A-21.4). : I: ' . ii' , " i i: ' 4. JOINTS FOR '0.1. PIPE SHALL BE PUSH-ON OR OTHERWISE APPROVED,I AWWA CI51(ANSI , A-21.51} WI(H G4SKETS CONFDRMING TO AWWA C-I11 (ANSI A-21.11) MAXIMUM LENGTH; OF PIPE TO FE 20 LF. i ! Ii I I I I 5. ALL FITTINGS: SHALL BE OUCTILE IRON CLASS 53 WITH PRESSURE RA'rtNG OF 350 PSI AND MECHAN(CAL JOINTS CONFORMING TO AWWA C-151 (ANSI A21.$(). , ; : I " . 6. RilAINER Gt.4NDS: RilAINER GLANDS SHALL BE DESIGNED TO IMPAR7i 'MULTIPLE WEDGING ACTION AG4INST THE PIPE, INCREASE ITS RESISTANCE AS P.r.! PRESSURE INCREASES. ~LANDS SHALL BE MANUFACTURED OF DUCTILE IRON CON/fORJ.iING TO ASTM. 14536-80. RB.STRAINING DEVICES SHALL BE DUCTILE IRON HEAT-TREArliD ,TO A MINIMUM HARNESS OF~i 370 BHN. TWIST-OFF NUTS SHALL BE USED TO INSUR~iPROPER ACTUATING OF THE RET, 'NER CLAND. DIMENSIONS OF THE GLANO SHALL BE SOOI1 THAT IT CAN 8£ USED WITH HE STANDARD MECHANICAL JOINT BELL AND TEE-HEADED [BOL TS , ' t I ' CONFORMING f TO ANSVAWWA A21.1 AND ANSVWWA 153/A21.5. THE ;/ft;TAINER GLAND SHALL HAVE i4 WORKING PRESSURE OF 250 PSI WITH A MINIMUM SAFtTY FACTOR OF 2;1 AND SHALL 8.£ CERTIFIED BY THE MANUFACTURER TO BE COMPATlBjj;, [WITH THE PIPE CLASS AND RIPE MANUFACTURER FOR ALL SIZES PROVIDEO ON THE' "t¥B. THE RilA/NER GLAND SHALL! BE MEGA-LUG AS MANUFACTURED EBAA IRON, INC., OR ,APPROVEO EQUAL. o I' , i I . 7. ALL WATER 44INS. UNLESS OTHERWISE NOTED, SHALL BE INSDlLLEd WiTH A MINIMUM FIVE FEET 01[ COVER. WHEN CROSSING ABOVE OR BELOW WATER IfIRELlNES, A MINIMUM VERTICAL SIIPARA TlON OF SIX INCHES SHALL BE PROVIDEO. WHEN 'C'ROS$ING SANITARY SEWERS, A MINIMUM OF 18" SHALL BE PROVIDED. ' :; ! j ': i ; , , , ! , , , , . \ SIT5 UTILITY NOTES (CONTINUED) 'i 1 . ; - . i . ::1 ,B. THf INSTALLED WATER MAIN SHALL BE PRE!>~SURE TESTED,' FW$H(D AN[j , : DISINFECTED BY CONTRACTOR IN ACCORDANCE WITH AWWA C-600 AND AItWA C" " 65:1 OR PER AG4WAM DEPARTMENT OF PUBLIC WORKS STANDARDS. I : '" : i " ! i . ! l 9. DUCTILE IRON PIPES SHALL BE INSTALLED IN ACCORDANCE WITH AWWA C-6{XJ.' i " : .: :, \!;! ' 10. AJ..L MECHANICAL JOINTS ARE TO BE RESTRAINED. FITTINGS SHALL" BE REsTFb., INtO,: BY MECHANICAL JOINT RESTRAINTS. THE PIPE CONNECTED TO IHE FITTING SHA~L [; BE RESTRAINED PER THE RESTRAINT SCHEOULE. (SEE DilAiL SHEETS) :' ,I 'i ' , ; , . ;! I 'I:d : " l' i ;! I i I 11. TfrIE CONTRACTOR SHALL MARK THE LOCATION OF THE PROPOSED: WATEIj' M.<!IN II'I1' , LfAST 48 HOURS PRIOR TO EXCAVATING. EXCAVATION SHALL NOT PROC££,D ,1, i' WiTHOUT AUTHORIZATION BY THE ENGINEER. "I · I !!: i 12. A?L WATER MAINS, HYORANT BRANCHES, AND SERVICES SHAU' HA~U77~IT1(i! ,I ~A, RNING TAPE. THE TAPE SHALL BE BURIED APPROXIMAT(LY" ?, F6,FT, 8f O IH, I" ,i :1 FINISHED GRADE. i " " ' , I I : ' " 'I ~ I 13. BAI;KFILL SHALL BE COMPACTED TO 95 PERCENT OF THE ~T~ARf) P~TqR :lj DENSITY AS DETERMINED BY ASTM D69B. COMPACTION EOI!IPMENT USEg M~1i iBIn SPfClnCALLY DESIGNED FOR COMPACTION. 7liMPING WITH ,!THE !, BACK OF'\ Ti¥.,' ' i ! I BA9K HOE BUCKil IS UNACCEPTABLE COMPACTION. I: ' "'1 'I , : " ;1-.. ,\1 'i\ 14. AL~ WA TER SERVICES SHALL BE 1" OIA. COPPER TUBING rWE 'K. SOFT }[EMf!~ i d! Cd{llFORMING TO ASTM BB8 UNLESS OTHERWISE NOTED. ,',: I 'I ;: II 15. DE~RESS WATER MAIN UNDER EXISTING SERVICES AND Hl'VIMNf, B1NCHb-~~ 'i! i MA(NTAIN 5'-0" OF COVER. ': I i I ::11 16. Ad WATER MAINS SHALL BE LAID AT LEAST TEN (TO) m:ritDRIZONTALJ f~o~i! EXISTING OR PROPOSED SANITARY SEWER. DISTANCE SHALL : BE Mo,SURE!f £O,GE:! r~, EDGE. ' I '" i ' i:' .' ! ! i _ _ ! I : l! 17. IDE(VTIFY EACH PIPE LENGTH &: FITTING CLEARLY WITH MANUFACTURE'S f\/¥IE I&: , I it TRfDEMARK. NOMINAL PIPE SIZE &: MATERIAL DESIGNATION. • i i l:: lB. AL ~ WATER MAINS &-SERVICE PIPES SHALL BE LAID IN A TRENCH 'SEPARATE !F7i'~M ! ANY OTHER UTILITY (G4s, ELECTRIC, TELEPHONE, ETC) SHALL Bf -.I ' MIN/~UM , NCJ ,,: LE$S THAN FIVE (5) FEil FROM ANOTHER UTILITY. j ii' i' 19. AL4 MATERIAL SHALL BE IN ACCORDANCE WITH CITY/TOWN WATER RESOU~CE ! ,'i : DEpARTMENT "RULES &-REGULATlONS~ ALL WORK TO BE PERF(JRMEO IN I .1 ;':: ACCOROANCE WITH CfTY/TOWN WATER RESOURCE DEPARTME{IIT "SRECmCATlol:tsi ::, CITY.,' '/TOWN WA TER RESOURCE DEPARTMENT STANOARDS SHALL TAKE PRECEDE""I Cll : OVER ANY REQUIREMENTS LISTED ABOVE .. · I . '1' , ! I : l , ,i i i . " , " i ;1: '1 I ii . '~ " ii .\' ;i : 1\ · l .: I I ". \ I I , i ! 'I' , ' I 'I i : II I ; ~ " i · I . :! I I 1 . : : PER i , , i , I [ [ !, ! ! . ;' , , , " : j , , , " " · , , I : 'I . t, ' , · , I" ',I . i ' :i '\ ij :! I . I I , 1\ i 'I', 'I 'i' .1' I ii I; ii 'I ,.1 1" I : J ; I i I I 'i ,I I . ~! ;:: H II i iJ " 'I -j' i ' I ~ , I " ' I 'i :, .; ! l. : I 'i. '" I !. ~: I .! • 1 'i' i . !. ; ~ ! , I I " , ':. I . j :: i '; [ i ! . i . · i '. , ,: ! , . '! ; ; · ! I! I I , :1 ii Ii I . ! ! , ! j i , . , , i ! i i . I ,! , , ! \i I: Ii , i I' ii i: , " " " Ii , ! , p I, I " " Ii I' GI I ; I I I , , , ' i LE'VE!IOlflt. ASSOCIATES, L·~~1~~~~~:~S~it~eDeS'I~' Permitting ! ' 'ml.~~'Ii.()!!lI5 fax: -,tHI.Jlool S1reet . P.O. Bos: 640 'l'~ltfi~~MA 01086 , I' I i [ , , ! , ! [ i I , , I; 11 i I ! , I ! i I I ' Inc. Anl!~c MAOI0S6 ~~~f~~~~~A~L~~TERATION OF IS A VIOLA nON STATE LAW i ' -0. NOTES, : i . 1. THE PRDPER1Y BDUNOARY SHOWN HEREON WAf, DERIVED FROM HAMPDEN (Jell. IN' RE GISTRY Of DEEDS PLAN 362 PAGE 7~IN R~FERENCE to TO PARCEL PLAN ENTITLED "PLAN OF LAND IN AGAWAM, MASSACHUSETTS SURVEYED MU SHY'S GOLF CENTER, LLC" BY HERlr",GE SU$v~S, INC, DATED "nv.IJR~'~ 2011. . : . i. 2 THE EXI STING CONDITIONS SHOWN HER80N AR~ BASED ON A TOPOGRAPHIC IN STRUM ENT SURVEY CONDUCTED BY R.: LEVESCl!Ug ASSOCIATES, INC, AUGUST 2013. . I ; , . 9, 3 THE OCFS ITE WETLANDS SHOWN HEREON WERE ! Df;RIVED FROM A PLAN "RIVERMORE-CITIZENS AGAWAM, LLC, HP, HOOD SOLAR DEVELOPMENT P~~;I~~;~T~3;~69 MAIN STREET AGAWAM, MASSACUSETTS" OATED 711/11/11' FILED IN C WITH A NOTICE OF INTENT FOR THE SUBJ~CT PROPER1Y. THE WETLANDS SUPERIMPOSED OVER THE R. LEVESQUE ASSOCIATES EXISTING CONDITIONS 4. THE FEMA FLO OD MAP FOR THE SUBJECT PAR¢EL MAP NUMBER 25013cel40:lE DATED JULY 16. 2013 ERRONEOUSLY SHOWS THE SUBJECT PROPERTY THE lOO·YEAR FLOOD ZONE. THE FLOOD ElLEVATld,N SHOWN ON THE FOR THE SUBJECT PROPERTY IS ELEVATION !lO. TIjE LOWEST · ON SITE TO BE DI STURBED IS ELEVATION 79 AND THEREFORE ",",·1\1· 1I1~:~A;!l~' w TO THIS PROJECT ARE OUT OF THE 109-YEARi FLOOD ZONE.. ALL EI ARE RErERENCED TO NAVD88. --. i ! ' I "I t --. -- Mushy' '5 ;tolf Genter, LtC 8 K, 11'003 Pg. 197 .. ( 1 • . ; . i i I I I I I , , I i . I I --. - -~----------------.------~.------.-. ~ .. . -. -. \ --. --. --. ----. --, . .. ' \ BIT. BERM UP·-·4 7S\4-7Vl· --. --. . , ~i ! -!iIr ~ --- ......... --... --r ~ ---~'" ~ OO""ffi.' L= ~-, " ~~ 00 "''' ffi'= \ ' .. \ "RIVERMORE-CITIZENS AGAWAM, Ll c, HP HOOD SOlAR DEVELOPMENT PROJECT. 369 MAIN STREET AGAWAM, MASSACHUSETTS" DATED "11/11/11" FROM FLAG E-1 TO E-5. THE! REMAINING WETLAND UNE IS BASED ON INFO'MA TION FROM THE MASSACHUSETIS OFFICE . OF GEOGRAPHIC INFORMATION SYSTEMS (MAGIS) OtTABASE AND BY ON-SITE FIELD VERIFICATION, \ \ / .•.. , ~~ j \ \ \ iNDUSTHlA.L 1 . I , , I I I 1 / . i I i /. p ./ f INSTALL SLOPE EROSION PROTECTION "· TIL STABILIZED WITH .. ! .. / / -.~.~, .. / / / / / OF CLEARING INSTALL SIL T'fT NCE ALONG LIMI T OF WORK" ", 8ROKEN PS i'·}HP.LT ''', ARE!-. ORAi~J R1 M·~~·<.m. ~8 .-' -- : -'~)MH RIM=92..41 / /' ~ \ ~ -'" ~1 -. '--0" ""I ~ .. -.. -.,~" . -)\- LIMIT , ,., .... , --~ . "-. , .•. ' GUY WiFz[, WORK RIM ! ! ·n'lT UNto . " Tp· .. · .<. ··'-........&OSED [!)QD~OC!J' ~@ iJi,<:::"'lI 2,280 s.Li FF£=920 / " / .... , , .. ' '," '. . . , .~. I . _._.,-r--i~·-······--····-'··~-····· ,...., ... ,. .. uL ........ ---- n/f Fronk A, & Ura"c. A Vertemmo Bk. 17654 Pg. 68 --- E~?~;:; CONTROL (I. BARRIER) E~~d'I~ 12" HCP TO BE R AND GR A Iof'L BE REPAIRED TO. GRADES ' iNV=82..1 ~: SHORT-TERM EROS/ON CONTROL MAINTENANCE::. ;, . 1. THE CONTRACTOR OR SUBCONTRACTOR ""LL BE RCSA,.QNS1f3L£, . c~J~~j'~~~r:'G EACH CONTROL SHOWN ON THE SEDIMENTATlONA'(vD (ROS/ON ¢ DURING ALL PHASES OF CONSTRUCTION UNTIL n 1 ! 2. ALL EROSION AND SEDIMENT CONTROL DEI4CES ~~~~~ii~~rc1 CONSTRUCTION ACTIVITIES AND ALL DISTUR.~~:c.~D~f£:~~l B.~~~0'U~A~9i. ADDITIONAL CONTROL MEASURES ""il BE C IN ORDER TO CONTROl. EROSION AND/OR OFF-slTE PtiMp NECESSARY BY ON-SITE INSPECTION. .1. EFFECTlIIE EROSION CONTROL MEASURES SHALL BE INITlA'J'E,ED~. :~;~~~~ COMMENCEMENT OF CLEARINC, GRADINC, EXCA VA TlON. OR 0 THA T WILL DISTURB THE NA TURAL PROTECTlON. 4. ALL SEDIMENT AND EROSION CONTROL DEI4CES SHAU BE IN~~EC7Ei? ONCE EllERY SEllEN (7) CALENDAR DA Y.> AND AFTER ANY C'~T~'~·~~~i~ THAN 0,5 INCHES OF PRECIPITATION DURING ANY 24-HOIlR INSPECTlON SHALL BE DOCUMENTED IN WRITlNC. 'DAMAGED OR DEI4CES SHALL BE REPAIRED OR REPLACED, AS f(EC£$SARY. . S. THE CONTRACTOR SHALL TAKE ALL REASONABLE PRECAU'rlONS ' EROSION OF THE SITE DUE TO THE CONSTRUCTION OF Tfl(s PR'~·, !£cv: G. S'IL T ,.CL./.-fLL .PC' RCAlOJ.C.D .rPQU .&>J:".J...l/.AIIl ,&UjRQJCRf: IF' 1,>~'W';IJ,J;~~~tJ.~Win DEEP OR AS NEEDED. SEDIMENT THAT IS ·cOi.ii(;m7'/~ BE DISPOSED OF PROP{:RL Y AND COIlERED IF STORED ONrSl''TE. 7. DAMAGED OR DETERIORA TED ITEMS ""LL BE REPAIRED IMA!£DlA \ ~~~w.:'~:-' ..... 1w1ii , _ 1:-1 .... '-'; I I ! j INS TALL SIU FENCE , TP-5 AT LIMIT OF WORK tL:. '\ I"l.J '- . "GHAVEL'" "- "--·<:'-,AGIN f;--, .. '>, ,,;'" ""-"'" -'" . , -. ~ " ~ , AREA " STABILIZED CONSTRUC TlON ENTRANCE OF " .. -•. ' -. ... --. I I .. .. \ \ \ ... ,. __ L .. _~'""rtr-···--r-EXIST 12" "prE -INV==83.12 \ \ • ~ .. \ \ \ 9 \1 f ! . .. ....i., !-~.'J , . : , \ \ \ r " i! !i / ~-~~~~....,.,.~~ •• "'<';, ...... -....-; -... .. ~,'-;..'.... ......... '-.'_ ...... "' ..... " . . .. .'. l~ "-~~ ' .. ~. ' .. I~ ", , , .. ~" f', , IDENTlACA TlON. 8. ALL DITCHES SHALL BE STABILIZED AS SOON AS ISPR,qC77CASEE EROSION. . WORKING STATE OF REPAIR UNTlL THEIR USE IS 9. THE CONTRACTOR SHALL MAINTAIN ALL EROSION ~~~~~~~~~fm THA T TIM£. THE EROSION CONTROL DEVICES SHALL lifs;fio~)ED OF SO AS TO CAUSE NO OFF-SITE SIL TA TlON. 10. INSPECT AND MAINTAIN CONSTRUCTION E~:r~~g~i.lffi V~?~~~! DOES NOT TRACK ONTO THE STREET. ANY l} STREET SHALL BE ClEANED DAIL Y. 1" AFTER CATCH BASINS HAIlE BEEN CDI"ST.f?Ul;TE.Diilo~~;.~~~~ci~~jJjtj PROTECT THE INLETS BY CONSTRUC77NG INLET P. AS THE ptANS, 12 ONCE THE SITE HAS BEEN PAllED, ALL INLETS IN · RECEIIIE A SILT SOCK TYPE PROTECTION. 1.1. EROSION CONTROl. MEASURES SHALL REMAIN IN~f~i~~~~l~£~:~fl~~ EARTH HAS BEEN SUBSTANTlALL Y STABILIZED. DISTURBED AREAS SHALL BE REGRADED AND SlIIBILJZf.1J 14. THIS PLAN IS PROVIDED AS A BASIS FOR THE INITlAL ~~~~~~Z~~~~:r~ CONTROL MEASURES, IT SHALL BE THE CONTRACTOR's AND EXPAND THIS PLAN AS SITE CONDITlONS DICTATE. rr IS THE RESPONSIBILITY TO PREVENT THE OCCURRENCE OF SILTATION TO RESOURCE AREAS AND THE MOVEMENT OF SEDIMENT BEYOND THE BOUNDARIES. i ! ! '. n/f , 'i : j" .395 ~~Gin St!Meod St Agcworn. 8>. 4823 Pg. 146 LLG ,.·1 ,. , , '! ; ,I . i : ; " . , · I · i . 1 " ~ 1 i r i t ' : ~ i ! i · , , . · f i>" :.. _ _ _ i 6 .... .>~' ........ ~':'--~~.£,.~.":.)",:-.. ,'<~ .......... ,;:.":.~;..;:·":~ , .1 I I I ,i i i I : i ., / I / i:~'\ AIL i: , . . I ' i I ! . : ; f ! , " I I 1( I it: ! i ' . 'I . , f i i;,' Ii I f I I : i f , t 1,'1 Il l ! i "'i-.. ' ! : i I ! i i i , , i I , . , ! i " : 20' ---- I ii Ii !, , , , .. I , PERMI G EVlES(;UE ASSOCIATES, INC I i·La·~::~j~::~r:::!~S~:I~:te~DeSlgB, I i Planning I ':,', Permittlag I p': b:·4113.~68,09115 fa~: 413.568.0986 I Ii 40Sth,boIStre,ei' P.O. Box 640 i: MAOIOS6 Ii , : \ ' rlaland,com FOR, Realty, Inc . Harding Avenue I)udllow, MA 01056 . <, NOTES~ , ! I . THE PROPERTY BOUNDARY SHOWN HEREON WAS DERIVED FROM HAMPDEN REGI STRY OF DEED S PLAN 362 PAGE 72 IN REFERENCE TO TO PARCEL PLAN ENTiTlED "PLAN OF LAND IN AGAWAM, MASSACHUSETTS SURVEYED MUSHY'~ GOLF CENTER, LLC" BY HERITAGE suRvhs, INC. DATED No\IEMiBE~ 9, 20 11. ' i , . 2. TH E EXISTING CONDITIONS SHOWN HEREON AR~. ~ASED ON A TOPOGRAPHIC 1 INSiRIJMENT SURVEY CONDUCTED BY R. LEVESQUE ASSOCIATES, INC. DURING AUGUST 2013. . I , , 3. THE OFFSITE WETLANDS SHOWN HEREON WERE i DERIVED FlROM A PLAN ! "RIVERMORE-CITIZENS AGAWAM, LLC, HP; '"000: SQLAR DOOOPMENT PROJECT, 369 MAIN STREET AGAWAM, Mi\SSACUSrnS· ,DATED ·11/11/11" FILED IN CONJUIjJCTION WITH A NOTICE OF INTENT FOR THE SUBJECT PROPERTY.' THE WETLANDS WERE SUPERIMPOSED OVER THE R. LEVESQUt ASSOCIATES EXISTING CONDITIONS RLAN. , 4 . THE fEMA FLOO D MAP FOR THE SUBJECT PARCEL MAP NUM~R 25013C0403E DATED JULY 16, 201 3 ERRONEOUSLY SHOWS THE SU8JECT PROPERTY WITHiN THE 100-YEAR FLOOD ZONE. THE FLOOD t UN "TIQN 5HOWN :ON 'THE FLOOD M4p FOR ~~~ ~~8~~C61~f~::rf,~s EE~~~~N 7~oANDm'r~EL~~~~TE ~~~P~~~T~ff'~~~~gN TO THIS PROJECT ARE OUT OF THE 100-YEARl FLOOD ZONE. ALL ELEVATIONS ARE RE.cFREN CED TO ·NAVD88.· , i i ;--__ -- -.- -. n!t fhos hy', Go:f (;"nlo,', LLC ?3k. 1.'59\)5 P<J . '197 I - ! i n/f M ush)"~) G.)if Center, U .. C 8k. 1590::. Pg. 197 , ' I i Zoning Review • l~dustri.1 A I Business" Category Fl~!Jlred : • Required pr~Vided Indystrlal A Business B i .. 100 FT 211D.31 MINIMUM LOT FRONTAGE 100 FT FT , MINIMUM LOT AREA 40iooo Sf' 10,000 SF 74,~84 SF 1-----.. --, . , MINIMUM BUILDING SETBACKS I 1--. ~o FT 35 FT j6 FT -FRONT , -SIDE 25 FT 10 IT 83.1 FT 1--' 25, FT .. 35 FT laP.8 FT -REAR '--.~,- BUILDING COVERAGE 50" 50" 50" MAXiMUM 1--... -.. !c:45' MAXI MUM BUILDING HEIGHT , 40' .. 45' OFF STREET PARK ING . ".u~ ."~ACES . ".u" :;I"ACES 50 ,SPACES (2 ADA SPACES) (2 ADA SPACES) (2 ADi:. SPACES) - - ...... , \ -.-. " • .. ---+-.... --;41) -- -~ ~!:'" ~ 00""""" ~:'" ~~" ~ ~O~ 00 ~ ~'ru, "RIVERMORE-CITIZENS AGAWAM, lj..C, HP HOOD SOlAR DEVELOPMENT PRO-£CT, 369 MAIN STRE,ET AGAWAtJ., tJ.ASSACHUSETIS" DATED "11/11/11· FROM FLAG E-l TO E-5. THE REMAINING , WETLAND UNE IS BASED ON INFORMATION FROM THE MASSACHUSEnS OFFICd Of GEOGRAPHIC INFORMATION SYSTEMS (MAGIS) Dlo.TABASE "ND BY ON-SITE FIELD VERIFlC"TION. i '--- n/f Frank ,t.., &:: Linda P. .. \lederorrv) Bk. 17654 Pg. 68 ------ ! 1 , , : I " , . , - -EXTEND J-FOOT WiDE RIPRAP SWAL/: - ...... , --- ---- --1_, I I I ( I I I I I I ALONG EDGE OF DRIVE FOR IH£ EN TIRE LENGIH APPROX. 300 L. F. - r - PROPOSED 6' PVC STOCKADE FENCE ENCLOSURE BUSINESS ZONE B END OF GRA VEL DRIVE SE£ LANDSCAPE PLAN FOR PLAN IFR DESIGN PRECAST CONCREIF CURB 0- ---~---m:7oo GUARDRAIL RIPRAP -.... ,,--- ' -- - 4" Sin. 12.0' • D/T -- "-LA WN \ 6 ' SIDEWALK . _ . (TYP)_v.f·.--".J. DRIVE -THRU MENU LANE LANE SOLID (.IYE?) . CONCRETE SIDEWALK/CURB , , , , , : l : i i i Ii i; , \ , , : j j! , : i , ' , , : : ! , STRIP(o, ISLANll i . , ~-r-4-S~ ,I '\ i J ...... , ...... .rt--~ EDGE Oil I I ......... ":;;r'c'it-"1 . PAVEMENT, '" ! ! \ I i " ;: ~\ I i !i 251·Q'---'j ~I I ii' mL i i ii--i ( 'I'll ~ ,i L J I i! i / PRECAST CONCREIF CURB I . I ' , , , " EDGE Or' I GRA VEL ,DfflVE , \ \ \ 1~,.LI'8. 0' --!-. 2_1.0-1---1--18. rr __ ~:l+--1I~2·'~+"+-I8.'jK:--t--2-1. 0'-+-,"","18. n·---1 \\ \ \ ~ ~ " '9, \~-n -;., ~ ~\ f\ \ \ SEE LANDSCAPE PLAN FOR PLANTER D£SlGN ACCESS RAMP 12. 0' 12.0' PROPOSfD [!)0!JGX3lW' ~& J,p..,.--r;><,<VY 2.280 •. f.~ FF£=92,O BIKE RA "--BIT. CONC.~ PAVEMENT \ ADA ACCESS RAMP , , , . i i ! ! -.I1'S nwe' ' ~. , i 33' \\ _I " Sin. (TYP) PROPOSED UTILITY EASEMENT \ '" ..., '"' I N STOP SIGN ~ PYLON "EXIT ONLY SIGN STOP SIGN .... !<i ";\ PYL ON "ENTRANCE; _''v'" / DRIVE -IHRU" SIGN .n...r--DUNKIN' I ur DONUTS S[' RT <"'= START CiJRB 5 FEET ;4 CURB 5 rL~T __ "_"H~+/ _____ ._.m_"" __ ._." ___ FROM EXISTING EOP S TRIPING = = END OF PLANTER EDGE OF eRA VEL 'L---START CURB 5 FFET FROM EXISTING COP , , , , I !: , '-1'- ~o~.'~ .. ~ ........ ~ ... ~ .... '''_~ -..,',-''-, '-'-"~""~"" -"',," .. ' .... , ...... ,.,.,> ..... ' ,.: ". " .. ( , f2 1'. h." t,,' t,~ .. '. .. , , E.Xl~;T . BLDG i -STOR( :F·,~-9 -.69 .395 !I h , , I LAWUT NOTES; I. S/TF: CONTRACTOR SHALL REFER TO REMAlNIN(; PLAN· SET FOR iNF~U4lroM R£IiAROiN(; SITE LA YOUT. 2. IT SHALL BE TH£ SITE CONTRACTORS R£SPONSIBlLilY ~)c~~~~~1~~~~H.a/I'ON INFORMATION CONTAINED IN OTH£R SHE£7S WITH, SITE II I ! 3. PRIOR TO SUBMITTING TH6~'R~El~YO~EFO;'R~~~i~~~~~~~;~~~ COMMUNIIiA TE ANY OiSCREPANCI£S SP£CIAIiA TlONS WITH TH£ ARCHIT£CT/£NGIN££R. SHOULD ro:,C'o.!;~/)~~'1l' ANY DISCREPANCI£S, H£/SHE SHALL BE FROM S41D DISCREPANCY: SIGM4GE AND PA ffM£NT MARKING NOT£S: 1. STRIPE ALL PARKING ARDIS AS ~~~~~~~d~~~~~~:~~ ~iF;<;1C C/IOSSWAlKS, AND ACCESSIElLE ROUTE " PAINT. PAINTED ISLANOS, ARE LANES, AND PAINTED USING YRLQW TRAFAC PAINT. ALL MSHTO MU8 TYPE 7'1: 2. STOP BARS SHALL B£ 1 r WID£ (WHITE). : 'I · 3. ALL PARKING STi4LL UNES SHALL B£ 4" WfI)£ (irHlrt). I .; . ~. ALL PAVEM£NT MARKINGS AND SIGNS SHALL CONFORt,( TRAHlC CONTROL DE:VIC£S: "STANDAI?D ALPHABt:rs. fIJR 'HlGlIlWAIY PAVEMENT MAf?KINCS: MASSooT, STATE Bl/lLoui(; (:OaE $7ui/?t4tMIS; AND AS SHOWN ON THE PlANS '" DETAILS. .', . I , I , ACCESSIBILITY NOTES,' " . it . , ,I ' , !I 1. ALL ACCESSIBLe ROUT£S. TRANSITIONS. AND ACCESSIBL£'PARKlNrl/LONJINGI' i4R&45. INCLUOiNG ALL £NTRANC£S TO aUILOiNa, SHALL AOHEI?E ' TO 52" CMR. i'. i . : i i . I I' I I ,,' 2. SHOUW THE AfiCHIT£CT P'ROVlD£ ADDiTIONAL ENT1OWCES · OR MEANS !DF {IJR£ss, ADDITIONAL ACCESSIBLE ROUTES MAY 8£ REOUI/?£[J. . !,' I !: I , ! ! i i: !: Ii I: , : I -I.,' I : ',i, " 3. IT IS TH£ RESPONSIBILlIY OF TH£ Ai?CHITECT AND CONlRACTOR !TO NQTI~. '1!!F i', £NGIN££f/ ANO LANDSCAP£ ARCHITECT OF ANY CHANGES ;TO THE Pt?QPd (OJ BUILDING THAT WOULD AFFECT TH£ ACC£SSlBllIlY R£(}UIREM£NTS or TH£ PRopos. ~ WIT£. i' 4. THE CONTRACTOR SHALL R£VIEW IN DETAIL TH£ R£(?u/R£~tNTS OF "'?If.it~ AND !, SHALL B£ RESPONSIBLE FOR CONFORMANC£ WITH £4/0 REGULAIIONSi i! : : . !1 n!f ~~ic in St/Meod 5t Agawam, Bk. 4823 Pg , '46 LLC : . , .. . i :: i' · i ! : , , . , , , I , I ";, , : : I · ! I ; . • • j i . , . " , ,,, .. ' I· · i i, .!, i , ! i , I : I ,! '! ;"! , , ., ; : 1 I ! : I ',Ii I ,i ~ ( . 'i '! ,I ,I Ii : I ! :! .j 'i .1 ! i , , I i . I , , !' I' i L';: '. ' .. ", " .... -......~~":~.;;,,,":i:...'~'«>~~~:.:..~::.::~"::::; -'- i. I ." , , i I I, I , I ; . l' I . ! I , i . i l , ' I , ' · I : i · i ; ~ · ! i I ,! I , 20' 11 iiiiiiiIiiii:i~~, ' 20' o - ---- BAR SCA! F ! 1" =' 20' , , . " I 'i: , " Ii " I' I Ii , I' i I ! I, I IN<;: i JG·:~::~~:~~t~~Si~.::te:Deslgn, Planning Permitting . : . , , i I t . , , , fax: 413,568.0986 ' 40.ISth.1:'~ Slr~et· P.O. Box 640 1 'Yeiltt1~I\l.l\11A 01086 , I ! : : I I I FOR: Realty, Inc. Avenne !-~!!!9'r"1 MA !W!~§ ~~~~i~i~~~ OF THIS VIOLA TlON OF STATE LAW .,. .' NOTES~ 1. THE: PROPERTY BOUNDARY SHOWN HEREON FROM HAMPDEN REGISTRY OF DEEDS PLAN 362 PAGE 72 IN TO to PARCEL B PLAN ENTITLED "PLAN OF LAND IN AGAWAM. . SURVEYED MUSHY'S GOLF CENTER. lLC' BY HERITAGE INC. DATED 9. 2011. . i 2. THE eXISTING CONDITIONS SHOWN HEREON ARE BASED ON A TOPOGRAPHIC i INS'RUM[NT SURVEY CONDUCTED BY R. LEVESQU[ ASSOCIATES. INC. UUIKI~J(; AL;GUST 2013. .. 3. THE OFFSITE WETLANDS SHOWN HEREON WERE· DERIVED FROM A PLAN "RiVERMORE -CITIZENS AGAWAM. LlC. HP HOOD: SOLAR DEVELOPMENT PR()JE(~T 369 MAIN STREET AGAWAM. MASSACUSmS' DATED Yl1/11/11" FILED IN WITH A NOTICE OF INTENT FOR THE SUBJECT IPR(l)PERTY. THE WETLANDS WERE SUPERIMPOSED OVER THE R. LEVESQUE ASSOC'AT~S EXISTING CONDITIONS PLAN. , i, 4. THE FEMA FLOOD MAP FOR THE SUBJECT PARCEL MAP NUMBER 25013C0403E DATED JULY 15. 2013 ERRONEOUSLY SHows ~HE' SUBJECT PROPERTY WITHI~ THE 'OO-YEAR FLOOD ZONE. THE FLOOD ELEVATlqN SHOWN ON THE FLOOD MPfP FOR THE SLJR,)[eT PROPERTY IS ELEVATION 60. THE LQWEST PRQPOSED ELEVA~ION ON SITE TO BE DISTURBED IS ELEVATION 79 AND iHEREFORE THE ACTIVITIES R~LATED TO THIS PROJECT ARE OUT OF THE 100"':YEARi FLOOD ZONE. ALL ElEVATlqNS A.RE REFERENCED TO NAVD88. , __ i --- --.. . .. \ CONTINUE RIPRAP SWALE ALONG ENTIRE LENGTH aF ACCESS ORIVE TO BOTTOM aF SLOPE APPROX. 300 LF ------.. -- • • .. ------ ~ . .. --- --• ------- -~ APPRo!'uMIT OF BORDERING vFd'FT',TEe WETLANDS AS SHOWN ON PLAN ENllTLED -\ \ "RIVERMORE-CITIZENS AGA,WAI.t. SOLAR DEVELOPMENT PROJEC]. 369 MAIN STREET AGAWAM. MASSACHUSETTS" I" fROM fLAG E-1 TO E-S. THB REMAINING WETLAND UNE IS BASED ON INFO~I.tAl·ION FROM THE MASSACHUSETTS OfFICE· Of GEOGRAPHIC INFORMATION SYSTEMS (MAGIS) AND BY ON-SITE FIELD VERIFICAT19N. J-FOOT WIDE RIP RAP SWALE 1-:-""":'-,/ ,-..• ~ '~Z ) ! COS WAICR QUALITY UMJT_ . RIM=88.92 INV /N·84.67 INvour·84.56 GRAOE NEW SIrALE ANI)~ LINE WITH RIP RAP STONE P¢s- RIM=87.90 / INV OUT.' 84. 90 L / '--. • -- n/f ~. "Q,lk ,I:.." & ..... 1'100 fJ,.. Ve,tero'no Gk. 17b54 Pg bd ,I --:---/ r~) ::7 -.. - , i r~/f Mushy' s '~~()!f -Gen [e~. LLL 8i<. 1$0.3 Pg. 10) r~/f l"{:Jsh'/5! Golf C~<;r.[er, i..;"'<'; ok, 15903 P:j. 197 ! -- INV I I \ \ LIMIT OF TREE CLEARING \ '. ·.JC:91.D BC:9{,!. ". LIMIT OF TREE ~LJI CLEARING ;.RE.!" DRA:!,! RtM": ea.98 \ \ / ./ /' / ....... __ . r'" .. ,<" ~~'"-! __ / 90.0 BC:Q9.5 F'f'f !!;~<;',;';U! l1L1 TY -.c::::~:... _. BOX (T'rP) POlfER AND CaMM. TO ORIVE 1oVr.JRii .MENU BOARD : Sf TE LlGH l1NG FLUSH WITH -~l PAVEMENT TC:9U BC: TC: 91.1$ __ ~. BC: 8" 50R-.J5 /" -_. 9.1 , •. _//- / TC:Il9.5 \ 1: 12 MAX SLaPE 91. i\ (T'rP) BC: 90..;;\ . TRANSlTlaN CURB -"'4,,:,;,,~..-e 1----"(/.7 \ ./T)'P) "\ . ' .. ~~~;;~ !f:~=t::tr.-~Fv CURB FLUSH\ ....... ~TH PAVEMENJ., 0® tcr ~@ j,"'~-*-~I Grj,V~c 2,280 sLt 91.4 BC: 90. 9 2% BUILDING 5=0.018 mM~=j~/~'§l~-~~----~~ __ ~~~~ __ ~-=~~~~~ !NV !N-87.80 (BLDG CONN) \ INV OUT=87. 70 (E-5MH) TC:92.1 RIM=91.00 48 {P-SMH} 8" 50R-35 106.8 5=0-020 -- \ TC:92. BC:91.5 'U"",,,,·~<·,·=-M?""'-'"·' " MAINTAIN GUTTER LINE ALONG EOGE OF ROAD BC: MAINTAIN LINE ALONG EDGE OF ROAD WATER -- , . , , r EXISl1NG SWALE TO BE RlLEO TO PRaPERTY LINE AN 'RESEEDEO . , , , , . EROSiON CONTROL (OpUBL' BARRIER) i ; , FJtlclllAIr. 12" RCP TO. BE ' AND GRAVEL BE REPAIREO TO V(I,>/,'N& GRADES . HI"'PF I ~" " r i ' ...... T"':-l.._ ' _ '-, 'd"; \ '/ \ \ \ 1 cO> HD!-""l[ 2. IT BE THE SITE CONTRACTORS RESPONSIBILITY TO CROSS REFER£:NCE INFORMA.T!tJN Co.rvTl-I//Vt'D IN OTHER SHEETS WITH GRADING &' DRAINAGE INFORMA TlON SHOW/V HERE!1N) i ! ! , !: SUBMITTING A BID FOR CONSTRUCTlO~ THE SITE CONTRAcmR SHA4L COMMVNICATE OI",'CRI,PA,rvCh,S BETWEEN THE PROPOSED DESIGN AND THE SAID SPECIACATIONS!WITH THE PROPONENT, LANDSCAPE ARCHITECT/ENGIN££R. SHOUL/) THE [HE SitE CON.w4bvR FAIL , T~gX~X:~N;~AJ,~ANY DISCREPANCIES, HE/SHE SHALL BE RESPONSIBLE! FOR ~NY;cd>fi;lt " R. ,FROM SAID DISCREPANCY. . . i. i ',) Ii ! , " :' I : ;' Ii 4. COIVTR.~Ci"OR TO VERIFY ALL UTILITY CONNECTIONS AND INVERTS FR!{M fXISllA/G~~D 'I' o':<~;;r', TO SERVICES IN STREET. IF ANY DISCREPANCIES EXIST$BI!lW£EN P4A"'1 ~NO . i! . JA : TlON FOUNO IN THE RELO. CONTACT ENGINEER AND LAA!D$(}APtARCH(Tf~r iMM,fDblTELY. I: ' i '. !"I; . 11 I, ' ". !, 5. SEE PLANS FOR BUILDING CONNECTIONS OF ALL UllLlTlES· . I ; '" I' I , I! i !"! I 6. THE NAtURAL GAS; ELECTRICAL, ANO TELECOMMUNICAllONS SERViCES SHOWN liERqON,.A8,£ SCHEMAT;C IN NATURE TO DEPICT CONNECTION OF SAID UTlLmES ro TI1< SUaJECr B(J14(JING(S). THE RESPECTIVE UTILITY PROVIDER SHALL BE RESPONSIBLE FOR: THE FINAL DESIGN at' :"HE , , 'I ' , RELEVANT UTILITY. " . I ,..' j i :: :; I :,' '! . 7. CONTRACTOR SHALL NOllFY DESIGNER/ENGINEER OF ANY UNEXPECTEO CONDmON&, THAr,ARE ENCOUN,TEREO DURING CONSTRUCTION. " '.' i : ': I . , ,', 1$, ONCE D{WNAGE SYSTEM IS INSTALLED AND FUNCTIONING, THE OWNER/SITE CON~l']iR! SHALL COORDINATE WITH R LEVESQUE ASSOCblTES; INC. (RLA) TO CONDUCT A POST-CO/l(S UCTION ANAL YSls OF THE' DRAINAGE SYSTEM DURING ACTUAL STORM EVI;NTS TO. DETERMINE /5"; FUNCTIONALITY OF THE INSTALLED DRAINAGE SYSTEM OURING SAID EVENTS. SHOULO ,TH< ORAINAGE SYSTEM NOT FUNCTION AS DESIGNED UNOER REAL WORLD. CQNDIllONS; v;>LA 'IWLL tfC"COMMCNO t1tA/(.I'STMt!:rvr.:5 m mE Of(AINA&1:. .':;;YSIf:..M IU tit:. IM~LtM/:.NIf.iJ I;1Y !fIIt. UwNfJf/SITE CaNTRA~TOR. . 'i : .,' , I ',' , : ) I ,I 9. THE PROJECT ARCHITECT SHALL PERFORM AND PRaVIDE A GEOTECHNICAl REPORT !TO r TIrf< SITE CONTRACTOR IN OROER TO PROPERLY EVAWATE THE UNDERLYING SOIL COND!lJON$. ; .. , 1 . : : j ;.:: 1D.OUE TO: THE SITE BEJNG MOSTLY LOCATED ON ALL MATERIAL, THE CON("RACTOR Sfi,4a. REFERENCE THE GEOTECHNICAL REPaRT FOR ANY SllPULATIONS REGARDING SfTE 1f0R/<1l , , 1 ! ACCESSIBILITY NaTF.'i: 1. ALL ACCESSIBLE ROUTES, TRANSIllONS; ANO ACCESSIBLE PARKING/LOAOING .l\RUs, )N(:,4UDING ALL ENTRANCES TO. BUILDING, SHALL ADHERE TO 521 CMR. , . . . 2. SHOULD THE ARCHITECT PROVIOE ADDITIONAL ENTRANCES OR MEANS OF EGRESS;: A[)P/170NAL ACCESSIBLE ROUTES MAY BE REQUIRED. . . !. i. , : : i I J. IT IS THE RESPONSIBILITY aF THE ARCHITECT AND CONTRACTOR TO NOTIFY THE ,fNqNkp? AND ; LANDSCAPE ARCHITECT OF ANY CHANGES TO THE PROPOSED BUILDING THA T :WOU/W' ~1j.fECT THE I ACCESSIBILITY REQUIREMENTS OF THE PROPOSED SITE. . i i : i : i; 4. THE C(JNTRACTOR SHALL REVIEW IN DETAIL THE REQUIREMENTS, OF ..521 CMR :ANt], $IifA4f. BE I: RESpaNSIBLE FOR CONFORMANCE WITH SAID REGULATIONS.. , '! !' : . Ii . : ' I ,' I. : !' i' i i \: 'v: :,.: ' r : PROPOSED SUBSURFACE STORMWA TER DETENl10N SYSTEM , Iii I i' : iii: i: ; 'I !: i, \ /: 5 ROW!i OF CU4 TEC V8HD STORMWA lER CHAMBERS EMBEOOED IN 48.67'xR9'x3.67· OF If" -2" STONE BED '! !!: I' I ,1 ~ ! I: / ,/ INV IN=Q4.JD (QUALITY CONTROL 5:TRUCTURE) INV OUT=8J.25. (OUTLET CONTRaL STRUCTURE) BOTTOM OF STONE=82.25 ENGINEER SHALL INSPECT THE CONSTRUCTION OF lifE SUBSURFACE INFIL TRA TlON BASIN AT lifE FOLLOWING MILESTONES:' 1. EXc:A VA TlON OF THE INFIL TRA TlaN AREA p I '. i. !; i: , : ! i I' . i ' ' , . i: , • · , ( 2. INSTALLA TlON OF STONE AND CHAMBERS PRIOR TO BACKRLL J. BACKFILL oF INRLTRA TlON SYSTEM PRIOR TO COVERING WllIf RLL '90.5 BC:9D.0 ! / , \ , · I ..... :. ;..,( , , · , • i! I ' ./ I ! ! i I j i , -90----/ / f ! / i'~'-' . TIE NEW ELEe. SERVICE AT LOCAllaN 8il, 8ER~·A .. / / , , i n/i 5~i':: Moq'" ~.~Vf'Ae:;ld St A';iGwiJ:Y'> U.J~ ~'.<!-r, 4823 Pg. l/.·C • ! , , , • i , I .. : I ! : . , ., i ! , : i' , . i I· , I , · , I, i :: . , · i' , · · i , , i , : I , L,a~i:*:~~~;r:~c;S~it:e Design, Planning' Permitting II i , I , : r .. I , ' , I . ' fax: 413.508.0986 Sell""l Strl,et . P.O. Box 640 . "'e~ltt1~I~.MA 01086 Inc . 1111912013 ~~~~~~E~' ~ALt~TERATION OF IS A VIOLATION STATE LAW i i . ," " .. NOTES: I. THE PROPERTY BOUNDARY SHOWN HEREON WAf! DERIVED FROM HAMPDEN REG:STRY OF DEEDS PLAN 362 PAGE 712 IN R~FERENCE TO TO PARCEL PLAN ENTITLED "PLAN OF LAND IN AGA'I;IAM. MASSACHUSETTS SURVEYED MUSHY'S GOLF CENTER. LLC" BY HERITAGE SURVEYS. INC. DATED NOI/DABE~ 2011. . . , 2. THE EXISTING CONDITIONS SHOWN HER~ON ARE BASED ON A TOPOGRAPHIC I INSTRUMENT SLRVEY CONDUCTED BY R. LEVESQUE ASSOCIATES. INC. MIGUST 7013. 3. THf. OFFSITE WETLANDS SHOWN HEREOI'l WERE' DERIVED FROM A PLAN A 9. "RIVERMORE -CITIZENS AGAWAM. LLC. HP HOOD: SOLAR DEVELOPMENT PROJECT. 369 MAIN smEU AGAWAM. MASSACUSETTS' DATED ;11/11/11' FILED IN CONJUNCTION WITH A NOTICE OF INTENT FOR THE SUBJECT PROPERTY. THE WETLANDS WERE SUPERIMPOSED OVER THE R. LEVESQUE' ASSOCIATES EXISTING CONDITIONS ~LAN. , . , " THe FE~A FLOOD MAP FOR THE SUBJECT PARCEL MAP NUMBER 25013C04Q3E DAnD JULY 16. 2013 ERRONEOUSLY S!10WS TH( SUBJECT PROPERTY WITHI~ THE Ion· YEAR FL 000 ZONE. THE FLOOD ELEVATION SHOWN ON THE FLOOD MflP FOR TH, SlJBJECT PROPERTY IS ELEVATION 60. THE LOWEST PROPOSED ELEVAl110N ON SITt" TO BE DISTURBED IS ELEVATION 79 AND THEREFORE THE ACTIVITIES REtLATED TO fHIS PROJECT ARE OUT OF THE 100-YEAR FLOOD ZONE. ALL ElEVATIQNS ARt~ REf'lRENCED TO NAVD88. . . ,- n/f· ~h'3r·/s Go!f C€f,h~"'. t LC Bk. 1 [~9C<) Pg, . Ell rl/f 1,,1ush.y's C~)!f C:-.;;nler, L:.L Di< 'S9C"S P0, 197 'I i 1 , I I '", . . \ / .- I I \ \ \ .... .-. -• .. -.--• '" ,j, --~ APPRO~MIT OF BORDERING VEGETATED WETLANDS AS SH'C)WN ON PLAN ENTITLED - "RIVERMORE-CITIZENS AGAWAM. LLC. HP HOOD SOLAR PROJECT. 369 MAIN STREET AGAWAM. MASSACHUSETTS" DATED "11/11/11" FROM THE REMAINING WETLAND LINE IS BASED ON INFORMATION FROM THE OFFICE OF GEOGRAPHIC INFORMATION SYSTEMS (MAGIS) DATABASE AND BY FIELD VERIFICATION. \ - '. / \ / -\ ! i ./ \ . , IV) :' .N":' ! \ \ \ PROPOSED TREELINE \ LOAM'" SEEO IrJDUSTRiAL ._....... .._ .... \ BtJ"S:N£SS !~()pk P "f?ROPOSED " " '" ". PROPOSED LlGflTQN CONe. BASE WITH 3"',. BRoexPOSED (TYP) f.SPH.AL.T (12) YE:W LOAM &-SEED MULCH PLANTER -- E-SMH R:M=92.4 j / ... --_ ... _ ... - , , ) / / / / / / / / / , , / ! / i (3) SIL IER iW, iW,:E MULCHED PLAN,TE7f MULCHED PLANTER / " / " ......... ':, ··_·····_······ .... t,· -~ ·· .. ···· .. --h .1. ---"-[.: .. " / / , I . . "1 . ", / ! -- ROAD· -- n/~ t.... & Undo! A. VBrteromo 176~4 ;. ;':;,., i38 , "-< •• ;:1' , , ,/ "EYIS'"!'. -' f<i· -.. : . ... .. ~ (20).)'CW (TYi~) ............................................... ,~ ......... ' .. -:.-.~ ...... " .. , .. , , PLANT LIST SHRUBS YW 40 N/A CX~~~···, !)" H'N=S::.12 \ \ LOAM &,SEEO J \ \ , \ . !~~-. / / \ / ....... :' ... ' / ./ ! ( / / .1 ; .... , .... D~:2T, 12" iNV .:.·8:), j 2 / / / \ . , . 1 \ . .. I j j I i ........... -.. / (1) AMERICAN SYCAMORE! ! " ! ' , 1 i i , . · , .. , , , : . : ' 1 ! : : i ! ' : : :"':1_,_1 · , i i ! ; q:Qr1C I ; , . : ! · i i i , ; , : ! . I! ,I n/1· i , , I i, . SYCAMORE )'CW LANDSCAPE NOTE$: I. 2. 3. 4. 5. 6. SITE CONtRACTOR SHALL REFER TO SHEET C-l. >::JJt:IT¢ AfJD R£MAlNING PLAN SET FOR INFORM A TlON REGAROING lAAIOSIc:;.lPYNG. IT SHALL BE THE SITE CONTRACTOR'S RESPONSIBIliTY T~:~~1~-"t~~~~~~1 INFORMATION CONTAINED IN OTHER SHEETS WITHTHE' u 770N SHOWN HEREON. ALL SITE PLANTINGS ARE TO MEET OR EXC£EO THE M/~~~~:~/t,~~~qfqfNS DETAILED IN THE AFOREMEN770NED NOTES. IT IS 'F RESPONSIBILITY TO REVI£W THE SPECIFICATIONS FOR AND SOURCE IT APPROPRIATEL Y. I I PRIOR SUBMlmNG THEIR BID FOR CONSTRUCTION, THE SITE C%~~~C1~l COMMUNICATE ANY OISCR£PANCIES BETWEEN THEPROPOSEO 0. SPECIFICATIONS WITH THE PROJECT PROPONENT, LANDSCAPE ARCHITECl/ENGINEER. SHOULD THE SITE CONTRACTOR FAIL TO i,e '~~~t11tTE ANY DISCREPANCIES. HE/SHE SHALL BE RESPON$18Lt;; FQR r RESULTING FROM SAID DISCREPANCY. LANDSCAPE CONTRACTOR SHALL HAVE txCAW4T1NG ANY APPLICABLE NON-[DIGSAFEj MEMBER U77LI77ES ";i~;T;,;,rl."j;' U77LITIES AND PRIOR TO ANY PLANTING. LANDSCAPE ,"" LANDSCAPE ARCHITECT ANO PROJ£CT PROPONENT IF 'STOP ALL WORK UNTIL CONFLICT IS RESOLVED. AND ALL PLANTINGS MUST BE MAINTAINED ANO THAT PORlJON OF TfJE PUBVa, WAY ABUmNG THE PARCEL INCLUDING THE tREEBELT WHICH SHALL 'BE MAIf</.1I4INED IN A SAFE AND AlTRAC77VE CONOITION BY THE OWNER OF THE i PARC.:4. ! ! ! . : I I ' , I •• . ! .. , i , . , .. , I . ( i ' , , , ' 395 M(I:t"\ St/M~!Qd St Agqi,V'.:i,fn, U_C 8;.:: 4e23 Fg. 146 i 1 , . i! , , , . · , , , i : i , , i i i; i-H-.. =·Sl.CS BAR seAl E 1" "" 20' PERMITT .. ,i: , " ' , . i I , , . i i: . t, 'Ii .1 1· ! , , I ·1 '. i I .. !: I' I !. i Ii , ! I' , :. , !. " , i . Land!SUlrv<r~lnl!, Site Design, !Lallds(,a'pe M,:hitect,"re, Planning EnnrlDmnelltal Permitting i I 1 ' I : i i ' 1 ! , ! ! .. I' I. Ii ! ! I : fa,,; 413.568.0986 40 Sdl,",1 ~t .. • •• t . P.O. Bo" 640 ~e!ltfi~II~, MA 01086 ! ! ~ ~ ~ ~ s ! . Inc. Avenue 11!!!·!!nr,IMA 1111)56 ~1~~~;~t~A~L:~TERATION OF IS A VIOLATION STATE LAW ~, " .~ :/' ;' ".. ". C , . J ., NOTES. 1. THE PROP ERTY BOUNDARY SHOWN HEREON Wi'S DERIVED FROM HAMPDEN REGISTRY OF DEEDS PLAN 362 PAGE 72 IN REFERENCE TO TO PARCEL PLAN ENTITLED "PLAN OF LAND IN AGAWAM, MASSACHUSETTS· SURVEYED MUSHY'S GOLF CENTER, LLC" BY HERITAGE SURvtyS, INC. DATED 2011. . 2. THE EXISTING CONDITIONS SHOWN HEREON ARE BASED ON A INSTRUMENT SURVEY CONDUCTED BY R: LEVESQUE ASSOCIATES, INC. AUGUST 2013. ." THE OFFSITE WF:TlANoS SHOWN HEREON WERE. DERIVED FROM A PLAN "R IVlRMORE -CIlIZENS AGAWAM, LLC, HP HOOD! SOLAR DEVELOPMENT 9, 369 MAIN STREET AGAWAM, MASSACUSrnS" lOATEO ;"11/11/11" FILED IN CONJlJNC:TION WITH A NOTIC E Of INTENT FOR THE SljBJECT PROPERTY.. THE WETLANDS SUPERIMPOSED OVER THE R. LEVESQUfi ASSoqlATES EXISTING CONDmONS , 4. THE fEMA FLOOD MAP fOR 1lHE SUBJBCT PARbEl MAP NUMBER 25013~:~~\~~ DATED JULY lb. 2013 ERRONEOUSLY ~HOWS THE SUBJECT PROPERTY \ THE 100 ,YEAR FLOOD ZONE. THE FLOOD ELEVATION SHOWN ~N~iTI~H~E~i.~~~~~~I~~.~FOR THE SUBJECT PROPERTY IS ELEVATION '60. TlHE LOWEST ON SITE TO BE DISTURBED IS ELEVATION 19 AND :THEREFORE 1lHE TO rHIS PROJeCT ARE OUT OF THE 100-YEAR FLOOD ZONE. ALL ARE REFERENCED TO NAVD88. -...., . . • \ • ---_\ - -- -. --l-. • • • - '-. ---. ---• Ii) -J \-'-r I ~ APPROX. LIMI T OF BORDERING VEGETATED WETLANDS AS S40WN ON PLAN ENTITUED "RIVERMORE-CITIZENS AGAWAM, LLC, HP HOOD SOLAR DEVELOPMENT PROJECT, 369 MAIN STREET . AGAWAM, MASSACHUSETTS· DATED "11/11/11" FROM FLAG ~-l TO E-5. THE REMAINING WETLAND LINE IS BASED ON INFORMATION fROM THE MASSACHUSETTS OffiCE Of GEOGRAPHIC INfORMATION SYSTEMS (MAGIS) DATABASE AND BY ON-snf FlELD VERIFICATION. \ \ \ \ \ \ \ \ \ '. \ I ~ '. , , r ,/ ,/ r' I I ; / ... _- / - / /' / / -I .----•..... ! / / J _ .. _" .... -.-. -_. ,.-- / ..... ,/ n/1' MUShy'S Gol f i>:H,;1.er. ! L.C Ok. 159(;3 Pg, 197 '" . ----.. -.~,. I , , ..... ,.e· .- rljf" tAu2i:y'S Coif C(~nter, LtC Bk. 1500~) Pg. 197 .'" ,,- / \ ". \ "'. \"" \ I '. ~P-1 :3 BROKE}'; ASPH,\LT ~.-".~.' \ ""' .... ..J •. ),_,,, '~.:....J ............ \ • .J.~~:::.,_ ... ___ :' , .. GUY WiRE 'tW· 4 . ." . "'-....... [":>.'. /,}?E;\ DRAIN \ EjM:~c88.ge \ -- r.:.: ",S1-,t-! Rii:.1=f12,41 .,.~ \ \ \ .......... '-.-... , ... '-.~ •.. - ". .... .... .... ..... . "-(Q ... ... ... .. ... WIRE ' / ,/ _ .. ~~ .... ---"', I. I -- '" .oS $ ~~~--'-' -.. -.~ CEO ... ... E I ~: .0' I - ., ... OF .. .N - I"" [·X;l:;·Ti·. 12." HDFC INY=82.12 \ \ \ \ \ ! ... \ o .0 ~ . , \ , , .. , : 1 , j · ; ; , · ! · : I · , · , , ! • I I ! I C.lculfikan ~ry LAlboi ! Ground fl 7 • i ~:"'r _l _' ; i : '. " 12" HOPE !NV.~·'"'8.3. 12 , i " ; I · ! : ! i : , -f.Q ./ . , ., .0 \ / / / ~ ... CS" / / ~ "foci .I ., ( ( ... j / '-_",,0 ~ / ... ci ' ~ . ., ~ .'" 8:1" .;~ .' ! . ! ! i .' !f i 10() i " 88'!fJ. . o .'" o .0 -----.--- . "'''' I i 1\ I I I I , . I. / i, / i ! I; I' , I ! : · , i i i i ! I Vi ..... _, ___ .. ______ +.;.. .. _ n/f .395 Moin St/Me<Jd Sk. 4825 , CoIer_ Unlto lIIumihance Fe • :A.i .......... nt .SINGLE 7815 A¥g OJ'6 MIJ( 4.0 LLF 0.900 20' IIIln A¥gIIIIIn ~ i· 0.0 N.A. N."- • I '. , , : I , . I ; if , ,., I ~ i f Beacoo _,vP,-s-3ONB.a?-T4.5K-j8fti4\VH' i ,!: o 20' -- , i ; ! · i I · , ; i , , , j ; l · !. ! . , · I 1 · i I , · ! i t· . i ! ! . , I · , ; i · ! i I , . I' , ' ., i· " .. I; : " : ~ . , ' : i , ' : I . [i i : ,. I , . ---$0'; BAR SCALE 1" ~ ~O; PERM!I I. ; I I : i :j .J G ., " :, i: I' I: I I • I I '; , I I I: I '1 .EYE~(lu.E1 ASSOCIATES, INC i l.a~:~i:~r:::~S~I:~te~DeSign, Planning Permitting i ! i . , i ' ! i 40 Sieh901 Sl:reet . P.O, Box 640 '" el~tfi~lld, MA 01086 tlaland.com FOR: Realty, Inc. Avenue Lpdlow, MA 01056 UNAUTHORIZED AL TERA nON OF TIllS DOCUMENT IS A VIOLATION OF MAS);ACHUSETTS STATE LA W " • •. . I ,:. i , " I_ ;~ · Ii , ~ II .! ! !r I !!' ~ i S . I I .,.) ~~~~~~~~~~~~~~~t==~~~i '~~==t=~~~~!'~' 1Tiiiiiiiii1: . . I , ; . , ' I ....;; .: :I S~:;~4';g MANHOLE FRAME AND . , STANDARD [MANHOlE FRAME AND P CI TO BE LABELED "ORAIN" , ; COliER TO BE LABELED "DRAIN" CENTERUNE OF , , '. :, AL(II,f"VUIU' ,MANHOlE FRONT OE:~~GN CAST IN WALL 2 . -: -r CI~ Cl , ! 2' 2 3/8" 2' 23/8" 2" 2" III J/16 III" III J/16" III" I" 1/ • t:::: , II I} .; , ., 4 • . • • • • · I . '\... . ; , HL I I I I IT 4 · < · · · 4 · . • L.J U . · . .. 111/1] 1515/16" » , • , " I /'-0 I :::::J C:::] 2-83/4 , I 1-0 I C::::I " t= SECTION A ,~ A B . ..B TOP VIEW , CA TCH BA SIN ; TOP A C ~ TYPE NO SCALE (USED W/BIr. CUlfB) 4'.,';8 J/4'i Btl ; , 713/16 " 1 "-0" I ·CJ 1::.::1 2'-1 3/8" C I ~ I SECTION B~B CATCH BASIN ALL CA TCH BASIN TOPS ARE TO BE LAID LEVEL. DESIGN NO TES: 1. CONCRETE' 4000 P.s.t. , 28 DA ~ 2. R£lNFOI?C£AIENT;.f4 RR BAR J. MAOE: TO STA TE' AND TOHN SPECIFICA 1TONS. 4. /IC1GHT; APPROX. 1700 LBS. 5. GAl. VANIZED FRAUE AND GRA TE' I 5' -4" ., .. • , • i) ,. ., • < , .' " • ~ • .4 · I -----' -,--I , · r-~ ~ 1 4 ' ., '. ~ • A ~ ..., L '" ,I ..., REOUCER RISER , "J- • A j I • I I I "J- L T'!PE )I' GRAt,E../ ~ ---~ II , , , II , ; '- • I . " I .,' ~J , • L " ., -, • .' • ." " . , , CATCH BASIN All CA TCH BASIN TOPS ARE TO BE LAID LEv£/'" , I L ~4 : ~ '-" • ., TYPE "C" CA.TCH BASIN rOP SttOHN .~ ~~. '. · . .< • · . '.:~:. ' . , . ! /' · . , , " 48" (UIN.) , "THE IWMlNA TOR" WMrH~ >1<;' .. ,.. . .. REDUCER • . . :~~ .. • . ALL JOINTS ARE TO BE 17,-\---+--MORTARED THEN PAI?G£O __ - • , • • • • • • , INSIDE AND OUT BASE : [ ... '. · '. .. · . , . . · . '. . ... · .. ' '.:~' : · . , . · . · . · .' • • ,= , '. .. , . ' ... · . • .. ... ,. · ... 24" SUMP OR SUMP = 4 X PIPE DIA. OR ~. ·t· .. · 'A ' ':. .' . . ~... -.. '. ~ .' " , . :1:'· . '. , · . .. · , .' · .. · , .. , • I .. .. . ' , . t · , .> ., . • . ; 48" FOR PIPES 18" OR LESS 'MIEN REQ/J/RED BY THE STORUWA Tf:R MANAGEMENT POLICY • , 4 , , • • , , , • 5" BASE 8" .. • I--+---.f -O"~---I 8" ·":"-8- · .. .. .. . ~. . " .. -... ~. • A" ~~----4'-4"~.~-----5' -4" ------ SECTION B~B SECTION A~A IT] 86.40 ~ ,'- I SEAL PIPE I 8,MO ! I ! ~ > I ': £LEV. 88.90 12" HoPE OU~E7<TO : ! I: PRECAST R£INFORCED HEADWALL • . • . CONCRETE : ! BRICKS MA Y BE USED FOR GRAOE: ADJUSTMENTS FRAME TO BE SET IN roLL BED OF MORTAR I ! STRUC7UR£ ;:'\~i.---MORTAR ALL JOINTS MIN. 0.12 So. IN. STE'£L PER IlER1TCAL FOOT; PLACED ACCORDING TO AASHTO ... D£S/GNA 1TON M199 · , : ; i ; · . i : [ : ;! i ,! i ; ! ! I 1 -.IJ BAR AROUND OPENINGS FOR PIPES : I i. 18" OIAMETE'R AND O~ I" COI£R ! : i i !! LLU---~~~:; OF STRUCTlJRE TO ; " " 8E HEADERS LAID Fl.A T 12" H()~! (J(J7l.£T ;.). TO Ht~DWALL i i OIlERFl.OW HFIR ............. 6"W x 10"H : NOTCH WEIR 4"~ ORIRCE ....... , 8 '., ,i i! I ,:" • r I PI?£CAST RE~4W cONCRETl!. . i' : ! STRUCTlJRE ! : ." '.,. I ::: , i' . , i' I .' j I ! i 4"" ORIFICE 1 I i : I ' i I i .1 contR..~' ~'OF • STR< ffJRE i ' ": : I !':: : ., ,. t '! i I .1 ;1 I .f .' j l ;i . g : ,j . i Ii . . 6'; oI£Rko.~. H'. ': ; , ' I : : 1 i I . 1 1 ....---PROIAOE "II" OPENINGS. t.i.:~~'-""-~-'-'-:......."""'-'",,-,-, : '. i i : ! , . I' I 6 ~W -l' 10"Hj NOP11 ~/R t I -----.........:...:.:.. i2" ~ k~~ Wi i 1~ PIPE OPENINGS TO BE />ifECAST IN RISER SECTION ~IH+-"<UM NO 1-*"-, '/.I'", '-. ' -I1t..",,· ... '>I .. I--,· am " . SECTION A-A J .. ", ; .. I! , !l. I -.\. '." ~if'_ ". '. .'I-.."....l,..., I If..,...' .,..,.,..,..,,=,1,-,=--:-.............. ,........, / \ .... ' .. J •• ' • .'-.~ ••. -.; •• ~. ~,,, , •... -. "' .• :.: ... }~.:'.r;.-. ~ -,:I-0"" ...... ; •• ~~;: I PRECAST UNIT , ~'-"""', :·-~':~·,<"i.·:: ~'.>., ., '" . . _ ...• " . , • • -•• ," .' ",' ¥ ' • PRECAST BASE ~'" . , . . ; :,"., BASE OETAILS JOINT DETAILS OUTLET CONTROL STRUCTURE DETAIL ~r.VJ TE'C 20l POl ruNER TO PLACED UNDER All STARTE'R AND UNITS TO Pil£I£NT SCOURING OF STCWE' I ! 1 ! i; Sd:1TON 8";'8 : . . . I :' I ;: I j i :. '; I . ;. . $/Hf$VRFA'oE: ¥NRI 1i'f~ 1TON SYS'T£M [ .'. I, 'I ! NO¢ i tOR DESCRIP1TONS, !AlA 1£RIAt-s.. AND CONSTRUCTION ! !: UETHOOS,' S££ LA 7t;ST SPE(fIRf;A 1TONS A/?D FOR STORM · : i MANHOlE COlIER OBTAIL, S4" AGAWAAI DqAlL D-6. i i : . L '. "I i . "" : 1 , :1 : : '; ! ':: '! " i l l I i · . · . ; i ; , : ; , , . , Ii 1 • , . CAST IN PLA CE ,i 8ASE , . i I: t :! i : : ! · , , . i ' ; ! · , ri~j%;fiG UODEL 118 IHD INTf:RMEOIA 1£ T'!PICAL OF' EAcH ROW ' CONCIfE1£ VULV,tr 4" SCH£O 40 SCREW-IN NYLOPLAST 12" INLINEDRAIN 80DY w/ 12" SOLID HINGED COlIER AND FRAME (SEE NYLOPLAST DWG.f 700J-l1o-044 FOR PA I£D APPLICA TlONS) 4 oz. NON-WOVEN RL TE'R FAt/R/('~-, AROUND STONE:. TOP AND ,,,, .. :. MANDATORY. . i· ! : : ,; , , . i ~ . I ,'~ . I " ~ !,. . " . , I I , , ~~~~--~----~------~-48.67'----------~------~t-~---i INSPEC1TON PORT INSPEC7iON PORT /-:~/:;'; FROIrI WALITY STRUCTlJRE (REm TO PLANS FOR I"'''','', £L£VA17ON) 12" ot;n.ET TO OI/7l.£T CONTROl STRUCTI/RE (R£FE:ir TO PLANS FOR INI£Rf ELEVA TlON) RECHARGER I18HD STARTE'R/FND UNIT---t 1"-2" INCH WA~;f(£j~---~:S CRUSHED STONE ~~~I CUL irc NO. 20£ POl YrTHYL£NE UNER TO 8E PLACED BENEA TH STARTf:R AND END ROWS -I" SCHED 40 Pile , . I. I' I: i' II II .i' i' i !, I; ': '. ii " 'I i ii " I, i' ,I i i , i i I , !, I: i: " I. Ii ., Ii i: 11 Ii " I '. t· , i. i I \._:~~~TEii,C~;H1o~~ V F-110x4 FF,£D CLILTEC H~V F-110x4 FEt:o-...J CONNECTOR TO CONNECT ALL STARTE'R ROWS I 4" SCHED 40 Pile COUPLING 4" SCHED 40 Pile . ':: : RECHARG£!? v.rY.'D--. HEA VY DUTY CHAMBER • 18" (MIN.) TO CONNECT, END ROWS ! CUL TEC MODEL 118 EHD t(vo LI/yIT T'!PICAL A T END OF', EACH ROW 1 1"-2" INCH ,w~~~ CffU§ff£O CULrEC H~V F-110x4 (ffo CONNECTOR 0.5' (MIN.) ~--+---~---5.0' ------+_~ , , . ! ' ii i , , CUL TE'C UOO£L 118 , ' STARTER UNIT T'!PICAL AT BEGINNING Of' EACH ROW , . : i I r-'"'''''' COIrIPAC~'RLL 5.S' CENTER TO CENTV? 4 OZ NON-WO~NRLTf:R FAi,RIC AROUND. STONE:.' TOP AND Sl()£S UANOATORY. ' 2.67' . 8 " I I I : . CORE ~4.5" ~ HOlE' IN CHAM,/f£R "! ' / I 1 CfiJNN{CTlQN ornu. : . i i ! .. ~ 1.1 " , . "'~ : I :: • I : 1 1,°J%fJ,EC1TON PORT UUST at CtJNNEC~ ~Rat~ I(N09K-9I!T ~QqI!@!!T 9f!f.ff gr ptT~!i . 2. ALL SCHEOULE 40 R;G$ ro BE ! ~y r~TE'D. INSPFCUQNEmT (¥TAIL 1 '1' : :; ) 'i ! : i .:: GeNERAL NOTES .." :' i ! 1. RECHARGER I18HD BY CUL TE'c, INC. OF BROOKF/£LJ}, Cr.: !,' ; ; i ' i !: 2. STORAGE PROIADED = fJ.274 CF/FT' PER OE:SlcN UNfr. ! : i, : ! i: i , J. REFER TO CLILTEC, INC.:SO CURRENT RECOlrlMENDED I~ST1u!A1TON GLlIOE:UNES. . :, , : 4. USE RECHARG£!? I18HD HEA VY DUTY FOR TRAFFI¢ A;fUf~[~ON.s: 5. All RECHARGER V8HD HEA VY OUTY LlNlTS ARE ,VARKEDl iff.".,., A COLOR STRIPE FORMED INTO THE PART ALONG THE L£N"T!t OF THE CHAUBER. ; 6. ALL RECHARGER IIBHD CHAAl8£RS ",LIST £if: INSTALLED IN ! . ACCORDANCE 'MTH ALL APPliCABLE LOCAl;,' STA TE AND ~Q£RAL REGULA 1TONS. . " Su.r'Ve~ing, Site Design, j:.an::~~~~::::~c;~~~ Plannlnl!i I Permitting , , , I I , 40 Scl~hQt:I~:~1:~~ . P.O. Box 640 " MA 01086 i rlallmd.com , , rJ'j = ~ 9 I I I Inc. Avenue !l!!~!!lwj MA Ol();;§ ~li~i~~1~A~L~~TERATION OF TIllS is A VIOLATiON OF STATE LAW ~ STORM WATER CATCH BASIN DETAIL (0-3): PERM ..... ill . t NO SCALE (TYPE "C? (D-J) NO I i ~'Ib~~~~~~~~~~~~~~~~~~~'~~~=~~~~~ffl==f:F~ '-·(;UHEC NO. 20l POl YrrHYL£NE LINER TO 8£ PLACED BENEATH STARTER AND END ROWS I; , . i i -, ~. ~, : : 'v' _.,- ._0' f". RAISED DIAMOND SURF ACE DESIGN COVER TO READ "DRAIN" IN 3" HIGH LETTERS (2) I HOLES REQUIRED 26" I i bLi:::~~~DII:jl [I ~~::~l la:J COVER TO BE IEQUAL TO 24" MANHOLE COVER . N.T.5. 2~1 "LEBARON L26P2" AS APPROVED BY i THE TO\'411 l:NOIN£%A I ! A 26 1/4" ! FRAME TO BE EQUAl (AS APP~OVEO By' THE TOVttj ENGINEER) TO "LEBARON LK 110A , t TOTAL WEIGHT OF FRAME & COVER ~ 485 LBS . I I I I Jjil-I _~24" _1;;3=1 "------lr~J" ! I 35 1/2" I SEC]ON A-A 24" MANHOLE FRAME I , . i :ORAIN MANHOLE FRf..ME & COVER (D-2) N,O SCAt.:£: ~ AGAWAA/DETAIl 0-2 i HOPE TRENCH1NSTALLA110N DETAIL I I I NOTES: , MA11ERIAL i AS DEFINED IN AS1\! D2321 , "STANDARD . PRAC11CE i FOR INSTALLA 110N OF THERMOPLAS11C 1. fOUNDATION: WHERE THE !rR.ENCH: BOTTOM IS UNSTABLE, THE CONffiAq.oR SH~ EXCAVADE TO A OEPTH REQUIRED BY THE ENGI.NEER AND REPLACE WITH A FOUNDA110N OF ! CLASS I OR II PIPE fOR I SEWERS AND OTHER GRA VlTY-FLOW APPUCA TlPNS: LA TEST EDITION; AS AN Al11ERNA 11\£ AND AT 1)iE DISCRETION OF THE ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GROUND SURFACE UNDISTURBED EARTIi HOPE PIPE . , .. ' WOVEN ~ODEX11LE FABRIC. i 2. BEPPING' ISUITABLE MATERIAL SHALL BE CLASS I, II OR III AND INSTALLED AS REQUIRED IN AS1\! 02321, LAirEST EDITION. I UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. MINIMUM BEDOING THICKNESS SHALL BE 6" (l50mm). ! 3. HAUNCHING AND INITIAL BACKFIll,; SUITABLE MADERIAL SHALL BE i CLASS I. II OR III AND INSTALlED AS REQUIRED !iN AS1\! 02321, LA DEST EDITION. I 4. UNLESS QTHERWISE SPECIfiED BY THE ENGINEER. MINIMUM '\RENCH WIDTHS SHALL BE AS FOLLOWS: fiNAL BACKFILL I I INITIAL BACKFILL. . 6"-12" (150-300mro) ABOVE TOP OF PIPE. • HAUNCIlING. TO , !i/3RI~e UN[ or PIPE : . , BEDOING MA DERIAl NOMINAL • In (rom) 4 (100) 6 (150) 8 (200) 10 (250) 12 (300) 15 (375) 1B (450) 24 (600) 30 (750) 36 (900) 42 (1050) 48 (1200) 6D (1500) MIN RECOMMENDED ffiENCH WIDTH In (mm) 21 (530) 23 (580) 25 (630) 28 (710) 31 (790) 34 (B60) 39 (990) 48 (1220) 66 (16BO) 7B (1980) 83 (2110) 89 (2260) 102 (2590) TYPICAL HopE 78QiCH Cl?pSS-$£CnON 5. MINIMUM COVER: MINIMUM RECOMMENDED DEPTHS OF COVER FOR VARIOUS UVE LOADING CONDITIONS ARE SUMMARIZED IN THE FOLLOWING TABLE. UNLESS OTHERWISE NODED. AlL DIMENSIONS ARE TAKEN FROM THE TOP OF PIPE TO THE GROUND SURFACE, N.T.S. SURFACE LIVE MINIMUM RECOMMENDED LOADING ! CONOID ON H25 (FLEXIBLE PAVEMENT) H25 (RIGlp PAVEMENT) E80 RAILWAY HEAVY CONSffiUC110N , COYER in (mm) 12 (300) 12 (300) 24 (610) 48 (1220) "TOP OF PIPE TO BOnOM OF BITUMINOUS PAVEMENT SECTION HDPETRENCH INSTALLATIPN DETAIL NO SCALC , , , i PICK HOLE~. REQUIREO i ! COVER TO BE EdUAL TO "LEBARON L32C19" AS APPROVED Bf THE TO\'411 ENGINEER COVER TO READ "SE~~" IN 3" HIGH LETTERS ! 31 3/4" WLL ' 30" MANHOLE COVER N.T.S • 202.8.1 FRAME TO BE EQUAL (AS APP ROVED (BY THE TO\'411 ENGINEER) TO "LEBARON LC32~" I TOTAL WEIGHT OF FRAME & COVER'; 551 LBS A II ~ 30" SANITARY ~EWERFRAME & COVER (S-3) NO SCALI -AG:4WAAI DETAIL S-J . :"1~~~}';:i:'~:U1:;:jj::~_!:i" ,':l:!.¥rq' , 'fi'i~t Ij .. , . .j ! ..... :il[,-••. , .. ,1m" .rr; .. :;-[ i !;-:: I j !. .;! =:H i. n:: MfYl¥! ~ <" 0 GRANULAR t!fl' ! 0 COMPACDED 7 , BACKFILL AS APPROVED ~~: , "-----A BY THE ENGINEER "(, v<!" 0". 0 , '-' r= INIDAl BACKFILL '0 <>~' I ( I c.. W Cl , , t, ,·""-'4 ' , ! -... .6.{1 C::.:\ I 6" ...J , -!. .. ~ ~ , « ~.l /', , n:: /, " , ! ~ , D/2 ! :::;; SPRING LINE OF PIPE ! f-! z w , 0/2 :::;; HAUNCHING , Cl (SEE NODE 3) , w m , , :::;; , 6" , w BEDDING , . (SEE NODE 13) ~'/>v 'v' , , , i .<" '. ,/ . ! I A§ OODERm In , I i CRUSHED STONE FOUNDATION , THE ENGINEER t ! , :~L!·.lm! . .i .. .,...,-.U.!_ i NOTES: . i I.! THE INSTAlLA110N Of PIPE SHALL CQNfORM TO THE REQUIR~MENTS OF I AS1\!' STANDARD D-2321. i : 2.! THE EMBEDMENT MADERIAL SHALL BE! 3/4" CRUSHED STONE: 3.! USE HAND OR MECHANICAL TAMPING :TO COMPACT THE BED~ING AND 1 HAUNCHING. , 4. GEODEX11LE TO BE USED WHERE AND '.AS DIRECDED BY ENGINEER. • N -+ n:: w f-w :::;; « Cl w c.. a: ~ o z w w (/) ...... I 30" 1~ 40" SEC]ON A-A ; i , ' i j ! ;; i i ! i : · , , , i it : t I I ., 'II ii i ! i i i !! : 'i ; " i ;; , I I I " , , I : I I' I" · 'I' I\. 8 I , 1."3/4" :.,~:J ; "~, --:. I' i i; ! I I ! ;; · i j I " ! I: 1 ~, t ;; 1 l! MANHOLE FRAMEi ! t TYPE 'c' : :: N.T.S. 202.7.1 ; ! ! I i , , i i, , , . i : • i i j j I , ,. I ;, f ~; I :; I :: , . i ' i ' i ! : : 1 !' I :' I i i i . COI,IPAC1F:D Qi'A I£L EX1F:NDS' UNDER END SECTION i NON-1t01£N GE:01F:XTlLC FAMIC , (T'lPAR fJO OR EQUAL) ; I A FIBERGLASS SEPAifA nON C~.INCI£Ir, . AND INLIT TOP SLAfJ ACCESS (SEE FRAME I ... ,,,", COVER DETAIL) · I I i I . · I I I . , , . I .i.Q~f:N CENTER OF. cos S· 1RU(~TU~1£: il AND StNfQPEN{NG L flaK( ---- , i I ; ! : PVC HYDRAULIC SHEAR n,",c PLAN WEW N.T.S. SECTION A-A N. T. S. . CDS 2015-4 I , 48" I,D.· MANHOLE STRUCTURE PRECAST CONCRETE WATER QUALITY ' SYSTEM TYPICAL DETAIL NO SCAlE SLOPE f: f MAX. HOPE FlARED END SECTION 18" RIP RAP STONE 50 L8 AlIN/125 L8 MAX STONE ItfJGHT , , , , ~ , I .' !." ,;: I ! : , , I . ' '1 I ,. , . , . , I I , I, ,., , · i .1 I , I i i ,: I '! ' I ! 1 , I I I , i ;'. , . : . , , , 'r, i i· r " , . ) ::. '; . . i : , ' , , , ,. .; . , SID( SECTlOf{ i I ! , r i I I , . , I j I ! I , i. i i' Ii ii I " " i! i I Ii :i 'i , , N01F:S: i HOPE flAREp END ~C77ON , !:: ,i --,.-1' 2 . ,. :~ . : I : : . ' , , ! i; I • i • i' · , i 'I 1 :; j ;: 1 i: , " i :: · , ! ;' i ' : i I. fUll£[) fJJtJ Sftf}{}N fiN JfJINf SJ/J.LL f}[ SlAlIlAR ,-TliE AlAIN Rtf OF PIPE: JOINTS PER PLAN , i f , , ~TI1iJfI' f'ABRI(: ~ 24" SLOPE ,";'1 : t i:' , , ~ : ' I , ! I I SANITARY & STORM SEWER TRENCH SECTION (M-2) I ! . COf./PAC1F:D ORA I£L BASE L--II~' RIP RAP srOAi$ 50 LBS AlIN. ! , 125 LBS AlAX. /ff:1(JHT AS PElf AlASS D.P. W. 5<fCS AI 2.02 • .:J, PLAN I1E:W NO SCALE AG:4WAM DETAIL AI-20 ! I ' , fRONT SECnOf{ STANDARD RIP RAP APRON NO SCALI PER I I I i , I , , I I I I i I i , I· , ., . , " · ':. : i !:. Land SUlrve~inl!. Site Design, Laln::~~lt:~~:::~~c;~~~ Planning ! : Permitting I ~. --~-+------- I Hi _~:J:+,~.~:~_f:_a_x:_4_1_3._56_8_.0_9_8_6 i ' 40 sC~~:i~:~~ . P.O. Box 640 ! I' I , ! : I i .CIj ::1 .~ H ~ MAOI086 rialand.com SalmarRealty, Inc . 4 Harding Avenue 1!!!!!!lW I MA !I!!'~!i 10108/2013 J$ORlzED AL TERA TION OF THIIS DBC IS A VIOLATION MA~SA:cH1:;SETrS STA'IE LAW / TRENCH WIDTH PIPE OIA. + 2.0' /' . 2' MIN. UIIUTY WARNING IMARKEV "WA TE:R" ~4---PREI4Q(.1S1-Y £XCA VA TE:D MA lERIAL / / 8" MAXIMUM STONE DI~METE:R / / // ;- ~;:? y,' " .< ,/ . AI"" ; SAND (MHO 1.~0 (Ti:P£ 0) OR -~..,-~ .. GRAI41. BORROW (MHI> 1.11.03.0 T'rPE b) , ....---WA lER PIPE I ~-, ! • i i , 4" SAND (MHO 1.04.0 rt:PE 0) OR L----:' .. "7i,.,-::s7\i"' •• :-:'\~7·~7T/---..-/IT· GRAI£l. BORROW (MHp 1.11.03.0 T'tPE b) NOT£S: , . : ' I. COMPACT ALL BACKFILL AlAiFRlAL WITH I4BIi'ATORY : PLATE: EQUIPM£NT (MINIMUM: TIH:I PASSES) TO A MINIMUM: DENSITY OF 95 PeRCENT OF! lH£ STANDARO PROCTOR I aOV.:5lTr AS OeTrrrMfIVCO a"·'I1.:$Tltf oqqo. , i 2. PLACE BACKfiLL ~AlERIALS IN MAXIMUM ONE FOOT' LIFTS. .' 3. ALL WA TE:R LlNE$ SHALL , BE SET A MINIMUM OF 5 FEfT BELOW fiNISH GRADE UNLESS OTHeRWISE NOTEl). I , . i i _ i TYPICAL WATERMAIN TRENCH SECTION NO SCALE LIMITS OF TRENCH EXCAVA IIGW EXI$IING UTlLITY VARIES---I SCREENEV GRA m FIlI'1J.I'--f I NCWPIP£' ~iI~~~--:~~ nP~AL 'F TRENCH !SEC liON THIS SHEET UNDIST/;/RBED EARTH TO. . A MID-o/AMETER OF EX/SliNG ll'P/CAl gCIIQN UTlLlTY EXISIING UTlLITY~~1 N£WPIP£ UNDISlVRB£O MATE:RIAL gctzoN "A-A" , UTILITY CROSSlNG DETAIL NO SCALE WATE:R MAIN CORP. STOP SeRl4CE LINE , I FIN/SHED GRADE 5' MIN. CURB BOX '-C()}IPo.I?A IIGW STOP • I:> .1 It) , MAIN SIDE SECfrON , • ! TYPICAL WATER SERVICE CONNlkTION NO SCALE ADJUSTABLE SERWCE BOX CURB STOP HOOSE SIDE CONNECT TD EXISIING SER'AC£. SUPPL Y FiTTlNGS AS REQUIRED ..IF~~~~"----f-------·S7"AN'?A~ID MANHbLE FRAME ANI> COI-f'R .---TO INCLI/DE ':s:E'~': SEE DETAIL #X/D¥ r~E=;=J~S=:t::;-_____ :SEE:~2.:02.7.1 AND: 202.8.1 MIN. TO GRADE WITH NO LESS THAN 6" AND NO MORE THAN 12" OF CONCREIE BRICK MASONRY. FRAME TO BE $!;T IN A FULL BED OF MORTAR. : .--------A.A T SLAB TOP FOR A--~-----"'::"..Jb.,.-'\' SHALLOW MANHOLES 11------SEAL ALL JOINTS WITH APPROVFD PR£FORMEJ) BIT. JOINT FiLL£R Il:l--------MINIMUM 0.12 S(J. IN. OF STEli1. , / ,J-----------fl,\ PeR I-f'RIICAL ropT, PLACEJ) ACCORDING -.3----TO ASTM SP£CIR(:A liON C 478 ..J. - 1- lj I I '2" MIN IT '-----S££ JOINT DETA/~S BELOW r--+-+------/NVFRTE:O ARCH WITH HARO CLA Y BRICK LAIO' ON £DGE IA f-:J:::cbr:;[ 'l;;6:I:::c~t-;::----SH£LF OF STRUC'!VR£ TO BE t-1 H£ADERS LAIO FlA. T 5-MIN. I" ClEAR -1 t .1" MIN. w I 1/2" M!. ~:-----'''!-..~+---..:.--BRICK CHIPS OR !CRUSHED STONE 0.80 OF PIPE DlA. AND MORT .... /\'" ~ 4-, geT/ON A A AlANHOLE STEP DROP FRONT DESIGN CAST /N WALL .1" MIN.r fiLL IN 1'Vi'0 BEJWI;£N SEAL AN() BRICKS (UP TO SFlRING UNE) , I" CLEAR .JOINT DUAIL S ox 0/..1. CHANNEL DEPlH NOTES: STANDARD SANITARY MANHOLE DETAIL (S-1) NO SCALE SECllON A-A. UAHHotES TAR PAP'",,,, PORTLAND CEMENT CONCRETE COLLARS , N.T.S SEcnON c-c GAlES BIT. CONe. TOP COURSE 1. CONCRETE COLLARS ARE NOT REQUIRED FOR TYPE 'C" OR 'CL" PRECAST CATCH BASINS 2. ALL STRUClURES ARE TO BE PL~ TED BEFORE PLACEMENT OF 1HE FIRST COURSE OF PAVEMENT AND RAISED PROMPiLY AFTERWARDS. 3. ALL RAISED STRUClURES SHALL HAVE BllUMINOUS CONCRETE "DOUGHNUTS" PLACED AROUND 1HEM UNllL 1HE FINISH COURSE OF PAVEMENT HAS BEEN COMPLETED. CON¢RETE COLLARS (M-I) NO SCALf MATCH EXISIING GROUND C' .1' (MIN.) RIPR4P STONE D50=6" RIPRAP OVERFLOW CHANNEL NO SCALE NON-WOVFN GEOTEX77t,£ FABRIC MIRAR 180N OR APPIi'(JVFD EQUAL I I· i ! i I ., I I' j , , , , ,! , ,! : i , I I , , . , 1. LEFT _EN REQ(.IIR£VI TO B£ CUT OFF AT L£AST 5 FT. BELOW STRUT ANO A OF PIPE. WOO[) SH£EIING DRIVEN BELOW _,~LL BE LEFT IN PLACE'. STE:EL SHEEIING ORtVFN WlT.f{Of,MII'IV IF APPROVFD IN WR177NG BY THE SH££IING DRIVFN BELOW MIO-DIAM£lER SHALL BE CQAfMGW fiLL. HAND PLAC£D. FI?OM MIO-OIAMElER OF PIPE TO 12" ON THE ROAD SHOULDeR SHALL BE TREA TEl) THE SAME AS PAWNG. ' 4. PROVIDE ATkEAST ONE IMPERI40US DAM IN GRAVFL BEVDING BETWE£N EACH MANHoI.£ WHE~ DIR£CTED, OR £VFRY .100 FT., WH/CHEVFR IS LESS. , , 5. COM fACT ALk BACKFILL MA lERIAL WITH I4BRA TOR PLA TE: £QUIPMENT (MINIMUM TIH:I PASSES) TP A MINIMUM ! DENSITY OF 85 PeRCENT OF THE STANOARD PROCTOf? OENst,TYAS O£T£R/ifIN£D BY ASTM 0698. 6. PLAIS£ BACKFILL MAT£R/AL$ IN MAXIMUM ONE FOOT LIFTS. .vi<:77";:' BIT. CONCRETE: PA 'lEMENT TRENCH AND PROI4DE BI,!::;f/~~~ WH£R£ NCW BIT. -w EXISTlNG £XlSIING PA VFAlrENlr.., .r-BR,4CE OR BATTE:R TRENCH WALLS AS REQUIRE.V RJIi' STABILITY, 5££ NOT£ #1 .,-,---1---MAX/MUM TRENCH /HDTH IN177AL BAI':KFl'LL ---'--I SEE NOTE: p, AT TOP OF PIPE=QD.+2 v--PIPE AS PER PLAN ~.v,r STONE PLACED -+----+-- iAGAlNST LlNDISlVRB£D , '$/01iS ANO BOTTOM oF 'fENCH, SEE NOT£ P 8" MIN COMPACT£D SUBGRAOE /l1>_..J VNDISllJRBED MA T£RIAL PIPE TRENCHDETAIL1STANDARD) NO SCALE ' (2) I 5 RODS CONT. , , • , , , . ' , , ; i TOOL EDGE 1/2" RAl)IUS r----6 X 6 WI.6x"I.~ itWn' I 1/2" BIT. CONe. SURFACE, MHW. TYPE 1-] · I 1/2" BIT. coritc. BINDER, MHW tYPE 1-) COMPACTED -------.... GR4~L PER ,," MHW 1.11.0.1.0 ;;;,(/ TYPE B ./ 00 f,.? (1 • '" ~ • '" . ' / . , IQ' 00· ()(J 6" • ~ h--I. -=--6" ---1.1 ~rb ... 1 ... ___ 1_0_" ____ .--1/ 5:;:/ v ,--400() PSI MIN, • It) [';.".. <::; . :'-.: .. ~ , !.~ . .,.}. r------J -----;1- c;r) COMPACTED GR4YFL PER MHW 1.11.03.0 T'tPE B REINFORCED CONCRETE SIDEWALK WITH INTEGRAL CURB PA VFMENT AREA , , , ' , , , , i I 'i i ;; . !: · , Ii i ; ! I , I NO SCAL£ I' NO SCALE WOOD GUARDRAIL (5£E :OUAIL) 12" ot RIPRAP I ::l1 NONrWOVFN GEOTEXllLE FABRIC MIRA/fli IBON OR APPROVED EQUAL SEE SITE PLAN FOR EXTENT OF RIPR4P 1 ! , ~ ,! . MATCH EXISIING G~EI OF GR4i£'L ORM: I I " COMPACT£O SUBGRADE RIPRAP SIDESLOPE : ~ : . · , NO SCALE PERMITT . , G .EV:E~!UE ASSOCIATES, INC ~a~;[;~~I~::c~sl:';te~DeSign, Planning Permitting fax: 413.568.0986 , 40 SC~I'Iol Street . P.O. Box 640 \I\i1e:,tflelll, MA 01086 tlaland.com Inc. Avenue !ll!lSIi UN,Wl¥OI~IZllC ALTERATION OF THjI~SI~~~~~~~~iI5S~~A VIOLATION , OFN STATE LAW , y---3ft-HAND 71?O'KJ.E:O E:XPANSION JOINT W/ COUPRE:SSlBiE F1£LER 4: SE:ALANT I" 8" SAWCUT EXISllNG PAVEMENT\ SCORE: JOINT; I-DEFP SPACE: AS INDICA TED ON PLANS '--,~x6 W2.9xW2.9 MIF. 2-Cl.£AR FROM BOTTOM PROCESSED Ql?A].fl 6-COMPACTED Ql?A I-fl BASE i '. CONCRETE SIDEWALK NO SCALE: 1 1/2" BITUMINOUS CONCRETE TOP COURSE , 3 1/2" BITUMINOUS CONCRETE BINDER COUR~ PERMANENT ! TEMPORARY : JACK! HAUMER OR SAWCUT liiSAWCUT EXlS1lNG PAVEMENT EDGE ' FOR TEMP. PAVEMENT , 1~' PROCE~S~D GR~ 'vEL BASE COURsE !' , , COMPACTED IN S" LlFlS I (FLOWABLE! ~ILL (FUriLL DEPTH) MAY BE i , " REO 0 BY PW SUPT). i , , I ',' ' _ '", i 12" MIN. 1/ )/ .// /'/ ///t. OR LIMITS OF , /' / /' // / 1 g~~~~~ ,/ / GRANUI AR U;TFRI! ! COMPACTED IN 12" LIFTS i NOTES; 1. TEMPORARY PAVEMENT OVER TRENCHES IN STREET TO REMAIN fOR A MINIMUt.I OF 60 DAYS. TEMPORARY PAVEMENT 3" BINDER COURSE IN ONE ,LIfT -COLD PATCH KNOWN AS "OPR" MAYBE USED WrlEN TYPE 1-1 IS UNAVAILABLE. I , , , 2. REMOVE TEMPORARY PAVEMENT AND REPLACE WITH r ERMANENT PAVEMENT , , 3. PA'vEMENT THICKNESS TO BE 5" MINIMUM, OR GREAll'R TO MATCH EXISllNG CONDITIONS. ' I 4. , WrlERE PAVEMENT IS CUT 2'-0" OR LESS FROM EDGE Of ROAD. REPAVING TO EXTEND TO I;DGE OF ROAD. 5. EDGE OF EXISTING PAVEMENT SHAlL BE TREATED WItH A TACK COAT PRIOR TO 'PLACE!AENT Of THE PERMANENT PAtCH. . , , I 6, EXCEPT AS OTHERWISE DIRECTED BY THE D,P. W. SUflT.. THE EDGE OF PAVEMENT ADJACENT TO PATCH SHALL BE HEATI;D WITH INFRARED EQUIPMENT Til) SEAL THE JOINTS. I , , PERMANENT PAVEMENT REPLA<I:EMENT PLAN (H-3) NO SCALE: ' , !' I I , NQTt:S i _~ ~' ',', ',' -ALL TIMBERS TO Bf: SOUTHERN < __ , "~§;;:::~! I£LLOW PINEO 1== -9" -WOOD TO B~ TREA TED ! ' = [NO RAIL 3J,1ALL MA Vf A MIN, 1-CHAMFi (TYP.) CHAMFER ALL EDGEsi ([ (TYP.) : i , i· 1 I FIN. GR)\DE~ ! 12"xI2",,5' nMBEI~--'~~ POSTS SHALL BE BACKFILL SP ACED g'-O" D.C. ELEVADQN END VIEW WOODGU '-----4--CONTRACTOR TO PROVfN PRIME COAT AND TACI< COA T 10 FACE OF CURB WHERE CURB CONTACTS ASPHALT. I-; .. I 8" TYPICAL PRE-CAST I CONCRETE CURBING DETAIL NO SCALE: PROVfOE: BASE COVER AS FURNISHE:D BY POLE: u;:r;. ---., 1------LIGHT POLE 71ES 0 12-ac. VER71CAL-E:Q. SPACED RN1SH Ql?AOE: CqNOUIT GROUND ROD CONNECT TO INSJOE: ME:TAL POLE: BOL T 'LA rouT ... MOUN71NG PROC£l)IJRE AS COMPACTED OR UNDISTlJRBE:D SUBGRADE PER ~FG. SPE:CS __ J SEc]ON , LIGHT POLE INSTALLATION DETAIL NO SCALE ! CURB RA."'P~ SEE: DETAIL NOTE$: : 1. ALL DIMENSIONS 10 CE:NTER OF 01-PA V£AlE:NT STRIPING. , 2. ALL STRIPING SHALL 8£ 4" SOLID WHITE P~ VEMENT MARKING PAINT UNLESS OTHE:RIWSE: NOTED. i PARKING SIGN FOR HANDICAPPEO SPACE (T'tP) 3. CONTRACTOR TO ENS/J1?E HANDICAP ACCESo/BlE PARKING SPACE SHALL HAVE A SLOPE OF 2X OR LESS IN ALL DIREC710f/5. I : HANDICAP PARKING STALL NO SCALE INDICATE:b , Ii , ,--1 1/2" T'tPE-l ASPHALT cDlvbitTE TOP COURSE: 1 1/2-TYPE-I ASPHALT BINDER COURSE: , t!'ll :tl,IIP~ICIl'D 10 95X) , ' , ' ! r i : 'I i ,. j"' i -I !: , . i ! 1 ~ITUMINOUS PAVEMENT DETAIIl t I ~ NO SCALE: i ! i I ': I ' : , • i' , ' : ! ; ; , , ! i! : ; ; !. I .• , , : i ' BLACK RCINFORC£l) RuPPE:1? HOSE: (ABOVE RRST BfWCH) THREE: STRANDS OF ",0. GAUGE: THfSTED GAL VANlZEJ ~ifP.. HIRE: , " I i : GAL VAN/ZE:D EYE", AND ,n/RNBIJCKLE: 2"X2" UNPAINTED C£l)~tt-i StAKE: (3 STAKE:S PER TREE),l1i;;HTEN AS SHOIm. ii' I I' , i' ; ! i ]:.1---#-1+--TREE WRAPPING PA~ ITO SECOND &ANCH. i i! , TREE SHALL 8£ SET A~i .tw I" ABOVE THE: ESTABLlSHE:li RNISHE:D Ql?ADE:. i ,: , I : 3" PINE: BARK AIIILCH : i , ' SLOPE: TO FORM SAUci*. i i UN71E AND ROLL BAGlI!i BlJRLAP _~~*f;~d..Ia:~~fu~~FROM 1/3 OF ROOT B.1/JIJ. (MIN); ~ IF SYNTHE:71C Iff?AP IS /JS£O. ,f::;;::::::::;::::::=r~' j R£Al()VE COUPLE:TE'L Y. I i d 11-+--PLANT BACI<RLL MIXnlfi'~ I: ~~~~~~~~~:== : ,t 6 SCARIFY EXlS71NG SOIL I .. , 8lEND 18 , IWTH PLAN71NG MIX 1: t it' COMPACT E:XlS17NG SL/8QI?AOE: i' ' , It) 12-VARIES 12" : .' , I TREE PLANTING ;Vo SCALE: 6-H'trr'P"! -..,. I : I : i , , , : I ' : :; ii i . " i i: I I ; I?ffiECTORIZE:O (ENG. G'i'AOE:) : i WHITE TEXT AND SrMBOl ON : :' BLIJE: BACKGROUND (T'tP) ! i I ~-ImEN REQUIRED ~-ALUMINIJM SIGN (T'tP) I '. ~ i : I l' : . l , , , ' , ' ! : "HANDICAPPED "ARKING I· Ii " , , ! !! ! i j I-~~-D.P.W. BREAKAWAY POST j ! , 1 PERMANENTL Y INSTALLE:D INTO RNISHED GROUND Ql?OUND SURFACE , ' i , , ' i : i : i ;: i ' , :! t:Itll£.. : MAXIMUM MOiJN17NG DISTANCE FROM HE:AD OF STALL IS 10: , PLEAS, $£F: MGt. C.~1-22A. AAB 521 eMR 23.00. AGAWAM COOt. 4:169-28 ACCESSIBLE PARKING SIGN (A-I ) NO $CALE: : ' 2,1 , ,I , 3.' AU.!IIEW.\UCS Ill! 10 II' 4000 PSI (:II DAy) I'atll.NI) WEIll ca«:II£E. II1II:'" AlIt ~ .. ! QIIIB 10 II' IIONCIUlIIC COlCIIEIE Q.IIL SCOA£ INS • ~'-d' IN11I!'IItt 5. ~ 101 AU. .ans Nm EDGES. I 'i SIlEWAIJ< IS 10 II' PCUIEIl II Al1lRNA1IHG 1ft IDIClHS 10 OCCOONT FOR ___ _ I I I ,I , , i : 1 I ! 1 'i " , I I : , ' '1 :; I , ' , , , " 1., IISTAU. 1/2" 1IIlQ( IWFIlIIIB DPANSICIN .IOINT FWR (1U.14J» AT 1II11lE11VALS i ! ' , a., _ FlUSH __ 10 !HI: DIREC1DI CF lRAltl , ii , D.: SIlEWAUC IS II'CUIfI) 10 II' ctMIIfl) WlH PW11C ..., I<EPT WOIST Fa! __ CF 72 ,110015 I.rnR IT ~ SE'i-tJP.: 10\ DmCTJ8..E __ MEl. All' 10 CQIPl Y iII1H NJA 4.lU ' 11.: DmCTJ8..E _ ~_ 10 II' CASlIl PIA(( DmCTAlIU _ PAle, 24'll1O': -,~.m.,. , ; 2_NJ2'I', 1Rl. BY: KIA SWI1IIJIS INC. 1 SUIMY CIIQ(. 2HD rut, M. IIIDIItA, 'IIA 01. l\IIIIt.ADA'lLCIIII! , -CR-APPftO\fD EClIAL. -, . -• .,... I i : i SIDEWALK CURB CUT (H-7) i , , .' ': , 1'(0 SCAlE: 1 : i i: PLANT AT lHE:SAME: DEPTH : AS PRE:VfOUSL Y GRqIm. i ,,--3" PINE SARI( MULCH ' UNTIE AND ROLL B;1CJ(\ BURLAP ' FROM 1/3 OF ROOT BALL (MIN); : IF SYNTHE:TlC Iff?AP IS! IJS£D.i 'I RE:MOVE COMPLE:TEL Y. : I : SLOPE: 10 FORM SAUCER. I -~~[2'222;~~::ctIz!~2z~~;;"" PLANT BACI<RLL MIX7URE. I SCARIFY E:XlS71NG SOIL' d-BL~D I ItrlH PLAN71NG MIX 1: 1 " AND COMPACT. I --;---E:XlS71NG SLlBGRAOE: ' , VARES , I SHRUB PLANTING NO SCALE I? 6 1/01- + I I , I ! . ! ! , ii r Ii I . .. :, l: l: i I' r " ii ! i ~ " , " , , i' , 4-CONCRETE PAD sat SJTE PLAN FOR LOCATION 35,1/01- , !' I: , 01 1/2-II ANCHOR CIRaE 8 1/8-II " i: " " ~i ·li 2: " , ; . I P;-:":'~--:-,~.;.::;.:"'.:---:-:-';;'::!:~;.J::b..~ ! ,I • ," •• II •• ..... " ."::. _: _ •• • • -I.·". i i ' , 1---1----62 1/2" ____ -1-...:...-1 i :, 12" 2 1/2" SCH 40 STL. PIPE (2 7/8" 0.0.) 5/8~ X 1 1/2" S.STL. FLT SKr HD CAP SCR 10 ~. COVER PLATE FOR SIJRFACE MOUNT OPTION ONL Y 3/8" X 6-DIA. STL. PLATE 01 -CONCRCTE PAD SE:E SITE PLAN FOR LOCATION 12" i : , , , ; NOTES; ,i ;, , .. , I , 1. RCFCI?TOSJTE P{.AN iFd(?, :~CT LOCATION. Ii i ;, !: i, t i. ;. 2. INSTAi./.ltTIt{N TO ~ ¢~P4m'D IN I: ACCORQ.4NCf ,WITH MANUFAcTURER's : SPE:CIFICATIONS.: I " , I i J. ALL !XPOS,E:O METAL iTO !.$ CQI,TEO ' WITH ZINC :RICH .fPOXY f1(fN FINISHED WITH POL 'YE:SlFf? ;poWDE:R CQI,17NG. ," " I 4. 00 NOT SCALE O{?AWlNG$ .• I I : ! 5. 1/2-X 3 ;l'/4-ixWsI(H.j,:ANCHOR I' BD4TS. ' ',' , , , :. .' ! '. 6. BIKE: RACK 10 BE: MAlVUFAi;:TURE:O DWOI? AIO.O£1.. 125-~.:' i BIKE RACK NO SCALE: i· . i ! pb:: '41,3.5i6/l.()9115 fax: i ; I , , 40 S.~;:t:~~t~ . P.O. Box 640 : MAOI086 11 I ; c,j == i ' i , Inc. ""UU'OUII! Avenue LjldJow,MA 01056 11115/201 3 ~~I~E~~~~A~L;~TERATION OF l~ A VIOLATION OF STATE LAW \ , Ie: EXIS77N(J CROIJND 15' UIN. 20' PROf/I," 20' E8" .m'. '1: . ...ii_<:_ ~1f::~T """. -(JRAf)£ TO PREI£NT RUNOFF FROM LEA IIfN(J SITE EXIS77N(J PAVEMENT /Y.ON-WOVE:N GEOTEXllL.l£ FABRIC (TYPAR 130 OR EOUAL) TOPPED /11TH STONE SEE NOTES fL.AN l1U " STONE SIZE-USE 2-"" RIP RAp, OR REc4AIM£/) OR REO)'CLm CONCR.fTE EOUIVALENT. 2. LEN(JTH-AS REQUIRED. I 3. THICKNESS-NOT LESS THAN 8~ 5. 6. 7. /I1DTH-NO LESS THAN THE AlLL 'MDTH A'T POINTS r,HERE INCRESS ! OR ECRESS OCCURS, ! .' \ PLACE GEOTEX77LE O:.£R THE EN77RE AR£~ PRIOR TO PLACIN(J OF STo/E. , i i MAINTENANCE-THE EN11?ANCE SHALL BE MAINTAINED IN A CON DillON HIIICH I+fLL PRE:.£NT 11?ACKING OR FW/I1N(J OF SEDIMENT ONTO PuBlIC RIGHTS-OF~WA Yo THIS MA Y RcOUlRE PERIODIC TOP DRESSING I+fTH ADDI77ONAL ' STONE AS CONDI!77ONS t¥MAND AND REPAIR AND/cv;t CLEANOIJT OF ANY MEASURES USED TO 11?AP SEDIMENT ALL SEDlAIEN't SPli.L£D,OROPPEf), WASHa>. OR TRACKED ONTO PUBLIC RICHT-OF-WA Y MUST BE REMO'lE:J) IMI</EDIA TEL Yo i PERIOOIC INSPEC770N AND N£Il)£/)1 MAIN7lfNAHC£: SHALL 8C PROIlfDED '(4FTER ~CH RAIN. STABILIZED CONSTRUCTION ENTR.A¥CE DETAIL NO SCALE I 5'OC RLTER FABRIC GROUND la' MINIMIN fROM TOC OF Sl-OP£ FlTERFABRIC COIIPACT iRENOi IFLOW:> SECTION A-A .... i5 :2 f3 co ~ HAROWOOD UJ u STAKE 5< ~ . " f COMPACT TRENCH NQTrS: . f. SlL T FENCE IS TO BE INSTAll£/) BEFORE ANY LANO OISTpRBINC AC77VA T£S START AT THE CONSTRUC77ON SIn; -OR-AS DIRECTED IN THE SITE'S EJ?OSlON AND SEOIMENTA77ON PLAN. 2. INSPECT SlL T FENC£:: ON WEEKLY BASIS ANO AFTER EACH RAIN ANY DETERIORATED/pAMAGEO SILT feNCE MUST 8£ REPLACED IMMEDIATELY. 3. REMO~ SlL T FROM fENCE AS NEEOEfj -OR-itH£N 'IJ.i£1 §Ii f HA§ ACCUMULA!to TO HALF THE ORIGINAL HElOHt OF THE FENCE. ! ~. MIEN JOINING TIlt? SECTIONS OF feNCE, ROLL THE END FAKES TOGETHER SUCH THA T THERE IS NO CAP IN mE feNCE, OI£RLAPPING Fe¥CE SEC770NS IS NOT AN ACCEPTABLE At TERNA 77:.£ . I SILT FENCE (ES-2) NO SCALE OR PIN BLANKET IN ACCORDANcE, MANUFACTURERS SPECIRCA 770NS EROSION CON11?OL FABRIC EQUAL TO "--NORTH AMERICAN (JRE£N'SCI50 OR ~/GO AS' S'PE'C'lF'JE'D &IN ~LAN CHEETS OR OTHERI+fSE DIRECTED BY ENGIN££!?/ LANDSCAPE ARCHITECT ANCHOR BLANKET IN A TRENCH ALONC THE TOP OF SLOPE BACKRLL &t COMPACT PREPARE SlOPE BEFORE APPLYINC SlOPE PROTEC77ON I MA TERlAL: ,," LOAM BORROW it H'rDROSEE1) I I SLOPE PROTECTION MATERIAL INSTALLATION NO SCALE OLI'r'P SlR.AP----!C~ ! 'c ....... OUMP STRAP , I" (2'5 mm) R£/'~AIi'-"""",,-~~=--"'" 2 EACH DUMP S11?APS FOR BAG REMOVAL FROI.I INLET SlL TSACK---- "'tf:t-t-:.l--EXPANSION RESTRAINT [1/"" (6 mm) N'rl.ON ROe£. 2" (51 mm) FLA T WASHERS] I II~. ------'J " . <; ~ • • • .;, ·1 • < J • , , or; p .1 INLET PROTECTION, SEDIMENT FILTER SACK ! , NO SCALE , . !' , : , • ' ! : ; : . , , , ' , : i , , ; :. ~ . , . , . , 1 : , . · ' : l' , , 1 ' , , I . i !, : , ! : i i !, : ;' i :' i i. , ,. , , · : 1 · i· , ; , , , ~: i ' · . , I .. , . ~ : ' ; :' , " i ; ~ i ~ i · .' , ,; i' I. : i i I I :' I i; ! :: . I Ii' , i I " i .1· I ' i \ , ! .1 i ! , ' .. ' j , i I : : : t , i .. . , , PERMITT 1 ! , I . ! i , , "; ! , ;j , , . , , , , , I I I I I i i I j i ; , ' ; : ,. [i .' i : ! : : i. , , , , , , , . , . ,: . • , , ! ' '" I ., i i , : ! ~ ! : , i, ; ; , I , , , , I' I: I' " Ii I: 'I ,I I: \: , , , I I: , I ! Ii I' I: I; \: i; I , ., : I; " i: , r Ii ii I' " ,. " I: I: I' Ii I , Ii I I G , I' '. I : " , , I I. i: '. I: i i I I ~ I, I. !I i' Ii " I' Ii I' Ii Ii " i~ , ,. ji ! I " .. ,EV'ESjQUE'A$SIOCIATES, INC I,and Site Design, tal'~:~1'::'A~r:C::hi::t~;ectur., Planning • Pennittloll 41' •• 5~'II.UYIl5 fax: 413.568.0986 I ' 40 Scbl<lol Street· P.O. Box 640 i MAOI086 I I I • I ' : , : , , rla(and.com 00 = -< E-! ~ [ Salmar Realty, Inc. 4'Harding Avenue Ludlow, MA 01056 :;~Ui~~~~~A~L~TERATION OF IS A VIOLATION STATE LAW