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2016-02-16 Stormwater Review SPR
2116l2016 Town of North Andover Mail_RE:1812Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8/16 __N�RTn.A�T3OVER hassachusefs Jean Enright<ienright@northandoverma.gov> RE: 1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8/16 Steve Haight<shaight@civilworksne.com> Fri, Feb 12, 2016 at 11:59 AM To: Lisa Eggleston <lisa@egglestonenvironmental.com>, "Enright, Jean" <JEndght@townofnorthandover.com> Cc: atgigi@msn.com HI The culvert: will remain on the land owned and controlled by the applicant .... Stephen J. Haight, P.E. President Civilworks New England/Haight Engineering, PLLC 181 Watson Road P.O. sox 1166 Dover, New Hampshire 03821 O: 603.750.4266 C. 603.817.6651 F: 603-749.7348 shaight@civilworksne.com www.civilworksne.com From: Lisa Eggleston [ma iito:Lisa@ egg]estonenviron mental.corn] https://mail.google.com/mai I/u/0/?ui=2&i k=7c2eff6265&view=pt&search=inbox&msg=152d66ae98e96eOe&si ml=152d66ae98e96eOe 1/5 ..................................................................... ....... . 2116/2016 Town of North Andover Mail-RE:1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 218/16 Sent: Friday, February 12, 2016 11:43 AM To.- Enright,Jean; Steve Haight Cc: atgigi@msn.com Subject: Re: 1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8/16 Probably not, as Long as it remains his Land. Lisa D. Eggleston, P.E. Eggleston Environmental 32 Old Framingham Rd, Unit #29 Sudbury, MA 01776 TeL 508.259.1137 From: "Enright, Jean" <JEnright@townofnorthandover.com> Date- Friday, February 12, 2016 at 11:38 AM To: Lisa Eggleston <Iisa@egglestonenvironmental.com>, Steve Haight <shaight@civilworksne.com> Cc: "atgigi@msn.com" <atgigi@msn.com> Subject: RE: 1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8/16 Thank you, Lisa. The applicant has stated that the 6' pipe is on his land and that he will maintain it according to the O&M plan. If it is on his land do you still believe an easement is required? Sincerely, Jean Enright Assistant Director https:llm2il.google.com/maiI/u/0/?Lii=Mk=7c2eff6265&view=pt&search=int>Dx&msg=152d66ae9ge96eOe&siml=152d68ae9&e96eDe 2J5 2/16/2016 Town of North Andover Mail-RE:1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 218/16 Community and Economic Development Town of North Andover 1600 Osgood Street,Suite 2035 North Andover,MA 01845 Phone 978.688.9533 Fax 978.688,9542 Email: jenright@townofnorthandover.com Web: www.TownofNorthAndover.com i From: Lisa Eggleston [mailto:lisa@egglestonenvironmental.com] Sent: Friday, February 12, 201611:35 AM To: Steve Haight; Enright,.lean Cc: atgigi@msn.conl httpsJ/mail,goog]e.aom/m aii/u/O/"ui=2&ik=7c2eff6265&view=pt&search=inbox&msg=152d66ae98e96eOe&si m 1=152d66ae98e96eoe 315 211612016 Town of North Andover Mail-RE:1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 218/16 Subject: Re: 1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8/16 Hi Jean, Just letting you know that I've reviewed this revised submittal and all seems to be in order, I do recommend a condition re confirmatory soil testing and a drainage easement on the adjacent property for maintenance of the 6-inch pipe, but the remainder of my comments have been satisfactorily addressed. Let me know if you have any questions or need anything else. Lisa D. Eggleston, P.E. Eggleston Environmental 32 Old Framingham Rd, Unit #29 Sudbury, MA 01776 Tel 508.259.1137 From: Steve Haight <shaight@civilworksne.com> Date: Tuesday, February 9, 2016 at 3:48 PM To: Lisa Eggleston <lisa@egglestonenvironmental.com>, <JEn right @townofnort hand over.corn> Cc: <atgigi@msn.corn> Subject: RE: 1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8116 JQuoted text hidden] Meese note: As of January 11, 2016, all Town Hall offices, except Assessor and Veterans Services, will be temporarily moving to 1600 Osgood Street, Suite 2043. All email messages and attached content sent from and to this email account are public records unless qualified as an httpslim ai l.google.com/m ai]/u/0/'?ui=2&i k=7c2eff6265&vi ew=pt&search=i nbox&msg=152d86aeg8eg6eOe&si m l=152d66ae98e9We V5 2/16/2016 Town of North Andover Mail-RE:1812Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8116 exemption under the Massachusetts Public Records Law. Visit us online at www.townofnorthandover.com Social Networks twitter.cominorth andover www.facebook.com/northandoverma https!//mail.gwgie.com/mai IIu/0/?ui=2&i k=7c2eff6266&view=pt&search=inbox&msg=152d66ae98e96eOe&siml=152d66aeg8e96eOe 515 f f Enright:, Jean w.��■®r nineiniei�imw n�nmmnwwmannow From: Steve Haight <shaight@civiiworksne.com> Sent: Monday, February 01,2016 3:14 PM To: 'Lisa Eggleston';Enright,Jean Cc: atgigi@msn.coM Subject: RE:1812 Turnpike updated drawings and response letter 1/2916 Hi Stephen J. Haight, P.E. President Civilworks New Engiand/Haight Engineering,PLLC 181 Watson Road P.O. Box 1166 Dover,New Hampshire 03821 0:603.750.4266 C: 603.817.6651 F:603.749.7348 shalght@civliworksne.coni www.civilworksne:com From: Lisa Eggleston malito:lisa@egglestonenvironmental.comj Sent: Monday, February 01,2016 2:33 PM To: Steve Haight;JEnright@townofnorthandover.com Cc: atgigi@msn.corn Subject: Ile: 1812 Turnpike updated drawings and response letter 1/2916 Steve, A few comments on the revised submittal: 1, I concur that the test pit data from the adjacent parcel indicate that you would have the needed separation to FSHGW; I will recommend to the board that confirmatory test pits be required in each proposed infiltration location prior to/at the time of construction. Understood and this is acceptable 2. 1 am still a bit concerned about the grading of the infiltration basin - I agree that with the added spot grades the basin would overflow onto the parking lot and toward the existing 6-inch pipe, but there is stilt only a tenth of a foot difference between that location and the other side of the basin, where it would spill onto Berry St. in addition, your 1Q0-yr storm analysis indicates that the peak elevation in the basin would just about reach that 137.3 elevation. Knowing that these things rarely get built in strict accordance with the plans, I wonder if the berm should be a bit higher, with a designated spillway toward the parking lot. On the grading plan we added spot shots to show a specific spillway( 5'wide). We will add additional spot shots alone the rim along Berry Street to elevation 137.5 and a note to.the grading plan "Note: The Contractor shall grade to drain the berm spill way to ensure that any overflow from the infiltration basin will drain into the parking lot". i 1 Good morning Lisa I will be sending you several emails this morning with the response letter and supporting docs for your review EMAIL 'I • Response letter dated 1/291/6 ® Updated drawings .. I updated the note re: the stone depth for the infiltration basin; updated the stabilized construction entrance detail, added additional notes to the erosion control plan to call out the porous pavement and infiltration area ® Updated the O&M manual to Include a reference to a "spill kit" EMAIL 2 I have also attached the drawings from the project that was done on the abutting lot in 2006... these plans have the ESI-lWT data we used for our design ( sheet 5 has their testpit locations and sheet 6 has the testpit SHWT data) I i I had sent you the updated drainage analysis on Wednesday night i Steve Stephen J. Haight, P.E. President Civiiworks New England/Haight Engineering, PLLC 181 Watson Road P.O. Box 1166 ©over, New Hampshire 03821 O; 603.750.4266 C:603.817.6651 F; 603,749.7348 shalght@civilworksne.com ,www.civilworksne.com i I 3 i I Enright, Jean I From: Lisa Eggleston <Lisa@egglestonenvironinental.com> Sent: Tuesday, February 02,201611:29 AM To: Enright,Jean Subject: Re: 1812 Turnpike updated drawings and response letter 1/2916 It pretty much does - I'U need to see the final edited plan and the revised OftM plan, but I'm assuming those can be conditioned. The design is otherwise okay. The only other issue that the PB may want to address is whether there is a drainage easement on the adjacent property to maintain the existing pipe (see my comment #4). 1 think that right now it is the same owner, but it may not stay that way. If that pipe ever clogged or collapsed, it would cause some flooding on the 1812 site and possibly onto Berry St. will get you comments on 101.115 Sutton Hill shortly, That one generally looks okay too. Lisa D. Eggleston, P.E. Eggleston Environmental 32 Old Framingham Rd, Unit#29 Sudbury, MA 01776 Tel508.259,1137 From: "Enright,Jean" <JEnri ht tow!iofnorthandover,com> Date:Tuesday, February 2, 2016 at 9:55 AM To; nt l.com> pstanenvirnnm Subject., FW: 1812 Turnpike updated drawings,. - Lisa Eggleston<iisape��fea, e and response letter 1/2916 Hi Lisa, Would you please let me know if the response below satisfies your review? Also,do you think you will have a second review letter for 101-115 Sutton Hill Road today? Sincerely, Jean Enright Assistant Director Community and Economic Development Town of North Andover 1600 Osgood Street,Suite 2035 North Andover,MA 01845 Phone 978.688,9533 Fax 978.688,9542 i Emalk lenright@townofnorthandover,com Web; www.TownofNorthAn dove r.com 1 ..... ....... From: Steve Haight mailto:shai ht civilworksne.com] Sent; Monday, February 01, 2016 3:14 PM To: 'Lisa Eggleston; Enright,Jean Cc: atgig a rnsn.com Subject: RE: 1812 Turnpike updated drawings and response letter 1/2916 Hi Stephen J. Haight, P.E. President Civilworics New England/Haight Engineering, PLLC 181 Watson Road P.O. Box 1166 Dover, New Hampshire 03821 O:603.750.4266 C: 603,817.6651 F:603.749.7348 shaight@civilworksne,com www.civilworksne.com From: Lisa Eggleston [maiito:ilsa@eggiestonenvironmental.com] Sent: Monday, February 01, 2016 2:33 PM To: Steve Haight; JEnright townofnorthandover,com Cc: ataiol@msn.com Subject: Re: 1812 Turnpike updated drawings and response letter 1/2916 Steve, A few comments on the revised submittal: 1. l concur that the test pit data from the adjacent parcel indicate that you would have the needed separation to ESHGW; I will recommend to the board that confirmatory test pits be required in each proposed infiltration location prior to/at the time of construction. Understood and this is acceptable 2. 1 am still a bit concerned about the grading of the infiltration basin - i agree that with the added spot grades the basin would overflow onto the parking lot and toward the existing 6-inch pipe, but there is still only a tenth of a foot difference between that location and the other side of the basin, where it would spill onto Berry St. In addition, your 100-yr storm analysis indicates that the peak elevation in the basin would just about reach that 137.3 elevation. Knowing that these things rarely get built in strict accordance with the plans, i wonder if the berm should be a bit higher, with a designated spillway toward the parking lot. On the grading plan we added spot shots to show a specific spillway ( 5'wide), We will add additional spot shots along the rim along Berry Street to elevation 137.5 and a note to the grading plan "Note: The Contractor shall grade to drain the berm spill way to ensure that any overflow from the infiltration basin will drain Into the parking lot". 2 `Ef I 3. The OEM Plan should include a bit more on source controls related to the auto repair facility - the Appendix to the MA Stormwater Handbook "Operating and Source Control BMPs" has some good guidance on this. Employees should be trained in the use of the spilt kit. I think we also talked about not allowing vehicles awaiting repair to be parked on the pervious pavement area - a spill kit isn't going to do any good there. We will add a note "Cars awaiting repair shall be parked on pervious pavement areas only" 4. The OEtM Plan should include the existing 6-inch drain, e.g, keeping it cleared of debris and corrective action should It become clogged. Is there a drainage easement on the adjacent property so that the pipe can be repaired if needed? We will add specific instruction for maintenance of the drain. S. Maintenance of the porous pavement should be a bit more detailed. Take a look at the UNH guidelines. htt ://www.unh.edu/unhsc/sites/unh.edu.unhsc/files/UNHSC%2OPorous%2OPavement%2ORout ine%20Maintenance%20Guidance%20and%2OChecktist%202-11.Pdf We will add more specific instruction for maintenance of the porous pavement area 6. Sand should not be used as a deicing agent on the porous pavement. I'd suggest limiting it to non-sodium based chtorides.The OaM Plan should also reference the designated snow storage locations, and discourage any snow storage on the porous pavement. We will update the O&M to preclude the use of sand as a deicing agent on the porous pavements and limiting It to non-sodium based chlorides. We will reference the snow storage areas and will note that snow should not be stored on the porous pavements 7. 1 don't think there is a closed drainage system for the roof drains proposed - that should be removed from the OW Plan, We will update the O&M to clarify the roof drains 8. The O&M Plan is missing the referenced checklist and log forms. It should also include a simple figure showing the locations of the drainage system components and snow storage locations. We will Include the checklist and log forms in the updated O&M and will include a simple figure identifying the system components 3 3 Let me know if you have any questions. i Lisa D. Eggleston, P.E, Eggleston Environmental 32 Old Framingham Rd, Unit #29 Sudbury, MA 01776 Tel 508,259.1137 From:Steve Haight<shaight@ciyiiworksne.com> Date: Friday,January 29, 2016 at 10:43 AM To:Lisa Eggleston<Iisa@egglestonenvironmentai.com>, <JEnright@townofnorthandover.com> Cc:<at&1@rnsn.com> Subject: 1812 Turnpike updated drawings and response letter 1/2916 3 Good morning Lisa I will be sending you several emails this morning with the response letter and supporting dots for your review EMAIL 1 • Response letter dated 1/29116 • Updated drawings :, I updated the note re: the stone depth for the infiltration basin; updated the stabilized construction entrance detail, added additional notes to the erosion control plan to call out the porous pavement and infiltration area • Updated the O&M manual to include a reference to a "spill kit" EMAIL 2 • 1 have also attached the drawings from the project that was done on the abutting lot in 2006.... these plans have the ESHWT data we used for our design sheet 5 has their testpit locations and sheet 6 has the testpit SHWT data) I had sent you the updated drainage analysis on Wednesday night Steve Stephen J. Haight, P.E. President Civilworl<s New England/Haight Engineering, PLLC 181 Watson Road P.O. Box 1166 Dover, New Hampshire 03821 O: 603.750.4266 C: 603.817.6651 F. 603.749.7348 shaight@civiiworksne.com www,civilworksne.com Please note: As of January 11, 2016, all Town Hall offices, except Assessor and Veterans Services, will be temporarily moving to 1600 Osgood Street, Suite 2043. All email messages and attached content sent from and to this email account are public records unless qualified as an exemption under the Massachusetts Public Records Law. Visit us online at www.townofnorthandover.com Social'Networks twitter.cominorth andover www.facebook.com/northandoverma 4 1 a 'I Enri h# Jean From: Lisa Eggleston <lisa@egglestonenvironmental.com> Sent: Friday, February 12, 201611:43 AM To: Enright, Jean; Steve Haight Cc: atgigi@msn.com Subject: Re: 1812 Turnpike updated Site plan and Grading Plans and updated 0&M manual 2/8/16 Probably not, as longas it remains his land. Lisa D. Eggleston, P.E. Eggleston Environmental 32 Old Framingham Rd, Unit #29 Sudbury, MA 01776 Tel 508.259.1137 From: "Enright,Jean" <JEnright@townofnorthandover.com> Date: Friday, February 12, 2016 at 11:38 AM To: Lisa Eggleston <lisa@egglestonenvironmental.com>, Steve Haight<shaight@civilworksne.com> Cc- "atgig1@msn.com" <atgigi@msn.com> Subject: RE: 1812 Turnpike updated Site plan and Grading Plans and updated 0&M manual 2/8/16 Thank you, Lisa. The applicant has stated that the 6" pipe is on his land and that he will maintain it according to the 0&M plan. If it is on his land do you still believe an easement is required? Sincerely, Jean Enright Assistant Director Community and Economic Development Town of North Andover 1600 Osgood Street,Suite 2035 North Andover,MA 01845 Phone 978.688.9533 Pax 978.688,9542 Email: ienright@townofnorthandover,com Web: www.TownofNorthAndover.com 1 E 1 i I I From: Lisa Eggleston [mai Ito:Iisa e lestonenvironmental,com] Sent: Friday, February 12, 2016 11:35 AM To: Steve Haight; Enright, Jean Cc: atgigl@msn.com Subject: Re: 1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8/16 Hi Jean, i Just letting you know that I've reviewed this revised submittal and all seems to be in order. I do recommend a condition re confirmatory soil testing and a drainage easement on the adjacent property for maintenance of the 6-inch pipe, but the remainder of my comments have been satisfactorily addressed. Let me know if you have any questions or need anything else. Lisa D. Eggleston, P.E. Eggleston Environmental 32 Old Framingham Rd, Unit #29 Sudbury, MA 01776 Tel 508.259.1137 From:Steve Haight<shaight@civilworksne,com> Date:Tuesday, February 9, 2016 at 3:48 PM To, Lisa Eggleston <lisa@egglestonenvironmental.com>, <JEnrightPtownofnorthandover.com> Cc: <atgigi@msn,com> Subject: RE: 1812 Turnpike updated Site plan and Grading Plans and updated O&M manual 2/8/16 Good afternoon Lisa Attached are revised plans (site plan and grading plan) based on your comments and the Planning Board comments Planning Board comments • Include a sign indicating access to the rear parking area be restricted to authorized vehicles only EE comments • Responses to comments in green in email trail below Regards Steve Stephen J. Haight, P,E. President Civilworks New England/Haight Engineering, PLLC 181 Watson Road P.O. Box 1166 Dover, New Hampshire 03821 0: 603.750.4266 C: 603.817,6651 2 i F: 603,749.7348 shaight@civilworksne.com www,civilworksne.com ......... .. ...... From: Steve Haight mailto:shaight_@clvilworksne.com] Sent: Tuesday, February 02, 2016 3:30 PM To: 'Lisa Eggleston'; 'JEnright@townofnorthandover.com' Cc: 'atgigMmsn.com' Subject: RE: 1812 Turnpike updated drawings and response letter 1/2916 Thank you Re: #3 ... yes the southerly parking area... "conventional pavement" Stephen I Haight, P.E. President Civilworks New England/Haight Engineering, PLLC 181 Watson Road P.C. Box 1166 Dover, New Hampshire 03821 0: 603.750.4266 C: 603.817,6651 F: 603,749.7348 shaight@civilworksne.com www.civilworksne.com From: Lisa Eggleston Cmal Ito:lira@egglestonenvironmental.com] Sent; Tuesday, February 02, 2016 3:06 PM To: Steve Haight; JEnright@townofnorthandoyer.com Cc. atgiaiC-)msn.corn Subject: Re: 1812 Turnpike updated drawings and response letter 1/2916 Hi Steve, Just got your voicemail. As I told Jean this afternoon, this project seems to be on the right track and based on your response below I don't see any major issues. I will just need to see the final revised plan and OitM Plan to verify that the revisions get incorporated. BTW, 1 trust that on #3 you were intending for the note to require cars awaiting repair to be parked in the southern (conventional pavement) lot only, and not the pervious pavement. Lisa D. Eggleston, P.E. Eggleston Environmental 32 Old Framingham Rd, Unit #29 Sudbury, MA 01776 Tel 508.259.1137 From:Steve Haight<shaIght@civllworksne.com> Date: Monday, February 1, 2016 at 3:13 PM To: Lisa Eggleston <lisa@egglestonenvironmental.com>, <JEn rig it@townofnorthandover.com> Cc: <atgigi@msn.com> Subject: RE: 1812 Turnpike updated drawings and response letter 1/2916 Hi 3 I Stephen J. Haight, P.E. President Civilworks New England/Haight Engineering, PLLC 181 Watson Road P,O. Box 1166 Dover, New Hampshire 03821 0: 603.750.4266 C: 603.817,6651 F: 603,749.7348 shaight@civilworksne.com www.civilworksne.com From: Lisa Eggleston [mailto:lisa@egglestonenvironmental,com] Sent: Monday, February 01, 2016 2:33 PM To. Steve Haight; 7EnriahtCc�townofnorthandover.com Cc: ataialOrnsn.com Subject: Re: 1812 Turnpike updated drawings and response letter 1/2916 Steve, A few comments on the revised submittal: 1. 1 concur that the test pit data from the adjacent parcel indicate that you would have the needed separation to ESHGW; I will recommend to the board that confirmatory test pits be required in each proposed infiltration location prior to/at the time of construction, Understood and this is acceptable 2. 1 am stitt a bit concerned about the grading of the infiltration basin - I agree that with the added spot grades the basin would overflow onto the parking lot and toward the existing 6-inch pipe, but there is still only a tenth of a foot difference between that location and the other side of the basin, where it would spill onto Berry St. In addition, your 100-yr storm analysis indicates that the peak elevation in the basin would just about reach that 137.3 e(evation. Knowing that these things rarely get built in strict accordance with the plans, I wonder if the berm should be a bit higher, with a designated spillway toward the parking lot. On the grading plan we added spot shots to show a specific spillway ( 5'wide). We will add additional spot shots along the rim along Berry Street to elevation 137,5 and a note to the grading plan "Note: The Contractor shall grade to drain the berm spill way to ensure that any overflow from the infiltration basin will drain into the parking lot". 3. The OitM Plan should include a bit more on source controls related to the auto repair facility - the Appendix to the MA Stormwater Handbook "Operating and Source Control BMPs" has some good guidance on this. Employees shoutd be trained in the use of the spill kit. I think we also talked about not allowing vehictes awaiting repair to be parked on the pervious pavement area - a spill kit isn't going to do any good there. We will add a note "Cars awaiting repair shall be parked on pervious pavement areas only" 4. The O&M Plan shoutd include the existing 6-inch drain, e.g. keeping it cleared of debris and corrective action shoutd it become clogged. Is there a drainage easement on the adjacent property so that the pipe can be repaired if needed? 4 f We will add specific instruction for maintenance of the drain. E 5. Maintenance of the porous pavement should be a bit more detailed. Take a look at the UNH I guidelines: htt ://www.unh.edu/unhsc/siteslunh.edu.unhsc/files/UNHSCf2OPorous%2OPavement%2ORout ine%20Main ten ance%20Guidance%20and%20Checklist%202-11. df i We will add more specific instruction for maintenance of the porous pavement area 6. Sand should not be used as a deicing agent on the porous pavement. I'd suggest limiting it to non-sodium based chlorides.The OFtM Plan should also reference the designated snow storage locations, and discourage any snow storage on the porous pavement. We will update the O&M to preclude the use of sand as a deicing agent on the porous pavements and limiting it to non-sodium based chlorides. We will reference the snow storage areas and will note that snow should not be stored on the porous pavements 7. 1 don't think there is a closed drainage system for the roof drains proposed - that should be removed from the 0&M Plan. We will update the O&M to clarify the roof drains 8. The 0&M Plan is missing the referenced checklist and log forms. It should also include a simple figure showing the locations of the drainage system components and snow storage locations. We will include the checklist and log forms in the updated O&M and will include a simple figure identifying the system components Let me know if you have any questions. Lisa D. Eggleston, P.E. Eggleston Environmental 32 Old Framingham Rd, Unit #29 Sudbury, MA 01776 Tel 508.259.1137 From:Steve Haight<shaight@civilworksne.com> Date: Friday,January 29, 2016 at 10:43 AM To: Lisa Eggleston <lisa@egglestonenvironmental.com>, <JEnright@townofnorthandover.com> Cc: <atgig12msn.com> Subject: 1812 Turnpike updated drawings and response letter 1/2916 Good morning Lisa I will be sending you several emails this morning with the response letter and supporting docs for your review EMAIL 1 • Response letter dated 1/291/6 • Updated drawings .. I updated the note re: the stone depth for the infiltration basin; updated the stabilized construction entrance detail, added additional notes to the erosion control plan to call out the porous pavement and infiltration area • Updated the O&M manual to include a reference to a "spill kit" EMAIL. 2 • 1 have also attached the drawings from the project that was done on the abutting lot in 2006... these plans have the ESHWT data we used for our design ( sheet b has their testpit locations and sheet 6 has the testpit SHWT data) I had sent you the updated drainage analysis on Wednesday night Steve Stephen I Haight, P.E, President Civilworks New England/Haight Engineering, PLLC 1.81 Watson Road P.O. Box 1166 Dover, New Hampshire 03821 0: 603.750.4266 C: 603.817.6651 E: 603.749.7348 shaight@civilworksne.com www.civilworksne.com Please note; As of January 11, 2016, all Town Hall offices, except Assessor and Veterans Services, will be temporarily moving to 1600 Osgood Street, Suite 2043. All email messages and attached content sent from and to this email account are public records unless qualified as an exemption under the Massachusetts Public Records Law. Visit us online at www.townofnorthandover.com Social Networks twitter,com/north andover www.facebook.com/northandoverma 6 k I u Eggleston Environmental January 14, 2016 North Andover Planning Board 1600 Osgood Street North Andover,MA 01845 Attn: Jean Enright, Assistant Director of Community Development p RE: Stormwater Review 1812 Turnpike St, Turnpike Automotive Repair Dear Ms. Enright and Board Members: Per your request,I have reviewed the following materials submitted in support of a Site Plan— Special Permit Application for the above-referenced project: • Site Development Plan for Turnpike Automotive Repair,North Andover MA (Sheets 1 through 10 of 12); C&C Auto Corporation, Applicant; Haight Engineering, PLLC, Civil Engineer; dated November 11, 2015 and revised December 30, 2015. ■ Drainage Analysis for Turnpike Automotive Repair, prepared for C&C Auto Corporation by IIaight Engineering, PLLC and dated December 2015. ■ Pre- and Post-Development Drainage Plans (2 sheets), Turnpike Automotive Repair, prepared for C&C Auto Corporation by Haight Engineering, PLLC, undated. I also conducted a brief site visit on December 1, 2015 to observe existing drainage patterns. My primary focus in this technical review is on the overall storrnwater management approach and design concepts used in the project, as well as its compliance with the Town of North Andover's Zoning Bylaw requirements for Site Plan Review. The existing project site is part of a 0.93-acre property at the intersection of Berry Street and Turnpike Street. It is partially developed with a building and paved parking/driveway area. Stormwater runoff in the project area is overland, with most of the site draining to an existing drainage pipe on the property. The proposed plan calls for removal of the existing structures and pavement within the project area, and construction of a new retail auto repair business and pizza shop. The existing pavement area would be replaced with a new paved parking lot, and additional paved packing would be added in the western portion of the site, with an access drive running along the south side of the building. As proposed, runoff from the larger western 32 Old Framingham Rd Unit 29 Sudbury MA 01776 ter 508.259.1137 i i Turnpike Automotive Repair 2 January 14, 2016 parking lot would drain onto porous pavement parking stalls, runoff from the building roof would drain to a surface infiltration basin, and runoff from the new pavement to the east of the building would continue to drain untreated to the existing drainage pipe. My comments on the design are outlined below: 1. As is required by the Site flan Review regulations, the Drainage Analysis indicates that there would be no increase in the rate or volume of runoff from the site. I do, however, have several concerns regarding the validity of the analysis, the most significant of which is that it is based on an assumed exfiltration rate from the proposed infiltration systems of 6.5 in/hr. Based on the Massachusetts Stormwater Handbook, the design infiltration rate for Hydrologic Soil Group (HSG) B fine sandy loans found on the project site should be no more than 1.02 In/hr. 2. The drainage analysis also assumes subsurface storage within the porous pavement layer to a depth of 29 inches. It does not appear that any site-specific soil testing has been done to confirm the validity of this assumption or to verify that the proposed infiltration systems would have adequate separation(e.g. 2 ft) to seasonal high groundwater to ensure that they function as designed. The Sudbury soils found on the site are characterized in the NRCS soil survey as being moderately well drained but having a typical depth to groundwater of only 18 to 36 inches. 3. The surface area of the proposed infiltration basin should be treated as impervious in the drainage analysis. 4. The Te for post-development Subcatchtnent 2 appears to be higher than it should be. Based on the proposed grading, the finger of vegetated cover to the south of the driveway would drain offsite toward the roadway, not toward Discharge Point A. Hence, the flow path for the subeatchment should be approximately 150 ft shorter and entirely paved. 5. It is not clear what the basis is for the infiltration basin flood elevation of 137A in the analysis. Based on the grading plan, the top of the berm is at elevation 137 and anything above that elevation would spill out onto Berry Street. Even with the assumed design infiltration rate, I note that the peak elevation in the 100-yr storm would only be 0.28 ft below the top of the berm. 6. It is not clear from the plans provided that all of the roof drainage from the proposed building(s) would drain to the proposed infiltration basin as is assumed in the analysis. The architectural drawings were not included in the materials I reviewed, i i Turnpike Automotive Repair 3 January 14, 2016 7. The plan (Sheet 3) calls for a designated snow storage area in a portion of the roof infiltration basin, This is likely to compromise the infiltration capacity of the basin over time, as sediment from the plowed snow accumulates in the crushed stone at the bottom of the basin, The area may be better suited to use as a sediment forebay for the basin, 8. The proposed plan calls for all of the rear parking area (8,152 sf) to drain onto the 2,050 sf porous pavement area. Both the Massachusetts Stormwater Handbook and the UNH Stormwater Center specify that porous pavement should be used to manage the stormwater from its surface area only; it should not receive run-on from other drainage areas. 9. Given the nature of the proposed development (an auto repair facility), I question whether porous pavement is an appropriate means of managing pavement runoff. If the project were subject to the DEP Stormwater Standards, it would be classified as a "land use with higher potential pollutant loads" (LUIIPPL) and any stormwater runoff subject to exposure would require pretreatment prior to infiltration, i.e, porous pavement could not be used, At a minimum, the area should not be used for parking of vehicles that require servicing in order to minimize the potential for groundwater contamination from fluid leaks, 10. Additional information is needed on the existing drain at discharge point A; in particular where it goes and what condition it is in. I also noted during my site visit that it is a small drain at grade (see photo attached) and therefore easily subject to blockage and siltation. 11. The porous pavement detail on Sheet 10 calls for perforated underdrains. The locations of the proposed underdrains should be shown on the plan, 12. The plan should clearly indicate that the bottom of the pond at elevation 136.0 is at the top (versus the invert) of the stone layer. 13. In order to ensure that the proposed stormwater structures continue to function as designed, a longterm pollution prevention/O&M plan for the project site and a commitment to its implementation is needed, 14. Note 1 on Sheet 4 indicates that the total area of soil disturbance on the site is approximately 10,783 sf. Given that the demolition plan calls for removal of the existing pavement and buildings I believe the actual area of disturbance would be significantly greater. It will, however, be less than an acre, and will therefore not require coverage under the EPA NPDES Construction General Permit (CGP), 15. The Erosion & Sediment Control Plan should address the sequencing of construction and protection of proposed infiltration areas during construction. Turnpike Automotive Repair 4 January 14, 2016 16. I recommend a minimum 2-inch stone on the designated construction entrance to prevent tracking. I appreciate the opportunity to assist the North Andover Planning Board with the review of this project, and hope that this information is suitable for your needs. Please peel free to contact me if you or the applicants have any questions regarding the issues addressed heroin. Sincerely, EGGLESTON ENVIRONMENTAL Z. 5S Lisa D. Eggleston, P.E. i i � Turnpike Automotive Repair 5 January 14, 2Ol6 • . /w \ � \ . \ \\\� . .. � i I i 1 i HAIGHT ENGINEERING, PLLC P.O. BOX 1166, 181 WATSON ROAD DOVER,NH TEL: (603)750-4266,FAX: (603)749-7348 January 29, 2016 Jean Enright, Interim Planner Community Development, Town of N. Andover 1600 Osgood Street, Suite 2035 N. Andover MA 01845 Re: Eggleston Environmental Drainage Review Parcel 210/106D/0047 1812 Turnpike Street Review letter dated January 14, 2016 Dear Ms Enright and Board Members: Haight Engineering, PLLC is pleased to provide you with the updated site plans and supporting documents incorporating the review comments from Eggleston Environmental referenced above. For clarity we have also provided a written response (see below) identifying the resolution to each of the review comments. Our responses are referenced to the corresponding comments in the above referenced letter from Eggleston Environmental, Eggleston Environmental (III italic): 1. As is required by the Site Plan ReNeis,regulations, the Drainage Analysis indicates that there would be no increase in the rate or volume ofrunofffrorn the site. Ido, however, have several concerns regarding the validity of the analysis, the most significant of iMich is that it is based on an assrruned exfrltration rate frvrn the proposed irlfrltratlon systems of 65 inAr. Based on the Massachusetts Stoonivater Handbook, the design infulfralion rate for Hydrologic Soil Group (HSG)B fine sand),loanrs found our the project site should be no more than L02 in/hr. In accordance with the site plan regulations the drainage system has been designed and the analysis shows that the drainage system mitigates the post developed conditions. As recommended the model has been updated using the recommended infiltration rate of 1.02 in/hr. We feel that is is worth noting that the original model also provided for post development mitigation and in our opinion was a very conservative approach as the Ksat value for the subject soil was reduced by 50%for the hydraulic model. The exfiltration rate (saturated hydraulic conductivity Ksat) used in the original analysis was derived from the USDA Natural resources Conservation Service web soils survey Exxex County, Massachusetts,Northern Part. In keeping with the recommend approach the computed Ksat value was "halved"when using this approach. 1 HAIGHT ENGINEERING, PLLC P.O.BOX 1166, 181 WATSON ROAD DOVER,NH TEL: (603)750-4266,FAX: (603)749-7348 2. The drainage analysis also assumes subsinface storage within the porous pavement layer to a depth of 29 inches. It does not appear{that any site-specific.soil testing has been done to confirm the validity]of this assumption or to verify that the proposed infiltration systems iwidd have adeclrtate separation (e.g. 2 ft)to seasonal high groundwater to ensitre that theyfinrction as designed, The Sudbury soils.bund on the.site are characterized in the MCS soil survey as being moderately ivell drained but having a typical depth to groundivater of only 18 to 36 inches. As discussed with the reviewer, site specific soils information and estimated seasonal high water table from the adjacent project was used to design the porous pavement areas and infiltration pond for our site. This is the same data that was used to design the infiltration beds on the adjoining parcel. In our professional judgment we felt that due to the proximity of the investigations on the adjacent site to our site, additional site investigation was not warranted. The data from the parcel next door indicates that the eshwt ranges in elevation froml29.9 to 131.9 below existing ground. The grades of the 2 parcels are similar with the subject parcel being slightly uphill from the adjoining parcel. Based on the data used for the design the eshwt is greater than 3'+feet below the existing surface grades on the subject parcel. In the area of the porous pavement sections an eshwt of 131.9 would be more than 2' below the bottom of file porous pavement section in compliance with the stortnwater handbook. 3. The surface area of the proposed infiltration basin should be treated as impervious in the drainage analysis. For the purposes of the analysis the infiltration basin bottom has been treated as impervious below elevation 136.0 and has been excluded from the analysis as recommended. 4. The Te for post-development Subcatchment 2 appears to be higher than it should be. Based on the proposed grading, the finger of vegetated cover to the south of the driveuvay ivould drain of totivard the roadway, not toward Discharge Point A. Hence, the flow path for the subcatchment should be approximately 150 ft shorter and entirely paved. As clarified with the Reviewer,the existing grade along the edge of the property gently slopes towards (into the site). To also provide clarity for the developed condition, additional spot shots have been added to the proposed grading. These spot shots show how the surface runoff will travel along the edge of the paved areas into the site within the subcatchment. Where porous pavement has been added,the overall drainage approach has also been updated within subcatchment 2 further reducing surface runoff within the subcatchment. 5. It is not clear iMat the basis is for the infiltration basin flood elevation of 137.4 in the analysis. Based on the grading plan, the top of the berm is at elevation 137 and anything above that elevation ii,ould spill out onto Berry Street. Even ivith the assioned design infiltration rate, I note that the peak elevation in the 100 yr storm would only be 0.28 ft below the top of the berm. The 136 contour line around the basin was labeled incorrectly and should actually be 137. The grade has been revised. Additional spot shots have also been added to the top of the berm to clearly identify the top of berm is 137.4 consistent with the analysis. 2 1 HAIGHT ENGINEERING, PLLC i i P.O. BOX 1166, 181 WATSON ROAD DOVER,NH j TEL.(603)750-4266,FAX:(603)749-7348 I 6. It is not clear fn•om the plans provided that all of the roof drainage ftoun the proposed building(s) 1Yould drain to the proposed infiltration basin as is assumed in the analysis. The architectural dr•atvirngs lyer•e rnot included In the rnalerials I revieit�ed 3 i Roof runoff will be discharged to grade via roof leaders. The roof is pitched and the rear•roof and the restaurant roof will discharge to the infiltration basin and the front section (side facing Turnpike Street)will be discharged to grade and allowed to flow overland into the porous pavement section alongside the building. i 7 The plan (Sheet 3) calls for a designated snoiy storage area in a portion of the roof infrllration basin. This is likely to conrprornise the it f ltration capacity of the basin o>>er Brine, as sediment fr-orrr the ploryed snow accunnulates in the crrtshed stone at the bottom of the basin. The area ruay be better suited to use as a sedirrrernt forebay.for the basin We concur that over time sediments carried with the snow banks will likely accumulate in the infiltration stone. The section designated as snow storage has not been included in the analysis for infiltration. We have however left the stone bottom to allow for any infiltration that may occur•. We have prepared a detailed stormwater maintenance schedule for the owner and have indicated that regular review and maintenance of the infiltration base will be required to maintain its effectiveness. 8. The proposed plan calls for all of the rear°parking area(8,152 sf) to drain onto the 2,050 sf porous pawl neat area. Both the Massachutsells Stornnyater Handbook and the UNH Stornm,ater Center specify that porous pavernernt should be used to manage the stornnyater f ont its surface area only; it should not receive run-on f om other drainage areas. The design has been updated and the entire rear lot and the drive aisle aloe the side of the g p g building will be porous pavement. 9. Given the nature of the proposed developnnent(an anrto repair•facilit)), I gaesliorn tiyhether porous pavement is an appropriate means(?f managing paverrrent runoff. ff the project ii,ere subjecl to the DEP Stoonitiater Standards, it would be classified as a "land use i0th higher potential pollutant loads" (LUHPPL)and any stornni,ater runoff subjecl to exposure}vounld r eguire pretreatment prior to infrltraliorn, i.e,porouts pavement could not be used Al a nrininnun, the area should not be used for parking of vehlcles that require servicing in order to wininrize the potential for grornnd15'ater contaminationBornflid leaks. As discussed with the reviewer no vehicle repairs will be conducted outside on the paved area. The area at the rear of the site is intended to be generally used as storage of vehicles awaiting customer pick up. All vehicle repair work will be conducted within the building. The Owner has also been instructed to keep a "spill kit" on site at all times. 10. Additional information is needed on the existing drain at discharge point A; in particular jyhere it goes and iyhat condition it is in. I also noted during my site visit that it is a small drain at grade (see photo altacheco and therefore easily subject to blockage and siltation. 3 HAIGHT ENGINEERING, PLLC P.O. BOX 1166, 181 WATSON ROAD DOVE,R,NH TEL: (603)750-4266,TAX:(603)749-7348 As discussed with the reviewer,the culvert is existing and is the discharge point for the parking lot. The existing culvert is a 6"pipe that extends off site under the existing retaining wall located along the south side of the parking lot. We were not able to determine the outlet location of the pipe during our survey of the property. An older plan of the lot does show this culvert existing before the retaining wall was installed. This condition will not be changed with the redevelopment of the site. We have spoken with the current owner of the property who has indicated that only during a major rain event has there ever been any ponding in the parking lot. They have also stated that the ponding only lasts during the rain event and drains very quickly once the rain stops. The applicant is aware of this condition and is prepared for•possible intermittent flooding of the parking area and will continue to take steps to keep the drain inlet clear. 11. The porous pavement detail on sheet 10 calls for perforated underdrains. The locations of the proposed underdrains should be shotivn on the plan. There will not be any underdrain in the porous pavement sections. The detail has been updated. 12. The plan should clearly indicate that the boltottt of the pond at elevation 136.0 is at the top (versus the invert) of the stone layer. The note on the grading plan has been clarified to clearly indicate that the bottom of the basin is at elevation 136.0 and that the stone will extend down from elevation 136. 13. In order to ensure that the proposed stormrvater structures continue to fainction as designed a long-term polltrtiorapr-everttion/O&Alfplan for thepr•oject site and a connnitnrent to its implementation is needed A detailed O&M plan has been prepared. 14. Note 1 on Sheet 4 indicates that the total area ofsoil disturbance on the site is approximately 10,783 sf. Given that the demolition plan calls for removal of the existing pavement and buildings I believe the actual area of disturbance would be significantly greater. It ivill, hoivever, be less than an acre, and will therefore not require coverage under the EPA NPDES Construction General Permit (CGP). We concur. No change is required f 15. The Erosion &Sediment Control Plan should address the sequencing of construction and protection ofproposed infiltration areas during construction. Notes clarifying the sequence of construction and the protection of proposed infiltration areas I have been updated on the Erosion Control Plan 16. I reconnnend a minirnuni 2-inch stone on the designated construction entrance to prevent tracking. 4 i HAIGHT ENGINEERING, PLLC P.O. BOX 1166, 181 WATSON ROAD DOVER,NH TEL: (603)750-4266,FAX:(603)749-73448 We concur. The construction entrance detail has been revised as recommended { Please let me know if you need any additional information. Sincerely, HAIGHT ENGINEERING, PLLC Stephen J. Haight C.C. C&C Auto Corporation i I i 'i 5 I I STORMWATER MANAGEMENT SYSTEM INSPECTION & MAINTENANCE PLAN FOR C&C Auto Corporation 1812 TURNPIKE STREET NORTH ANDOVER,MA PREPARED D FOR: C&C AUTO CORPORATION 268 RALEIGH TAVERN LANE NORTH ANDOVER, MA 01845 PREPARED BY: HAIGHT ENGINEERING, PLLC P.O. Box 1166 Dow,R,NH 03820 FEBRUARY 8, 2016 STORMWATER MANAGEMENT SYSTEM INSPECTION & MAINTENANCE PLAN Introduction Haight Engineering, PLLC. has prepared the following Stormwater System Inspection & Maintenance Plan for C&C Auto Corp. auto repair facility located at 1812 Turnpike Street, Tax Map 210/106D 0047 in North Andover, MA. The intent of this plan is to provide C&C Auto Corp. with a list of procedures that document the inspection and maintenance requirements of the Stormwater Management System for this site. The following inspection and maintenance program is necessary in order to keep the Stormwater Management System functioning properly. By following the enclosed procedures, C&C Auto Corp. will be able to maintain the functional design of the Stormwater Management System and maximize its ability to remove sediment and other contaminants from site generated stormwater runoff. This facility will predominately be for vehicle maintenance and repair of automobiles, and light trucks. In general, potential pollutant sources include the storage and handling of vehicles, solvents, cleaning chemicals, waste materials, vehicle liquids, batteries, and washing of parts, and equipment and potential pollutants include waste oil, solvents, degreasers, antifreeze, radiator flush, acid solutions with chromium, zinc, copper, lead and cadmium, brake fluid, soiled rags, oil filters, sulfuric acid and battery sludge, and machine chips in residual machining oil. In all cases vehicle repairs and maintenance shall occur within the building and vehicles awaiting repair shall not be parked on porous pavement sections. The porous pavement sections are an integral component of the stormwater mitigation system for this site and as such the integrity of the porous pavement section must be maintained. At no time should the porous pavement areas every be overlaid with standard pavement nor seal coated. If any part of the porous pavement sections become clogged they should be cleaned and if damaged the compromised sections should be replaced. C&C Auto Corp. shall maintain spill kits on site at all times. (Such as U-Line universal drum spill kit. ((http://www.uline.comD. The Owner shall prepare an emergency spill response and cleanup plan and have designated trained person(s) available either on- site or on call at all times to promptly and properly implement that plan and immediately cleanup all spills. E f i 2 Revised 2/8/16 i I STORMWATER MANAGEMENT SYSTEM INSPECTION & MAINTENANCE PLAN Stormwater Management System Components The C&C Auto Corp. Stormwater Management System is designed to mitigate the quality of site-generated stormwater runoff. As a result, its design includes the following elements: Non-Structural BMP's Non-structural best management practices (BMP's) are designed to minimize and/or remove contaminants. Several of these BMP's have been incorporated into the Stormwater Management System including pavement sweeping/vacuuming, reduced use of road salt, and litter/trash removal. These types of BMP's are highly effective initial treatment measures for reducing stormwater pollutant loading. Operational BMP's Owner shall prepare an emergency spill response and cleanup plan and have designated trained person(s) available either on-site or on call at all times to promptly and properly implement that plan and immediately cleanup all spills. The Owner shall keep suitable cleanup materials, such as dry adsorbent materials, on-site to allow prompt cleanup of a spill and shall train employees on the proper use of spill clean-up materials. Materials to be stored on site shall be stored in-doors in suitable containers. Refer to MassDEP webpage http://mass.gov/dep/cleanur)/dealin0l.htm for reporting criteria in the event of a spill. Existing site drain There is an existing 6" drain located at the face of the retaining wall at the "southerly" end of the site. This drain is the outflow for the drainage from the paved parking lot. Regular review and maintenance will be required to ensure that the inlet is clear of anyobstruction that may hinder free flow during a rain event. Roof Drain Piping System The roof drainage system is limited to roof drains designed to collect and convey a large portion of the roof runoff directly into the proposed infiltration basin to the rear of the building as well as directly to the porous pavement area next to the building. This will allow for controlled exfiltration into the existing sandy soils. Infiltration Basin The infiltration basin has been located and designed to hold and infiltrate roof and site-generated stormwater runoff. Discharge from the basin is controlled by the stone reservoir allowing exfiltration into the ground. In the event that the basin backs up the basin has been designed to allow any overflow to discharge to the front parking lot thereby keeping all site generated stormwater on site. 3 Revised 2/8/16 STORMWATER MANAGEMENT SYSTEM INSPECTION & MAINTENANCE PLAN Porous Pavement Areas Porous pavement sections are limited to the rear parking area and the access drive along the Turnpike side of the building. The areas have been designed to accept surface runoff from the pavement areas and to infiltrate all runoff directly into the sandy subsoil. Inspection and Maintenance Plan By implementing the following procedures, C&C Auto Corp. will be able to maintain the functional design of the Stormwater Management System and maximize the system's ability to remove sediment and other contaminants from site generated stormwater runoff. Existing site drain • Inspect the drain inlet regularly to ensure the inlet is clear of any obstructions. • In the event the inlet is obstructed immediately take corrective action to clear the inlet to allow free flow during a rain event Regular maintenance may include flushing the line as needed to keep the line clear Porous Pavement Sections • Routine cleaning is more effective than corrective cleaning- 0 Check for standing water on the surface of the pavement after a precipitation event. If standing water remains within 30 minutes after rainfall had ended, cleaning of porous pavement is recommended. • If cleaning is required, power washing can be an effective tool for cleaning clogged areas. This should occur at mid pressure typically less than 500 psi and at an angle of 30 degrees or less. • Check for debris accumulating on pavement, especially debris buildup in winter. for loose debris, a power/leaf blower or gutter broom can be used to remove leaves and loose debris. • Check for damage to porous pavements. Damaged areas may be repaired by use of infrared heating and rerolling of pavement or the damaged pavement can be cut out and removed and new pavement installed. Standard pavement as repair shall not exceed 15% of the porous pavement total area. • Do not store materials such as sand/salt, mulch, soil, yard waste, and other stock piles on porous surfaces. • Stockpiled snow areas on porous pavements is not recommended and will lead to premature clogging. Pavement Vacuuminq 4 Revised 2/8/16 1 I STORMWATER MANAGEMENT SYSTEM INSPECTION & MAINTENANCE PLAN • Vacuum all pavement areas at least twice per year, or more as necessary. Vacuuming should occur at a minimum during spring cleanup following the last snow event and during fall cleanup before the first snow fall event. • Particular care shall be taken at the porous pavement sections. Litter/Trash Removal ■ Routinely inspect dumpster location for spillage and clean as necessary ■ Routinely patrol site for litter pick up D,e-icing Agents I ■ Use sand as primary agent for parking lot safety during ice and snow conditions NOTE: limit the use of sand to the standard pavement areas "only" as much as practicable. • Minimize the use of salt (sodium chloride) during the winter. • Use salt only for ice management. ■ Use deicing or anti-caking agents, added to enhance performance and application characteristics of sand mixtures, only as necessary and at minimum application rates Roof Drain System w The roof drain directs roof runoff to the infiltration basin at the rear of the building (Berry Street side). Inspect the leaching basin a minimum of twice a year and remove detritus and floatable products. Infiltration Basin • Inspect basin once every year (spring is recommended) and remove accumulated sediment and trash ■ Inspection of infiltration components at least twice annually, and following any rainfall event exceeding 2.5 inches in a 24 hour period, with maintenance or rehabilitation conducted as warranted by such inspection ■ If an infiltration system does not drain within 72-hours following a rainfall event, then a qualified professional should assess the condition of the facility to determine measures required to restore infiltration function, including but not limited to removal of accumulated sediments or reconstruction of the infiltration basin. Annual Report ■ Prepare an annual Inspection & Maintenance Report at the end of each year. The report should include a summary of the system's maintenance requirements and repairs; and copies of the Inspection & Maintenance Log Sheets. This Annual Report should be kept on site and be submitted to the North Andover Engineering Department upon request. Inspection & Maintenance Checklist/Lo 5 Revised 2/8/16 STORMWATER MANAGEMENT SYSTEM INSPECTION & MAINTENANCE PLAN The following pages contain an Inspection & Maintenance Checklist and a blank copy of the Stormwater Management System's Inspection & Maintenance Log. These forms are provided to assist C&C Auto Corp. with the inspection and maintenance of the aforementioned Stormwater Management System. 6 Revised 2/8/16 Stormwater Management System Inspection/Maintenance Checklist , Mzn[m�m lns ecfion p t , z 't r > SMP1 s#em Com oi�ent ` t I"re uen. Mrn�rrr m,Itns i R act or fe xrelraenits Ma�nfenarroe�Cleanor�t Th>resold RE .L z NIA NIA Pavement Sweeping twice (2)times per year April/November (minimum) Porous Pavement On going and during monitor for standing water if draining poorly pressure rainfall events wash and vacuum Pavement condition Routinely evidence of deterioration repair as needed Salt/Deicing periodic during winter months visual inspection Remove any piles of salt Debris Cleanup Routine] visual inspection Clean as required Adjacent vegetated areas Routinely visual inspection for erosion run-on to resestablish turf as needed porous..pavement Litter/Trash Removal Routinely Inspect dumpsters, perimeter of parking areas Clean as required fors ilia e. Infiltration Basin Stone placement One time per year Inspect for stone displacement, clogging, etc Repair as needed Vegetation One time per year Inspect for vegetation Remove any vegetation Roof drains Routinely Check for plugging Clean as required 6"drain fine Routinely Check for plugging Clean as required Annual Report, including all Annual Report One time per year Inspection& Maintenance Logs Yearly before snowfall each Autumn Stormwater Management System Inspection & Maintenance_Log i t t R \_ C )3't � z t i 3_ a �. C eanNn !• r � � s L�St;lte�ns!Comments y t> Pavement Porous Pavement Infiltration Basin Litter 17rash Removal Roof drain 6"Drain line Annual Report onid I WHI 11 9 N Z R m Ao A N / \, / I / 7' Q oy i a� �r o 0 RRrNC J a / -p-2 68 SNQ�fy�Y ma / z # c� rn / m / STQRMN'ATER MAINTBNANCB PLAN enm a-ria sru-r. TURNPIKE AUTOMOTIVE ST RBT C C AUTO TAVERNCORPORATION pm.N att SPD -"q1 NR6frddlUAv,rue 1812 TURNPl1�'STREET X8B RALBICH TAVERN LANE �epRasco arse .,,.p:otso�riae.ral FATSolY R NORTH ANDOVS$ YA 0(8!6 NORTH ANDOVB$ AM p18�6 FRA[Gp NkIS% XaFBM auipNa�Na "� fuGsri m No. FrrscwAmt ova eaa.>do..Nse, NtN G6.1.>/.+.spie i