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NOI Addendum_243 Great Pond Road - - 243 GREAT POND ROAD
LEC November 25, 2025 Hand Delivery and Electronic Delivery North Andover Conservation Department Town Hall 120 Main Street North Andover,MA 01845 Re: Notice of Intent Application Addendum [LEC File#:Pen\25-235.04] 243 Great Pond Road Assessor's Parcel ID: 037.C-0054-000.0 North Andover, Massachusetts Dear Members of the Conservation Commission: On behalf of the Applicant and Property Owner, Stephen Boyko, LEC Environmental Consultants, Inc., (LEC)has prepared this Notice of Intent(NOI) Addendum in support of a NOI Application filed with the North Andover Conservation Commission(Commission) on October 8, 2025 to remove a sports court, construct a greenhouse and associated site appurtenances, and install a perimeter fence at 243 Great Pond Road in North Andover, Massachusetts. Portions of the proposed activities are located within Riverfront Area and the 100-foot Buffer Zone to Bordering Vegetated Wetlands (BVW)jurisdictional under the Massachusetts Wetlands Protection Act(M.G.L. c. 131, s. 40,the Act), its implementing Regulations (310 CMR 10.00,the Act Regulations), and the North Andover Wetlands Protection Bylaw(Chapter 190, the Bylaw), and its implementing North Andover Wetland Protection Regulations (the Bylaw Regulations). The project results in a slight decrease in impervious surface and the Applicant proposes to implement erosion controls during construction to minimize the potential for impacts to the resource areas. Since the NOI filing,the Applicant has submitted a Watershed Special Permit Application with the North Andover Planning Board. This NOI Addendum provides additional information requested by Conservation Agent Amy Maxner, including: 0 Copy of the Watershed Special Permit Application Form and Response to Engineering Comments Letter dated November 211,2025 and prepared by Patriot Engineering (Appendix A); • 25 & 50-Foot No Disturbance Zone and 50-Foot&75-Foot No Build Waiver Request Worksheet (Appendix B) for the proposed backyard fence enclosure; • Revised Abutter Notification Documents for the December 10, 2025 Public Hearing(Appendix C); • Revised NACC Wetlands Filing Fee Calculation Worksheet(Appendix D); l 1,C I11::Aualilrwru°oratointal a:,aans uRuaint s fiiic, wwwww.11a um 6u° a°ui n i�ro1� 1.w it u C? I'losinik load 380 Il ow o[l stiam,!t 100 (31,owar 8111reet I'.0 I4+bot 'uh",M tzkfO V"aiiaMCkAvomka ruIGio l S u I t o 101 9`iwtu.310 I•CgE'ar gc� , P',ll...9 th t46, u11.ill:3 flfyrF'uoulli MA 02360 191 ak,(,,fi ".lat, N,IA 9111880 Wa:rEceste� , MA 0I160 `„ P .mdmarco, IFU 02914 "a¢b1,t.746 C�9'1,'9'1 181.t145:x'Sw:DO w47tt.dl`n2 11077 6013 kF99 Cyf,gQ ffll.flkk£'.x11109 I°1II:WII aullplH,MA WAKE FIE 0,MA t"&PQ'VII'ICI:SHE11l'1, IMA Ia11111a111)t�w11'Y,,N11i I%ASS II'':114ROVII11')ltl14CIE,M �LEC • Riverfront Area Performance Standards for the portion of work proposed in the lawn(included below); • Proposed Plot Plan dated November 21, 2025 and prepared by Patriot Engineering depicting the entire property,proposed greenhouse, and zoning setbacks (Appendix E); • Site Plans dated October 29, 2025,revised November 21, 2025, and prepared by Patriot Engineering(Appendix F); and • Stormwater Analysis & Calculations dated October 29,2025, revised November 21,2025 and prepared by Patriot Engineering (Attached). A check payable to the Town of North Andover in the amount of One Hundred, Sixty-Five Dollars ($165.00)has been delivered to the Conservation office by the Applicant. This additional Bylaw fee covers the proposed fence. Riverfront Area Compliance While Section 6.1 of the NOI Application describes the project's compliance with the Riverfront Area performance standards enumerated at 310 CMR 10.58 (5)for Redevelopment,Ms. Maxner noted that a portion of the proposed project occurs within lawn adjacent to the sports court and dwelling, and that this lawn area does not qualify as `Degraded.' Accordingly, LEC describes below the project's compliance with the Riverfront Area performance standards at 310 CMR 10.58 (4). The performance standards outlined in 310 CMR 10.58 (4)include: (a) Protection of Other Resource Areas: No work is proposed within any other Resource Area. (b) Protection ol'Rare Species: The site is not within Rare Species Habitat. (e) Practicable and Substantially Equivalent Economic Alternatives: An Alternatives Analysis is provided below; and (d) No Significant Adverse Impact: A discussion of Significant Adverse Impacts is provided below. Alternatives Analysis The purpose of this project is to construct a residential-scale greenhouse in the backyard of a single- family dwelling on a residential property. Virtually the entire property is contained within Riverfront Area,with the exception of a portion west of the dwelling—most of which occurs within the side-yard building setback. Accordingly,there is no location on the site to locate the greenhouse outside of the Riverfront Area. As proposed,the greenhouse footprint is located>100 feet from the perennial stream, and situated adjacent to the existing dwelling and garage. The proposed greenhouse location was selected based on the presence of a sports court behind the garage. The proposed greenhouse location takes advantage of this existing `Degraded' sports court and redevelops the land with a reduction of impervious surface. There is no other location on the property Page 2 of 4 PILYM LMI, MA WAMII 011`,L ,MA WOFICO'S I E14 ,MA FUNV)GEI ,114111 SASS PROVGP°;IENCE, FU �LEC that measures farther from the perennial stream and makes logistical sense for placement of a greenhouse on the site. No Significant Adverse Impact 310 CMR 10.58 (4) (d) states: The work, including proposed mitigating measures, must have no sign ficant adverse impact on the riverfront area to protect the interests identified in M.G.L. c. 131, s. 40... 310 CMR 10.58 (4) (d) 1. states: Within 200 foot Riverfront Areas, the issuing authority may allow the alteration of up to 5000 square feet or 10%of the riverfront area within the lot, whichever is greater, on a lot recorded on or before October 6, 1997 or lots recorded after October 6, 1997 subject to the restrictions of 310 CMR 10.58 (4) (c) 2.b.vi., or up to 10%of the rivesfront area within a lot recorded after October 6, 1997,provided that: (a) At a minimum, a 100 foot wide area of undisturbed vegetation is provided...If there is not a 100- foot wide area of undisturbed vegetation within the riverfront area, existing vegetative cover shall be preserved or extended to the maximum extent feasible to approximate a 100 foot wide corridor of natural vegetation... As described above,the project results in a reduction of`Degraded' Riverfront Area on the property, and occurs on a lot created prior to October 6, 1997. While much of the existing site development occurs within the 0 to 100-foot Riverfront Area, the proposed greenhouse measures >100 feet from the perennial stream. (b) Stormwater is managed according to the standards established by the Department in its Stormwater Policy. While MassDEP does not require stormwater management for single-family dwellings or accessory uses thereto,the Applicant proposes Stormwater management in accordance with North Andover standards. (c) Proposed work does not impair the capacity of the riverfront area to provide important wildlife habitat functions... All proposed work is located within existing `Degraded' Riverfront Area or developed lawn. Important wildlife habitat functions will not be impaired by the proposed greenhouse. (d) Proposed work shall not impair groundwater or surface water quality by incorporating erosion and sedimentation controls and other measures to attenuate nonpoint source pollution. Erosion controls will be installed along the Limit-of-Work line, and Stormwater management in accordance with North Andover standards is proposed to collect and retain Stormwater runoff from the greenhouse. The project provides groundwater and surface water quality by providing Stormwater management where none exists today. Page 3 of 4 PILYM LMI, MA WAMII OII`,L ,MA WOFI E'S I E11 ,MA RVO C)GlC,114111 SASS PROVGP°;IENCE, FU �LEC Thank you for your consideration of this NO]Addendum. We look forward to meeting with you at the December 10, 2025 Public Hearing. Should you have any questions or require additional information, please do not hesitate to contact me in our Wakefield office at 781-245-2500 or via email at rkirby(OIecenvironmental.com. Sincerely, LEC Environmental Consultants, Inc. Richard A. Kirby Senior Wetland Scientist cc: DEP,Northeast Region Stephen Boyko John McGeough Patriot Engineering LLC rak:projects\25-235MBNOI Addendum.doc Page 4 of 4 PILYM LMI, MA WAMII OII`,LD,MA W0F1 CES I E11 ,OSV FUM)Gl� `,II4111 SASS PV'IOVGP°;IENCE, FU Appendix A Watershed Special Permit Application Form Response to Engineering Comments Letter dated November 21, 2025 prepared by Patriot Engineering PLANNING DEPARTMENT Community&Economic Development Division ei�ii Permit-Watershed Permit�Appfii�catfion��� Please type or print clearly. 1. Petitioner:—._._,.,.-.—._. TE VE�BOYKO....... . Petitioner's Address: 243 GREAT POND ROAD Telephone number&email stevebo ko„ corpcag1,net 2.Owners of the Land: STEPHEN AND JUDITH BOYKO Address: 243 GREAT POND ROAD _._ ..._ .............................w w..�.. _ _.... ............._w " ........... Number o f years of ownership;_a......._ 2 .. .._ .. ...... ...... 3.Year lot was created: 4. Is the lot currently on septic or sewer? SEWER If on sewer,please provide date the sewer connectio n was completed:_.... ... ... _ _. ....... ....... _ �. 5. Description of Proposed Project: , . .... �.. REV�����..� .....E IMPERVIOUS SPORTS COURT AND........... _ �.... OV RTSW COIJ CONSTRUCT .,GREENHQUSE 6. Description of Premises: 7.Address of Property Being Affected: 243 GREAT POND ROAD Zoning District:.µ, w._RESIDENCE 1.w... —www Assessors Map d37 C_ . ._... _ ..._www� ��� .......Lot#:.w..... 0054�..... Registry of Deeds: Book#: Page#: 180 ,w 8. Existing Lot: Lot Area(Sq. Ft): 77 53... „w Building Height:.µ_ Street Frontage:490 _...... ....... 2 .. Side Setbacks: 07 Front Setback: 42 Rear Setback: Floor Area Ratio: . . Lot Coverage: _ - - 9. Proposed Lot(if applicable): Lot Area(Sq. Ft) Building Height: . _. ...........�.�.�.�.�_ Street Frontage:.,, Side Setbacks:.. .................... ................__...�.�,.�.._...........�..................Pae 1 of 2 .......... ._..w_.....w 120 Main Street, Planning Dept., North Andover,Massachusetis 01845 MµMw w w w__ _.................. Prone 978,688,9535 Fax 978.688,9542 Web nocthandoverma, ov Front Setback: Rear Setback: � Floor Area Ratio: Lot � 10.Required Lot(as required by Zoning Bylaw): � Lot Area(Sq. P8: d/ 120 Building Height: 35 St reet Frontage: Side Setbacks: 3.0 FrnntSetbmck: Rear Setback:. Floor Area Ratio: Lot 11.Existing Building(if Ground Floor(Sq.FL): #pfFloors: Total Sq. FL: Height Use: Type nfConstruction: COLONIAL 12.Proposed Building: Ground Floor(Sq. Ft] #ofFloors: Total Sn. FL Height Use: Type of Construction: 13. Has there been a previous application for m Special Permit from the Planning Board onthese promises? If so,when and for what type of construction?_____ 14.Section of Zoning Bylaw that Permit|oBeing Requested 195-40 PART 15.Petitioner and Landowner w|gnmtumw(s): Every application fora Special Permit shall be made on this fonn, which is the official form of the Planning 8nan1. Every application ohoU be filed with the Town Clerk's office. It ohoU be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this moponoiUi|ity. The petitioner shall be responsible for all expenses for filing and legal notification, Failure to comply with application requirements, as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning Board of this application aoincomplete. Petitioner's Signature: Print or Owner's Signature: Print O[type name here: 16.Please list title of plans and documents you will be attaching to this application. SITE PLAN FOR GREENHOUSE AT 243 GREAT P[]yJ[) ROAD PLANNING DEPARTMENT Building conservation Health planning Stevens Estate Zoning Certification of Payment of Municipal Taxes, Fees, Assessments, Betterments and Other Municipal Charges The Town of North Andover General Bylaw Chapter 129-1, provides that any application for a permit or license may be denied, suspended or revoked if the holder thereof has failed or refused to pay any taxes, fees, assessments, betterments or other municipal charges. By signing this application, the applicant represents that he or she has paid all such taxes and fees. I -,5--ltmlyw If I ° , certify under the penalties of perjury that to the best,of y knowled a and belief, I have not neglected or refused to pay any municipal taxes, fees, assessments, betterments or any other municipal charge including amounts assessed under the provisions of section twenty-one D, or am not applying for a license or permit with respect to any activity, event or other matter which is the subject of such license or permit and which activity, event or matter is carried out or exercised or is to be carried out or exercised on or about real estate whose owner has neglected or refused to pay any local taxes, fees, assessments, betterments or any other municipal charge. Signed under oath: ` ' Name Address Does the Property Owner own any additional property in North Andover(Yes Eo) (Y/N). If yes, please list the property address of any additional property. Property Address, North Andover Tax Collector Signature Name Date PATRIOT E n gin le le rin g PO BOX 362 Lexington,MA 02420 Date: November 21, 2025 Ms.Jean Enright, Planning Director Planning Department Town of North Andover 120 Main Street North Andover, Massachusetts 01845 Patriot Engineering offer the following response to the Initial Stormwater Peer Review 243 Great Pond Road North Andover, Massachusetts prepared by HORSLEY WITTEN GROUP, INC 1. The Applicant has included erosion controls including proposed construction fencing and a 12- inch filtermitt on the Construction Management Plan and has shown where the stockpiles will be located during construction. • Noted 2. The Applicant has proposed a temporary construction entrance around the south side of the house. HW recommends that the Applicant consider construction matting or other measures to minimize the tracking of sediment onto the driveway and offsite per§250-25.E.(13) of the North Andover Code. • A tracking pad detail ahs been added to the plans 3. It appears that the earthwork proposed will be contained to the area of the existing basketball court and the construction of the proposed greenhouse. HW recommends that the Applicant confirm that the area surrounded by the proposed post & rail fence will not be altered. • A note has been added to the plan to define the area of earthwork for the project 4. The Stormwater Analysis and Calculations report does not include an existing drainage area figure.The Applicant has provided an existing conditions catchment area 2S with a total area of 24,908 sf.The paved area includes 4,340 sf. HW could not confirm the limits of the catchment area and could not determine if any of the existing house was included as part of the paved parking area. HW recommends that the Applicant provides an existing catchment area figure to confirm the values listed in the HydroCAD model for catchment area 2S. • A catchment map has been provided and the HydroCAD model has been updated to match 5. The Applicant has not included a proposed catchment area figure. It has listed proposed catchment area 5S as having 24,908 sf.The paved parking area includes 3,691 sf.The Applicant has also included proposed catchment area 3S with a proposed DRIVE area of 890 sf. HW assumes that catchment area 3S is associated with the proposed greenhouse and agrees that the area modeled is reasonable. However, HW believes that the catchment area modeled as 3S should be subtracted from the catchment area modeled as 5S. HW recommends that the Applicant provides a proposed catchment area figure to confirm the values listed in the HydroCAD model for catchment area 3S and 5S. • A catchment map has been provided and the HydroCAD model has been updated to match 6. HW recommends that the Applicant clarify the total impervious area to be removed and the total proposed impervious area to be constructed. We could not confirm the values provided on Sheet C-3. • The chart on the plans has been updated to clarify the areas used 7. The Applicant has modeled the existing and proposed soil conditions as hydrologic soil group (HSG) A. In accordance with the Natural Resources Conservation Service (NRCS)the soils are HSG B or B/D. HW recommends that the Applicant revise the HydroCAD model accordingly. • The HydroCAD model has been updated to use HSG B 8. The Applicant has included an exfiltration rate of 1.02 inches per hour (iph) in the HydroCAD model for the Stone Trench. HW recommends that the Applicant provide soil testing or other documentation to confirm the exfiltration rate used. • Soil testing was performed to determine a parent soil material of Loamy Sand and the exfiltration rate within the HydroCAD model was adjusted accordingly 9. The HydroCAD model for the Stone Trench includes a 20 foot long by 1.0-foot-wide broad crested weir at elevation 155.95. HW recommends that the Applicant clarify where this is proposed on the site plans. HW notes that the plans include a proposed 156 contour grade line around the Greenhouse, HW further notes that during a 100-year storm event the stone trench will overtop the proposed weir. • The grading has been revised to accommodate for the overflow 10. HW recommends that the Applicant clarify if any existing trees will be removed as part of the proposed project. • No existing trees will be removed 11. HW notes that the Erosion and Sedimentation Control Measures narrative lists the Town of Lexington. HW recommends that the Applicant revise this to read North Andover. • The reference to Lexington has been removed 12. HW notes that the Applicant mentions a subsurface infiltration system in the narrative numerous times. It is HW's understanding that the proposed stormwater practice is a drip edge stone trench to manage the roof runoff from the proposed greenhouse. HW recommends that the Applicant modify the narrative to avoid confusion or provide the design information for the subsurface system. • The reference to a subsurface infiltration system has been removed Thank you, PATRIOT ENGINEERING LLC Michael J Novak, P.E. Appendix B 25 & 50-Foot No Disturbance Zone and 50-Foot&75-Foot No Build Waiver Request Worksheet 25 & 50-Foot No Disturbance Zone and 50-Foot & 75-Foot No Build Waiver Request Worksheet This worksheet must be filled out and submitted with the application when work is proposed within the 25- Foot and/or 50-Foot No Disturbance Zone(NDZ) and/or 50-Foot and/or 75-foot No Build Zone(NBZ) Proiect Address: 243 Great Pond Road,North Andover,MA Date: November 25,2025 DEP File#: To be issued What resource area is associated with the NDZ and/or NBZ? BVW and Bank to a perennial stream What other resource areas are located on the site? Riverfront Area Describe the existing conditions of the wetland, 100' Buffer Zone,NDZ and/or NBZ: The BVW is a wet meadow along the western property boundary. The perennial stream occurs along the northern property boundary at the base of a moderately steep slope. The adjacent 25-foot Buffer Zone along the wet meadow is vegetated by upland meadow, and the adjacent 50-foot Buffer Zone extending from the stream is vegetated by forested uplands. The remaining portions of the Buffer Zone and Riverfront Area contain lawn grass. Describe the scope of work and types of activities and impacts proposed within the NDZ and/or NBZ: Portions of a 4-foot high post and rail fence with wire mesh(4-inch openings) is proposed along the 25-foot Buffer Zone boundary. The intent of the fence is to provide an enclosure for the backyard for the Applicant's dog. The size of the fence and 4-inch openings of the wire mesh will allow for passage of most wildlife. Describe the alternatives that were analvzed and considered that would remove work from the NDZ and/or NBZ and why such alternatives were not proposed: A taller fence and/or one with a smaller wire mesh were considered, but were not selected to allow for wildlife passage. Moving the fence within the interior of the proposed location would exclude usable portions of the lawn from the backyard enclosure. Describe how the scope of work and impacts have been minimized within the NDZ and/or NBZ and how the proiect will have no adverse impacts on this zone or the resource: The proposed fence does not alter a significant footprint of the Buffer Zone, with roughly fourteen (14) 4" x 4" posts, resulting in less than two (2) square feet of permanent land alteration. Any temporary disturbance associated with fence post installation will be restored to lawn. Describe what mitigation is proposed to improve existing conditions and function of the NDZ and/or NBZ and Buffer Zone; please provide square footage of mitigation and ratio of impact to mitigation: No mitigation is proposed for the fence installation and associated limited (less than 2 square feet) of permanent alteration of the lawn. The fence will provide a physical barrier separating the lawn from the adjacent vegetated Buffer Zone in addition to the No Disturbance posts and signage already in place. Appendix C Revised Abutter Notification Documents for the December 10, 2025 Public Hearing AFFIDAVIT OF SERVICE Under the Massachusetts Wetlands Protection Act (M.G.L. c. 131, s. 40) and its implementing Regulations (310 CMR 10.00) and the North Andover Wetlands Protection Bylaw (Chapter 190) and its implementing Bylaw Regulations I, Sharon A. Sullivan, on behalf of Stephen Boyko, hereby certify under the pains and penalties of perjury that on November 25, 2025, I gave notification to abutters in compliance with the Massachusetts Wetlands Protection Act(M.G.L. c. 131, s. 40), its implementing Regulations (310 CMR 10.00), and the North Andover Wetlands Protection Bylaw (Chapter 190) in connection with the following matter: A Notice of Intent filed under the Massachusetts Wetlands Protection Act and the North Andover Wetlands Protection Bylaw by LEC Environmental Consultants, Inc., on behalf of the Applicant, Stephen Boyko, with the Town of North Andover Conservation Commission on November 25, 2025 for property located at 243 Great Pond Road(Assessor's Parcel ID: 037.C-0054-000.0) in North Andover, Massachusetts. The form of notification, and a list of the abutters to whom it was given and their addresses, are attached to this Affidavit of Service. % ,.. 11/25/2025 Sharon A. Sullivan Date Permitting Technician LEOW E T L --A -N -D- -S W I L --D L I-- F E --W -A -T E- R-- W- A Y SV November 25, 2025 Certificate of Mailing «Name» Name2» Address)) City»,«State» «Zip» Re: Notice of Intent Application [LEC Fite#: PEn\25-235.04] 243 Great Pond Road Assessor's Parcel ID: 037.C-0054-000.0 North Andover, Massachusetts Dear Abutter: On behalf of the Applicant, Stephen Boyko,LEC Environmental Consultants, Inc., (LEC)has filed a Notice of Intent(NOI)Application with the North Andover Conservation Commission to remove a sports court, construct a greenhouse and associated site appurtenances, and install a perimeter fence at 243 Great Pond Road. Portions of the proposed activities are located within Riverfront Area and the 100-foot Buffer Zone to Bordering Vegetated Wetlands (BVW)jurisdictional under the Massachusetts Wetlands Protection Act(M.G.L. c. 131, s. 40,the Act),its implementing Regulations (310 CMR 10.00,the Act Regulations), and the North Andover Wetlands Protection Bylaw(Chapter 190, the Bylaw), and its implementing North Andover Wetland Protection Regulations (the Bylaw Regulations). The project results in a 558+ square-foot decrease in impervious surface and the Applicant proposes to implement erosion controls during construction to minimize the potential for impacts to the resource areas. The NOI Application and accompanying site plans are available for review by the public by contacting the North Andover Conservation Commission. Further information regarding this application will be published at least five(5) days in advance in the Lawrence Eagle Tribune. Notice of the Public Hearing will also be posted at the North Andover Town Hall at least 48 hours in advance. A Public Hearing will be held on December 10, 2025 at 7:00 p.m.,in the Board of Selectmen Meeting Room located in Town Hall, 120 Main Street, in accordance with the provisions of the Act, its implementing Regulations, and the Bylaw and Bylaw Regulations. Please check the Town's website and the Board/Committee's page for any updated information on the meeting. Please do not hesitate to review the materials and/or attend the public hearing should you have questions or concerns about the proposed project. Sincerely, LEC Environmental Consultants, Inc. Richard A. Kirby Senior Wetland Scientist LEC Environmental Consultants,line. www.leceinviroinirnental.com 12 IResnik.Road 380 Lowell Street 100 Grove Street P.O.Box 590 650 Warren Avenue Suite 1 Suite 101 Suite 310 Rindge,NH 03461 Suite 3 P�ytnouth, MA 02360 Wakefield,MA 01880 Worcester,MA 01605 East(Providence, RI 02914 506.746.9491 781.245.2500 508153.3077 603.899.6726 401.685.3109 PLYMOUTH,MA WAIKEIFIELD,MA. WORCESTER,MA. RiNCC'E„NH EAST PROVIDENCE,Ri NOTIFICATION TO ABUTTERS Under the Massachusetts Wetlands Protection Act The North Andover Wetlands Protection Bylaw In accordance with the Massachusetts General Laws, Chapter 131, Section 40, as amended, and the North Andover Wetlands Protection Bylaw, (Chapter 178),you are hereby notified of the following: The name of the applicant is Stephen Boyko The applicant has filed a Notice of Intent with the North Andover (application) Conservation Commission(NACC) for the purposes of removing a sports court,constructing (project description) a greenhouse and associated site appurtenances,and installing a perimeter fence at 243 Great Pond Road (site address) The North Andover Conservation Commission will hold a public hearing on WEDNESDAY, December 10,2025 at 7:00 P.M. in the Board of Selectmen Meeting (date) Room, Town Hall, 120 Main Street,North Andover,MA Copies of the Notice of Intent may be examined or obtained for a fee from: (application) (check all boxes that apply): ❑ Applicant at V Representative at (781)245-2500(LEC Environmental Consultants,Inc). ® Conservation Department, 120 Main Street,North Andover,MA 01845,Monday through Thursday 8:00 a.m. to 4:30 p.m., Tuesday 8:00am to 6:00pm and Friday 8:00 am to 12:00pm. Please call the Conservation Department at 978.688.9530 beforehand to verify arrangements. Copies may be available for a fee. Further information regarding the hearing, or the Wetlands Protection Act,may be obtained from the Conservation Department at 978.688.9530. NOTE: Notice of the public hearing,including its date,time, and place will be published in the Lawrence Eagle-Tribune at least five (5)business days in prior to the public hearing date. NOTE: Notice of the public hearing,including its date,time, and place will be posted in the Town Hall, 120 Main Street,North Andover,MA 01845 at least 48 hours prior to the public hearing date. NOTE: You may also contact the Conservation Department or the Northeast Regional Department of Environmental Protection Office for more information about this application or the MA Wetlands Protection Act. To contact the Northeast Regional Department of Environmental Protection Office, call 978.694.3200. Abutter to Abutter O Building Dept. ( ) Conservation ( ) Zoning ( ) TOWN OF NORTH ANDOVER ABUTTER LIST REQUIREMENT. MGL 40A,Section 11 states in part"Parties in interest as used in this chapter shall mean the petitioner, abutters,owners of land directly opposite on any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the pettitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." SUBJECT LOCATION OWNER ADDRESS CITY STATE ZIP 037.C-0054-0000.0 243 GREAT POND ROAD STEPHEN BOYKO 243 GREAT POND ROAD NORTH ANDOVER MA 01845 PARCEL ID LOCATION OWNER ADDRESS CITY STATE ZIP 037.A-0006-0000.0 254 GREAT POND ROAD FRIEL,THOMAS 254 GREAT POND ROAD NORTH ANDOVER MA 01845 037.A-0014-0000.0 55 MARBLERIDGE ROAD KELLY JOANNA L. 55 MARBLERIDGE ROAD NORTH ANDOVER MA 01845 037.A-0054-0000.0 27 MARBLERIDGE ROAD WILBUR RALPH 130 SHEPARD STREET LAWRENCE MA 01830 037.C-0010-0000.0 112 FOXHILL ROAD ONEIL,DANIEL,R. 112 FOXHILL ROAD NORTH ANDOVER MA 01845 037.C-0011-0000.0 11 MARBLERIDGE ROAD MARBLE RIDGE LLC 11 MARBLERIDGE ROAD NORTH ANDOVER MA 01845 037.C-0012-0000.0 41 MARBLERIDGE ROAD LANNAN,STEPHEN,P.JR. 41 MARBLERIDGE ROAD NORTH ANDOVER MA 01845 037.C-0014-0000.0 195 GREAT POND ROAD STRECKER,FLORENCE M. 195 GREAT POND ROAD NORTH ANDOVER MA 01845 037.C-0015-0000.0 185 GREAT POND ROAD WOOLFOLK,TAMMY 185 GREAT'POND ROAD NORTH ANDOVER MA 01845 037.C-0016-0000.0 175 GREAT POND ROAD DOWGIALLO,WALTER T. 175 GREAT POND ROAD NORTH ANDOVER MA 01845 037.C-0024-0000.0 202 GREAT POND ROAD DELLA CROCE,CHARLES R 202 GREAT POND ROAD NORTH ANDOVER MA 01845 037.C-0051-0000.0 71 MARBLERIDGE ROAD COLLAMORE,RYAN 71 MARBLERIDGE ROAD NORTH ANDOVER MA 01845 037.C-0053-0000.0 235 GREAT POND ROAD TYLER MATTHEW AUSTIN 235 GREAT POND ROAD NORTH ANDOVER MA 01845 037.C-0055-0000.0 245 GREAT POND ROAD SANTOS JULIAN A. 245 GREAT POND ROAD NORTH ANDOVER MA 01845 037.C-0056-0000.0 GREAT POND ROAD LELAND II,ELBRIDGE C. PO BOX 745 NORTH ANDOVER MA 01845 LAKE COCHICHEWICK COMMONWEALTH OF MA 100 CAMBRIDGE STREET BOSTON MA 02114 TW Iftei th'04t t R risk Ce Of records Of the n C Y1ed bY: Appendix D Revised NACC Wetlands Filing Fee Calculation Worksheet NACC WETLANDS FILING FEE CALCULATION WORKSHEET CATEGORY 1: $110 per Activity (NOI/RDA) #of Activities Total$ a. Work on single family lot; addition, pool, patio, shed, landscaping,etc. 2 $220.00 b. Site work without a house c. Control of nuisance vegetation on single family house lot d. Resource area improvement, other than control of nuisance vegetation e.Work on septic system separate from house f. Monitoring well activities minus roadway g. New agricultural or aquacultural projects TOTAL CATEGORY 1 . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . $220.00 Add 50 percent if in a Riverfront Area in addition to another Resource Area/Buffer Zone x.5 . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . $1 10.00 CATEGORY 2: $500 per Activity (NOI/RDA) #of Activities Total$ a. Construction of single family house(SFH) b. Parking lot c. Beach nourishment(placement of sand) d. Electric generating facility activities e. Inland limited projects minus road crossings&agriculture f. Each crossing for driveway to single family house g. Each point source (storm drain)discharge h. Control nuisance vegetation other than for single family house lot i. Water level variation j.Any other activity not in Category 1, 3,4, 5, 6 or 7 k. Water supply exploration TOTAL CATEGORY 2 . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . $ Add 50 percent if in a Riverfront Area in addition to another Resource Area/Buffer Zone x.5 . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . $ CATEGORY 3: $800 per Activity(NOI/RDA) #of Activities Total$ a. Site preparation (for development)where actual construction is not proposed b. Each building (for development) including site preparation c. Road construction not a limited project crossing or driveway d. Hazardous waste cleanup e.Water supply development TOTAL CATEGORY 3 . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . $ Add 50 percent if in a Riverfront Area in addition to another Resource Area/Buffer Zone x.5 . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . $ Page 1 of 2 NACC WETLANDS FILING FEE CALCULATION WORKSHEET(continued) CATEGORY 4: $1,000 Activity(NOI/RDA) #of Activities Total$ a. Each limited project roadway crossing for development or commercial road b. Flood Control Structure (da,sluiceway,tidegate)work c. Landfills operation/closures d. Sand &gravel operations e. Railroad line construction f. Bridge (except for single family house lot) g. Hazardous waste alterations to resource area h. Dredging i. Package treatment plant&discharge j. Airport tree clearing k. Oil and hazardous material release response actions I.Activities associated with assessment, or response to release of oil TOTAL CATEGORY 4 . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . $ Add 50 percent if in a Riverfront Area in addition to another Resource Area/Buffer Zone x.5 . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . $ #of Feet CATEGORY 5: $4 per Linear Foot-Min of$100, No Max(NOI/RDA) a. Work on docks, piers, revetments, dikes, etc. (coastal or inland) TOTAL CATEGORY 5 . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . $ Add 50 percent if in a Riverfront Area in addition to another Resource Area/Buffer Zone x.5 . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . $ #of Feet CATEGORY 6: $1 per Linear Foot-Minimum of$100, No Max a. Boundary delineations for Bordering Vegetated Wetlands TOTAL CATEGORY 6 . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . $ Add 50 percent if in a Riverfront Area in addition to another Resource Area/Buffer Zone x.5 . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . $ #of Feet Bylaw wetland delineation review under NOI $1 per Linear Foot(First 100 ft included in Category 1-5,Not 6) 452 If TOTAL .. . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . .. . . . .. . . . . .. . . .. $352.00 AFTER-THE-FACT FILING FEE x3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $ TOTAL FILING FEE Sum of Totals in Categories 1-7 .. . . . . . . . . . . . . . . . . . . . . . . . $682.00 Late Filing Penalty(applies to all filings demed as after-the-fact) 3x the normal fee per the above schedule Small Project $ 25.00 Modification/Amendment Request (x2 if after-the-fact) $ 200.00 Partial Certificate of Comapliance Request $ 200.00 Certificate of Compliance $ 200.00 Extension Permit Request $ 200.00 Removal of an Enforcement Order(if NOI is not required and fines have not been issued) $ 100.00 Additional Inspectional Services $ 100.00 Page 2 of 2 Appendix E Proposed Plot Plan dated November 21, 2025 prepared by Patriot Engineering GPI11, �xEA T oxoAo EEAaEOEo Lu a - 2 -n• - >2 s _ va PATRP.ORBO%1362RING LE%INGTON.MA SITE LOCATION MAP N I1I MUTT—ALE) LEGEND PROPOSED ` STRUCTURE a I i NOTES: Lu �2 STE o A 'Al Q O Z W �� �� aTOEEOT a o p > _ZDN saEA1-TET oNA—IT W o 0 a. 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THE ��E° °PERn�sPam°aRo�� ASSESSORS MAP 37 LOT 54 GREENHOUSE SITE PLAN PREPARED BY: LOCATED IN NORTH ANDOVER, MA PATRIOT Engineering PO BOX W2 O CTO B E R 291 2025 ' ' T(9BG7°626 433A°"UsETTS02420 pt"t—g— REVISED NOVEMBER 21, 2025 v �z°°°21 GG°G G ' 43'A -C 'Gup G< n_.z k G]J C°G°A,.. L4 C, °42�GCG?`=J C.f iG CJvvG 4 Pat G3'= X °00 \ �., 1 / CC'i-°i UST. / \ SHEET INDEX ]3- C-1 COVER SHEET 3" EX-1 EXISTING CONDITIONS C-2 CONSTRUCTION MANAGEMENT PLAN 3V 03.c 1.s4-°m.o _� .�3;..A-°a3-. 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SHEET C-4 I ill ✓ m � I Y I I \ �a m m I 1 / F as oo m 00000��� mm a ea=a oa=oo m o0000 00 o m ry o �o a n 9 mo = a �_ymm zzr o�map z -�/ mAA a o om o z = V'i /pp /.. mo 47 o A i �• zz mm a To s A i T r r -w a _ F / m I � N n A�q A p 1 Ap I � 1 0 8 ° s ' O O J d ' � O J N� m N 1 n j Utl'.S V, _ I� - ca 2, ,,,,,,,,,,,,,,,,,,,,,,,,,, REVISIONS "'GREAT POND ROAD DRAINAGE AREA MAP onTE ev DescalPnoN n= LDCATEDIN PATRIOT Engineering n-n-2025 0- RESPONSE TO COMMENTS NORTH ANDOVER,MA NORTH ANDOVER,MA aoeoxasz (Jl y (ESSEX COUNTY) III III LEXINGTON,MASSACHUSETTS0242a PREPARED FOR T:(528)726-2654 DRAWN BY:MVC DATE:09-30-2025 wwri.pa4iut�ny cum STEPHEN BOYKO CHECKED BY:MIN PROJECT No:HO-243 Attachment Stormwater Analysis and Calculations dated October 29, 2025,revised November 21, 2025 prepared by Patriot Engineering STORMWATER ANALYSIS AND CACLUATIONS FOR 243 GREAT POND ROAD IN NORTH ANDOVER, MASSACHUSETTS PREPARED BY: PATRIOT Engineering PO BOX 362 Lexington, Massachusetts 02420 MICHAEL J. DATE: October 29, 2025 NOVA " CIVIL " Revised November 21 , 2025 No. 50696 E A PATRIOT PO BOX 362 Lexington, MA 02420 VIA: Hand Delivery October 29,2025 Revised November 21, 2025 Ms.Jean Enright Director of Planning-North Andover 120 Main Street North Andover,01845 Re: 243 Great Pond Road North Andover, Massachusetts Dear Members of the Planning Board: Patriot Engineering LLC (Patriot) is pleased to submit this letter with accompanying documentation in support of the Watershed Special Permit application for the project located at 243 Great Pond Road.The proposed site improvements will involve the removal of an existing sports court area and gravel edge support of a proposed greenhouse structure.This project will not be any significant degradation of the quality or quantity of water in or entering Lake Cochichewick. The proposed greenhouse project will not result in any overcrowding or increase in traffic, is an appropriate use of the existing property and does not cause any hazards from fire or other dangers. This project does not increase the leviable area of the structure therefore overcrowding is not an issue. The existing topography for the subject parcel results in water runoff toward the west portion of the site (toward the delineated wetland); this location has been chosen as the design point for the stormwater analysis.The proposed site improvements will mimic existing drainage patterns.To mitigate any increase in stormwater runoff, the entire roof area of the proposed greenhouse will be captured and directed to proposed stone trench drip edge. The stormwater runoff from the remainder of the disturbed areas will mimic existing conditions. The proposed stone trench drip edge has been sized to capture the stormwater runoff for the 1-year, 2-year, and 10-year design storms and have a small overflow discharge in the 100-yeaar storm. The HydroCAD analysis results summarized below show that with proposed mitigation, the site improvements will not result in an increase in peak rate of stormwater surface runoff for the 1, 2, 10 and 100-year design storm. DP-1/100 Existing (Pre) Proposed (Post) Storm Event Rate(cfs) Volume(cf) Rate(cfs) Volume(cf) 1-Year(2.64 in./hr.) 0.22 935 0.16 767 2-Year(3.2 in./hr.) 0.42 1,521 0.33 1,287 10-Year(4.8 in./hr.) 1.12 3,609 0.98 3,188 100-Year(8.8 in./hr.) 3.28 10,203 3.01 9,426 Accompanying this letter is: • A"Greenhouse Site Plan" dated October 29, 2025, Revised November 21,2025 • "Stormwater Analysis and Calculations for dated October 29, 2025, Revised November 21,2025 • An"Operation & Maintenance Program" dated October 29, 2025, Revised November 21, 2025 PATRIOT PO BOX 362 Lexington, MA 02420 We anticipate this information meets the requirements of the Town of North Andover. Should you have anything further detail, please feel welcome to request via email at mnovak@patriot-eng.com PATRIOT Engineering LLC, �M n PATRIOT E n gil�n e e r in g PO BOX 362 Lexington, MA 02420 Michael J Novak, P.E. SC- 1 EX STING DP- 1 WETLAND Subcat Reach on Link Routing Diagram for 243 GREAT POND ROAD Prepared by Patriot Engineering, Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC 243 GREAT POND ROAD Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Yr 24 Hr Type III 24-hr Default 24.00 1 2.64 2 2 2-Yr 24 Hr Type III 24-hr Default 24.00 1 3.20 2 3 10-Yr 24 Hr Type III 24-hr Default 24.00 1 4.80 2 4 100-Yr 24 Hr Type III 24-hr Default 24.00 1 8.80 2 243 GREAT POND ROAD Type///24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment SC-1: EXISTING Runoff = 0.22 cfs @ 12.11 hrs, Volume= 935 cf, Depth= 0.45" Routed to Reach DP-1 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 1-Yr 24 Hr Rainfall=2.64" Area (sf) CN Description * 4,340 98 Court, Roof,and Patio 229 96 Gravel surface, HSG B 20,339 61 >75%Grass cover,Good, HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph 0.24 Runoff 0.23 0.2z�r5 Type III 24-h r 0.21 018 1-Yr 24 Hr Rainfall=2.64" 0.16 Runoff Area=24,908 sf 0.14 Runoff Volume=935 cf 0.13 i 3 0.12 Runoff Depth=0.45" E: 0.11 Tc=6.0 min 0.09 0.0$ CN=68 0.06 0.05 t 0.04 ji 0.03 0.02 0.01 00,100 0 ,r,i4,.''i /,�i �e�i�e sir', ,r'i' r/i'";r;,>' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD Type///24-hr 1-Yr 24 Hr Rainfal1=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 4 Summary for Reach DP-1: WETLAND Inflow Area = 24,908 sf, 17.42% Impervious, Inflow Depth= 0.45" for 1-Yr 24 Hr event Inflow = 0.22 cfs @ 12.11 hrs, Volume= 935 cf Outflow = 0.22 cfs @ 12.11 hrs, Volume= 935 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph Inflow 0.24 0.22 ors D Outflow 0.22 022ors Inflow Area=24,908 sf 0.21 0. 0.2 0.19 0.17 0.16 0.15 0.14 0.13 0 0.12 a 0.1 0.08 % 0.07 0.06 0.05 rr , 0.03 0.02 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment SC-1: EXISTING Runoff = 0.42 cfs @ 12.10 hrs, Volume= 1,521 cf, Depth= 0.73" Routed to Reach DP-1 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 2-Yr 24 Hr Rainfall=3.20" Area (sf) CN Description * 4,340 98 Court, Roof,and Patio 229 96 Gravel surface, HSG B 20,339 61 >75%Grass cover,Good, HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph 0.46 Runoff 0.44. 0.4z cfs 0044 % Type III 24-hr 0.38% % 2-Yr 24 Hr Rainfall=3.20" 0.36 0.34 0.32 Runoff Area=24,908 sf 0.3 0.28 Runoff Volume=1,521 cf 0.26 0.24 0.22 j Runoff Depth=0.73" - " 08 Tc=6.0 min 0.14::::: CN=68 0.12 - 0.1 a' 0.08 0.06 0.04 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD Type///24-hr 2-Yr 24 Hr Rainfal1=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 6 Summary for Reach DP-1: WETLAND Inflow Area = 24,908 sf, 17.42% Impervious, Inflow Depth= 0.73" for 2-Yr 24 Hr event Inflow = 0.42 cfs @ 12.10 hrs, Volume= 1,521 cf Outflow = 0.42 cfs @ 12.10 hrs, Volume= 1,521 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph Inflow 0.46M 0.42 ors 0 Outflow 0.44 0.42°rs 0.42::::: Inflow Area=24 908 sf 0.4 0.38 0.36 0.34 033 0 0.28 0.26 0.24 0 0.22 9 LL 0.2 i 0.16 0.14 00 1 0.08 - // 0.06 0.0451- /' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD Type///24-hr 10-Vr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment SC-1: EXISTING Runoff = 1.12 cfs @ 12.10 hrs, Volume= 3,609 cf, Depth= 1.74" Routed to Reach DP-1 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 10-Yr 24 Hr Rainfall=4.80" Area (sf) CN Description * 4,340 98 Court, Roof,and Patio 229 96 Gravel surface, HSG B 20,339 61 >75%Grass cover,Good, HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph Runoff 1.12 cfs j Type III 24-hr 1 0-Yr 24 Hr Rainfall=4.80" Runoff Area=24,908 sf j Runoff Volume=3,609 cf 3 j Runoff Depth=1.74" j LL / Tc=6.0 min CN=68 i,r,r�s.rr rrri/ Or ee /ve,0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD Type///24-hr 10-Yr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 8 Summary for Reach DP-1: WETLAND Inflow Area = 24,908 sf, 17.42% Impervious, Inflow Depth= 1.74" for 10-Yr 24 Hr event Inflow = 1.12 cfs @ 12.10 hrs, Volume= 3,609 cf Outflow = 1.12 cfs @ 12.10 hrs, Volume= 3,609 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph Inflow 1.12 cfs p Outflow 1.12 cfs Inflow Area=24.,908 sf LL i j �i i I I r, 0,,, ,�/�/.r�//ir i�;�/ir r, i1 rl ,i,,7�r!,i 11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment SC-1: EXISTING Runoff = 3.28 cfs @ 12.09 hrs, Volume= 10,203 cf, Depth= 4.92" Routed to Reach DP-1 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 100-Yr 24 Hr Rainfall=8.80" Area (sf) CN Description * 4,340 98 Court, Roof,and Patio 229 96 Gravel surface, HSG B 20,339 61 >75%Grass cover,Good, HSG B 24,908 68 Weighted Average 20,568 82.58%Pervious Area 4,340 17.42%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-1: EXISTING Hydrograph Runoff 3.28 cfs Type III 24-hr_ 3. 100-Yr 24 Hr Rainfall=8.80" Runoff Area=24,908 sf jRunoff Volume=10,203 cf 4 2 Runoff Depth=4.92" LL Tc=6.0 min CN=68 1. r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 10 Summary for Reach DP-1: WETLAND Inflow Area = 24,908 sf, 17.42% Impervious, Inflow Depth= 4.92" for 100-Yr 24 Hr event Inflow = 3.28 cfs @ 12.09 hrs, Volume= 10,203 cf Outflow = 3.28 cfs @ 12.09 hrs, Volume= 10,203 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-1: WETLAND Hydrograph Inflow 3.28 cfs p Outflow 3.28 cfs _ Inflow Area=24908 sf-- u 2 /r o LL / . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 3S BARN *-100 PROPOSE k STONE TRENCH DP-100 WETLAND Subcat Reach on Link Routing Diagram for 243 GREAT POND ROAD_POST Prepared by Patriot Engineering, Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC 243 GREAT POND ROAD—POST Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-Yr 24 Hr Type III 24-hr Default 24.00 1 2.64 2 2 2-Yr 24 Hr Type III 24-hr Default 24.00 1 3.20 2 3 10-Yr 24 Hr Type III 24-hr Default 24.00 1 4.80 2 4 100-Yr 24 Hr Type III 24-hr Default 24.00 1 8.80 2 243 GREAT POND ROAD—POST Type///24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 3S: BARN Runoff = 0.05 cfs @ 12.08 hrs, Volume= 179 cf, Depth= 2.41" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 1-Yr 24 Hr Rainfall=2.64" Area (sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph 0.055 0 Runoff 0.05 cfs 0.05 Type III 24-h r 0.045 j 1 -Yr 24 Hr Rainfall=2.64" 0.04 % Runoff Area=890 sf_ Runoff Volume=179 d 0.035 0.03 Runoff Depth=2.41 - a 0.025 Tc=6.0 min 0.02 - i CN=98- 0.015 � 0.01 / - 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment SC-100: PROPOSED Runoff = 0.16 cfs @ 12.12 hrs, Volume= 767 cf, Depth= 0.38" Routed to Reach DP-100 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 1-Yr 24 Hr Rainfall=2.64" Area (sf) CN Description * 3,050 98 Ex. Roof, Ex. Patio, Prop Wall and Landings 156 85 Gravel roads, HSG B 20,812 61 >75%Grass cover,Good, HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph 0.18 0.17 � Runoff 0.16 - Type III 24-hr 0.15 0.14 1-Yr 24 Hr Rainfall=2.-64" 0.13 0.12 Runoff Area=24,018 sf 0.11 Runoff Volume=767 cf 4 0.1 3 0.09 Runoff Depth=0.38" M 0.08 0.07 Tc=6.0 m i n 0.06 0.05 0.04 'i 0.03 / 0.02 0.01 /r/ z//r% ir/ ° ,r,r�,i!% /,� riri.. ... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 1-Yr 24 Hr Rainfal1=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Reach DP-100: WETLAND Inflow Area = 24,908 sf, 15.82% Impervious, Inflow Depth= 0.37" for 1-Yr 24 Hr event Inflow = 0.16 cfs @ 12.12 hrs, Volume= 767 cf Outflow = 0.16 cfs @ 12.12 hrs, Volume= 767 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100: WETLAND Hydrograph 0.18 IM Inflow 0.16 cfs - - _ _ 0 Outflow 0.1' 0.16 cfs 0.16 Inflow Area=24,908 sf 0.15 0.14 ME 0.13 0.12 0.11 a 3 0.09 i—°° 0.08 0.06 0.05 0.03 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD-POST Type///24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 6 Summary for Pond PT: STONE TRENCH Inflow Area = 890 sf,100.00% Impervious, Inflow Depth= 2.41" for 1-Yr 24 Hr event Inflow = 0.05 cfs @ 12.08 hrs, Volume= 179 cf Outflow = 0.01 cfs @ 11.70 hrs, Volume= 179 cf, Atten=85%, Lag=0.0 min Discarded = 0.01 cfs @ 11.70 hrs, Volume= 179 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach DP-100 :WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=152.91' @ 12.57 hrs Surf.Area=140 sf Storage=51 cf Plug-Flow detention time= 39.8 min calculated for 179 cf(100%of inflow) Center-of-Mass det.time= 39.7 min (800.4-760.6) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 11.70 hrs HW=152.04' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.00' (Free Discharge) t2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 243 GREAT POND ROAD—POST Type///24-hr 1-Yr 24 Hr Rainfall=2.64" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 7 Pond PT: STONE TRENCH Hydrograph Inflow o.os ifs ..l Outflow Inflow Area-890 sf Discarded p Primary 0.055 0.05 Peak Elev=152.91 '- 0.045. Storage=51 cf 0.04... 0.035 a 0.03 3 a 0.025 0.02 0.015 0.01 cfs . 0.01 cfs 0.01 0.005 0.00 cfs i, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: BARN Runoff = 0.06 cfs @ 12.08 hrs, Volume= 220 cf, Depth= 2.97" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 2-Yr 24 Hr Rainfall=3.20" Area (sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph 0.07 0 Runoff 0.065 0.0s ors 0.06 Type III 24-h r 0.055 j 2-Yr 24 Hr Rainfall=3,20 0.05 % -Runoff Area=890 sf-- Runoff 0.045 0.04 - - �Ru f�Vo lu m cf e=220 u00 -- 3 0.035 - Runoff Depth=2.97 o - 0.03 Tc=6.0 min 0.025 j 0.02 CN=98 - / - 0.015 0.01 t �r 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment SC-100: PROPOSED Runoff = 0.33 cfs @ 12.11 hrs, Volume= 1,287 cf, Depth= 0.64" Routed to Reach DP-100 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 2-Yr 24 Hr Rainfall=3.20" Area (sf) CN Description * 3,050 98 Ex. Roof, Ex. Patio, Prop Wall and Landings 156 85 Gravel roads, HSG B 20,812 61 >75%Grass cover,Good, HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph 0.36 Runoff 0.33 cfs 0.34 0.32 Type III 24-h r 028 2-Yr 24 Hr Rainfall=3.20" 0.26 j Runoff Area=24,018 sf 0.24 ,.., 0.22 Runoff Volume=1,287 cf o 18 Runoff Depth=0,64" a 0.16 Tc=6.0 m i n 0.14 0.12 ! CN=66 0.1 0.08 0.06 0.04 �® OL11 11, 11 11 11........... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 2-Yr 24 Hr Rainfal1=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 10 Summary for Reach DP-100: WETLAND Inflow Area = 24,908 sf, 15.82% Impervious, Inflow Depth= 0.62" for 2-Yr 24 Hr event Inflow = 0.33 cfs @ 12.11 hrs, Volume= 1,287 cf Outflow = 0.33 cfs @ 12.11 hrs, Volume= 1,287 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100: WETLAND Hydrograph Inflow 0.36 oss ors 0 Outflow 0.34 °.33 Inflow Area=24,908 sf 0.32 0.3 0.28 0.26 0.24 0.22 l w 0.2 r 3 0.18 a 0.16 0.14 0.12 0.1 0.08r ® r 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD-POST Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 11 Summary for Pond PT: STONE TRENCH Inflow Area = 890 sf,100.00% Impervious, Inflow Depth= 2.97" for 2-Yr 24 Hr event Inflow = 0.06 cfs @ 12.08 hrs, Volume= 220 cf Outflow = 0.01 cfs @ 11.64 hrs, Volume= 220 cf, Atten=88%, Lag=0.0 min Discarded = 0.01 cfs @ 11.64 hrs, Volume= 220 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach DP-100 :WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=153.22' @ 12.64 hrs Surf.Area=140 sf Storage=68 cf Plug-Flow detention time= 56.0 min calculated for 220 cf(100%of inflow) Center-of-Mass det.time= 55.9 min (812.3-756.4) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 11.64 hrs HW=152.04' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.00' (Free Discharge) t2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 243 GREAT POND ROAD—POST Type///24-hr 2-Yr 24 Hr Rainfall=3.20" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 12 Pond PT: STONE TRENCH Hydrograph Inflow 0.06 ofs ..III Outflow Inflow Area-890 sf Discarded 0.07 ®Primary 0.065(1 0.06 Peak Elev=153.22' 0.06 0.055 Storage=68 cf - 0.05 0.045 v 0.04 3 0.035 0 a 0.03 0.025 0.02 0.01 cfs ., .... 0.015 O.o1 cfs 0.01 0.0 .: 0.00 cfs 0,,;; 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 10-Vr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 3S: BARN Runoff = 0.10 cfs @ 12.08 hrs, Volume= 338 cf, Depth= 4.56" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 10-Yr 24 Hr Rainfall=4.80" Area (sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph 0.105 0 Runoff 0.1. 0.10 cfs 0.095 j Type III 24-hr 10-Yr 24 Hr Rainfall=4.80 0.085 0.08 0.075 Runoff Area=890 sf 0.07 0.065 Runoff Vol ume=338 cf w 0.06 05 % Runoff Depth=4.516 0 0.0.05 u-0.045 Tc=6.0 m i n 0. 0 0035 ; CN=98 0.03 0.025 0.02 0.015 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 10-Vr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment SC-100: PROPOSED Runoff = 0.98 cfs @ 12.10 hrs, Volume= 3,188 cf, Depth= 1.59" Routed to Reach DP-100 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 10-Yr 24 Hr Rainfall=4.80" Area (sf) CN Description * 3,050 98 Ex. Roof, Ex. Patio, Prop Wall and Landings 156 85 Gravel roads, HSG B 20,812 61 >75%Grass cover,Good, HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph Runoff 1 0.98 cfs Type III 24-hr 10-Yr 24 Hr Rainfall=4.80" Runoff Area=24,018 sf Runoff Volume=3,188 cf Runoffs Depth=1.59' Tc=6.0 m i n j CN=66 ri 0...,, ,% ;e11 �%e 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 10-Yr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 15 Summary for Reach DP-100: WETLAND Inflow Area = 24,908 sf, 15.82% Impervious, Inflow Depth= 1.54" for 10-Yr 24 Hr event Inflow = 0.98 cfs @ 12.10 hrs, Volume= 3,188 cf Outflow = 0.98 cfs @ 12.10 hrs, Volume= 3,188 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100: WETLAND Hydrograph Inflow o.ss its ®Outflow 0.98`. Inflow Area=24,908 sf 3 0 LL 0,,, ,�/r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD-POST Type///24-hr 10-Yr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 16 Summary for Pond PT: STONE TRENCH Inflow Area = 890 sf,100.00% Impervious, Inflow Depth= 4.56" for 10-Yr 24 Hr event Inflow = 0.10 cfs @ 12.08 hrs, Volume= 338 cf Outflow = 0.01 cfs @ 11.25 hrs, Volume= 338 cf, Atten=92%, Lag=0.0 min Discarded = 0.01 cfs @ 11.25 hrs, Volume= 338 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Reach DP-100 :WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=154.19' @ 13.03 hrs Surf.Area=140 sf Storage=123 cf Plug-Flow detention time= 112.6 min calculated for 338 cf(100%of inflow) Center-of-Mass det.time= 112.5 min (861.2-748.7) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 11.25 hrs HW=152.04' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=152.00' (Free Discharge) t2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) 243 GREAT POND ROAD—POST Type///24-hr 10-Yr 24 Hr Rainfall=4.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 17 Pond PT: STONE TRENCH Hydrograph Inflow 0.10 cfs QQ ..III Outflow Inflow Area-8aJO Sf Discarded ® 0.105 Primary 0.1 0.095(1 Peak Elev=154.19' °o 08 Storage=123 cf 0.075 0.07 ^0.065 w 0.06 0.055 0 0.05 a 0.045 0.04 0.035 0.03 0.025 0.01 cfs ... 0.02 0.015 0.0�cfs 0.01 gym" 0.0 0.00 cfs °..i.. 0%2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: BARN Runoff = 0.18 cfs @ 12.08 hrs, Volume= 635 cf, Depth= 8.56" Routed to Pond PT:STONE TRENCH Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 100-Yr 24 Hr Rainfall=8.80" Area (sf) CN Description * 890 98 DRIVE 890 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: BARN Hydrograph 0.19 0 Runoff 0.18 0.18 cfs 0.17 j Type III 24-hr 100-Yr 24 Hr Rainfall=8.80" 0.15 - - - 0.14 Runoff Area=890 sf 0.13 0.12 j Runoff Volume=635 cf 3 0.1 j/ Runoff Depth=88.56 LL Tc=6.0 min 0.08 0.07 % CN=98 0.06 ' 0.05 0.04 i - 0.03 - 0.02 0.01 �r�r r i r ° 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment SC-100: PROPOSED Runoff = 3.01 cfs @ 12.09 hrs, Volume= 9,351 cf, Depth= 4.67" Routed to Reach DP-100 :WETLAND Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-30.00 hrs,dt=0.03 hrs Type III 24-hr 100-Yr 24 Hr Rainfall=8.80" Area (sf) CN Description * 3,050 98 Ex. Roof, Ex. Patio, Prop Wall and Landings 156 85 Gravel roads, HSG B 20,812 61 >75%Grass cover,Good, HSG B 24,018 66 Weighted Average 20,968 87.30%Pervious Area 3,050 12.70%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment SC-100: PROPOSED Hydrograph Runoff 3.01 cfs - - -. 3... / Type III 24-hr j100-Yr 24 Hr Rainfall=8.80" jRunoff Area=24,018 sf Runoff Volume=9,351 cf w Runoff Deg th=4.67' j p %% Tc=6.0 min LL CN=66 0,.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD—POST Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD®10.20-5c s/n 11576 @ 2023 HydroCAD Software Solutions LLC Page 20 Summary for Reach DP-100: WETLAND Inflow Area = 24,908 sf, 15.82% Impervious, Inflow Depth= 4.54" for 100-Yr 24 Hr event Inflow = 3.01 cfs @ 12.09 hrs, Volume= 9,426 cf Outflow = 3.01 cfs @ 12.09 hrs, Volume= 9,426 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Reach DP-100: WETLAND Hydrograph Inflow 3.01 cfs _ ®Outflow 3.01 cfs Inflow Area=24,908 sf 3 LL i 0,.. �/�� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 243 GREAT POND ROAD-POST Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 21 Summary for Pond PT: STONE TRENCH Inflow Area = 890 sf,100.00% Impervious, Inflow Depth= 8.56" for 100-Yr 24 Hr event Inflow = 0.18 cfs @ 12.08 hrs, Volume= 635 cf Outflow = 0.09 cfs @ 12.31 hrs, Volume= 635 cf, Atten=49%, Lag= 13.3 min Discarded = 0.01 cfs @ 9.72 hrs, Volume= 560 cf Primary = 0.08 cfs @ 12.31 hrs, Volume= 75 cf Routed to Reach DP-100 :WETLAND Routing by Stor-Ind method,Time Span=0.00-30.00 hrs,dt=0.03 hrs Peak Elev=155.97' @ 12.30 hrs Surf.Area=140 sf Storage=222 cf Plug-Flow detention time= 204.1 min calculated for 634 cf(100%of inflow) Center-of-Mass det.time= 204.1 min (944.1-740.1) Volume Invert Avail.Storage Storage Description #1 152.00' 224 cf Custom Stage Data(Prismatic) Listed below(Recalc) 560 cf Overall x 40.0%Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 140 0 0 156.00 140 560 560 Device Routing Invert Outlet Devices #1 Discarded 152.00' 2.410 in/hr Exfiltration over Surface area #2 Primary 155.95' 10.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 9.72 hrs HW=152.04' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.06 cfs @ 12.31 hrs HW=155.97' (Free Discharge) t2=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.35 fps) 243 GREAT POND ROAD—POST Type///24-hr 100-Yr 24 Hr Rainfall=8.80" Prepared by Patriot Engineering Printed 11/21/2025 HydroCAD°10.20-5c s/n 11576 ©2023 HydroCAD Software Solutions LLC Page 22 Pond PT: STONE TRENCH Hydrograph Inflow 0.1a cfs ..III Outflow Inflow Area=890 sf Discarded 0.19 0 Primary 8fl 0.17 Peak Elev=155.97' 0.16 0.14 Storage=222 cf 0.13 0.12 0.09 cfs 0.11 0.1 _2 0.09 o.oa cfs 1 0.08 - -. 0.07 0.06 0.05 0.04 0.03 m 0.01 cfsIN 0.02 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Project Name: 243 Great Pond Road North Andover, MA Applicants: Stephen and Judi Boyko 243 Great Pond Road North Andover, MA Party Responsible for Maintenance During Construction: Contractor Party Responsible for Maintenance After Construction: Property Owner Erosion and Sedimentation Control Measures during Construction Activities Filtermitt Filtermitt will be installed along the down gradient limit of work as depicted on the Site Construction Plan. The Filtermitt will be installed prior to the commencement of any work on- site. An additional supply of Filtermitt shall be on-site to replace and/or repair Filtermitt that is disturbed. The lines of Filtermitt shall be inspected and maintained on a weekly basis during construction. No construction activities are to occur beyond the Filtermitt at any time. Sediment shall be removed once the volume reaches '/4 to %2 the height of the Filtermitt. Surface Stabilization The surface of all disturbed areas shall be stabilized during and after construction. Disturbed areas remaining idle for more than 14 days shall be stabilized. Temporary measures shall be taken during construction to prevent erosion and siltation. No construction sediment shall be allowed to enter any infiltration system or formal drainage system. All disturbed slopes will be stabilized with a permanent vegetative cover. Some or all of the following measures will be utilized on this project as conditions may warrant. a. Temporary Seeding b. Temporary Mulching C. Permanent Seeding d. Placement of Sod e. Hydroseeding f. Placement of Hay g. Placement of Jute Netting Dust shall be controlled at the site. Tree Protection Existing trees to be saved shall be protected with orange construction fence (offset from the tree trunk by professional standard based on canopy). Stone Edge Construction activity above and around the proposed location of the stone edge facility shall be limited to prevent compaction of the existing soil. Installation of this system shall occur under dry weather conditions and full stone depth shall be installed immediately to prohibit the introduction of fines or other material that would compromise the functionality of this system. Removal of Sediment and Erosion Controls At the completion of construction activities and after receiving approval from the Town of North Andover, all physical sediment and erosion controls shall be removed from the site. Long-Term Inspection and Maintenance Measures after Construction Erosion Control Eroded sediments can adversely affect the performance of the stormwater management system. Eroding or barren areas should be immediately re-vegetated. Debris and Litter Removal Trash may collect in the BMP's, potentially causing clogging of the facilities. All debris and litter shall be removed when necessary, and after each storm event. Sediment and debris collected from vacuuming and/or sweeping should be disposed of at a permitted waste disposal facility. Avoid disposing of this material on site, where it could be washed into the proposed subsurface infiltration systems. Stone Drip Edge The drip edge shall be inspected after all major storms and on regular bi-annual scheduled dates. The drip edge shall be cleared of any debris on a biannual basis. The first 1/2 inch of stone can be removed and replaced if the edge becomes clogged Debris and Litter Removal Trash may collect in the BMP's, potentially causing clogging of the facilities. All debris and litter shall be removed when necessary, and after each storm event. Sediment and debris collected from vacuuming and/or sweeping should be disposed of at a permitted waste disposal facility. Avoid disposing of this material on site, where it could be washed into the proposed subsurface infiltration systems. STORMWATER MANAGEMENT CONSTRUCTION PHASE INSPECTION SCHEDULE AND EVALUATION CHECKLIST PROJECT LOCATION: 243 Great Pond Road WEATHER: Inspecti Required Follow-up Inspect Area Comments Recommendat Inspection on Inspection Required Date or Inspected Frequency if ion (yes/no) BMP Filtermitt Weekly and After Major Storm Events (1) Refer to the Massachusetts Stormwater Handbook, Volume Two: Stormwater Technical Handbook (February 2008) for recommendations regarding frequency for inspection and maintenance of specific BMP's. (2) Inspections to be conducted by a qualified professional such as an environmental scientist or civil engineer. Limited or no use of sodium chloride salts, fertilizers or pesticides recommended. Other notes: (Include deviations from: Con. Comm. Order of Conditions, PB Approval, Construction Sequence and Approved Plan) Stormwater Control Manager: STORMWATER MANAGEMENT AFTER CONSTRUCTION INSPECTION SCHEDULE AND EVALUATION CHECKLIST PROJECT LOCATION: 243 Great Pond Road WEATHER: Inspecti Required Follow-up Inspect Area Inspected Ins ection Comments Recommenda Inspection on or p ion Required Date Frequency if (yes/no) BMP Subsurface Bi-annually and After Infiltration System Major Storm Events Drip Edge Bi-annually and After Major Storm Events (3) Refer to the Massachusetts Stormwater Handbook, Volume Two: Stormwater Technical Handbook (February 2008) for recommendations regarding frequency for inspection and maintenance of specific BMP's. (4) Inspections to be conducted by a qualified professional such as an environmental scientist or civil engineer. Limited or no use of sodium chloride salts, fertilizers or pesticides recommended. Other notes: (Include deviations from: Con. Comm. Order of Conditions, PB Approval, Construction Sequence and Approved Plan) Stormwater Control Manager: