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Home My WebLink About01/22/2025 - Limited Site Plan Review Application - - 430 OSGOOD STREET 01, All LIMITED SITE PLAN REVIEW APPLICATION AND ACCOMPANYING STORMWATER MANAGEMENT REPORT TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS NORTH ANDOVER, MASSACHUSETTS 01845 JANUARY 22,2025 Prepared for: Town of North Andover 120 Main Street North Andover, Massachusetts 01845 Prepared by: Gale Associates, Inc. 300 Ledgewood Place—Suite 300 Rockland, MA 02370 Gale JN:719560 ,tl PETER SPANM CIVIL No.48407 Reviewed by: Peter Spa nos,, P.E* Prepared bye _14y n D.Thackera I. . LIMITED SITE PLAN REVIEW APPLICATION AND ACCOMPANYING STORMWATER MANAGEMENT REPORT TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS NORTH ANDOVER, MASSACHUSETTS 01845 TABLE OF CONTENTS 1.0 REQUIRED FORMS North Andover Limited Site Plan Review Application Dover Amendment Determination Request Dover Amendment Determination 2.0 CHECKLIST FOR STORMWATER REPORT 3.0 PROJECT DESCRIPTION 3.1 Existing Conditions 4.0 WETLANDS AND ENVIRONMENTAL RESOURCE AREAS 5.0 STORMWATER MANAGEMENT CONCEPT 5.1 Pre-Development Condition 5.2 Post-Development Condition 6.0 COMPLIANCE WITH STORMWATER STANDARDS 6.1 Untreated Stormwater(Standard 1) 6.2 Post-Development Peak Rates(Standard 2) 6.2.1 Proposed Conditions 6.2.2 Peak Rate Summary 6.3 Recharge to Groundwater(Standard 3) 6.4 Water Quality(Standard 4) 6.5 Land Uses with High Potential Pollutant Loads(Standard 5) 6.6 Critical Areas(Standard 6) 6.7 Redevelopment(Standard 7) 6.8 Erosion and Sedimentation Control Plan (Standard 8) 6.9 Operation and Maintenance Plan (Standard 9) 6.10 Prohibition of Illicit Discharges(Standard 10) 7.0 PRESERVATION OF WETLANDS 8.0 SUMMARY L,E ,,, TABLE OF CONTENTS(continued) ATTACHMENTS Attachment 1: Wetland Resource Area Analysis Report Attachment 2: USGS Map Attachment 3: Natural Heritage Data Map Attachment 4: Flood Map (FEMA) Attachment 5: Soils Information Attachment 6: Pre& Post Development Conditions Maps Attachment 7: Pre& Post Development Hydrology Attachment 8: Operation & Maintenance Plan Attachment 9: Certified Abutter List Attachment 10: Permit Plan Set—NAHS Athletic Campus Improvements dated 1/22/2025 Attachment 11: Existing Parcel Surveys a' i 1 49y Cql b� PLANNING DEPARTMENT Community& Economic Development Division Application for Limited Site Plan Review • application, • signed • original • • • •applicable, a certified abutters list, and a pdf version of the application • package. th gnature(s) shall be submitted th 3 copies of the application, narrative,site plan, I full-size prints (24" x 36") and 2 reduced size (11"x 1799) showing all requested information, I full slize (24" x 36") and 2 reduced slize(11" x 17") set of elevations and floor plans for any proposed structure(s), I stormwater management report, 'if printPlease type or clearly. 1. Petitioner: North Andover Public Schools- Pamela Lathrop Petitioner's Address: 566 Main Street, North Andover, MA 01845 Telephone number: 978-794-1503 2. Owners of the Land: Same as above Address: Number of years of ownership: 54 3.Year lot was created: 1971 4.Application is herby made for Limited Site Plan Review for certain uses protected by the provisions of MGL Chapter 40A Section 3 (circle all that apply) a Religious Use =b) Educational=se c) Child Care Facilities Evidence of the Building Commissioner's written determination of whether the provisions of M.G.L. c. 40A, Section 3, are applicable shall be attached to this application. This determination as to whether the Dover Uses applies to a particular proposed use will be made solely by the Building Commissioner. 5. Description of Proposed Project: Renovation of existing athletic facilities to include the installation of a multipurpose synthetic turf field with stone base, reconstruction of existing tennis courts, earthwork, grading, and drainage improvements. Site improvements also include fencing, walkways, athletic lighting, and wetland restoration. Page 1 of 5 120 Main Street North Andover, Massachusetts 01845 o o ftb a d o..v..e,iri a...,.,..goy 6.Description of Premises: Existing high school campus, inclduing building, parking, site access, and athletic facilities 7.Address of Property Being Affected: 430 Osgood Street Zoning District:Residence 2 Assessors Map: 94 Lot#: 094.0-0003-0000.0 Registry of Deeds: Book#: 1170 Page#: 337 8. Existing Lot: Lot Area(Sq.Ft): —2,100,463 Building Height: Street Frontage: Side Setbacks: Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 9. Proposed Lot(if applicable): Lot Area(Sq.Ft): Building Height: Street Frontage: Side Setbacks: Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 10.Required Lot(as required by Zoning Bylaw): Lot Area(Sq.Ft): 43,560 Building Height: 35 Street Frontage: 150 Side Setbacks: 30 Front Setback: 30 Rear Setback: 30 Floor Area Ratio: N/a Lot Coverage: N/a 11.Existing Building(if applicable): Ground Floor(Sq.Ft.): #of Floors: Total Sq. Ft.: Height: Use: Type of Construction: 12. Proposed Building: Ground Floor(Sq.Ft.): N/a #of Floors: Total Sq. Ft. Height: Use: Type of Construction: 13.Has there been a previous application for a Special Permit from the Planning Board on these premises? Yes If so,when and for what type of construction? New High School 14. Section of Zoning Bylaw that Limited Site Plan Review Is Being Requested Article 4.2 15. Describe in terms of any other units of measurement the use of occupancy of the building(s) such as maximum seating capacity,number of employees, number of tables, etc.... N/a (no proposed buildings) Page 2 of 5 120 Main Street North Andover, Massachusetts 01845 Phone: 978.688.9535 Fax: 978.688.9542 We . .o o ft.b q d gye,iri ,,,,,,,,,,,,,, 16.Effect of the project on public services, such as water,sewer,schools,police,fire,waste disposal, and recreational facilities. 17.Estimated traffic flow within the site: AM Peak 7:20 PM Peak 2:1 5 18. Estimated traffic flow on streets adjacent to the site: AM Peak 8:00 PM Peak 4:00 19. Please list title of plans and documents you will be attaching to this application. - Project Narrative - Stormwater Report - Permit Plan Set 17. Information Required for Limited Site Plan Review A. Limited Site Plan Review form, along with any fees as may be set; B. Drawings prepared at a scale of one inch equals 40 feet or larger, or at a scale as approved in advance by the Town Planner. Revised plans shall contain a notation listing and describing all revisions, additions, and deletions made to the originally submitted plans and the date of each. C. All site plans shall be prepared by a certified architect, landscape architect, and/or a civil engineer registered in the Commonwealth of Massachusetts. All landscape plans shall be prepared by a certified landscape architect registered in the Commonwealth of Massachusetts. All building elevations shall be prepared by a certified architect registered in the Commonwealth of Massachusetts. All stormwater management plans and drainage calculations must be submitted with the stamp and signature of a professional engineer(PE) licensed to conduct such work in the Commonwealth of Massachusetts. D. The following information must be submitted along with the application: a. North arrow/location map. A North arrow and a location map showing surrounding roadways and land uses adjacent to the site at a scale of one inch equals 1,500 feet. The location map should show at least one intersection of two existing Town roadways. b. Survey of lot/parcel. A boundary survey conforming to the requirements of the Essex County Registry of Deeds Office. The survey shall be dated and include any revision made to the survey or site plan. Any change in the survey shall be recorded before site plan approval may be granted. c. Name/Description of project. The name of the development and the names, addresses and telephone numbers of the project listing tenants, land uses, development phases, or other pertinent information necessary to evaluate the proposed development plan. d. Easements/Legal conditions. Identification of easement(s) or legal encumbrances that are related to the site's physical development, and a listing of any condition(s)placed upon the site by the Board of Appeals, Planning Board, Conservation Commission, or any public body or agency with the authority to place conditions on the site's development. e. Topography. The present and proposed topography of the site,utilizing two-foot contour intervals. Existing topography 50 feet beyond the perimeter of the parcel as it Page 3 of 5 120 Main Street North Andover, Massachusetts 01845 Phone: 978.688.9535 Fax: 978.688.9542 We . .in o iJ.b a in d qye,iri ,,,,,,,,,,,,,,gov appears on the most current Town of North Andover topographic mapping shall also be shown. f. Zoning information. All applicable Zoning Bylaw information shall be provided regarding the site's development. This information shall be placed in a table and list all parking, setbacks,percent of lot coverage, floor area ratio,number of dwelling units, total amount of square feet, size of signs and any other applicable zoning information necessary for the proper review of the site plan by the Town Planner and Planning Board. g. Drainage area map. A drainage area map showing pre- and post-construction watersheds, subwatersheds and stormwater flow paths, including municipal drainage system flows. h. Stormwater management plan. All applications for site plan review shall include the submittal of a stormwater management plan prepared in accordance with the latest version of the Massachusetts Stormwater Handbook and additional criteria established herein and demonstrating full compliance with the Massachusetts Stormwater Standards and the North Andover Stormwater Management and Erosion Control Regulations promulgated under Chapter 165 of the Town Bylaws (Stormwater Management and Erosion Control Bylaw). i. Building location. Identification of all existing and proposed structures located on the site. The number of stories, overall height in feet and gross floor area in square feet of all structures shall be indicated. j. Building elevation. A drawing of the exterior of the building, as viewed from the front (street view),must be submitted. The Planning Board may request side and rear views if relevant to the Board's review. This drawing must be at least eight inches by 11 inches in size. k. Location of parking/walkways. Identification of the location of all existing and proposed parking and walkway areas,including curb cuts that will be used to access the site from adjacent roadways, or access points. 1. Location of wetlands; notice of intent. All resource areas as defined in MGL c. 131, § 40, and/or the Town of North Andover Wetland Protection Bylaw(Chapter 190), shall be shown on the site plan. If applicable,the applicant shall file a notice of intent with NACC concurrently with the application to the Planning Board for Limited Site Plan Review. m. Location of roadways/drives. Identification of all rights-of-way and driveways, including the type of curb and gutter to be used, and their dimensions. Distances to all the nearest roadways and/or curb cuts shall be shown for both sides of any street which is adjacent to the site. n. Outdoor storage/display areas. Identification of the location and type of outdoor storage and display areas on the site. o. Landscaping plan. The general outline of existing vegetation,wooded areas, significant trees,unique species and/or tree clusters and the extent of all vegetation,wooded areas, significant mature trees (>12 inches DBH),unique species and/or tree clusters to be removed and identification of the location and landscape schedule of all perimeter and interior landscaping, including but not limited to proposed paving materials for walkways, fences, stone walls and all planting materials to be placed on the site. Any landscaping required by the Town bylaws shall be indicated on the site plan in tabular form showing the amount required and the amount provided. p. Refuse areas. Identification of the location of each outdoor refuse storage area, including the method of storage and screening. All refuse areas must be fully enclosed. q. Lighting facilities. Identification of the proposed illumination,,indicating the direction and the de,gree of ill natlon offered,by the proposed lighting facilitiels,including an example of the light fixture to be used. f', Commonwealth review. Any in.f6rination required and submitted to any agency of the comm,onwealth.shall ed with the Planning Board upon,the initial subimsin of the project,for Board,review. s. U111111ifilles. All.utilities,inc,luding water Brie locations,sewer lire locations and profiles, and storm drainage,systems. E. 'if a waiver request for 'is sought for-inn ormatin required Pursuant to 11.7.1D.a.through s the applicant shall request tile waiver in writing arid may be required to submit supportiLig info rmatiore, The Planning Board may-grant a,waiver from these subrm'ttal,,requi�reme+ nts if it finds,that such information is not,needed for a thorou.h,review of the_application. 18. For new construction,a description of erosion,and sedimentation control measures, including the location and speclificatIons,of temporary and,pei-manent,yes ures and,a schedule ofoperatio'ns, in the starting and completion dates for each pleas e of construction shall accompany the plan. 19.Pedifloner and Landowner signature(s): Every Application, for LImIted Site Plan Review shall be made,on this fonn,whI*eh is the official form of the Planning Board. Every application shall.be,filed with the Town Clerk"s office. it shall be the responsibi'lify of the petitioner to furn.ish all supporting documentatilon with this application. The dated copy of this,application received by the Town Clerk.or Planning Office does,not absolve the applicant'from this responsibility.The petitioner shall be responsible for all.expenses for filing and legal notification,. Failure to comply with application,requirements, as cited herein afro the Planning Board Rules and Regulations may result in a dismissal by, the Planning Board of this application apLinci)rnMete. , j, " Petitioner's Signature., Print or type name here:, Owner's Signature: Print or type name here: Pa e 5 of 5 120 Main Street Nod h Andover,Massachusetts 01845 Phone.: 978.688.9535 Fax: 9178,,688.9542 Webi: www.no0handoverma.gov • a NORTH ANDOVER PUBLICSCI-10OLS 566 Main Street North dv ® ANILNIA w845, s Phone: 9178-79 -1503' I' 978-396-2956 i December 2 22 Mr.Paul,Hutchins,Building Commissioner Town of North Andover Building Department 120 Main Street 'North dower,MA 01845 fie: Request for Determination of Dover Amendment Ap p c Ility North doves High School. Athletic Field m r em is North Andover, Gale JN 7 Dear, r. Hutchins, North,The .over Pubic School District s requesting formal a determination ati that the "provismns of M.G.L, C.OA,Section 3 (the"Dover Amendment")iare applicable to tie School District's proposed r Ject t+ renovate the Athletic Fields, t �t ver School,located at 3 s Street s �� er"use.This request is b � � � �accordance Limited' Alt �' Review application r uir1 4 ts, as detailed in the Town of North Andover Zoning Bylaws,Chapter 195,Ai-tic le 8ao,Item C. The proposed Athletile,Fie,ld Improvements project scope includes the installation of a synthetic turd"multipurpose fell with accompanying athletic,lighiingand site appurtenances in the location,ofthe existing baseball field immediately south ofthe High Scheel buIlding, 10,Additionally,this project Will,include e thereconstructi in kind. f the existing tennis courts,,the installation f l � n track, as well as the 'nstallaflon ofand, improvements to the existing li" lit'ln at sb Stadium. The proilec,t site falls witbin the Residence 2 2 and Residence Districts. -prot school is both an allowed use in the R2 Districts,,and n educational use under .G. .e . , . ri b Andover HighSe nel is no -pros t a uc tinn l institution.The proposed renovations to the Athletic Fields constitutes"educational, � s s��subject tprotection under the Dover � �Amendment. e e ore,I respectfully�� s that yn issue a written determination thattlie proposedproject qualifies as a" v r" use. Thank,you for y nr time and consideration. Sincerely. Pamela Lathrop Inten"m Superintendent Schools The rnission of forth Andover Public S lin k ys to cultivaterespectful, m engaged earne ,i l thinkers, n effective mmunl c s. i i : . ,Town of North Andovet 'rIBuilding Department North Andover Town Hall VLT 120 Main reef 'orth And ver ' 1 4 �,�f:`Y : r{:max. ii..' �.. Ax i Paultlutchins Telephone (978)688-9545 Building Conn ni oner/Zo ing Enforcement Officer Fax 8 88- 2 i December 26 2024 Ms. Pamela LathLropjntern Superintendent of School Town of North Andover School I ep rtinent 66 Main street North Andover, M Dear Ms. Pamela Lathrop: I am responding upon your request to det rini .e that 430 Osgood Street High School project Athletic Field-Improveinent falls under M.G.L.c 40A section Dover Amendment). The Dover Amendment seeks to prevent local discrimination against educational uses while honoring legitimate municipal zoning concerns. It provides, in part: [NJor shall an [zoning] ordinance or by-law prohibit, regulate or restrict the use of land or structures...for educational purposes on land owned or leased by the commonwealth or am of its agencies, subdivisions or bodies politic or...b a nonprofit educational corporation- provided, however,that such land or structures may be subject to reasonable regulations concerning the bulk and height of structures and determining card sizes, lot area,setbacks,open space, parking and building coverage requirements. I believe it does qualify a s a Dove*Us e under the guid elines in M.G.L.c.4 OA Section Sincerely, 0-2 Paul Hutchins Building Conuni ioner Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, Report Stormwater the Stter Re which should provide more substantive and detailed information but is offered use only the tab p ( p ) key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature 4 PETER � sPAwos p GVIL cn c> No.48407 Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ❑ New development Redevelopment ❑ Mix of New Development and Redevelopment swcheck.doc•04/01/08 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ❑ No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) V� Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof 10 pl, Synthetic Turf Field Stone Base for water quality and attenuation Other(describe): Standard 1: No New Untreated Discharges T!f No new untreated discharges IV Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Qr Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour ,u. storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ,v. N Soil Analysis provided. fl, Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. pr Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static VrSimple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations g g are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ❑ A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ❑ Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checki'Ist f Stormwater Report Checklist (continued) Standard 4: Water Quality(continued) The BMP is sized and calculations provided) based on: � p ) 0 The �/z" or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum ent practicable e The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path 1V Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 81 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. pr A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checkl'ist f Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan Qr'The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ,4r Name of the stormwater management system owners; Qf Party responsible for operation and maintenance; lu�u Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ❑ Estimated operation and maintenance budget; and 4r Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. swcheck.doc•04/01/08 Stormwater Report Checklist•Page 8 of 8 3.0 PROJECT DESCRIPTION The Town of North Andover (Town) is proposing renovations at the existing athletic campus located at the North Andover High School (NAHS). The proposed improvements include (1) installing an infilled multipurpose synthetic turf field at the location of the existing baseball field, (2)the reconstruction of the existing bituminous concrete tennis courts, (3) relocation of various track and field events within the existing athletic fields, and (4) athletic lighting improvements. This report has been prepared in accordance with both the Massachusetts Stormwater Handbook and the Town of North Andover Wetland Protection Regulations. 3.1 Existing Conditions The athletic campus is located at NAHS. The existing site consists of an 8-lane running track and synthetic turf field north of the school building,and a multipurpose synthetic turf field and natural grass baseball field south of the school building.There is also a 6-court tennis battery in the south east corner of the site. The site is generally bounded by Route 133 to the west, the Cochichewick River to the south, wetlands to the east, and the Town Fire Department to the north. The parcel is zoned Residence 2 (132). Locus Map u �I ry lII r I ��1��✓� J I I jar y�' � � /�/. G r r / r` o ro Y I h, I lu� 1 « I, I NJr I I r 1 diii urI'I u I,rr,„ Ilulr f r I(nr I I �I r I..Ifu l.11l I u uuuuuuuuuuuuuuuullllllll/ o I Ir I/f l/,,, I ll I,�uu� IIIIIII IIII IIIIIIIVV / 4 uu /- ';, .'„l�%��ri�;rir`',,, �G'I' ,%��//I.' ;k� „�;,,; r�," rf 1,s,' v�„/, �' !9;'i�,/, � „�'� �✓ �i Illml( Il I I ru,lifl I� I v I o ' I�I III IVdI II I tl'I I �I I^III Illllllllllllrll` r { it I u'u'u'uVVVVVVVVVI ' I , „rr ri / 6V r r r r , YIY Y9 r r r I,I I to q r r r r r J/rrr� rrr, r I r�rdY✓� 1 ,,� / N c, a. - ,, r rgr,� ,' (' I ,r,...:,a„c�,,,,. ,,,u ii f' '✓/. e,rl,„,. a{.¢pT/h I r ,// r�l� ,;,, ,.., � ,r�, ,, 1 II r„ II I r r II I O I 1 r / r I r,>GGF / f " „ 1 u fn� ill old I � � J �r 1 r ✓ l`/� � !' r` r , Page 1 of 15L,E 3.2 Site Soils Site Soil information was taken from the USDA Natural Resources Conservation Service (NRCS) Soil Survey Report, as well as from onsite testing.The NRCS soils mapping lists the majority of the track area as 405B—Charlton fine sandy loam (HSG C) and the majority of the existing baseball field area as 651 — Udorthents. The tennis courts are located in 30A— Raynham silt loam (HSG C/D). A site soil evaluation consisting of a total of eighteen (18)test borings(performed by Nobis Group) and five (5) test pits (performed by Nobis Group) is planned. At the time of this submission, the test borings are still in progress. Refer to Attachment 5 for draft test pit logs and a memorandum regarding the test pits and infiltration testing. Four (4) test borings will be performed at the proposed athletic lighting locations at the track field for soil and foundation evaluation. Two (2) test borings will be performed at the proposed athletic lighting locations at the stadium field for soil and foundation evaluation. Eight (8)test borings will be performed and five (5)test pits were performed at the proposed athletic lighting locations at the proposed multipurpose synthetic turf field for soil and foundation evaluation. Four (4) test borings will be performed at the proposed athletic lighting locations at the tennis courts for soil and foundation evaluation.The draft test pit logs indicate the soils at the baseball field vary between silt loam, sandy loam, and glacial till. Groundwater levels and the estimated seasonal high-water table (ESHWT)were not encountered in test pits TP-1 through TP-4. While the depth of ESHWT was observed in test pit TP-5, it should be noted that the ESHWT observations may be unreliable to perched groundwater conditions. Infiltration testing in the test pits produced an average saturated hydraulic conductivity of 0.61 in/hr, with a minimum value of 0.46 in/hr. Curve Number (CN) values for the infiltration computations were based on the hydraulic soil group (A-D) and the surface cover material (i.e. grass, pavement). The complete list of selected curve numbers is included in the drainage calculations (Refer to Attachment 7). 4.0 WETLANDS& ENVIRONMENTAL RESOURCE AREAS On November 4 and 29, 2024, LEC Environmental Consultants, Inc., (LEC) conducted a site evaluation to identify, characterize, and delineate jurisdictional Wetland Resource Areas, as determined through observations of existing plant communities, hydrologic and bankfull indicators in accordance with the Massachusetts Wetlands Protection Act (M.G.L. c. 131, s. 40) and Regulations (310 CMR 10.00), as well as the Town of North Andover Wetland Protection Regulations (Ch 190). 4.1 Wetland Resource Areas LEC determined that the Wetland Resource Areas associated with the site included Bordering Vegetated Wetland (BVW)and bank line to Cochichewick River and its associated Riverfront Area. LEC also identified the bank of an intermittent stream adjacent to the tennis court area. LEC Page 2 of 154GA demarcated the BVW boundaries with sequentially numbered, blaze orange surveyor's flagging tape, embossed with the words "LEC Resource Area Boundary" in bold, black print. LEC demarcated the bank lines with similar tape in blue. Refer to Attachment 1 for the Wetland Resource Area Analysis Report. 4.2 Performance Standards Due to proximity to wetlands, the project falls within both MassDEP state and local buffer and protection zones. The following is a summary of how the project meets the performance standards set forth in the state and local regulations: 310 CMR 10.54—Bank (3) Presumption. Where a proposed activity involves the removing,filling,dredging or altering of a Bank, the issuing authority shall presume that such area is significant to the interests specified in 310 CMR 10.54(1). The proposed work in and around the bank of the intermittent stream adjacent to the tennis courts is limited to that necessary to remove the failed culvert and pathway and perform wetland restoration in its place.This work will restore the connection of the intermittent stream as well as the two areas of bordering vegetated wetlands. 310 CMR 10.57—Land Subject to Flooding (4)(a) Bordering Land Subject to Flooding 1. Compensatory storage shall be provided for all flood storage volume that will be lost as the result of a proposed project within Bordering Land Subject to Flooding, when in the judgment of the issuing authority said loss will cause an increase or will contribute incrementally to an increase in the horizontal extent and level of flood waters during peak flows. 2. Work within Bordering Land Subject to Flooding,including that work required to provide the above-specified compensatory storage, shall not restrict flows so as to cause an increase in flood stage or velocity. The proposed project is located entirely outside of the 100-year flood zone, therefore no compensatory storage has been provided (See Attachment 4). 310 CMR 10.58—Riverfront Area 4(a) Protection of Other Resource Areas. The work shall meet the performance standards for all other resource areas within the riverfront area, as identified in 310 CMR 10.30(Coastal Bank), 10.32(Salt Marsh), 10.55(Bordering Vegetated Wetland), and 10.57(Land Subject to Flooding). When work in the riverfront area is also within the buffer zone to another Page 3 of 154GA resource area, the performance standards for the riverfront area shall contribute to the protection of the interests of M.G.L. c. 131, §40 in lieu of any additional requirements that might otherwise be imposed on work in the buffer zone within the riverfront area. The work proposed within the 200'buffer of the Cochichewick River is limited to the installation of one(1)athletic light pole.The foundations for these poles are augured into place with limited temporary disturbance and minimal permanent disturbance, and their above ground component is limited to a 36"cylindrical foundation.All equipment setup and material lay down will take place outside of the Riverfront Area. Gale does not anticipate that the installation of this light will negatively impact the Cochichewick River. 4(b) Protection of Rare Species. No project may be permitted within the riverfront area which will have any adverse effect on specified habitat sites of rare wetland or upland, vertebrate or invertebrate species,as identified by the procedures established under 310 CMR 10.59 or 10.37,or which will have any adverse effect on vernal pool habitat certified prior to the filing of the Notice of Intent. According to the NHESP layer on the MassGIS MassMapper database, there are no NHESP mapped species within or adjacent to the project area. 4(c) Practicable and Substantially Equivalent Economic Alternatives. There must be no practicable and substantially equivalent economic alternative to the proposed project with less adverse effects on the interests identified in M.G.L. c. 131 §40. There are no practicable and substantially equivalent economic alternative to the proposed project to achieve the desired goals. 4(d) No Significant Adverse Impact. The work, including proposed mitigation measures, must have no significant adverse impact on the riverfront area to protect the interests identified in M.G.L. c. 131, §40. (5) Redevelopment within Previously Developed RiverfrontAreas;Restoration and Mitigation. Notwithstanding the provisions of 310 CMR 10.58(4)(c)and(d), the issuing authority may allow work to redevelop a previously developed riverfront area, provided the proposed work improves existing conditions. Redevelopment means replacement, rehabilitation or expansion of existing structures, improvement of existing roads, or reuse of degraded or previously developed areas. A previously developed riverfront area contains areas degraded prior to August 7, 1996 by impervious surfaces from existing structures or pavement, absence of topsoil,junkyards, or abandoned dumping grounds. 5(a) At a minimum, proposed work shall result in an improvement over existing conditions of the capacity of the riverfront area to protect the interests identified in M.G.L. c. 131 §40. Page 4 of 154GA When a lot is previously developed but no portion of the riverfront area is degraded, the requirements of 310 CMR 10.58(4)shall be met. Since the proposed work meets the general standards and will be performed entirely on a previously developed area, and the conditions are improved as detailed in the stormwater standards compliance section below(Section 6.0),it can be presumed that the project will have no significant adverse impact. 5(b) Stormwater management is provided according to standards established by the Department. Stormwater Management will be improved during this project's construction by increasing the stormwater detention volume and reducing the runoff volume that leaves the site. The stormwater management standards applicability is included in the notice of intent supporting documentation (refer to Section 6.0 below). 5(c) Within 200 foot riverfront areas, proposed work shall not be located closer to the river than existing conditions or 100 feet, whichever is less, or not closer than existing conditions within 25 foot riverfront areas, except in accordance with 310 CMR10.58(5)(f)or(g). 5(d) Proposed work, including expansion of existing structures, shall be located outside the riverfront area or toward the riverfront area boundary and away from the river, except in accordance with 310 CMR 10.58(5)(f)or(g). 5(e) The area of proposed work shall not exceed the amount of degraded area, provided that the proposed work may alter up to 10°o if the degraded area is less than 10% of the riverfront area, except in accordance with 310 CMR 10.58(5)(f)or(g). The work proposed within the 200'buffer of the Cochichewick River is limited to the installation of one(1)athletic light pole.The foundations for these poles are augured into place with limited temporary disturbance and minimal permanent disturbance, and their above ground component is limited to a 36"cylindrical foundation.The light pole will be installed in previously disturbed area. All equipment setup and material lay down will take place outside of the Riverfront Area.Gale does not anticipate that the installation of this light not negatively impact the Cochichewick River. Town of North Andover Wetland Protection Regulations • 25-foot No-Disturbance Zone (NDZ) The Town Wetland Protection Regulations define this zone as "...that portion of the Buffer Zoen which extends twenty-five(25')from the edge of those wetland resource areas identified in Section 1.3...Disturbance of any kind is prohibited within this Zone including but not limited Page 5 of 154GA to grading, landscaping, vegetation removal, dumping of landscaping debris, pruning,filling, excavating, stormwater discharge, roadway construction and/or driveway construction." • 50-foot No-Build Zone (NBZ) The Town Wetland Protection Regulations define this zone as "...that portion of the Buffer Zoen which extends fifty-five(50")from the edge of those wetland resource areas identified in Section 1.3...Construction of any kind is prohibited within this Zone including but not limited to foundations associated with single family homes, multi family dwellings, commercial and/or industrial buildings, porches, decks (i.e., footing, piling, sonotube), patios, house additions,building additions,pools and pool equipment and fences,septic systems, and sheds. Driveways, roadways, retaining walls and landscape boulder walls may be allowed in the 50- foot No-Build Zone when no other feasible location exists, or when it is necessary to maintain the hydrology of the resource.An alternatives analysis showing the net benefit of location the structure in the No-Build Zone is required. The proposed work at the baseball field takes place outside of the NDZ and NBZ. The proposed work at the tennis courts involves a replacement in kind of the court footprint, with minor adjustments to lower the overall amount of impervious area.Significant portions of the tennis court footprint are located in the NBZ and NDZ, but this is the continuation of an existing condition, with the courts having been in this location for 30+ years. As part of this project, the existing pedestrian access path coming from the north-west will be removed and relocated to the south-west, as the existing culvert connecting the intermittent stream has failed, causing the pathway to collapse. The area of the previous access path/culvert will undergo wetland restoration to connect the two areas of BVW. The proposed work at the track takes place outside of the NDZ, but small amounts of incidental grading are proposed within the NBZ. 5.0 STORMWATER MANAGEMENT CONCEPT To gain an understanding of the site hydrology in its current condition, Gale completed an on-site assessment and reviewed as built and design plans for the school campus. The following section describes the watershed analysis and current hydrologic condition of the site. Rainfall events were obtained from the Northeast Regional Climate Center(NRCC). The U.S.D.A. Soil Conservation Service (SCS)Technical Release 55 (TR-55), 1986, was used as the procedure for estimating runoff. HydroCAD, a SCS TR-20-based computer program was used for estimating peak discharges.TR-55 is a generally accepted model for use on small sites and begins with a rainfall amount uniformly imposed on the watershed over a specified time distribution. Mass rainfall is converted to mass runoff by using a runoff curve number(CN).The CN is based on soils, ground cover, impervious areas, interception, and surface storage. Runoff is then transformed into a hydrograph that depends on runoff travel time through segments of the watershed. HydroCAD modifies the CN value for watersheds that are comprised of 30% or less Page 6 of 154GA unconnected impervious area, which is impervious area that is not connected directly to the drainage system.This modified value is known as the UI Adjusted CN. Stormwater management computations for the full-build were performed using SCS-based HydroCAD, as well as for existing and proposed conditions curve numbers, times of concentrations and unit hydrograph computations. 5.1 Pre-Development Condition The project site and surrounding areas have been broken down into three (3) existing sub watersheds that reflect the contributing areas of runoff to the design points. Existing topography was used to determine the watersheds. Refer to Sheets "PRE" for the Existing Watershed Map (Attachment 6). 5.1.1 Pre-Development Watershed Areas Existing Watershed Area 1 (EWS-1): EWS-1 includes runoff from the existing natural grass and clay baseball field, the slopes to the north and east of the field,and the limited site access components around the field. The runoff from this watershed flows overland in the south-easterly direction into the Bordering Vegetated Wetlands at Design Point 1 (DP-1). Sub-Watershed EWS-1 Total Contributary Area (SF) 273,778 Curve Number(CN) 67 Time of Concentration (min) 19.2 Hydrologic Soil Group B, C, D Existing Watershed Area 2 (EWS-2): EWS-2 consists of the existing 6-court tennis battery, associated bituminous path, and surrounding vegetated area. Runoff from this area flows northwest into the Bordering Vegetated Wetlands at Design Point 2 (DP-2). Sub-Watershed EWS-2 Total Contributary Area (SF) 48,452 Curve Number(CN) 93 Time of Concentration (min) 6.0 Hydrologic Soil Group D Page 7 of 154GA Existing Watershed Area 3 (EWS-3): EWS-3 consists of an open grassed area with two existing shotput venues with concrete throwing pads and stone dust landing areas. Runoff from this area flows east directly into the Bordering Vegetated Wetlands at Design Point 3 (DP-3). Sub-Watershed EWS-3 Total Contributary Area (SF) 17,670 Curve Number(CN) 78 Time of Concentration (min) 7.9 Hydrologic Soil Group C, D 5.2 Post-Development Condition The NAHS Athletic Field Improvements Project generally includes the following scope as it relates to stormwater management: • Installation of a synthetic turf multipurpose field with base stone and subsurface drainage system including the following: - Permeable turf"carpet" - Uniformly graded permeable stone layer with average thickness of 8" - Flat panel drains under the turf field - Perforated pipe collection system around the perimeter of the turf field - Outlet control structure that connects to existing drainage system - Loam and seed treatment for all areas within the limit of work not receiving other types of surface treatment. • Reconstruction of six bituminous concrete tennis courts and associated bituminous concrete access walkways. • Installation of a shotput practice venue with concrete pads and stonedust. The synthetic turf field is comprised of permeable turf "carpet" installed on top of a uniformly graded stone base with an average thickness of 8" and a 36% void space for stormwater storage. Stormwater that enters the synthetic turf carpet will drain vertically into the base stone. In the event of a significant storm, the stormwater is temporarily stored within the void space of the stone base. The stormwater is also collected by flat panel drains, which are installed at the bottom of the stone base, thirty feet apart. This spacing allows ample opportunity for stormwater to infiltrate, while also providing a means of conveyance away from the turf field and toward the perimeter collector pipe. An exfiltration rate of 0.463 in/hr was used in calculations per Nobis's test pit report.The perimeter collector pipe provides additional storage of stormwater and prevents the possibility of stormwater from backing up into the playing field. The perimeter collector pipes lead into an outlet control structure, which includes a riser pipe that limits outflow until most of the storage capacity of the base stone has been filled. Page 8 of 154GA 5.2.1 Post-Development Watershed Areas The proposed development results in watershed characteristics that differ from the pre- development condition as a result of revised grading and drainage patterns as well as runoff characteristics of the proposed improvement areas.The post-development Design Point 1 (DP-1), Design Point 2 (DP-2), and Design Point 3 (DP-3) are the same as the pre- development Design Points. While runoff paths and drainage areas have changed, all watersheds still discharge stormwater into the same surrounding wetlands. Refer to Sheets "POST" for the Post-Development Watershed Map (Attachment 6). Proposed Watershed Area 1 (PWS-1): PWS-1 includes runoff from the areas surrounding the proposed multipurpose synthetic turf field, including bituminous walkways and grassed areas. The runoff from this watershed flows overland in a generally southwest direction into the Bordering Vegetated Wetlands at Design Point 1 (DP-1). Sub-Watershed PWS-1 Total Contributary Area (SF) 133,563 Curve Number(CN) 72 Time of Concentration (min) 8.1 Hydrologic Soil Group B, C, D Proposed Watershed Area 2 (PWS-2): PWS-2 consists of the proposed multipurpose synthetic turf field.Although synthetic turf is highly permeable, the synthetic turf field area is modeled conservatively using a CN of 98, which is the same as a pond. Runoff from the turf field area enters the base stone directly. The voids in the base stone provide storage while allowing infiltration into the subsurface soils. If the base stone exceeds its storage capacity, the excess volume is conveyed away from the area through an extensive of subsurface drains.The subsurface drains in turn flow into a perimeter drainage pipe system. The perimeter subsurface piping directs flow through a proposed outlet control structure (OCS) in the south side of the turf field. The OCS outfalls into an existing drainage system, which outfalls into the adjacent Bordering Vegetated Wetlands at Design Point 1 (DP-1). Sub-Watershed PWS-2 Total Contributary Area (SF) 140,836 Curve Number(CN) 98 Time of Concentration (min) 6.0 Hydrologic Soil Group B, C Page 9 of 154GA Proposed Watershed Area 3 (PWS-3): PWS-3 consists of the proposed tennis courts, the surrounding bituminous concrete walkways, and grassed areas. Runoff from this area flows north west directly into the Bordering Vegetated Wetlands at Design Point 2 (DP-2). PWS-3 is largely unchanged in the area of impervious surface from EWS-2,with slight changes to the court footprint and the relocation of the access pathway. Sub-Watershed PWS-3 Total Contributary Area (SF) 51,136 Curve Number(CN) 93 Time of Concentration (min) 6.0 Hydrologic Soil Group D Proposed Watershed Area 4(PWS-4): PWS-4 consists of a small area to the southeast of the existing running track that includes the proposed shotput practice venue and grassed areas. Stormwater runoff flows overland to the east towards the wetlands located at Design Point 3 (DP-3). Sub-Watershed PWS-4 Total Contributary Area (SF) 17,670 Curve Number(CN) 80 Time of Concentration (min) 7.9 Hydrologic Soil Group C, D 6.0 COMPLIANCE WITH STORMWATER STANDARDS (MASWMS) 6.1 Untreated Stormwater(Standard 1) The project is designed so that stormwater conveyances (outfalls/discharges) do not discharge untreated stormwater into or cause erosion to downstream properties, to the maximum extent practicable. The turf field, stone base, and subsurface drainage system attenuates peak flow and detains stormwater runoff for infiltration.The BMPs will reduce the runoff into the adjacent wetlands and prevent erosion. 6.2 Post-Development Peak Rates(Standard 2) A Hydrologic Study was performed to determine the rate of runoff for the 2, 10 and 100- year storm events under pre-development (existing) and proposed conditions. From these analyses, it was estimated that the proposed project would not increase the peak runoff rates above existing levels for all storm events modeled. The purpose of the Stormwater Management System is to minimize impacts to drainage patterns, Page 10 of 15L,E downstream property, and wetlands, by providing management of runoff prior to its release from the site or its discharge to wetlands. 6.2.1 Proposed Conditions As described under Section 6.2, the post-development curve numbers are greater than pre-development, which generally increases the runoff potential of the site. In the HydroCAD software, synthetic turf is modeled conservatively with a CN of 98, to model the direct contribution of stormwater into the base stone beneath the synthetic turf field. The base stone serves to collect, detain, and control the release of stormwater runoff, thereby attenuating the peak rate of runoff. The stone base promotes infiltration and groundwater recharge to the maximum extent feasible. 6.2.2 Peak Rate Summary Table 6.2.3 shows the peak rate of runoff for the existing and proposed site for the 2, 10 and 100-year design storms.The peak post-development runoff does not exceed the peak existing pre-development runoff in any of the three analysis points for any of the three storm conditions. TABLE 6.2.3 Existing Proposed Analysis Design Runoff Runoff Point Storm (CFS) (CFS) 2-yr 2.1 1.7 DP-1 10-yr 6.2 4.8 100-yr 17.9 12.8 2-yr 3.1 3.1 DP-2 10-yr 4.6 4.6 100-y r 7.9 7.9 2-yr 0.5 0.5 DP-3 10-yr 1.0 1.0 100-y r 2.2 2.2 6.3 Recharge to Groundwater(Standard 3) The project controls the stormwater runoff from the site by attenuating and treating the runoff in the base stone. After permeating through the base stone, the runoff infiltrates into the soils beneath the field,with minimal stormwater draining through perforated flat panel under drains and perforated collector pipes. An outlet control structure is used to control runoff outflow to the existing drainage system by retaining stormwater and providing the opportunity for the runoff to infiltrate. Page 11 of 15L,E The total amount of impervious area in the project area = 1.530 acres = 66,647 sf. Some of these impervious surfaces are existing but were included in these calculations in an effort to be conservative. Of the 1.530 acres of impervious area, 0.417 acres are in HSG B, 0.152 acres are in HSG C, and 0.961 acres are in HSG D. Required Recharge Volume for the entire site was calculated in accordance with Standard 3: Rv = (F(B) * HSG B impervious area (acres)) + (F(C) * HSG C impervious area (acres)) + (F(D) * HSG D impervious area (acres)) Rv=((0.35/12) * 0.417 ac)+((0.25/12) * 0.152 ac)+((0.10/12) * 0.961 ac) =0.023 Ac-ft= 1,002 CF Rv= Required Recharge Volume F(B) =Target Depth Factor for HSG B= 0.35 inches F(C) =Target Depth Factor for HSG C= 0.25 inches F(D) =Target Depth Factor for HSG D= 0.10 inches The 36%voids within the stone base below the riser pipe inlet will provide approximately 44,865 CF of storage which exceeds the Required Recharge Volume of 1,002 CF. Required minimum surface area of the bottom of the infiltration structure was calculated in accordance with the Simple Dynamic Method, as outlined in the Massachusetts Stormwater Management Standards: A= Rv/(D+ KT) A= 1,002 CF/(0.33 ft+0.039 ft/h * 2h) =2,456 SF A = Minimum required surface area of the bottom of the infiltration structure Rv= Required Recharge Volume = 1,002 CF D = Depth of the Infiltration Facility capable of stormwater retention =4 inches=0.33 ft K =Saturated Hydraulic Conductivity=0.463 in/h =0.039 ft/h T =Allowable drawdown during the peak of the storm (2h) The synthetic turf field's base stone is used to meet this standard, as it is separated by a minimum of two feet (2')from the Estimated Seasonal High Groundwater(ESHGW)table and therefore will provide infiltration capabilities. The surface area of the synthetic turf fields is approximately 134,596 SF. This amount of infiltrative surface area allows for the vertical transport of stormwater into the underlying base stone,which contains 36%voids equivalent to storage area, and exceeds the minimum required surface area of the bottom of the infiltration structure of 2,456 SF. The drawdown time from the base stone for the required recharge volume is calculated as follows: Page 12 of 15L,E Timedrawdown = Rv/ [(K)*(Bottom Area)] = (1,002 ft3)/ [(0.039 ft/hr)*(134,596 ft2)] =0.19 hours or 11 minutes Rv=Storage Volume (ft3) K =Saturated Hydraulic Conductivity(ft/hr) Bottom Area = Bottom Area of Recharge Structure (ft2) The drawdown time for the infiltration areas was calculated to be 0.19 hours, or 11 minutes, less than the required drawdown time of 72 hours. 6.4 Water Quality(Standard 4) The proposed synthetic turf athletic field has low potential for accumulation of total suspended solids (TSS). The turf is not subject to fertilization, sedimentation, irrigation, or rigorous maintenance, thus lessening the ability to acquire TSS. Areas around the turf field are grassed as a deterrent to erosion and sedimentation. Runoff generated by the synthetic turf field will travel vertically, through approximately eight inches (8") of stone base, where it will infiltrate into the soils below. All of the runoff directed into the synthetic turf field is relatively "clean", because the impervious surfaces will not be subjected to vehicular loading, sanding, or salting. Therefore, they do not need to be treated for TSS removal. (Despite not needing to be treated, a TSS removal worksheet was completed for the synthetic turf system, see Attachment 7.) Vehicles operating over the turf field, the tennis courts, and other areas of improvements will be relatively small maintenance and service vehicles with limited potential for drops or spills of fluids. No oil-based products or exotic materials are necessary for the maintenance of the turf field, the tennis courts, or other improved areas. 6.5 Land Uses with Higher Potential Pollutant Loads(Standard 5) The project is not a LUHPPL. 6.6 Critical Areas(Standard 6) The site does not lie within a critical area and is not listed in the DEP ACEC's List, Latest Edition. 6.7 Redevelopment(Standard 7) This project is a redevelopment project. However, the project, as designed, meets the stormwater standards for new construction. 6.8 Erosion and Sedimentation Controls (Standard 8) Page 13 of 15L,E An Erosion and Sedimentation Control Plan is provided as part of the plan set submitted as part of the stormwater management report to the town. The project is covered under the Environmental Protection Agency (EPA) National Pollutant Discharge Elimination System (NPDES) Construction General Permit (CGP) and a will require a Stormwater Pollution Prevention Plan (SWPPP). The contractor will file a Notice of Intent (NOI) for work under the CGP and provide a SWPPP for construction related activities prior to the start of construction. 6.9 Operation and Maintenance Plan (Standard 9) An Operation and Maintenance Plan is provided as part of this NOI (Refer to Attachment 8). 6.10 Prohibition of Illicit Discharges(Standard 10) There are no illicit discharges to the proposed Stormwater Management System allowed as part of the construction activities or as part of the continuing operation and maintenance of the athletic facilities. A template for an illicit discharge compliance statement is included in the Operation and Management Plan. A completed statement will be submitted by the contractor prior to the discharge of stormwater to the post- construction Stormwater Management System (Refer to Attachment 8). 7.0 PRESERVATION OF WETLANDS An important component to any project near environmentally sensitive areas is the demonstration of impact mitigation or preservation. Mitigation measures may include the use of best management practices and low-impact development techniques. Mitigation measures associated with the proposed project include: a) Increased groundwater recharge opportunities presented by the base stone of the proposed synthetic turf field. b) Elimination of the fertilization, sedimentation, irrigation, or rigorous maintenance associated with natural grass fields. 7.1 Tennis Courts Alternative Analysis An alternatives analysis was conducted for the tennis court battery, as reconstruction in place would involve considerable work to be performed in the 100' Buffer Zone, 50' No- Build-Zone,and 25' No-Disturb-Zone of the bordering vegetated wetlands,although these areas have been previously disturbed by the original construction of the courts. The existing court battery is in poor condition, as the existing bituminous asphalt is approaching the end of its serviceable life (-20 years).The asphalt has already had crack repagim! n1i;irs performed, which have since failed. As such, reconstruction of the pavement is 110110111�!;1111�!��!... Page 14 of 154GA warranted, and no other alternative is available to provide long-term improvements to the surface. Alternative locations for the tennis venue were explored to determine if the existing location could be returned to natural conditions. However, the high school campus is highly developed,with limited open space not already in use for athletic playing fields and the campus is also surrounded by wetlands on both the south and east sides. Therefore, any relocation of the tennis venue to another place on campus would either severely impact an existing athletic field or school parking. 8.0 SUMMARY The NAHS Athletic Campus Improvements Project is intended to improve the quality of the athletic and recreational surfaces for the residents of the Town of North Andover, students of NAHS, and the students at neighboring schools.The project is estimated to provide water quality improvements and peak flow reduction within the watershed. The proposed synthetic turf field eliminates the need for routine maintenance and watering of the existing natural grass field, which can negatively impact the quality of the stormwater runoff, and cause aquifer drawdown through irrigation. The storage capacity of the pervious stone base of the turf field will provide peak runoff control and water quality improvements over existing conditions. The proposed tennis courts replace the existing deteriorated tennis courts without any net gain in impervious area. The new courts do not result in any increase in the peak flow of runoff in the adjacent resource areas and do not result in any deterioration of the water quality of the runoff into the adjacent resource areas. Other improvements to the rea at the proposed shotput practice area are relatively smaller in scope.These improvements do not result in any increase in peak runoff into the adjacent resource areas and do not result in any deterioration in water quality. The project, as proposed, is the "best fit" for this site which is closely constrained by major roadways, existing facilities, and resource areas. The project proves to be an overall betterment to the environment by exceeding all the Massachusetts Stormwater Management Standards. G:\719560\02 Design\permit reports\notice of intent\stormwater Report Body-NAHS.docx Page 15 of 15L,E This Page Intentionally Left Blank ATTACHMENT 1 Wetland Report — LEC Environmental 111mEC December 23, 2024 Email (kfrggainc.com) Mr. Kyle Rowan Gale Associates, Inc. 300 Ledgelawn Place, Suite 300 Rockland, MA 02370 Re: Wetland Resource Area Analysis Report [LEC File#:GAI\24-266.04] North Andover High School 430 Osgood Street (Parcel ID: 94.0-3-0) North Andover, Massachusetts Dear Mr. Rowan: Pursuant to your request, LEC Environmental Consultants, Inc., (LEC)conducted a site evaluation and Wetland Resource Area boundary determination within a portion of the North Andover High School located at 430 Osgood Street(Parcel ID: 94.0-3-0) in North Andover,Massachusetts. Our site evaluation was conducted in accordance with the Massachusetts Wetlands Protection Act(the Act, M.G.L. c. 131, s. 40) and its implementing Regulations(the Act Regulations, 310 CMR 10.00), and the North Andover Wetlands Protection Bylaw(Chapter 190,the Bylaw) and its implementing Wetland Protection Regulations(the Bylaw Regulations) and the criteria provided in the Massachusetts Handbook for Delineation of Bordering Vegetated Wetlands (Second edition, September 2022), and Field Indicators for Identifying Hydric Soils in New England(Version 4, June 2020,the Field Indicators Guide). The following report provides a general site description,wetland delineation methodology, a description of the Wetland Resource Areas, and potential regulatory implications. General Site Description The 84.07± acre North Andover High School(Site) is a Town of North Andover public school located east of Interstate 495 and the Merrimack River, South of the Lawrence Municipal Airport, west and south of Lake Cochichewick and town conservation areas (e.g., Osgood Hill Conservation Area, Lake Cochichewick,Weir Hill Reservation, Edgewood Farm CR), and north of Massachusetts Avenue,within the north-central portion of North Andover(Attachment A, Figures 1 and 2). More specifically,the Site is bound by Chickering Road(Routes 125/133)to the west, Osgood Street to the east,Wayne Street and Cochichewick River to the south, and Prescott Street to the north. Residential development associated with Osgood Street and Chickering Road occurs to the east and west. Cochichewick River and an intermittent stream tributary to Cochichewick River are the main hydrologic feature associated with the Site. Cochichewick River, a tributary to the Merrimack River, originates from Stevens Pond located to !LE C EjnvlrorinenitaIIII rj j 1 t a n t,,I, III ir t c. w w,w a I Ie c e ri,v I r c n r°ri le n °a I Ic 0 I;I h g d !III °I IM r .��,r.I��ii II IC� Ib s��; ,,."��„ �� ., � ..,�d II ,W, �� ,,��,»�. 1��.;� ��„��,��%i,��"�� o��,�d,.Ii I��:��,.,,� IP I�,;,� �,�,,,:��„�!� 1,34,0 W��>,�r��,y�u I0,2360 I I r, �� r " � r East�IF 1 r o d .('t u a�% � 2 0 l Ik( �c,,, k�II : l x r " �� . � � �� ' ��,508,146,9491 4,31,2, 2500 ; 'L YU I()U T III,N11 A WA�r.IE F 1,E L ID,ItA,A 'WO V `E S, '" NIA R IN 0 G E IH EAST PROVIDENCE, � LIEC the southeast and flows northwesterly proximate to the southern portion of the Site. The on-site intermittent stream is located within the eastern portion of the Site and flows southerly through a culvert below Wayne Street and into Cochichewick River. The Site is comprised of the school I %o��/� buildings athletic fields and associated parking lots, accessed via Wayne Street, a paved driveway extending , northwesterly from Osgood Street. A multi-purpose field, stadium bleachers, °w I yN1 Mphl / ., f T o' ' 11'✓ i�f � and ball field are located in the southern , portion of the Site and are accessed via a . � PMl1� Y�♦<J IWI b f4 1� d, t, u b / ` �I s" N1i^"i,f" gyp' r, �f i SIB �i ➢i gravel path and parking area that extends �� i Ir i from Wayne Street Tennis courts are located in the southeastern corner of the i Site, while a track and field are located in 0 k the northern portion of the Site(Photo Photo 1: Westerly view of multiuse fields,gravel walkway,and 1). School buildings are located in the p fringingu lands ) g central portion of the Site. Concrete sidewalks extend along the western side of Wayne Street from the gravel parking lot, and provides access to the ball field,multi-purpose athletic field, and school buildings. Undeveloped land containing forested uplands, scrub-shrub uplands and wetlands are located along the eastern property boundary,while Cochichewick River and scrub-shrub wetlands are located to the south. The following site evaluation is limited to the athletic amenities, including the multi-purpose field, stadium,ball field,tennis courts, and track and field(i.e., Project Area). Topography within the developed portion of the Project Area is generally flat with a gentle to moderate slope descending southerly through the Site. Moderate slopes descend towards the scrub-shrub wetlands from the multi-purpose athletic field and ball field toward Cochichewick River,while a steep slope generally descends easterly from Wayne Street toward the forested wetlands. According to the Natural Resource Conservation Service(NRCS) Soil Survey(Web Soil Survey and Essex County,Massachusetts, Version 20, August 27,2024),the upland portions of the Site include Charlton fine sandy loam, 3 to 8 percent slopes; Udorthents smoothed; Raynham silt loam, 0 to 3 percent slopes; Deerfield loamy fine sand, 0 to 3 percent slopes; and Paxton fine sandy loam, 3 to 8 percent slopes. The wetland portions of the Site include Freetown muck, 0 to 1 percent slopes; Scarboro mucky fine sandy loam, 0 to 3 percent slopes; and Wareham loamy sand, 0 to 3 percent slopes. NRCS describes Charlton soils as deep, gently sloping,well-drained soil located on the lower slopes of hills and ridges. Udorthents smoothed soil is described as areas where soil material has been excavated and areas where this material has been deposited. Raynham soils are described as deep, nearly level, and poorly drained soils located in low areas and depressions near large streams. Deerfield soils are described Page 2 of 7 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V�� r��✓n�r�� Ike AIq�. y�µtl��,�IIIII� �,,,�I,IU II��IW✓ .�I�II�fl��wYvlv�4v.4rr�JItY✓5 I, ��m.. W Iµµ�,. �,;�Iy'�y��I u. Ucy��vl�frvW ! ��yllu,'�µ¶�� f,��,eo pry H,WW i l� l� Wl O u 4Y[h HIV�� +N��I IM INN m i UI N E V�bnr iu�'y,��P'�N A, �m IN w�°W,nrm.M�v'r 011imi O�v;4�� M V R IM I U��0,m�"'k;h,, '^P ti E A". VII IP WV V I D rn W"oW C�a � LIEC as deep,nearly level, and moderately well-drained soil in irregularly shaped areas. Paxton soils are described as deep, gently sloping and well-drained soils located on the top and upper side slopes of drumlins. Freetown muck is described as deep,nearly level, and very poorly drained soils located in depressions and along streams and rivers. Scarboro soils are described as deep,poorly drained, and nearly level soils located in depressions. Lastly,Wareham soils are described as deep, nearly level, and poorly drained soils located in irregularly shaped areas. Forested uplands occur within the eastern portion of the Project Area and includes a canopy dominated by northern red oak(Quercus rubra) and Norway maple (Ater platanoides),with clusters of black cherry (Prunus serotina), and individuals of red maple(Ater rubrum), and white oak(Quercus alba). The understory is dominated by saplings from the canopy,with clusters of honeysuckle (Lonicerajaponica), glossy buckthorn(Frangula alnus),and scattered individuals of alder(Alnus sp.) and tree of heaven (Ailanthusaltissima). The ground cover includes patches of garlic mustard(Alliariapetiolata) and goldenrod(Solidago sp.),with individuals of poison ivy(Toxicodendron radicans) and blackberry(Rubus allegheniensis). Entanglements of oriental bittersweet(Celastrus orbiculatus) occur in patches. Scrub- shrub uplands occur within the southern portion of the Project Area and includes a shrub layer dominated by honeysuckle,with patches of glossy buckthorn, staghorn sumac (Rhus typhina),multiflora rose (Rosa multiflora),blackberry, European buckthorn(Rhamnus cathartica),red oak saplings, and Norway maple. The groundcover contains patches of garlic mustard,burnweed(Erechtites sp.),tansy(Tanacetum vulgare), goldenrod, and wild carrot(Daucus carota),with individuals of purple loosestrife (Lythrum salicaria), common reed(Phragmites australis), and various asters (Asteraceae spp.). Entanglements of grape vine (Vitis sp.), and oriental bittersweet occur throughout. Utilizing a hand-held, Dutch-style auger, W e ., LEC inspected soil conditions within the , ,a forested upland and generally observed a 6-inch thick, loamy sand topsoil (A W Horizon)with a soil matrix color of IOYR 4/3. The topsoil is underlain by an 11-inch thick, loamy fine sand, u 7� weathered subsoil(Bw Horizon)with a soil matrix color of IOYR 5/3. Trace r, " redoximorphic concentrations were observed within the soil profile however, k i, they occurred too deep within the soil pp16;,,, I P� ` ' ,,i I ...,„IA%7n`v✓d°"d ,;,'.i','J ��'',f' a�%frrm"»:...a�'TiI M rP '(;�(I l��`�j��`rr�!'"y� �� ', profile. Accordingly,this soil is not Photo 2:Northwesterly view of the scrub-shrub uplands south of considered hydric in accordance with the the multi-purpose field. Field Indicators Guide. Natural Heritage and Endangered Species Program (NHESP) Designation According to the 15'Edition(effective August 1, 2021) of the Natural Heritage &Endangered Species Program(NHESP)Massachusetts Natural Heritage Atlas and the MassGIS data layer,the Site is not Page 3 of 10 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V�� r��✓n�r�� Ike AIq�. y�µtl��,�IIIII� �,,,�I,IU IIII�IW✓ .�I�II�fl��wYvlv�4v.4rr�JItY✓5 I, Ijj9�V`��I�' ��m.. W Iµµ�,. '1;,;�Iy'�y��I u. Ucy��vl�frvW ! ��yllu,'�µ¶�� f,��,eo pry H,WW i l� l� Wl O u 4Y[h HIV�� +N��I IM INN m i UI N�rr�n V�bnr iu�'y,��P'�N A, 0 IN uwM°W,nrm.M�v'r 011imi O�v;4�� II'9f`k V R IM I U��0,m�"'k;h,, '^P ti E A VII IP WV V I D rn W"oW C�a � LIEC located within Estimated Habitat of Rare Wildlife or Priority Habitat of Rare Species, however,Priority Habitat(PH#2065) occurs offsite to the east. There are no mapped certified vernal pools or potential vernal pools within or in close proximity to the Site (Attachment A,Figure 2). Wetland Boundary Determination On October 2 and 4, 20241 LEC conducted site evaluations to identify and characterize existing protectable on-site Wetland Resource Areas within the evaluation area. The extent of Wetland Resource Areas was determined through observations of existing plant communities, interpretation of soil characteristics, and other hydrologic indicators, and/or bankfull indicators in accordance with the Act and the Act Regulations and the Bylaw and Bylaw Regulations. Based on our observations,LEC determined that the Wetland Resource Areas include Bordering Vegetated Wetland(BVW), Isolated Vegetated Wetlands (IVW),the Bank-Mean Annual High Water (MAHW)Line to Cochichewick River, and its associated Riverfront Area, and Bordering Land Sub j ect to Flooding (BLSF). LEC demarcated the BVW/IVW boundaries with sequentially numbered,blaze orange surveyor's tape with the words "LEC Resource Area"printed in black. LEC flagging stations 1-1 through 1-25; 2-1 through 2-33; 4-1 through 4-18; 5-1 through 5-16; 6-1 through 6-41; and 7-1 through 7-28 demarcate the BVW boundaries. LEC flagging stations 3-1 through 3-8 and 8-1 through 8-8 demarcate the IVW boundaries. LEC demarcated the Bank-MAHW Line to Cochichewick River with sequentially-numbered,blaze blue surveyor's tape. Flagging stations R1 through RI I demarcate the Bank-MAHW Line. LEC demarcated the Bank to Intermittent Stream proximate to the tennis court pedestrian path culvert crossing with sequentially-numbered,blaze blue surveyor's tape. Flagging stations B 1 through B4 and B 101 through B 105 demarcate the Bank boundary. The 100-foot Buffer Zone extends from the outermost boundary of BVW or Bank,boundary of IVW, and the 200-foot Riverfront Area extends from the Bank/MAHW Line. In addition, the North Andover Conservation Commission administers a 25-foot No Disturb Zone Policy and a 50-foot No Build Zone that extends from the outermost boundary of BVW or Bank and IVW. Bordering Vegetated Wetlands According to the Act Regulations [310 CMR 10.55(2)] Bordering Vegetated Wetlands are defined as: freshwater wetlands which border on creeks, rivers, streams,ponds, and lakes...Bordering Vegetated Wetlands are areas where the soils are saturated and/or inundated such that they support a predominance of wetland indicator plants...The boundary of Bordering Vegetated Wetlands is the line within which 50%or more of the vegetational community consists of wetland indicator plants and saturated or inundated conditions exist. BVW is not defined in the Bylaw or Bylaw Regulations so the above definition prevails. Page 4 of 10 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V�� r��✓n�r�� Ike AIq�. y�µtl��,�IIIII� �,,,�I,IU I III�IW✓ .�I�II�fl��wYvlv�4v.4rr�JItY✓5 I, Ijj9�V`��I�' ��m.. W Iµµ�,. '1;,;�Iy'�y��I u. Ucy��vl�frvW ! ��yllu,'�µ¶�� f,��,eo pry H,WW i l� l� Wl O u 4Y[h HIV�� +N��I IM INN m i UI N�rr�n V�bnr iu�'y,��P'�N A, 0 IN uwM°W,nrm.M�v'r 011imi O�v;4�� II'9f`k V R IM I U��0,m�"'k;h,, '^P ti E A VII IP WV V I D rn W"oW C�a � LIEC The 1-series BVW is associated with the Cochichewick River and occurs at the bottom of a gentle to moderate slope (Photo 3). Characterized as a shallow emergent marsh with a scrub-shrub fringing wetland,vegetation includes a sparse canopy containing individuals of red maple. The understory includes patches of saplings from the canopy, silky dogwood(Corpus amomum),bebs willow(Salix bebbiana), European buckthorn, and blackberry,with scattered clusters of alder,northern arrowwood (Viburnum dentatum),and glossy buckthorn,with individuals of elderberry(Sambucus sp.), and honeysuckle. The groundcover contains patches of common reed, cattail(Typha sp.),rough-stemmed goldenrod(Solidago rugosa),purple loosestrife, sensitive fern(Onoclea sensibilis),jewelweed(Impatiens capensis),tansy, various asters,with individuals of tussock sedge(Carex stricta),blue vervain(Verbena hastata),burnweed, soft rush(Juncus effusus),woolgrass (Scirpus cyperinus), and false nettle (Boehmeria cylindrica). Entanglements of grape and oriental bittersweet occur in patches throughout the wetland. i� r r , r / l Mr 111�1r r,,rrr, ;�� „ +,o„ ��/� ,,,,,;,„„//r/�',� li �fff�'-,; r; ➢�,r �"✓P ri�;�.fii„�^�i"NJ�✓' � f I �� %i//r//i/r : .,; >� ,:; , rrl i,/�o/✓rrr,:.. �rr�, ,,,r/////Ol,-,"r//i r! r/ r l >F 4 I Photo 3: Southeasterly view of the emergent marsh within 1-series BVW. The 2- and 5-series BVW are part of a contiguous wetland system and are characterized as a scrub-shrub meadow that occurs south of the ball field and multipurpose field. Vegetation within the wetland is dominated by phragmites,with clusters of silky dogwood, alder, and willow. The groundcover contains patches of rough-stemmed goldenrod,purple loosestrife, sensitive fern,jewelweed,tansy, and various asters. The 4-, 5-, 6-, and 7-series BVWs are part of a contiguous wetland system that borders a southerly flowing intermittent stream. The wetlands are connected to the 5-series BVW via a series of culverts adjacent to the tennis courts and underneath Wayne Street. The culvert adjacent to the tennis courts was collapsed at the time of the delineation. The wetland is characterized as a scrub-shrub wetland south of the athletic fields (2-, 4-, and 5- series),before transitioning to a forested wetland bordering an intermittent stream east, west, and north of the tennis courts (6- and 7-series). The forested wetland contains a canopy dominated by red maple with patches of silver maple (Acer saccharinum), swamp white oak(Quercus bicolor), and alder,with individuals of northern red oak. The understory is dominated by silky dogwood,with patches of European buckthorn,honeysuckle, and winterberry holly Page 5 of 10 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V�� r��✓n�r�� Ike �Iq�. y�µtl��,�IIIII� �,,,�I,IU I I��IW✓ .�I�II�fl��wYvlv�4v.4rr�JItY✓5 I, Ijj9�V`��I�' ��m.. W Iµµ,�,. '1;,;�Iy'�y��I u. Ucy��vl�frvW ! ��yllu,'�µ¶�� f,��,eo pry H,WW i l� l� Wl O u 4Y[h HIV�� +N��I IM INN m i UI N�rr�n V�bnr iu4'y,��P'�N A, 0 IN uwM°W,nrm.M�v'r 011imi O�v;4�� II'9f`k V R IM I U��0,m�"'k;h,, '^P ti E A VII IP WV V I D rn W"oW C I�a � LIEC (Ilex verticillata),with scattered patches of blackberry,multiflora rose, tree of heaven, and glossy buckthorn. The ground cover contains patches of cattail, goldenrod,blue vervain,tansy, sensitive fern, purple loosestrife, aster, and burnweed. LEC inspected soil conditions within the BVW and observed an 18-inch thick,mucky sandy loam topsoil (A Horizon)with a soil matrix color of IOYR 2/1 and with occasional redoximorphic concentrations. The topsoil was underlain by a 6+-inch thick, fine sandy loam subsoil(Bg Horizon)with a soil matrix color of 10YR 4/1 and with redoximorphic concentrations with colors of 10YR 5/3 and 10YR 5/8. This soil profile meets the Depleted Below Dark Surface (A 11) indicator for a hydric soil, according to the Field Indicators Guide. MassDEP Bordering Vegetated Wetland Determination Forms for a representative transect upgradient and downgradient of LEC flagging station 7-3 are included in Attachment B. r m h o- f w y Y� y P^ I r r a it ffII a o ro � u r I d N a9 11 J I i a r i Photo 4: Easterly view of the 7-series BVW. Isolated Vegetated Wetlands While IVWs are not protected under the Act or the Act Regulation, they are jurisdictional under the Town of North Andover's Bylaw and Bylaw Regulations. According to the Bylaw Regulations (Section 3.2), Isolated Vegetated Wetlands protected under this Bylaw are freshwater wetlands, of at least 1,000 sq.ft. in surface area, that do not border on creeks, rivers, streams,ponds or lakes. The types of Isolated Vegetated Wetlands may include wet meadows, marshes, swamps and bogs. The 3-series IVW is characterized as a scrub-shrub wetland located south of the athletic fields. Vegetation within the wetland includes a shrub layer containing patches of alder,blackberry, and silky dogwood with individuals of honeysuckle. The groundcover is dominated by rough-stem goldenrod and purple loosestrife,with clusters of tansy,burnweed,wild carrot, and aster. The 8-series IVW is characterized as a scrub-shrub wetland located east of the track and field in the northern portion of the Site. Vegetation within the wetland is dominated by blackberry,with patches of silky dogwood, and individual clusters of European buckthorn and willow. The groundcover is Page 6 of 10 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V�� r��(✓n�r�� Ike y�µtl��,�IIIII� �,,,�I,IU IIII�IW✓ .�I�II�fl��wYvlv�4v.4rrrW JItY✓h I, Ijj9�V`��I�' ��m.. W Iµµ�,. '1;,;�Iy'�y��I u. Ucy��vl�frvW ! ��yllu,'�µ¶�� f,��,eo pry H,WW i I>�v ld, Wl O u 4Y[h HIV�� +N��I IM INN m i UI N�rr�n V�bnr iu��y,��P'�N A, 0 IN uwM°W,nrm.M�v'r 011imi O�v;4�� II'9f`k V R IM I U��0,m�"'k;h,, '^P ti E A VII IP WV V I D rn W"oW C�a � LIEC dominated by rough-stemmed goldenrod with patches of purple loosestrife, and poison ivy,with clusters of tansy,burnweed,virginia creeper(Parthenocissus quinquefolia), and aster. }r VI, ' r r Ill _.. nV,M1 �f A �N � ei.pNN JA�,,,ii/�///•e ,,.l'/�//a„ ��. ,,,��/// .,." .. �IA ,/'.. r^/ r ��/ '; %,„/•„ r ll��ff� , I V e « x ! u. �r f J • �a „e '�1 �w. u'�R w , , A, t a�, m ' "1 I ` ur;F4r Fr i r� r. J" n N r. Photo 5:Northwesterly view of the 3-series IVW Photo 6:Northerly view of the 8-series IVW Bank-to Intermittent Stream According to Act Regulations [310 CMR 10.54(2)], Bank is defined as the portion of the land surface which normally abuts and confines a water body. It occurs between a water body and a vegetated bordering wetland and adjacent flood plain, or, in the absence of these, it occurs between a water body and an upland... The upper boundary of a Bank is the first observable break in the slope or the mean annual flood level, whichever is lower. The lower boundary of a Bank is the mean annual low flow level. Bank is not defined in the Bylaw or Bylaw Regulations so the above definition prevails. MR An intermittent stream channel occurs � r " 4 west of the tennis courts and east of Wayne Street,within the 4-, 6- and 7- �� w s ; v / r series BVWs. The intermittent stream r ! w / flows southerly through a metal ,r corrugated pipe, and underneath a paved walking path. During the time of our dew r," evaluation,the walking path had y, r ,o 4 ! collapsed into the stream. The stream 4 channel in the vicinity of our delineation t measured 3 to 6 feet wide,with 6-to 12- inch-high banks (Photo 7). The bank was "/ t I I� ✓� I� 1 "-rah, /,r�'""f ,{ ,. generally vegetated with wetland plants and contained exposed soil. Photo 7:View of intermittent stream and collapsed culvert Page 7 of 10 "YM O " I,[n MA WAKEFIELD, &A, Wr 01 IC;E_ r E A,M R I N 0,G E, EA S T Ida OV I DEN C E,1.111, LIEC Intermittent Stream Status According to the Act Regulations [310 CMR 10.5 8(2)(a)(1)(b and c)],b.A river or stream shown as intermittent or not shown on the current USGS map or more recent map provided by the Department, that has a watershed size greater than or equal to one square mile, is perennial. c. A stream shown as intermittent or not shown on the current USGS map or more recent map provided by the Department, that has a watershed size less than one square mile, is intermittent unless: i. The stream has a watershed size of at least% (0.5 0)square mile and has a predicted flow rate greater than or equal to 0.01 cubic feet per second at the 99%flow duration using the USGS Stream Stats method. The issuing authority shall find such streams to be perennial... The stream interior of the on-site BVW is not mapped on the latest USGS Topographic Map. In accordance with 310 CMR 10.58(2)(a)(1)(c), in order to confirm the intermittent status of this stream, LEC utilized the USGS Water Resources Web Application, StreamStats, to calculate the contributing watershed area and 99% flow duration. The report(Attachment C. StreamStats) determined a 0.15 square mile watershed at the stream's confluence with Cochichewick River while a 99%flow duration was not calculated. However, given the watershed size is well below the minimum threshold for perennial stream status,the stream is confirmed as intermittent. Bank-Mean Annual High Water Line According to Act Regulations [310 CMR 10.54(2)], Bank is defined as the portion of the land surface which normally abuts and confines a water body. It occurs between a water body and a vegetated bordering wetland and adjacent flood plain, or, in the absence of these, it occurs between a water body and an upland... The upper boundary of a Bank is the first observable break in the slope or the mean annual flood level, whichever is lower. The lower boundary of a Bank is the mean annual low flow level. According to the Act Regulations [310 CMR 10.58(2)(a)(2)],Mean Annual High Water(MAHW) is defined as the line that is apparent from visible markings or changes in the character of soils or vegetation due to the prolonged presence of water and that distinguishes between predominantly aquatic and predominantly terrestrial land. Field indicators of bankfull conditions shall be used to determine the mean annual high-water line. Bankfull field indicators include but are not limited to: changes in slope, changes in vegetation, stain lines, top of pointbars, changes in bank materials, or bank undercuts... Bank and MAHW are not defined in the Bylaw or Bylaw Regulations so the above definitions prevail. The Bank-MAHW is associated with Cochichewick River which occurs offsite to the south, flowing northwesterly through a box culvert below Chickering Road(Photos 7 and 8). Bank characteristics along the river channel are comprised of vegetated Banks and exposed mucky soil featuring wetland vegetation. The stream is generally contained within a 10-to 15-foot-wide channel and 6 to 16-inch-high embankments. Page 8 of 10 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V�� r��✓n�r�� Ike AIq�. y�µtl��,�IIIII� �,,,�I,IU I I��IW✓ .�I�II�fl��wYvlv�4v.4rr�JItY✓5 I, ��m.. W Iµµ�,. �,;�Iy'�y��I u. Ucy��vl�frvW ! ��yllu,'�µ¶�� f,��,eo pry H,WW i l� l� Wl O u 4Y[h HIV�� +N��I IM INN m i UI N E V�bnr iu�'y,��P'�N A, I0m IN w�°W,nrm.M�v'r 011imi O�v;4�� M V R IM I U��0,m�"'k;h,, '^P ti E A". VII IP WV V I D rn W"oW C�a � 6 / / i i r 1 a / 1 / I r f r , I , u ,wl it I it r/I _✓ �,, f � r / / %/ , i i r /rl ✓,� rrr r / l i I' I, I l I 1f r / 1, I I a / / r �rl' i u � I o-,, r l�2 fNNtul�w✓ N' a rn 3.rIYM ?; R: ,,,:n ip,�,^Y i,�b'�rl '��Y'(duy��,Y�, !rn!, �", �� 4�i✓, I. �I i. r„ I r V 4., W 6 c " e,,,,�' „�wrv�.;>.✓/,�,'I �J,�i'I'/ ,:;r ,u �,,F. � ��' '�.� ,!a. r YNI I �� ,��' Iv I I, I �up Q t sr r r LIEC ............ Photo 8:Northwesterly view of the Cochichewick Photo 9: Southeasterly view of the Cochichewick River River and box culvert below Chickering Road and adjacent marsh. Land Under Water According to the Act Regulations, [310 CMR 10.56(2)(a)], Land Under Water Bodies and Waterways (LUW)is defined as the land beneath any creek, river, stream,pond, or lake. Said land may be composed of organic muck or peat,fine sediments, rocks, or bedrock...The boundary of Land under Water Bodies and Waterways is the mean annual low water level. LUW extends from the lower boundary of Bank along the bottom of the river and intermittent stream, and is comprised of sands, stones, and/or organics. Riverfront Area According to the Act Regulations, [310 CMR 10.58 2(a)] Riverfront Area is defined as the area of land between a river's mean annual high-water line and a parallel line measured horizontally 200 feet away. According to the Bylaw Regulations [Section 2(22)],Riverfront Area is defined as the area of land between a river's mean annual high water line measured horizontally outward from the river and a parallel line located 200 feet away. The Riverfront Area may include or overlap other resource areas or their Buffer Zones. The Riverfront Area does not have a Buffer Zone. The Riverfront Area extends 200 feet horizontally from the Bank-MAHW line of Cochichewick River, as described above, and includes the adjacent scrub-shrub wetlands and uplands, and a portion of the multi- use athletic field and gravel walkway. Bordering Land Subject to Flooding (BLSF) According to the Act Regulations, [310 CMR 10.57 2 (a)], BLSF is defined as an area with low,flat topography adjacent to and inundated by flood waters rising from creeks, rivers, streams,ponds or lakes. It extends from the banks of these waterways and water bodies. BLSF is not defined in the Bylaw or Bylaw Regulations so the above definition prevails. Page 9 of 10 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V��y��r��✓n�r��I� Ike AIq�. y�µtl��,�IIIII� �,,,�I,IU I III�IW✓ .P I�II�fl,w'YIv4v 4rrIr��PtY�I, Ijj9�V`��I�' ��m.. W Idµ�,. ',�,v,�Iy'�y��I u. U"y7,vl�frvW ! ��ylluv.¶,�� f,��,eo pry H,WW i I>Pv jY��ldy Wl O u 4Y I h HIV�� +N��I IM INN IVIVm i UI N lE V�bnr NAY'y,7�P'�N A, 0 IN uwAi°W,nrm.M�v�!011im,O�v;4�� II'9f`k V R IM j U��0,m�"'k;h,, '^P ti E A VII jP WV V I D rn W"oW C�a LIEC According to the July 3, 2012 Federal Emergency Management Agency Flood Insurance Rate Map for Essex County,Massachusetts (Map Number: 25009CO228F), areas along the Cochichewick River are located within Zone AE(elevations 93' through 94.1'; datum NAVD 88): Special Flood Hazard Areas (SFHAs)subject to inundation by the I%annual chance flood;Base Flood Elevations determined. Land adjacent to the river is mapped as Zone X(shaded): 0.2%Annual Chance Flood Hazard,Areas of I annual chance flood with average depth less than one foot or with drainage areas of less than one square mile. The remainder of the Site is located within Zone X [unshaded]: Areas determined to be outside the 0.2%annual chance floodplain (Attachment A, Figure 3). BLSF is present where Zone AE extends beyond the BVW and Bank boundary to Elevation 94.1', NAVD88. Summary LEC conducted a site evaluation and wetland delineation on October 2 and 4 2024, to determine the extent of Wetland Resource Areas subject to jurisdiction under the Act,Act Regulations, Bylaw, and Bylaw Regulations. Based on our site evaluation and review of pertinent maps, LEC determined that the on-site Wetland Resource Areas include BVW,IVW,Bank to Intermittent Stream, Bank-MAHW line to the Cochichewick River,its associated Riverfront Area, Land Under Water, and BLSF. The 25-foot No Disturb, 50-foot No Build, and 100-foot Buffer Zone extends from the BVW, IVW, and Bank boundaries, while the Riverfront Area extends 200 feet from the Bank-MAHW boundaries. It is LEC's understanding that proposed work is being considered within and/or adjacent to the aforementioned evaluation area. Should proposed work activities occur within these resource areas and/or their corresponding Buffer Zones, compliance with performance standards enumerated in the Act Regulations and Bylaw Regulations and filing for the appropriate permits with the Town of North Andover Conservation Commission and/or the Massachusetts Department of Environmental Protection will be required. Additional wetlands permitting may be required depending on the extent and scope of work. Thank you for the opportunity to provide these services. Should you have any questions or require additional information, do not hesitate to contact us in our Wakefield office at 781-245-2500 or at akendall@lecenvironmental.com. Sincerely, LEC Environmental Consultants, Inc. Andrea Kendall PWS Nicole Ferrara Senior Environmental Scientist Wetland Specialist Page 10 of 10 P„,...', III n ^,v1 ��....Iy IIr(�V� �N�� N.V�� r��✓n�r�� Ike AIq�. y�µtl��,�IIIII� �,,,�I,IU I III�IW✓ .�I�II�fl��wYvlv�4v.4rr�JItY✓5 I, Ijj9�V`��I�' ��m.. W Iµµ�,. '1;,;�Iy'�y��I u. Ucy��vl�frvW ! ��yllu,'�µ¶�� f,��,eo pry H,WW i l� l� Wl O u 4Y[h HIV�� +N��I IM INN m i UI N�rr�n V�bnr iu�'y,��P'�N A, �IN uwM°W,nrm.M�v'r 011imi O�v;4�� II'9f`k V R IM I U��0,m�"'k;h,, '^P E A VII IP WV V I D rn W"oW C�a I Attachment A Figure 1: USGS Topographic Map Figure 2: USGS Color Ortho Imagery With NHESP Estimated&Priority Habitats Figures 3: FEMA Flood Insurance Rate Maps IL r, r' I r ,NV, „ , r i u (IJ II lr Irl r I r rr I r l r f,r r I r I � ,,r � �„ I; I„ „ ,111 j ✓ ,rrr, �,. �IVri r I r ,lr'�� rrr;;;, II,� r<`� a r r IV uA r IjI y lir « . r r 1w IIIII J wu r r Ian >r o fi,'r r jI rr Il 'i u ; ;irr r,,,' a, r, ly 'ii °. 9f Jr� „I Ire` /r r u,, IIII Ir r � r r f r .,,,�� ,g. i/r Ir;, 'r rfr ° rrr Yu� , � 'aw l Vh, fb r"r. r .... r � r VI r 1 "0 rg r r47 IS4Jj y I, » ri r fi� r r ( r r r •� m ' rl, mry I fill" Sul w. ml iirrr nrr W� �wwwwwww ��rrrrrrrrr, "o.1,0r110", mrJ'JJJJJJJJJJJJJJJJJ%/I ' �� ;:.,. �ul�»��✓/m/�////%%%/a%�J ',n;�,� r� w" ,r'r� ,; ,,�I 111� � ,m,, �a ��n I o _ I err'a 7F, , , u w �Y ,'II, ,r,, m' �uuur jj VJ » ,II m w ° w-. r 7 Ilsr ry, Jill— pm a r r ;rr r / rd o ri jj 1 r rr rr J, , �r ��u g y, r, �Iw r w I�Illr�aul�lal' �i Dn � r r lil l tj,<I ly d r a o.. m r n Il i ` r a i rrIWr 1 NON her Ur ,u r 'l, f"; , Ot Ip/ r I I lal r Ir Ilo », m dl 0 (( rI r ' rl lr' a r Jl r m, r jI U -' r/ Ifl Y, r o I , r „If rr, ,� rr r €;rI 1 UI rr,l Y I/I r !i S `trr I I w YI r11 Ill II Pt pr 11 ,r Jl ° u r f�� j Ils�llu�➢�'��aVll _�. �r " r r , 1 err l rl„IQG , d ICI South Groveland Quadrangle 2024 /k rr "v. L North Andover High School N 430 Osgood Street Environmental Consultants, Inc. North Andover, MA Wakefield, MA 781.245.2500 0 250 500 Feet October 9, 2024 www.lecenvironmental.com RF wIlj 4 �13 i� 9"1", 0, -V ""'MW c� f F, A01 .................... j K", 47, Ikd, A V J ;�A 4 1, A J�11101P, R, 0 ti, J, "i'll J, �J'1,111 P'k-1 J41 NO, Ulf �Al ip N, 4� kjk; 3m, A �/W 1"W NMI ,kv M, A gend NHESP Certified Vernal Pool NHESP Potential Vernal Pool NHESP Estimated Habitats E, �f� of Rare Wildlife(2021) NHESP Priority Habitats of Rare Species(2021) DEP Wetlands ;2 g� DEP Hydrologic Connection DEP Wetlands Linear Features 5 Office of Geographic and Environmental Information DEP Wetlands Change(12/2013) (MassGIS),Commonwealth of Massachusetts, Executive Office of Environmental Affairs MassGIS USGS Ortho Imagery(2023) ACEC North Andover High School 430 Osgood Street Environmental Consultants, Inc. North Andover, MA Wakefield, MA 781.245.2500 October 9, 2024 0 200 40OFeet www.lecenvironmental.com National F FIRMette FEMA Legend 7107'18"W 42042'16"N SEE F S REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT \\y_ Without Base FloodElevation(BFE) y. With BFE or Depth Zone AE,AO,AH,v SPECIAL FLOOD? HAZARD AREAS Regulatory Floodw y -, Q.2%Annual Chance Fled Hazard Areas of 1%annual chance flood with average \ \\\ depth less than one foot or with drainage areas of less than one square mile Zone \ Future Conditions %Annual 2 \ \ n- Chance Fled Hazard�� - o\\\ Area with Reduced Fled Risk due to \\\\ Levee.See Notes n A OTHER AREAS OF \\ \\ \ FLOOD HAZARD Area with Fled Risk due to Levee Zone v N4 SCREEN Area o Minimal Flood Hazard Zen- f 11t' \ , Effective LOM RS OTHER AREAS Area of Undetermined Fled Hazard Zane \y ; Ehl ERAL -—-- Channel Culver or Storm Sewer yt STRUCTURES Levee,[dike,or Floodwall \ � �� ti M vy i DTH � � 202y y . Cross Sections with A Chance I �1 later Surf ce Elevation Ion \.\\ M \ — Coastal Transect i \, H- vj Base Fled Elevation Line(BFE) \ IN Limit of Study Jurisdiction Boundary v_ _\ Coastal r ansect Baseline T -50111k OTHER \\ Profile OR Baseline \\ FEATURES{ — dro ra hic Feature Digital Data Available \:WILL- Ag-o No Digital Data Available al ' v � " 1111AR PANEL Un mapped pped � a The pin displayed on the map is an approximate s not represent arilauthoritative property location. This plies with FED standards the e y L map cow 'A� tandar for use of \\\ digital flood maps it it is net void as described below. - Th b h h FEM base Berta � own corn Iles wit: A`s rra , �- accuracy standards The flood hazard information is derived directly from the did �u I authoritative NFHL web services provided by FEIVA This map -Ww was exported on C` at F and does not reflect changes or amendments subsequent to this date and - C or time.The NFHL and effective information may change ;. become superseded by new data overtime. This map image is void if the one or more of the following map elements do not appeal"basemap imagery,flood gone labels,.. legend,kale bar,map creation date,community identifiers, e . FIRM panel number,and FIRM effective date.Map images for 71�6'41"111142�41'S0"N Feed unmapped and unmodernized areas cannot be used for regulatory purposes. Basemap Imagery Source:USGS National Map 2023 Attachment B MassDEP Bordering Vegetated Wetland Determination Forms BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: North Andover High School City/Town: North Andover Sampling Date: 10/2/24 Applicant/Owner: Sampling Point or Zone: NONWET-1 Investigator(s): LEC Environmental Consultants:Trevor Nassar -Latitude/Longitude:42.70072, -71.11658 Soil Map Unit Name:30A Raynham silt loam, 0 to 3 percent slopes NWI or DEP Classification:N/A Are climatic/hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks) Are Vegetation , Soil 0 , or Hydrology 0 si significantly disturbed? If es, explain in Remarks g � g Y ( Y p ) Are Vegetation 0 Soil 0 or Hydrology 0 natural) problematic? If es explain in Remarks g Y p ( Y � p ) SUMMARY OF FINDINGS—Attach site map and photograph log showing sampling locations,transects, etc. Wetland vegetation criterion met? Yesl JNoFIs the Sampled Area Yes O No Hydric Soils criterion met? Yes No ✓ I within a Wetland? Wetlands hydrology present? Yesi ]No ✓ Remarks, Photo Details, Flagging, etc.: - Test pit dug 10 feet upgradient of BVW flag 7-4 - The site was in a Level 1- Mild Drought at the time of data collection HYDROLOGY Field Observations: Surface Water Present? Yes No ✓ Depth (inches) Water Table Present? Yes No ✓ Depth (inches) Saturation Present (including capillary fringe)? Yes No ✓ _ Depth (inches) Wetland Hydrology Indicators Reliable Indicators of Wetlands Indicators that can be Reliable with Indicators of the Influence of Water Hydrology Proper Interpretation =Water-stained leaves 0 Hydrological records Direct observation of inundation DEvidence of aquatic fauna 0 Free water in a soil test hole Drainage patterns QIron deposits Saturated soil Drift lines QAlgal mats or crusts 0 Water marks Scoured areas DOxidized rhizospheres/pore 0 Moss trim lines 0 Sediment deposits linings =Thin muck surfaces Presence of reduced iron Surface soil cracks =Plants with air-filled tissue 0 Woody plants with adventitious Sparsely vegetated concave (aerenchyma) roots surface Plants with polymorphic leaves 0 Trees with shallow root systems Microtopographic relief =Plants with floating leaves 0 Woody plants with enlarged Geographic position (depression, Hydrogen sulfide odor lenticels toe of slope, fringing lowland Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. Form Revised July 2023 Sampling Point NONWET-1 VEGETATION- Use both common and scientific names of plants. Tree Stratum Plot size 30' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. 2. 3. 4. 5. 6. 7. 8. 9. 0.0 =Tota I Cover Shrub/Sapling Stratum Plot size 15' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. Speckled Alder Alnus incana FACW 0 10.5 Yes Yes Ej 2. Glossy buckthorn Frangula alnus FAC 0 3.0 No Yes El 3. Quaking aspen Populus tremuloides FACU 3.0 No No 4. 5. 6. 7. 8. 9. 16.5 =Tota I Cover Herb Stratum Plot size 5' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. Rough-stemmed goldenrod Solidago rugosa FAC Ej 10.5 Yes Yes 2. Winterberry holly Ilex verticillata FACW Ej 3.0 Yes Yes 0 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13.5 =Tota I Cover 2 Form Revised July 2023 Sampling Point NONWET-1 VEGETATION—continued. Woody Vine Stratum Plot size 30' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. 2. 3. 4. 0.0 =Tota I Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes No 0✓ Dominance Test: Number of Number of dominant species that are Do wetland indicator plants make up dominant species wetland indicator plants >_50%of dominant plant species? 3 3 Yes Ej_No L] Prevalence Index: Total %Cover (all strata) Multiply by: Result OBL species X 1 =0.00 FACW species X 2 =0.00 FAC species X 3 =0.00 FACU species X 4 =0.00 UPL species X 5 =0.00 Column Totals (A) 0 (B)0 Prevalence Index B/A= Is the Prevalence Index<_ 3.0? 0.00 Yes No F1 Wetland vegetation criterion met? Yes ✓0 No Definitions of Vegetation Strata Tree- Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Shrub/Sapling- Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m)tall Herb- All herbaceous (non-woody plants, regardless of size, and woody plants less than 3.3 ft. (1 m)tall Woody vines- All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Ra nge Midpoint 1-5 % 3.0 6-15 % 10.5 15-25 % 20.5 26-50% 38.0 51-75 % 63.0 76-95 % 85.5 96-100% 98.0 Form Revised July 2023 3 Sampling Point NONWET-1 SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth Matrix Redox Features (inches) Color(moist) % Color(moist) % Type' Location Texture Remarks 0-8 10 YR 4/3 100.00 Loamy sand A 8-10 10 YR 3/6 x 10 YR 4/6 100.00 coarse loamy sand B 'Type:C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils E:1-Histosol (Al) ❑ Polyvalue Below Surface (S8) [a2 cm Muck(A10) ElHistic Epipedon (A2) ❑ Thin Dark Surface (S9) ❑ 5 cm Mucky Peat or Peat(S3) E:1-Black Histic (A3) 0 Loamy Gleyed Matrix (F2) Iron-Manganese Masses (F12) E:I_Hydrogen Sulfide (A4) Depleted Matrix (F3) Mesic Spodic (A17) 1::IStratified Layers (A5) Redox Dark Surface (F6) 0 Red Parent Material (F21) [::]_Depleted Below Dark Surface (A11) Ll Depleted Dark Surface (F7) ❑ Very Shallow Dark Surface (F22) LIThick Dark Surface (Al2) Redox Depressions (F8) E:I_Sandy Mucky Mineral (S1) [::]_Sandy G leyed Matrix(S4) [::]_Sandy Redox(S5) ❑ Other(Include Explanation in [::]_Stripped Matrix(S6) Remarks) E:1-Dark Surface (S7) Restrictive Layer(if observed) Type: Rocky Depth (inches): 10.00 Remarks:Rocky refusal at 10 inches Could be historic fill material Hydric Soils criterion met? Yes �L_ No 0✓ Form Revised July 2023 4 BORDERING VEGETATED WETLAND DETERMINATION FORM Project/Site: North Andover High School City/Town: North Andover Sampling Date: 10/2/24 Applicant/Owner: Town of North Andover Sampling Point or Zone: WET-1 Investigator(s): LEC Environmental Consultants:Trevor Nassar _Latitude/Longitude:42.70072 , -71.11658 Soil Map Unit Name:30A Raynham silt loam, 0 to 3 percent slopes NWI or DEP Classification:Shrub Swamp Are climatic/hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks) Are Vegetation , Soil 0 , or Hydrology 0 si significantly disturbed? If es, explain in Remarks g � g Y ( Y p ) Are Vegetation 0 Soil 0 or Hydrology 0 natural) problematic? If es explain in Remarks g Y p ( Y � p ) SUMMARY OF FINDINGS—Attach site map and photograph log showing sampling locations,transects, etc. Wetland vegetation criterion met? Yesl JNoFIs the Sampled Area Yes ✓0 No Hydric Soils criterion met? Yes ✓ No I within a Wetland? Wetlands hydrology present? Yes ✓ No Remarks, Photo Details, Flagging, etc.: - Test pit dug 15 feet downgradient of BVW flag 7-3 - The site was in a Level 1- Mild Drought at the time of data collection HYDROLOGY Field Observations: Surface Water Present? Yes No ✓ Depth (inches) Water Table Present? Yes No ✓ Depth (inches) Saturation Present (including capillary fringe)? Yes ✓ No _ Depth (inches) 0.00 Wetland Hydrology Indicators Reliable Indicators of Wetlands Indicators that can be Reliable with Indicators of the Influence of Water Hydrology Proper Interpretation ✓=Water-stained leaves 0 Hydrological records Direct observation of inundation DEvidence of aquatic fauna 0 Free water in a soil test hole Drainage patterns QIron deposits Saturated soil Drift lines QAlgal mats or crusts 0 Water marks Scoured areas DOxidized rhizospheres/pore 0 Moss trim lines 0 Sediment deposits linings =Thin muck surfaces Presence of reduced iron Surface soil cracks =Plants with air-filled tissue 0 Woody plants with adventitious Sparsely vegetated concave (aerenchyma) roots surface Plants with polymorphic leaves 0 Trees with shallow root systems Microtopographic relief =Plants with floating leaves 0 Woody plants with enlarged Geographic position (depression, Hydrogen sulfide odor lenticels toe of slope, fringing lowland Remarks (describe recorded data from stream gauge, monitoring well, aerial photos, previous inspections, if available): This form is only for BVW delineations. Other wetland resource areas may be present and should be delineated according to the applicable regulatory provisions. Form Revised July 2023 Sampling PointWET-1 VEGETATION- Use both common and scientific names of plants. Tree Stratum Plot size 30' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. White oak Quercus alba FACU 0 38.0 Yes � I No Ej 2. Norway maple Acer platanoides UPL 10.5 Yes Ej No Ej 3. 4. 5. 6. 7. 8. 9. 48.5 =Tota I Cover Shrub/Sapling Stratum Plot size 15' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. Glossy buckthorn Frangula alnus FAC 0 63.0 Yes Yes Ej 2. 3. 4. 5. 6. 7. 8. 9. 63.0 =Tota I Cover Herb Stratum Plot size 5' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. Purple loosestrife Lythrum salicaria OBL 63.0 Yes Yes 2. Northern arrowwood Viburnum dentatum FACW 3.0 No Yes 0 3. Burnweed Senecio hieraciifolius FACU 013.0 No No 0 4. Cattail Typha sp. OBL 3.0 No Yes 0 5. 6. 7. 8. 9. 10. 11. 12. 72.0 =Tota I Cover 2 Form Revised July 2023 Sampling PointWET-1 VEGETATION—continued. Woody Vine Stratum Plot size 30' Indicator Absolute Dominant? Wetland Status % Cover (yes/no) Indictor? Common name Scientific name (yes/no) 1. Oriental Bittersweet Celastrus orbiculatus FACU El 10.5 Yes Ej No E 2. 3. 4. 10.5 =Tota I Cover Rapid Test: Do all dominant species have an indicator status of OBL or FACW? Yes No 0✓ Dominance Test: Number of Number of dominant species that are Do wetland indicator plants make up dominant species wetland indicator plants >_50%of dominant plant species? 5 2 Yes No ✓ Prevalence Index: Total %Cover (all strata) Multiply by: Result OBL species 69 X 1 =69.00 FACW species 3 X 2 =6.00 FAC species 63 X 3 =189.00 FACU species 52 X 4 =208.00 UPL species 11 X 5 =52.50 Column Totals (A) 197.5 1 (B)524.5 Prevalence Index B/A= Is the Prevalence Index<_ 3.0? 2.66 F71 Yes No Wetland vegetation criterion met? Yes ✓0 No Definitions of Vegetation Strata Tree- Woody plants 3 in. (7.62 cm) or more in diameter at breast height (DBH), regardless of height Shrub/Sapling- Woody plants less than 3 in. (7.62 cm) DBH and greater than or equal to 3.3 ft. (1 m)tall Herb- All herbaceous (non-woody plants, regardless of size, and woody plants less than 3.3 ft. (1 m)tall Woody vines- All woody vines greater than 3.3 ft. (1 m) in height Cover Ranges Ra nge Midpoint 1-5 % 3.0 6-15 % 10.5 15-25 % 20.5 26-50% 38.0 51-75 % 63.0 76-95 % 85.5 96-100% 98.0 Form Revised July 2023 3 Sampling PointWET-1 SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators) Depth Matrix Redox Features (inches) Color(moist) % Color(moist) % Type' Location Texture Remarks 0-18 10YR 2/1 95.00 1 OYR 5/8 5.00 C M 0 Mucky sandy loam A; Redox starting at 9-inches 18-24 10 YR 4/1 90.00 10 YR 5/3 x 10 YR 6/3 5.00 C M Fine sandy loam Bg 10 YR 5/8 5.00 C M 'Type:C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators (Check all that apply) Indicators for Problematic Hydric Soils E:1-Histosol (Al) ❑ Polyvalue Below Surface (S8) [a2 cm Muck(A10) ElHistic Epipedon (A2) ❑ Thin Dark Surface (S9) ❑ 5 cm Mucky Peat or Peat(S3) E:1-Black Histic (A3) Loamy Gleyed Matrix (F2) Iron-Manganese Masses (F12) E:I_Hydrogen Sulfide (A4) Depleted Matrix (F3) E] Mesic Spodic (A17) 1::IStratified Layers (A5) Redox Dark Surface (F6) 0 Red Parent Material (F21) [Z]_Depleted Below Dark Surface (A11) Ll Depleted Dark Surface (F7) ❑ Very Shallow Dark Surface (F22) LIThick Dark Surface (Al2) Redox Depressions (F8) E:I_Sandy Mucky Mineral (S1) [::]_Sandy G leyed Matrix(S4) [::]_Sandy Redox(S5) ❑ Other(Include Explanation in [::]_Stripped Matrix(S6) Remarks) E:1-Dark Surface (S7) Restrictive Layer(if observed) Type: Depth (inches): Remarks: Hydric Soils criterion met? Yes E:L- No 0 Form Revised July 2023 4 Attachment C USGS StreamStats Report StreamStats Report-North Andover High School Region ID: MA Workspace ID: MA20241223165709732000 Clicked Point(Latitude, Longitude): 42.69723,-71.11643 Time: 2024-12-23 11:57:32-0500 i v ii r i 9 u IY II i IJ t O Collapse All Basin Characteristics Parameter Code Parameter Description Value Unit BSLDEM10M Mean basin slope computed from 10 m DEM 6.911 percent BSLDEM250 Mean basin slope computed from 1:250K DEM 4.984 percent DRFTPERSTR Area of stratified drift per unit of stream length -100000 square mile per mile DRNAREA Area that drains to a point on a stream 0.15 square miles ELEV Mean Basin Elevation 175 feet FOREST Percentage of area covered by forest 51.96 percent LC06STOR Percentage of water bodies and wetlands determined from the NLCD 2006 0 percent MAREGION Region of Massachusetts 0 for Eastern 1 for Western 0 dimensionless PCTSNDGRV Percentage of land surface underlain by sand and gravel deposits 0 percent Peak-Flow Statistics Peak-Flow Statistics Parameters [Peak Statewide 2016 5156] Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 0_1 """"' square miles 0.16 512 ELEV Mean Basin Elevation 175 feet 80.6 1948 LC06STOR Percent Storage from NLCD2006 0 percent 0 32.3 Peak-Flow Statistics Disclaimers [Peak Statewide 2016 51561 / / r ,rrr �x rnor�. the,,,�dram6 ,/,r „a at �rd ,,.tF� .0 g ed ran "� trrnate Peak-Flow Statistics Flow Report [Peak Statewide 2016 5156] Statistic Value Unit 50-percent AEP flood 10.1 ft"3/s 20-percent AEP flood 17.2 ft"3/s 10-percent AEP flood 23 ft"3/s 4-percent AEP flood 31.5 ft"3/s 2-percent AEP flood 38.7 ft"3/s 1-percent AEP flood 46.4 ft"3/s 0.5-percent AEP flood 54.8 ft"3/s 0.2-percent AEP flood 67.2 ft"3/s Peak-Flow Statistics Citations Zarriello, P.J.,2017, Magnitude of flood flows at selected annual exceedance probabilities for streams in Massachusetts: U.S. Geological Survey Scientific Investigations Report 2016-5156, 99 p. (https:Hdx.doi.org/l0.3133/sir20165156) Low-Flow Statistics Low-Flow Statistics Parameters [Statewide Low Flow WRIR00 4135] Parameter Code Parameter Name Value Units Min Limit Max Limit BSLDEM250 Mean Basin Slope from 250K DEM 4.984 percent 0.32 24.6 rrrrr//rrrrrrrrrrrrrrrrr DRFTPERSTR Stratified Drift per Stream Length C.,,, square mile per mile 0 1.29 DRNAREA Drainage Area T' 5"'........... square miles 1.61 149 MAREGION Massachusetts Region 0 dimensionless 0 1 Low-Flow Statistics Disclaimers [Statewide Low Flow WRIR00 4135] rrr � ri., � r/ r r /r // / r r / ri r.. //„ r ,... .. ,. /.. n r rrr ,r r m r i ..., r h r` E.. I r h n uun r i n# t � u e t a �, at �. c� d f � uat�� c�a � � r m � r / r /r / r / ,r r rr „,,,,, ,;, ,r 5e, afu( t d dui t ,urrd f rr 6a rrr hara t rr tr E uatr n M7D,1(Y rn G O uld ra t be alulat d d a tc,,,;ur�defirr d le a rn o;hara�t rI tr . q Low-Flow Statistics Flow Report [Statewide Low Flow WRIR00 4135] Statistic Value Unit 7 Day 2 Year Low Flow undefined ft"3/s 7 Day 10 Year Low Flow undefined ft"3/s Low-Flow Statistics Citations Ries, K.G., 111,2000, Methods for estimating low-flow statistics for Massachusetts streams: U.S. Geological Survey Water Resources Investigations Report 00-4135, 81 p. (http://pubs.usgs.gov/wri/wri004135/) Flow-Duration Statistics Flow-Duration Statistics Parameters [Statewide Low Flow WRIR00 4135] Parameter Code Parameter Name Value Units Min Limit Max Limit BSLDEM250 Mean Basin Slope from 250K DEM 4.984 percent 0.32 24.6 DRFTPERSTR Stratified Drift per Stream Length 1b0 (/.// square mile per mile 0 1.29 DRNAREA Drainage Area 0115//// square miles 1.61 149 MAREGION Massachusetts Region 0 dimensionless 0 1 Flow-Duration Statistics Disclaimers [Statewide Low Flow WRIR00 4135] / / r rr rr// r r r rr n r tea � ,ararri r t id t u t r .Est a r tra„i/,Iat d h n 6 n rrc ,; a 'fl D6 ,h Id t k rd u u/ r � r r r r � r. / / ,/ r r / / ,. r r r rr r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r v r r r ululated rf flrleSa1 Kara rl I utla 7 ,,,Irl G UId riot ate d ur�d rle`d bay( aractarl'tl uat D t o b f 5 t I I t rf l ri / r r � r / / / r r r r/ / / r r rr / r r r / r/ / r r rr ri r r/ r r r r/ r i r / i ,., r ., rill ,., o - r: ,.,rr r irrii. 20 Id t b al�ll a to,uhd Irl; aln ra tlC, ,uatlor� I ,,e uld flat b a tad d „to Irnc IrI bail ara t I tI t us h r , r t f J � / r„ ;rrr/ ,r / / ,rrr E,uatl D G,C, uld od du t rs flrf alrl ;h r er s ua'tIO2Id rIo I"tu rid Ire � � t � � � „ r r r r r r r r r r rr rr rrr.. r r r baalri Ch ,,ra "ristic,E u lore'©9 irI 2f1 olfl,,rl eal �a „o,,,, d °ined,b sift ch ra{+ rItIC a ors D „(rl If ri ;t;,iie Ialu(at `d „ ri ,rrr rri r due,,,te�u�Ideflned ba ;ln characterltl "E ua"tlo°r`I D��„In GCO could r5ot be;;�alulatd due te�,,,,l�f�defl�e�f�aln harate�itic.,,,,,,,,,,,,, Flow-Duration Statistics Flow Report [Statewide Low Flow WRIR00 4135] Statistic Value Unit 50 Percent Duration 0.138 ft"3/s 60 Percent Duration undefined ft^3/s 70 Percent Duration undefined ft"3/s 75 Percent Duration undefined ft"3/s 80 Percent Duration undefined ft^3/s 85 Percent Duration undefined ft"3/s 90 Percent Duration undefined ft"3/s 95 Percent Duration undefined ft"3/s 98 Percent Duration undefined ft"3/s 99 Percent Duration undefined ft"3/s Flow-Duration Statistics Citations Ries, K.G., 111,2000, Methods for estimating low-flow statistics for Massachusetts streams: U.S. Geological Survey Water Resources Investigations Report 00-4135, 81 p. (http://pubs.usgs.gov/wri/wri004135/) August Flow-Duration Statistics August Flow-Duration Statistics Parameters [Statewide Low Flow WRIR00 4135] Parameter Code Parameter Name Value Units Min Limit Max Limit BSLDEM250 Mean Basin Slope from 250K DEM 4.984 percent 0.32 24.6 rrrrrrrrrrrrrrrrrrrrr, DRFTPERSTR Stratified Drift per Stream Length _1' 0 '0 0,,,rrrrr � square mile per mile 0 1.29 DRNAREA Drainage Area OA't. square miles 1.61 149 MAREGION Massachusetts Region 0 dimensionless 0 1 August Flow-Duration Statistics Disclaimers [Statewide Low Flow WRIR00 4135] r r r r r r r r / /.... ,,,,,,.. ,,,,,. ,,,,, ,,,,,. ,,, ,,,r, f�e;tr mcra,,,"f thy, rarr�afr I °°;I�tI 'tha ,Ir atad raI a Est°Irr�ata ;;ruarr;; tra ,Iatd lth ur�lrn arr :,rr,E uati ,n11, C :C p In ,C2(1,,,6, d riot rrr b O c ,I u I at(d d u e,,,t 0,,,,U,rf d�f I f��d August Flow-Duration Statistics Flow Report [Statewide Low Flow WRIR00 4135] Statistic Value Unit August 50 Percent Duration undefined ft^3/s August Flow-Duration Statistics Citations Ries, K.G., 111,2000, Methods for estimating low-flow statistics for Massachusetts streams: U.S. Geological Survey Water Resources Investigations Report 00-4135, 81 p. (http://pubs.usgs.gov/wri/wri004135/) Bankfull Statistics Bankfull Statistics Parameters [Bankfull Statewide SIR2013 5155] Parameter Code Parameter Name Value Units Min Limit Max Limit BSLDEM10M Mean Basin Slope from 10m DEM 6.911 percent 2.2 23.9 DRNAREA Drainage Area 0,1 ................. square miles 0.6 329 Bankfull Statistics Parameters [Appalachian Highlands D Bieger 20151 Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 0.15 square miles 0.07722 940.1535 Bankfull Statistics Parameters [New England P Bieger 2015] Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area r1 rrr ""rrrrrrrrrrrrrrr r'square miles �� 3.799224 138.999861 Bankfull Statistics Parameters [USA Bieger 2015] Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 0.15 square miles 0.07722 59927.7393 Bankfull Statistics Disclaimers [Bankfull Statewide SIR2013 5155] r r r r r r r r r ,r /// ///// / / r r /. r / r/ r / r / r r /. r / r/ r r / r r r / r r / , r / r r / ,.. r / r r / ,. / r / rr / r r / /r / / / r / rr / r r /. . / / r. r r / r r / // / r r r ............ / r,.... /... rii /..,.... /// / Sri / r ....,.... /... err / .... / ri , ,... / r ... ,� h r n. E;rm uw r ...,:r I wih / 4rf„ n C r 0� �r more�f��,,�ara�netr „r guts d�t e �99� � d � t �� e� t��t �{ t u c� e a Bankfull Statistics Flow Report [Bankfull Statewide SIR2013 5155] Statistic Value Unit Bankfull Width 7.09 ft Bankfull Depth 0.548 ft Bankfull Area 3.82 ft"2 Bankfull Streamflow 8.66 ft"3/s Bankfull Statistics Flow Report [Appalachian Highlands D Bieger 20151 Statistic Value Unit Bieger_D_channel_width 6.91 ft Bieger_D_channel_depth 0.65 ft Bieger_D_channel_cross_sectional_area 4.53 ft"2 Bankfull Statistics Disclaimers [New England P Bieger2015] .................. or e/,/,/,/o i't4"sati/m a/t/6// ate�d wi'tK4K a 'Wted ra 0/1 M, f th e r m ",s,/////,,I,s//0/,/",ult 0/1/////t h e O'g,c ............... ............... ............... ............... Bankfull Statistics Flow Report [New England P Bieger2015] Statistic Value Unit B i e g e r-P-c h a n n e I-w i d t h 14.9 ft B i e g e r-P-c h a n n e I-d e p t h 0.906 ft B i e g e r-P-c h a n n e I-c ro s s-s e ct i o n a I-a re a 13.2 ftA 2 Bankfull Statistics Flow Report [USA Bieger2015] Statistic Value Unit B i e g e r-U SA-c h a n n e I-w i d t h 6.35 ft B i e g e r-U SA-c h a n n e I d e p t h 0.805 ft B i e g e r-U S A-c h a n n e I c ro s s-s e ct i o n a I-a r e a 6.13 ftA 2 Bankfull Statistics Flow Report [Area-Averaged] Statistic Value unit Bankfull Width 7.09 ft Bankfull Depth 0.548 ft Bankfull Area 3.82 ftA 2 Bankfull Streamflow 8.66 ftA 3/s Bieger-D-channel-width 6.91 ft Bieger-D-channel-depth 0.65 ft Bieger-D-channel-cross-sectional-area 4.53 ftA 2 Bieger-P-channel-width 14.9 ft Bieger-P-channel-depth 0.906 ft Bieger-P-channel-cross-sectional-area 13.2 ftA 2 Bieger-USA-channel-width 6.35 ft Bieger-USA-channel-depth 0.805 ft Bieger-USA-channel-cross-sectional-area 6.13 ftA 2 Bankfull Statistics Citations Bent, G.C., and Waite,A.M.,2013, Equations for estimating bankfull channel geometry and discharge for streams in Massachusetts: U.S. Geological Survey Scientific Investigations Report 2013-5155, 62 p., (http://pubs.usgs.gov/sir/2013/5155/) Bieger, Katrin; Rathjens, Hendrik;Allen, Peter M.;and Arnold,Jeffrey G.,2015, Development and Evaluation of Bankfull Hydraulic Geometry Relationships for the Physiographic Regions of the United States, Publications from USDA-ARS/UNL Faculty, 17p. (https://digitalcommons.uni.edu/usdaarsfacpub/1515? utm-source=digitalcommons.uni.edu%2Fusdaarsfacpub%2F1 51 5&utm-medium=PDF&utm-campaign=PDFCoverPages) Probability Statistics Probability Statistics Parameters [Perennial Flow Probability] Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 0.15 square miles 0.01 1.99 FOREST Percent Forest 51.96 percent 0 100 Parameter Code Parameter Name Value Units Min Limit Max Limit MAREGION Massachusetts Region 0 dimensionless 0 1 PCTSNDGRV Percent Underlain By Sand And Gravel 0 percent 0 100 Probability Statistics Flow Report [Perennial Flow Probability] PIL: Lower 90% Prediction Interval, PIU: Upper 90% Prediction Interval,ASEp: Average Standard Error of Prediction, SE:Standard Error, PC: Percent Correct, RMSE: Root Mean Squared Error, PseudoR12: Pseudo R Squared (other--see report) Statistic Value Unit PC Probability Stream Flowing Perennially 0.431 dim 71 Probability Statistics Citations Bent, G.C., and Steeves, P.A.,2006,A revised logistic regression equation and an automated procedure for mapping the probability of a stream flowing perennially in Massachusetts: U.S. Geological Survey Scientific Investigations Report 2006-5031, 107 p. (http://pubs.usgs.gov/sir/2006/5031/pdfs/SIR_2006-5031 rev.pdf) Maximum Probable Flood Statistics Maximum Probable Flood Statistics Parameters [Crippen Bue Region 21 Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 0.15 square miles 0.1 3000 Maximum Probable Flood Statistics Flow Report [Crippen Bue Region 2] Statistic Value Unit Maximum Flood Crippen Bue Regional 1430 ft"3/s Maximum Probable Flood Statistics Citations Crippen,J.R. and Bue,Conrad D.1977, Maximum Floodflows in the Conterminous United States, Geological Survey Water-Supply Paper 1887, 52p. (https:Hpubs.usgs.gov/wsp/1887/report.pdf) USGS Data Disclaimer:Unless otherwise stated,all data,metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected.Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S.Geological Survey(USGS),no warranty expressed or implied is made regarding the display or utility of the data for other purposes,nor on all computer systems,nor shall the act of distribution constitute any such warranty. USGS Software Disclaimer:This software has been approved for release by the U.S.Geological Survey(USGS).Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review.No warranty,expressed or implied,is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty.Furthermore,the software is released on condition that neither the USGS nor the U.S.Government shall be held liable for any damages resulting from its authorized or unauthorized use. USGS Product Names Disclaimer:Any use of trade,firm,or product names is for descriptive purposes only and does not imply endorsement by the U.S.Government. Application Version:4.25.0 StreamStats Services Version:1.2.22 NSS Services Version:2.2.1 This Page Intentionally Left Blank ATTACHMENT 2 USGS Map ------------ NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS NORTH ANDOVER, MA N" r7 0 0 5 ,fir v\ oil "I"I ? —4-4. ,"q If 0 rcrm ,Ile.......... .......... RE RD Al (7 kr ,ll'4. . .r6lil XI.l ,U 7:-4 R" 11",f)............... "i�OA R M R yfllylf 5 p"', .. ....... 'RENcH rAR M -1111/.......... M I e, '00 00 V T�IEA �P 0 N DI R D cNBYers)HU1, V, LawrenceI, 133, lunicipall 1,�......... ....... Ai`rport f V) . . ....... Im ......... fi o"'�°�, ��..�d!�Nr "Y rr by �'�I'� „�"° 5. s... IX A .......I'If,�.......I.. 0 tee,e ,1, 1 CHN.......... ......D ................ i Q"I woo I ills'°", I-00 re o�l Q'I N Es s 1 I "'IH.. .I .........—1 : f >, " ", J NV f ,fin I ,R ,,� 0 -1'_., , f 00 k ... ....... Hill,I� o I' FY Fo ter "A" c etv,ic k J� ............. N 6 ........... Al ........... d 46 64 "q, 8 D d Wv 1p.00 r— ✓ 7mMu V, 'XII: III.......,", IV'44 0"" 's Y, I f 0 A,v N, i Sul„ <_ Al fr el00 .I........ I.........I ............ 77 6e'lif Hdi ll� > ........... 0 'Y .......................... Xs, > J, ............ � � r'Cros 11 1 Is �,,,, s voTM„ T CON, ................ (I d S o Fil ............... IJ % yy 44, .............I. 0 1 d,',N dirt h, 401, Pa,nS N .............. P,111� G� Ili 01, 'd ✓ 71 4's 0,0,0,0,0,0,0,0,0,0, l,"A............7 7 F i Mt hg ..I.......4" lay n, NE G D Z gar'10 h ort N �T(P II ckt er X J,Andov, 0 Centidt", .................. gl� -Z Mila, rble Rid" f I".I......... ..................... If",� S) "YI 4!pt Syr N ......................... tation % 9L g f_ IN \j, "I �1� ✓," 11, ,al, For H M) I ''wow dl,,, V51' Zf,I,,",�,� Z 04 ........... .......... 4p. lk� ........... ......................I I V, is I'\ Pj�v,, JII" op. % A� 4 4� "s I;...... Reference: USGS TopoV iew-South Groveland Quadrangle EC No= 01 Attachment 2 ,v,oGA,LE' .I............................. ....... ATTACHMENT 3 Environmental Resources Map NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS NORTH ANDOVER, MA �l/��i��A �i J P dll�llll ✓" 4 � r i , A Jo ?I''u - ' �I i �r � r ,iuiul1lPNllllll��l�iiiva , , � c 1 Ro 1 � Wig ! r" r K, r rp J w F ,i Reference: MassGIS MassMapperData Viewer Outstanding Resource Wetlands NHESP Data .. ............................................................................................................................................................................................. Waters O Marsh/Bog NHESP Priority Habitat of Rare �EMORW for ACEC Species Wooded Marsh PWS Contributor Cranberry Bog NHESP Estimated Habitat of Rare ORW for PWS and Other w Wildlife Salt Marsh Certified Vernal Pool Regulated Areas Open Water ......... ......... ......... ......... ................ a Potential Vernal Pool SyNNDy�NyNJ9N ' Zone 11 Well Area Reservoir(With PWSID) IWPA Tidal Flats Area of Critical Environmental �" Concern(ACEC) Beach/Dune Attachment 3 A,L�E' �1111��ll�lllll l llllllu imui . —,,,_ ATTACHMENT 4 FEMA Flood Map NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS NORTH ANDOVER, MA a , vi �i 1 f r„ I ,u f ' I IF t 91 i � a/ / c I, r r ' 0 4 iuuuuuuul Iu� o I Y; a dill iirp�f s Y Reference: FEMA National Flood Hazard Layer(NFHL)Viewer Legend 1%Annual Chance Flood (100-year) 11111111111111111111111111111111111111111111JJJ 0.2%Annual Chance Flood (500-year) Regulatory Floodway Attachment 4 A,L�E' ��111��ll�lllll l llllllu imui . —,,,_ ATTACHMENT 5 Geotechnical Report - Nobis Engineering USDA Soil Map nobis IIIIIIIIIIIIIIIIII MEMORANDUM To: Kyle Rowan From: Brien Waterman, PE Subject: North Andover High School Field Upgrades Test Pit Memo P Date: January 8, 2025 Dear Mr. Rowan, Nobis Group® (Nobis) has completed geotechnical engineering services for the above referenced project. Services were performed in general accordance with our proposal dated August 4, 2021, and your subsequent authorization. This geotechnical memo presents the results of the test pits and infiltration testing and presents the laboratory data. This report is subject to the limitations, see attached. Test pits were performed at various locations in support of the proposed synthetic turf baseball field,as shown on the attached exploration location plan. The subcontractor, Cryan Landscaping, performed five (5)test pits,designated TP-1 through TP-5,excavated on December 18, 2024 using a CAT 305-CR Mini excavator with a reaching capacity of 10 feet. Test pits TP-1, TP-3, TP-4, and TP-5 had field saturated hydraulic conductivity tests performed in general accordance with the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Handbook (Volume 3, Chapter 1) utilizing a compact constant head permeameter (Amoozemeter). The general subsurface profile comprised of topsoil overlying sand which consisted of sand with little to trace amounts of silt and gravel, overlying glacial till consisting of sand, with varying amounts of silt, gravel, cobbles, and boulders. The test pits were advanced to a depth of 2 to 5 feet bgs, where refusal was encountered between 4.5 to 5 feet bgs. Refusal was due to the density of the glacial till present throughout the site. The test pit logs are attached in the appendices. At the start of excavation, standing water was present across areas of the existing field. During the excavation of test pit TP-3, Nobis encountered large amounts of perched water, that seeped into the bottom of the test pit, resulting in over a foot of standing water. In the other test pits,the same perched water was present, however water seeped into the other test pits at a slower rate than in TP-3. The perched water appeared present throughout the entirety of the baseball field Nobis GroupO 55 Technology Drive,Suite 101 www.nob*is-group.com Lowell,MA 01851 T(978)863-0891 nobis between 1 and 2.5 feet below the existing ground surface. As test pits were advanced, it was noted that the glacial till was not saturated and very dense, corresponding that the water above was perched and not the groundwater table. In addition, at TP-2, a severed wire was noted at approximately 4.5 feet below the existing ground surface. The wire was unable to be retrieved, with no indication whether it was installed at the depth found, or whether it had fallen from a higher elevation. Gale Associates and the school were notified, and the test pit was backfilled afterwards. Please see the exploration location plan for the test pit locations performed as well as standing water observed at the site, at the time the test pits were performed. Four (4) samples were sent to Yankee Engineering, Inc. located in Worcester, Massachusetts for sieve analysis (grain size only)to assist in the soil classification of the soil present. Two (2) to four (4) field saturated hydraulic conductivity tests were attempted within the fill and glacial till strati at test pit locations TP-1 and TP-3 through TP-5. Some tests were unsuccessful due to,but not limited to,perched water seeping into the performed test and difficulty performing tests vertically due to presence of gravel and cobbles. A summary of the infiltration test results are presented in the following table: Table 1 - In-Situ Infiltration Test Results Number of Number of Approximate Saturated Depth Depth to Infiltration pp p p Test Infiltration Tests Depth of Test S Hydraulic to Estimated trata Location Tests Performed Conductivity) ESHWT Groundwater Successfully y (inches) (Kfs) (in/hr)1 (feet)' (feet)' Performed TP-1 3 2 12 to 15 Sand 0.598 N/A TP-3 2 2 12 to 14 Sand 0.534 N/A Not Glacial Encountered TP-4 3 1 37 Till 0.463 N/A TP-5 4 2 11 to 14 Sand 0.847 2 Notes: 1 The permeability rates presented in the table are measured field hydraulic conductivity rates and do not include a factor of safety. The MassDEP Stormwater Management Standards require a minimum factor of safety of 2 be applied to field-derived values for use in design. 2 ESHWT = Estimated Seasonal High-Water Table. The depth of ESHWT was only observed in the sand strata in test pit TP-5. It should be noted that the ESHWT observation may be unreliable due to perched groundwater conditions. Additionally, ESHWT was not encountered in test pits TP-1 through TP-4. Page 2 of 4 nobis 3 During the writing of this memorandum, the proposed borings in the field (B-series) were being advanced. Based on the observations at borings B-1 through B-7, the groundwater was observed at approximate depths of 5 to 8 feet below grades. It should be noted that fluctuations in groundwater levels will occur due to variations in precipitation, temperature, and other factors different from those existing at the times the measurements were made. Additionally,drive and wash drilling methods were used and the observations may not represent stabilized groundwater readings. It should be noted that individual infiltration tests only measure the hydraulic conductivity in the immediate vicinity of the test and may not be representative of the average hydraulic conductivity of the soil. Various factors may influence field hydraulic conductivity test results, including lack of soil saturation,a non-homogenous soil profile surrounding the test interval, layers of silt and/or clay, the presence of large gravel or cobbles, variation in soil density, and tidal influence. Field hydraulic conductivity values should be evaluated based on the measured data in conjunction with published values for the material. In addition, the ESHWT, based on visual observations in the field, may be indicative of redoximorphic features/staining. Based on our observations, and laboratory test data for the test pits, the USDA textural classifications for the soils encountered in the test pits, below the topsoil, consisted primarily of loamy sand to sandy loam. Per the MassDEP Stormwater Handbook Volume 3, Table 2.3.3, the MassDEP recommended infiltration rate varies from 2.41 inches per hour (in/hour) for a USDA textural classification of loamy sand to 1.02 in/hour for a sandy loam. Based on the results of the infiltration testing, the estimated hydraulic conductivity ranged from approximately 0.5 to 0.8 inches/hour. We appreciate the opportunity to be of service to you on this project. If you have questions concerning this report, or if we may be of further service, please contact us. Very truly yours, NOBIS GROUP® MI "0'1;C _ . __................. e ell, Kamil Kocia Brien T. Waterman, PE Project Engineer Director of Geotechnical Engineering Page 3 of 4 nobis Attachments: Site Locus Plan Exploration Location Plan Surficial Geologic Map Limitations Test Pit Logs Laboratory Test Results Page 4 of 4 many mn .............. jill, I vw9 .......... 1111111111111�11111,"......... It 'J V,N V I yp gip , 00 Cz- 7', ........... c V,CHT. . ........... /.............. /1% AA i,r p o rt mmmm# DO L aw rentt,Mu rflcl Pa #64 myp NN 'A I..........", "y % I f 11 % IV 4A ..........�! 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C2 o o t-, e 1. THIS EXPLORATION LOCATION PLAN WAS DEVELOPED USING \ \� \ -may � co PDF DRAWINGS AND AUOTCAD FILES PROVIDED BY GALE 0 ASSOCIATES ON AUGUST 21,2024 AND NOVEMBER 13&19,2024. n 2. TEST BORINGS ARE TO ADVANCED USING HOLLOW-STEM AUGERS,AND INCLUDED THE STANDARD PENETRATION TEST (SPTS)WITH SPLIT-SPOON SAMPLING IN GENERAL ACCORDANCE WITH ASTM D1586.SPLIT-SPOON SAMPLES WASH OBTAINED CONTINUOUSLY IN THE TOP 10 FEET AND AT 5-FOOT y INTERVALS THEREAFTER. LEGEND ® FIGURE 2 APPROXIMATE LOCATION OF PROPOSED = 3. TEST PITS ARE TO BE PERFORMED VIA RUBBER-TRACKED TEST BORINGS EXPLORATION LOCATION PLAN EXCAVATOR AND SUBSEQUENTLY INFILTRATION TESTING o PERFORMED AT DEPTH. APPROXIMATE LOCATION OF PROPOSED ATHLETIC FIELD IMPROVEMENTS Z 4. PAVEMENT CORES ARE TO BE ADVANCED THROUGH THE PAVEMENT CORE n 0%b NORTH ANDOVER HIGH SCHOOL PAVEMENT VIA COLLECTING A PAVEMENT CORE AND 430 OSGOOD STREET CONTINUED AS A BORING TO APPROXIMATELY 5-FEET BELOW APPROXIMATE LOCATION OF COMPLETED Nobis Group® GROUND SURFACE THEREAFTER. TEST PIT 0 200' 400' 55 Technology Drive NORTH ANDOVER,MASSACHUSETTS Lowell,MA 01851 DRAWN BY: JDV/KAK CHECKED BY: BTW o 5. SUBSURFACE EXPLORATIONS AND SITE FEATURES ARE GIVEN APPROXIMATE LOCATION OF STANDING T(978)683-0891 FOR ILLUSTRATIVE PURPOSES. WATER OBSERVED ON DECEMBER 18,2024 GRAPHIC SCALE www.nobis-group.com PROJECT NO. 100845.000 DATE: JANUARY 2025 t f Nv, 99 """Ai.........e A a kll� Al yilu Nil 77 ff� ............ ......- W, It NJ A, '�) I i, %, //�/ver 40 ............... 01 47, 101, Z/ A C 100I 1117 'WI,? , 0/mr, ........I .......... d" A .......... Ole Inn, "Aa, W ......." Ar&ax i�Nvf L JIM, lk,010N, I I tz v S A lk I..I..... 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X H� Sit Ufehrfal mq(" I It, el IM mn;'ry 10 low S 0111............ o"j�tjIto"N 14,siiniv,'WE", 4114:1 11110c,vtt'q Thick Olt—,Nc)ll rod, or mim)l st)"mic sitt,and c4by conmaij-16ig Scattelled c4ijible,laint]lmmokkr cibill hargel m4otwovit"I jv1)Wcs,,)lc�f,)4&fe�, 40 div,shallcm,--obs"o,114ce;All c\j urmt Nl mal"iPei'l mi'llimv.611 is llk�,ss,41"arl 10 t("'iI 15 fi,01 iv k gicale'r idejiffis consisos of Lv,,mpqtvL,,nomstined mrn6rix 4�0`silit I'm fiku,"saindL W11,14 0 1714 i'micAtidiag, 4,�4, ci"wmlsls of"kip3w fill cd,the dja',�� Waocmd minall guavel ,N4aj:NPW 41 oxcasr NOwtv,OR PS C14 last 11(illol w Ic) voinpaict,geohel sailtdy,cconirminly stimi gremil Urr dual I()ro,115 111 i/hock,n*,isaly jo 1411,h1loq)III603"i 1I.Is i,01 WIOIJI f"01 1hock"no",I Y, 00 'Al 14c!'O ofCO rrcsor,0 ill sk,:vmv I'd m)I 1,"14 jinlscl v 0 grollocid L"'I"WatiOn f4vics, 1,00 11 01,1,�Jixirnulm rceloMird d1iic'kncvs,'is:230 F4.Allfif)ugh 01 rux1ted('ail(14 ITI Supraqgdliwial'posmqilan"�arld an tatclerly,61p,nk(iffv!C0111PAct.filmor t'illpt""r 10111 I[mic Wi-,;,)�,*n1I_',,01w1A age ki,0w,malralec dojj*c�sa, 'r grasoled llodg 11 11'ril"A'an age 11ve btdh cif dic:rrmterW ipfi lkick611 arcigs,lm"lerfill is, ge,,,,ou'lu fi"Icu,"s, Ilo 9,:Li,�Jtcno, muil 1 k*01IT10111, f-delies upper tfll derilved 1*011ln bledimt. 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Auxmis flinc penk,,ul cil" wc,�,,RKa' villy jmvsont m tile upper Immil of 1111c, lyraillvd livdifov'k soulco islivimic,thc rvii *cx�4,,�vatmr rltticks cot ltw 1colvvio,I0 111js sholvv's closxly iqlacod jLIdaLs tff�tal are,slialiniod vvo.'h C) J 0 comfiphoiaicap Vittill"ev rvtarblc��,in thic,wq�mcrvo river vallulys"aml rine.grim"vtL 1, irm'airld ox"kh"',"s _j C I D CID 2018 USGS SURFICIAL GEOLOGIC MAP 00 0 0 SURFICIAL GEOLOGIC MAP OF THE LAWRENCE&SOUTH 0 GROVELAND QUADRANGLE APPROXIMATE SCALE LAWRE N CE-AN DOVE R-BOXFORD MASSACUSETTS NORTH 1 INCH 2,000 FEET AMERICAN VERTICAL DATUM OF 1988 co NORTH CONTOUR INTERVAL 10 FEET D FIGURE 3 cn SURFICIAL GEOLOGY PLAN > 0 ATHLETIC FIELD IMPROVEMENTS < MASSACHUSETTS NORTH ANDOVER HIGH SCHOOL nobis 430 OSGOOD STREET Nobis Group@ 0 585 Middlesex Street NORTH ANDOVER, MASSACHUSETTS 0 Lowell, MA 01851 DRAWN BY: JDV CHECKED BY: BTW 00 0 T(978)683-0891 MIAP LOGATION 0 www.nobis-group.com PROJECT NO. 100845.000 DATE: AUGUST 2024 i� GEOTECHNICAL LIMITATIONS Explorations and Subsurface Conditions Use of Report 1.The analyses and design recommendations submitted in 6.Nobis prepared this report on behalf of, and for the this report are based in part upon the data obtained from exclusive use of our Client for the stated purpose(s) and subsurface explorations. The nature and extent of vari- location(s) identified in our proposal and/or report. Use of ations between these explorations may not become evident this report,in whole or in part,at other locations,or for other until construction.If variations then appear evident,it will be purposes, may lead to inappropriate conclusions; and we necessary to reevaluate the recommendations of this do not accept any responsibility for the consequences of report. such use(s). Reliance by any party not expressly identified in the agreement, for any use, without our prior written In preparing this report, Nobis relied on certain information permission,shall be at that party's sole risk,and without any provided by the Client and other parties referenced therein liability to Nobis. which were made available to Nobis at the time of our evaluation.Nobis did not attempt to independently verify the This report is for design purposes only and is not sufficient accuracy or completeness of all information reviewed or to prepare an accurate construction bid. Contractors received during the course of this evaluation. wishing a copy of the report may secure it with the understanding that its scope is limited to design 2.The generalized soil profile described in the text is intended considerations only. to convey trends in subsurface conditions.The boundaries between strata are approximate and idealized and have 7.Nobis' findings and conclusions are based on the work been developed by interpretations of widely spaced conducted as part of the scope of work set forth in our explorations and samples; actual soil transitions are proposal and/or report, and reflect our professional probably more erratic. For specific information, refer to the judgment. These findings and conclusions must be con- exploration logs. sidered not as scientific or engineering certainties, but rather as our professional opinions considering the limited 3.Water level readings have been made in the explorations data gathered during the course of our work. If conditions at times and under conditions stated on the logs. These other than those described in this report are found at the data have been reviewed and interpretations have been subject location(s), or the project design has been altered made in the text of this report. However, it must be noted in any way, Nobis shall be so notified and afforded the that fluctuations in the level of the groundwater may occur opportunity to revise the report,as appropriate,to reflect the due to variations in rainfall, temperature, and other factors unanticipated changed conditions. occurring since the time measurements were made. The water table encountered in the course of the work may differ 8.Nobis' services were performed using the degree of skill from that indicated in the Report. and care ordinarily exercised by qualified professionals performing the same type of services, at the same time, Recommendations for foundation drainage,waterproofing, under similar conditions, at the same or a similar property. and moisture control address the conventional geotechnical No warranty, expressed or implied, is made. engineering aspects of seepage control. These recom- mendations may not preclude an environment that allows Compliance with Codes and Regulations the infestation of mold or other biological pollutants. 9.Nobis used reasonable care in identifying and interpreting 4.Nobis'geotechnical services did not include an assessment applicable codes and regulations. These codes and regu- of the presence of oil or hazardous materials at the lations are subject to various, and possibly contradictory, property. Consequently, we did not consider the potential interpretations. Compliance with codes and regulations by impacts (if any) that contaminants in soil or groundwater other parties is beyond our control. may have on construction activities,or the use of structures on the property. Opinion of Cost Additional Services 10.This report may contain or be based on comparative cost opinions for the purpose of evaluating alternative 5.Nobis recommends that we be retained to provide services foundation schemes. These opinions may also involve during future site observations, design, implementation approximate quantity evaluations. It should be noted that activities, construction and/or property development/ quantity estimates may not be accurate enough for redevelopment. This will allow us the opportunity to: i) construction bids. In addition,since we are not professional observe conditions and compliance with our recom- estimators of labor and materials cost, the evaluation of mendations, design concepts and/or opinions; ii) allow for construction costs should be considered as approximate changes in the event that conditions are other than guidelines and could vary significantly from actual costs. anticipated; iii) provide modifications to our design recom- Nobis does not guarantee the accuracy of our cost opinions mendations; and iv)assess the consequences of changes as compared to contractor's bids for construction costs. in technologies and/or regulations. END OF LIMITATIONS TEST PIT LOG PROJECT TEST PIT NO. TP-1 North Andover High School SHEET 1 of 2 Athletic Field Upgrades FILE NO. 100845.000 nobis North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 Depth Strata Below Change& Subsurface Description Excavation Boulder USDA Soil Grade Water Effort Qty/Class Type (ft) Level TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam 1 0.8' SAND Tan-Brown, Fine to Coarse SAND, little Silt,trace fine Gravel. Moist- E N/A Sandy Loam 2 Wet.Water seeping in at a moderate rate at approximately 1.5 to 2 feet 1.6' below ground surface, at transition to Glacial Till. 3 Tan to Gray to Dark Gray, Fine to Coarse GRAVEL and fine to Extremelly GLACIAL TILL coarse Sand, trace Silt, few cobbles/boulders. Dry. (Laboratory D 1A Gravelly 4 Test Results performed). Water perched at soil transition. Loamy Becoming more dense with depth. Very few weathered bedrock Sand 5 fragments noticed at approximately 5 feet bgs. 5.0' Refusal encountered at 5 feet below ground surface. 6 Groundwater not encountered. Redoximorphic features observed at approximately 2 feet below 7 ground surface. 8 9 10 11 12 13 14 15 Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater Estimated Seasonal High Groundwater BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT 10 12"-24" A 0-10% Trace E = Easy 3 N 24"-36" B 10-20% Little M=Moderate >36" C 20-35% Some D =Difficult NTS 35-50% And TEST PIT LOG IIIIIIII PROJECT TEST PIT NO. TP-1 North Andover High School SHEET 2 of 2 Athletic Field Upgrades FILE NO. 100845.000 nob 'is North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 „ fir,d9y Ir �N)y//1a'��1 ni� U1P!'�9�➢��r«r/ /�n' r�� i��/;,� %/ f H � ,rr, a��rr a !��Jt��l� eV rl'1(qa,/��(I✓��. i/I. /,, � ;� f„.a a�,i",�„",,,,,,/�,,,�U�9;u�o�5`'I7Yll�tl,� ,%'V, ��ll%'v ��'; il�f�fimi�fmuuuuuufuuumuuuuiuuuiuuuuuiiiiiimuui��mimViouuuf(i(muimuuummiioio�ifif��(�((iu�lffmuuuumli(iff�limlilii(uiiui TOPSOIL n r Y fi, 9y��i i � oi�lomoi uuuuuu (I oumR�uuuouuioiiouu��a ' SAND f oumluuuu»uui99oiu oolm� i ulul>�i mmu1111 uyy�ylum miuuVl..r Ip� II l i a ,r�Iouuuuuuuui�o��luuuglud@mi�uum uuf�oV�um�iimlm�ouuuu�0�o�(G�I�I iiu i ouuuouuml�uuuuuuuuuuuuui GLACIAL TILL m r/ y �� l/ Rf � �L11uumUU�UI �ul��l� m�IIU J�� ,uuuuuuuuuuui '"Alf / of pr ��J/ � � i�f� ��✓r ( ��/�rl�?>% � ,�I / /� � , 'r IR f�w✓d' rr f I ; Water r « J urw t r o r r ,rf I,rr seepage lu i /�;✓f ��a'��r%i/r� r r � /" ""I rJi��r � Yff;r,aUf�� li/f r I aNb x" r a r ,r,r a. fi fi�u i�ii��i luiimulii fuiuuuifii��Vu�(Nfl(Vf KifilVuuuoil�uiif�(�(umol�umibV�ffiiouuPiiNulooiiuuuuuoi��m(Cuoi�(i� ��'f r w„ 'I �;�,,'��`� �N-,��%��1,' �' GLACIAL ylJ�',r; �rnN'q�W%iil,,f�;ir r E,l�9'�r U1;'`��," /�;;9)°� ,`t�l/,, r,, Ilr ,, ��/�� <� f f�!!��f�;�1 r l�r al➢iy..19y/Ir�r„f I�Iw j�,p... y�vrvy U'f 1 s r yl Il fll�lar.i Uti/�, % ' r1Erl TOPSOIL r, y Ir14 / � 'fill a rrr ;iui r 9!,„ o rryillJl�lr2r r, f iyl I ,1 a r Ir r a>w� �r��fir uG�✓/% r n'(/ � i �/ i,,, r,��„��i�9 b,'ry J1,�'Ir /��„,i"o,yg r��a�, '•>(/i r /y�'(I'� G I � J %/ �,; J., r a's r , � r0 r I lk`rr�I %ry/ r r, f�� fi �G/'� / ,U�Ill/ (•. r r� �y •,�d r riw ��, i � r �a d�w�(4i4r /l��'r��t � r iv W!y y a I � a�er� �ry✓ror call r�� r//UJ�!i IJr�r✓Vi r � �,yII rr�/ � �/'r. IS ,,� �r a J 9i Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater Estimated Seasonal High Groundwater 12 4 N NTS TEST PIT LOG PROJECT TEST PIT NO. TP-2 North Andover High School SHEET 1 of 2 Athletic Field Upgrades FILE NO. 100845.000 nobis North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 Depth Strata Below Change& Subsurface Description Excavation Boulder USDA Soil Grade Water Effort Qty/Class Type (ft) Level TOPSOIL Dark Brown,Organic SILT,some fine to coarse Sand,several root/grass fibers. E N/A Silt Loam 1 Moist. 1.0' Tan-Brown Fine to Coarse SAND little Silt,trace fine Gravel. Moist- 2 SAND Wet.Water seeping in at a moderate rate at approximately 1.5 to 2 feet E N/A Sandy Loam 2.01 below ground surface, at transition to Glacial Till. 3 Grayto Dark Gray, Fine to coarse SAND some fine to coarse M Very y, , GLACIAL TILL Gravel, little Silt, several cobbles, very few debris. Dry. Water N/A Gravelly 4 perched at soil transition. Becoming more dense with depth. Sandy p Loam 5 Exposed wire noticed at 4.5 feet below ground surface.See Note 3. 5.0' Refusal encountered at 5 feet below ground surface. 6 Groundwater not encountered. Redoximorphic features observed at approximately 2 feet below 7 ground surface. 8 9 10 11 12 13 14 15 Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater 3.)Colorful twined very thin wire(frayed)noticed during excavation,at 4.5 feet below ground Estimated Seasonal High Groundwater surface. Unknown whether wire fell from higher elevation. Notified client at time of encountering. BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT 12 12"-24" A 0-10% Trace E = Easy 3 N 24"-36" B 10-20% Little M=Moderate R >36" C 20-35% Some D =Difficult NTS \ 35 50% And TEST PIT LOG IIIIIIII PROJECT TEST PIT NO. TP-2 North Andover High School SHEET 2 of 2 Athletic Field Upgrades FILE NO. 100845.000 nob 'is North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 %rl 9 "1�%, 1%'vd°; " flI 5r' 4i r , ��/�ri," 7 j TOPSOIL �' �, , r r r irr r rr i"`r� ,w uuuuuuuuuuuuuuuuuuuuu�uiimifuuuuuum(fuuumufii�lifii��um(fffluuuuuumfiluuififififiimuitl�uuuuuuuuuuuuu r ` SAND i r ul t/ 1 r M r uuo muuu i uuuuoomuu lulu ii ouuium i ii r�, r ul a imii pr7,y�, � � ', �,,,1, ll; I a; �«s/ �r�rrrr,,tli'✓, � r ,",y'n J� � 'U/f11u��Y�� r lJrfiir k e i• !/�iJ". ��I Yo V�/;,'r r� J rkjfqq��l r'�r� ��J�,r VI � viZr, y f / /^r✓i�fl i� r r " v s (� DI4f,rd �i�i JIB rit l 1 p r ri �� n i Dr�ii t'�r Wire t, Encountered TOPSOIL GLACIAL TILL WaterII r f seepage r r1 Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater 3.)Colorful twined very thin wire(frayed)noticed during excavation,at 4.5 feet below ground Estimated Seasonal High Groundwater surface.Unknown whether wire fell from higher elevation.Notified client at time of encountering. 12 3 N NTS TEST PIT LOG PROJECT TEST PIT NO. TP-3 North Andover High School SHEET 1 of 2 Athletic Field Upgrades FILE NO. 100845.000 nobis North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 Depth Strata Below Change& Subsurface Description Excavation Boulder USDA Soil Grade Water Effort Qty/Class Type (ft) Level TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam 1 0'7 Tan-Brown, Fine to Coarse SAND, little fine to coarse Gravel,trace 2 SAND Silt.Wet. Laboratory Test Results performed).Water seeping in at a E N/A Loamy Sand 2 0' rapid rate at approximately 1.5 to 2 feet below ground surface.Test pit 3 saturated with water completely within 10 minutes. Test pit terminated at 2 feet below ground surface due to water 4 seeping into test pit at rapid rate. Groundwater not encountered. See Note 2. 5 No redoximorphic features observed. 6 7 8 9 10 11 12 13 14 15 Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Based on surrounding test pits, groundwater not encountered.Water encountered Groundwater was most likely a large concentration of perched water. Estimated Seasonal High Groundwater BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT 4 12"-24" A 0-10% Trace E = Easy 3 N 24"-36" B 10-20% Little M=Moderate >36" C 20-35% Some D =Difficult NTS 35-50% And TEST PIT LOG IIIIIIII PROJECT TEST PIT NO. TP-3 North Andover High School SHEET 2 of 2 Athletic Field Upgrades FILE NO. 100845.000 nob 'is North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 J / l / 1r /✓ � f K r G, �;; r r,,, r /� ✓,. r r r i 4. ,.:"n .:, ,,,. ,- U;_ !/ fr /.., ,�,.. _,, LY.. i. ,,✓ r, rJ...., N y u ,Y, r .r Y er � ,.,. �, t r..,,r 6G.rr a,r,, r 1 J ,✓ Y r_ U r� lo.. / ,(�r r / Y� r, Y / � 1 l ro � r✓ 1./ r 16 !r � m� rr �, r/I � ") �" cr ,.r./, r,�r i rs r ..�'/i r r i i✓.. "..1� IUIU�, �r' ,✓;, ,... ,,.,„ F,;.. r�,_., ,,.., �, / "'rF� „„ ,. ,.J .� /w I ,1" rr ..✓af,�r /.. 1 ,,,. 1f.,,, r, ,:1... /./.. ,, 1 ,:;: � F/., ,,. ,.... -I. � /»r., r,,../ /r ,iim,. ;, / ri ,:.,,.✓^i w m rel.r/fir J ,4 ,..,: r4 �,... � � /.1. r, /f� „�� Y„ //�.....! ,/� ,,.� �r e�, r;,t1✓/„":,y,, .r / ", r� /.. r. y�, o '/rfi 1 ...,,r �r,.,. .% o !r" /,r%, r,i l ";y✓,1 ii�J 1fJn,,,,(1 r%/k ro; J�,./: rf.,0 ',.r/ /l""rr7 l�, V;",r, !, r� /! ,. i x� :J /, ��"r rJ,,,., r,',"",�i,,; / J, r :;:✓ �� ,�r,,.,/�Jrr r! „,., I.../ � /.. pr r ;-, , ,-„,r N/ :- ✓.. i:/ /, r /" ,,h,o,Ili.., r r ,,..". v of r,,'u rl ✓,, r,��,�;�;r ,r r v F f Ji rd0 2 I,,e,,,//r, Y V i y,wi„ 1 / ,!r < (( ,I/ ;;,,,, 1„,��" �or„/. ".,,, ".� �,,. r. ","r ,,..., rr/,rr � ,.f✓r,: r jf r ,)I ,..fi� ,,,�. ,,;/ � �' rr k „,�...f.. ,+'ux t ,,e �,',,r,;, 1,�r,//,�r.; �! .�, ,,,., ,. �'r„, „1Y ,ll,,, ,, :% 1�1✓� ;,..,,Jir r �,6,,,.,.�,w �r: f i!",/ �w,". ,��,,,.: r. "�, ,, r.. ,,,_,',r/;PI,,rw:. /r�,�,:,„i„J -,� ��0/.., o,r✓1;...,f�,.,,r r/,y'� ��Gl �,r ;'. „ 1 ,.. r.,,, %/i, (, r�r.., r", `, /f,t:. ,. ,:,,/1G/%,lC�r 1,..Uw6 r`r.,- .�, f, G,:r�,;..I✓"�r..r a wi,�./„ r of//1% ", � ..:, � ar a „" ,. �,.r , r,.,. J�/1' 'i�,/ 'rnv Y/ ,,,vh�r..r ,,r 7F; f ii //i !',,lali ,., %alE�✓,:.,�%r��f% //l",,a. I/,. ,i:,. ,1,�k;'�?UI9,W,�.. ��kr„i ��„;I a,P I'16�",r ,7f'r',rll r,� �i� r o r,irk l�✓r��7 l,� p' ,,..,r�,7 r;r.o,�y ,� ,J9u� rrsl,. ;rrj TOPSOIL ,�/,Y,r ,,rr",,,/� / �'i r rr, ii A.. ,r � tl/ SU( ✓fill,%r/1y cr r, v, ,,,YY,.��,,' fqq.,f ;, rt` ;,J/', ;"�("Y>'IM1rrr^f�1 f/, �/,ilrr/l9/ ✓Ye Ivr'� y/11 %,,.ri,�",f; '„�' �( rsl(, l,'r, f 1 '.d /- ,, Ile, ro o�T�' /;,I f u' J /�i.✓"i, , 7fr pi ✓7 �l r,',� ( ,( /"'r r�' IUl a (,„ � r /, a Yyl i, r ,r✓ „!;f' ''/.a %", /, f,', r,,,, I'ai` (la�� rf�/>� %,,, �I,�1 A ,�l /,:i ,�-v y, ,, ,.,//d�;,r I ,rc�,r,, I �.1✓; r il',f»,y�l,, 'r�,� 1 �ll.➢l n f r. ,, `,r '',/Y,,:.: /�;,g I ,W�")'�!�, 1 f�;rl�J "/m l I„ �j,,;x N�rl,;r /.�,) -'r%. �r r""F, yi,„•rl� o f�;;rr u 1 r,„�/,y�Pd! r Zvi %rr, ."�Y/,;, � Y N ,�Y,� „r ;, ry �I/%r, 1,r i V�r(r✓r9,,,1, r ,f I�,1,, r/ii"' V�,r ! /�i,, ?"tr W;r,,w° 7 �„� rr � /W, I J""f r;(� xll,�I / " „ � r✓, x=;"i,„a% �',;r',l �ij//'r�"r/ r"�l i �• J,,,,�/r/, �i;,1, 4 /r i G�JY✓� (aylfY /�' �/ � j °1 r ,/;' f� r, wi r>r I Y �r 1 jp 6, i � l,iu' p/✓ // p , I�I. ��J r�! rile lj '�, Irf ✓6 iur" �Y J 6 i %' frt✓rrr for Je �,, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I h SA N D w C/ �; ,�, ///,/' � I ��uuouuuuuuuuuu�uuouuuuuuu uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu r j f i Water pooling F,' ) lr a, I��o J�/ ;/ il� iiiiaaaaaoaaaoaaaoaaaaiiaiiiaaaiiaoaaaoaaaaiiaiiiaaaioiiiiii% (Perched V" / /f, ,��✓ j r `"r r r"�F Ilr y�F OI(YJY� 0 0 , water xmx✓ I�r�i r - ,, r r '9, r ;jV Jtl i f 6 6 ` r rd r: a Y'r� Iv TOPSOIL r ✓ r r I v r, I J rY ly w; 1 ua a,�Y, � �✓� li" awl/V lir o Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater Estimated Seasonal High Groundwater 4 3 N NTS TEST PIT LOG PROJECT TEST PIT NO. TP-4 North Andover High School SHEET 1 of 2 Athletic Field Upgrades FILE NO. 100845.000 nobis North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 Depth Strata Below Change& Subsurface Description Excavation Boulder USDA Soil Grade Water Effort Qty/Class Type (ft) Level TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam 1 0.7' SAND Tan-Brown, Fine to Coarse SAND, little Silt,trace fine Gravel. Moist- E N/A Sandy Loam 2 Wet.Water seeping in at a slow rate at approximately 1.5 to 2 feet 1.91 below ground surface, at transition to Glacial Till. M Very 3 Gray to Dark Gray, Fine to coarse SAND, some fine to coarse Gravelly/ GLACIAL TILL Gravel, trace Silt, several cobbles/boulders. Dry. (Laboratory Test 1A Cobbly 4 Results performed). Water perched at soil transition. Becoming D Sandy Loam 4.0 more dense with depth. 5 Refusal encountered at 4 feet below ground surface. Groundwater not encountered. 6 Redoximorphic features observed at approximately 2 feet below ground surface. 7 8 9 10 11 12 13 14 15 Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater Estimated Seasonal High Groundwater BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT 8 12"-24" A 0-10% Trace E = Easy 3 N 24"-36" B 10-20% Little M=Moderate >36" C 20-35% Some D =Difficult NTS 35-50% And TEST PIT LOG IIIIIIII PROJECT TEST PIT NO. TP-4 North Andover High School SHEET 2 of 2 Athletic Field Upgrades FILE NO. 100845.000 nob 'is North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 k)"Rr� GLACIAL TILL ANDWater ��jl ��7,IW li,Gl,r� e ,� �1� � ,�< I�^, ,�, �� ly,� �4��,��, seepage art � ;,, , � ��"'� i � A r y( I %f�%/ "DIi��'✓r�%r'/�i%,I��!�(ink" f,� �F%r�i:� �i�%i/ r � r rlj flr �;1 9 r, / II �� (✓/�/f ' /r/��j' off, +" r,f're it f r,u //'3u //1//Gl I�!� (o�rr,�'/„ ✓r/,jii r;,. /n r i1' r J Jr�f�>'�; h ; , V� / � r i111r err r✓tar ��/�r yl Jf ""U >%;✓ 1 � rf% I/%fl, ry o r r/` e�,),�, I f,,; �}fig r�i�I IG';,r�,r �;��'„";�,''4," �j � r , ,,'gv'XI IA. ✓r ..;, '-';W, ��t.,,; r,./, 1, lr ,., �.� "r1;"v ,� �, ",,;' 'f'r/�,a�l; ''"r' � � r...,ifi�; yy ,�✓� F„ d,gr, r,.. �Y./ „,,, ✓, ,,,,,�i" r;, ., �r,w r. %4;,r. ,',J :1;' N, Lf,. ,,, ..,,yI :. ,,;.r �;, ,... 4 r✓:,„Lm!„ ""r"'vir� der ,.�rV' r,r��J�� A l ei,,,, lWtr�»,, l (, I,,, �>(N,r r ,�,,r/ h✓rl i,�� ✓„ r o, „, c, MGl!',,,' 1�t 7 ,/i 1,,, ,, 1�:sr� ,,,,,„,,: l rr,,, (. � „„,.;:✓,G SG ,,:r. 4 g, f r r,.,ag,�1;,..g�r/,�y� ,i.�/� 1 1 ,Wg 1. r r/...✓ �i' ,, �,r,,.., r i �.. r��l. i ,...,ri ,' ,,.. ,,, ,.. � ✓/r,!1 r':.`7" I .,r :. „r l�,y „r„ fir, ,,, �„r„ G`; r ��r ,.J✓�/,�, � �, �i � Pl�ri ,. � ..,rs.aNV... ! (sr J ,, e; , r,, a'✓ ,.,'T,v',,.d„"e, i..o..� ;:'� r c,„1 1 ,:.I, '., , ly, Vr, m, ,.r IV! ilIll,,r,�/ � ;✓9r- d �' /" ?,:. I „ir ye. /, 1/ ,(.,, Il, aov��19�� 1 1 ,., :f lII kI a ru�v,u9,,,,,1 r,,I�s�i»rNif�I,c V➢WIt✓I„ y :f �,u�r y;,e,.,� ,: ±, Vr,,e/ /,.. � ,:a n i, ,� / r, I I �r rJ I I / f 1�I ,„.,r m-" �� lr 0, J Jt,,o Y, V ✓ �u Y, r I ,u �/, i IIII��(IfiGl�llllllllluu'(f uuullfid(Vlu�i��ll�fiflllliulld��iluuuf l�lillfl�llll`iouuuuuuuuumluliuulllVll��IIIGI�uuu�i'lil luu r �� r r %"fin;i✓ „��,,,�'�, �' ,.Vi�'' 'd P��,'a�r';i,,r''1 r, / �) �!,/ ! i, �'' r N r f „ G rGN/��/ �. r, ,„" ;,, 1 �flv;/v„ ra,„,✓', ,r. '� ;,; I:, !r N '....o� / ,`: a4r I„ I� 1 r 1. ,r I r., r� �."�Y (r .n 1 r i�i, ,, vi}O� /,/�rr � ✓ /rlr (' r /�,'' '�;�: ,,!9v"1� �,:: ,,, yl I r. /,� r, i,✓ ,.s �Or'" r1„r i �. f.U,,,, , r:.i G LACIAL I .wgJcr, ,,G J 1 J' :./ 01n „. 11 I ..,-' ,r✓� / /�. J i( ,f. ;,l G , ,.��, r..m,,', rv,..I �� ,..:. f ,,,f a ,,,:.aw .r .r �,..,:.I r :..,, ,.rr�i � G,ufl. r✓r,:..� �✓ 9 ,, ;s, ;. , r „ Grp✓,, �.,,, �,..,,, �.,w,,,,,1�1,,;, ri, r ,: � � rs N" ire Miar Pll'9'lJd`r�if(u "io a r.,N..r..'/,�1��9�r :rmo1�I��MI�'rlGd" ',,.`r,,.Jii`,}G'i„ �Illff�� u' �Y�O��"✓�", 1g m �r rig ("g,g ��i„ ,��/irr.�i�Mr��„ .��////i 1 g;r,, l�r Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater Estimated Seasonal High Groundwater 8 �- 3 N NTS TEST PIT LOG PROJECT TEST PIT NO. TP-5 North Andover High School SHEET 1 of 2 Athletic Field Upgrades FILE NO. 100845.000 nobis North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 Depth Strata Below Change& Subsurface Description Excavation Boulder USDA Soil Grade Water Effort Qty/Class Type (ft) Level TOPSOIL Dark Brown,Organic SILT&fine to coarse Sand,several root/grass fibers. E N/A Silt Loam 1 Moist. Tan-Brown, Fine to Coarse SAND,trace fine to coarse Gravel,trace 2 SAND Silt. Moist-Wet. (Laboratory Test Results performed).Water seeping in E N/A Loamy Sand 2 0, at a moderate rate at approximately 1.5 to 2 feet below ground surface, Very 3 at transition to Glacial Till. Gravelly 4 Gray to Dark Gray, Fine to Coarse SAND, some fine to coarse Sandy Loam Gravel, little Silt, few cobbles. Dry. Water perched at soil 4.0' transition. Becoming more dense with depth. Very few weathered 5 bedrock fragments noticed at approximately 4 feet bgs. 6 Refusal encountered at 4 feet below ground surface. Groundwater not encountered. 7 Redoximorphic features observed at approximately 2 feet below ground surface. 8 9 10 11 12 13 14 15 Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater Estimated Seasonal High Groundwater BOULDER CLASS PROPORTIONS USED EXCAVATION EFFORT 14 12"-24" A 0-10% Trace E = Easy 3 N 24"-36" B 10-20% Little M=Moderate >36" C 20-35% Some D =Difficult NTS 35-50% And TEST PIT LOG IIIIIIII PROJECT TEST PIT NO. TP-5 North Andover High School SHEET 2 of 2 Athletic Field Upgrades FILE NO. 100845.000 nob 'is North Andover, Massachusetts CHKD BY C. Piekarski Engineer K. Kocia/S. Watopa Make CAT Ground El. TBD Contractor Cryan Landscaping Model 305 CR Datum NAVD88 Operator Jeff Capacity 1/4 cy Date Start 12/18/2024 Weather 30s-40s, Sunny Reach 10 ft Date Finish 12/18/2024 /i�')�y 'r !��Im ✓I N� 1 //�4r rr�lU /� " /r r" r ;. �!�%N �Il;Nf ri„rr�e�� r��y y/�U��,;/f,,,f��'��J U Nm➢,r,l U n ri ,r � /i�,,�, N�! /rWi r»e�bs, v°„,MJ�i/:;k ➢��r�hf�xr; r�>, r��",,, f,` � ,�,r�!!J /1 GGvv w �;�� '� �iIJ i% � '1 r Wr/�lr! fi vVrp lf�r wirr�r J ��Il>mU; @Di ��rr�✓� 'ru � Ulu � e vl, r `��I d`'�� p r �'>l gip✓ �, �r�� rt`;,i1 f/w e 1 l r i r /r r r r r r l r ! ��- uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuui rr j SAND&SILT 1 r iJ f /� I ,uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuui �„,I ➢,�,,;��,, o, ;,' ��,.,,;_7 fr '� r /o r � y / l r l! p p ,y rrr, Water Water seepage seepage e p o i �r rr V1//i Ni /„!,/„! rIy/'n1f �, d,, �lflN/U✓, ��/ , 6iaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa% " � r''llll Jl,,,r J� J'�i�1',� i'�'r� it/, i' �F/ d r 0 r ,pr! /��/✓ � r y�i✓m f/m J r 1/� o U /�� / Ft6mv�ii��✓/o f' ' �6��1N/UN rUl� r a� / ��j i/�(i// f �U,�� 9"�,rv�Y%/�y f B��N',e r � „I✓r�f� d h4ii es ff r ffr/�i✓rf All >1 ;prr�GY'OU r j/Ja/iiprra rwior it /�/r r yQ4 ,�lllf r� / yV"'IlirNy/ UfUi(la(//NYv i ri r/I '!wiFli'%rl rz'k� mrf irpn4 r r ��U%iJ rri Uar`Ni�/UirJs/9 r Jiy I �' r>n iw r J r 1 anU/ ✓Y; J mom✓rr ric J�'�� r, i i v r/R4u(N�1 it ilk �"rJ��nJ�jiii/1v N'n i/ /i ul, i t//Nu4r� ��➢4 r��I�/��i��rJ��i 'tr J�j��/`, ` �IIUW'U��°�'� ,r," �I�gli/�%i» �a✓pia �II��;�� V III flfti:YM / � ",1 !',. � ''' '�r i �J r�. Ur'� �(I�w I rv�J"�Y" I I r`r ��✓' J >1 �, uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuui r;' U u?'„ �NI%'/'� i 1,, � J� i 'SOIL rc GLACIAL TILL �,� r J. / / Jr r / I yl I, I r uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuui �,/ � � �„ ;, J� c, ! r i Notes: 1.)Test pit backfilled with excavated soils and compacted with excavator bucket. WATER SYMBOLS 2.)Groundwater not encountered. V Groundwater Estimated Seasonal High Groundwater 14 3 N NTS Particle Size Distribution Report O O O S w � E E- CO O N O O 0 0 O NT N co N M \ M *kk *k *k *kkk 100 90 80 70 rC W 60 _Z LL Z 50 W U ry W 40 n 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 45.5 10.3 6.0 21.9 12.2 4.1 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Brown 3"max gravel and m/f sand trace silt 3" 100.0 2-1/2" 80.6 2" it 70.0 Atterber Limits 1-1/2 .2 1" 58 58.4 PL= NP LL= NV P1= NP 3/4" 54.5 Coefficients 1/2" 50.3 D85= 66.6375 D60= 28.1437 D50= 12.2610 3/8" 48.1 D30= 1.0159 D 1 5= 0.3825 D 1 0= 0.2269 #4 44.2 C u= 124.02 C c= 0.16 #10 38.2 20 27.5 Classification # # 0 16.3 USCS= GP AASHTO= A-1-a #50 12.4 Remarks #60 10.7 Sample submitted by client 12/19/24 #100 7.3 No soil specs provided #200 4.1 (no specification provided) Sample No.: L35736 Source of Sample: North Andover HS Athletic Field Date: 12/21/24 Location: TP-1 Elev./Depth: submitted YANKEE ENGINEERING Client: Nobis Group Project. Nobis Group & TESTING, INC. Various Projects/Sites IL- 11 Project No. 2021-31 Tested By: AK Checked By: SMM Particle Size Distribution Report C OC) C) CD CD CD CD O O co c� N CD M M *kk *k *k *kkk 100 90- 11 ril 80 70 rC W 60 _Z LL Z 50 W U ry w 40 n 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 4.7 5.9 11.4 50.3 24.7 3.0 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Tan 1"max sand little gravel trace silt 1" 100.0 3/4" 95.3 1/2" 95.3 Atterber Limits 3/8" 94.1#4 89.4 PL= NP LL= NV P1= NP #10 78.0 Coefficients #20 52.4 D85= 3.0905 D60= 1.0705 D50= 0.7927 #40 27.7 D30= 0.4571 D 1 5= 0.2557 D 1 0= 0.1910 #50 18.7 CU= 5.60 Cc= 1.02 #60 14.6 #100 7.0 Classification #200 3.0 USCS= SP AASHTO= A-1-b Remarks Sample submitted by client 12/19/24 No soil specs provided (no specification provided) Sample No.: L35737 Source of Sample: North Andover HS Athletic Field Date: 12/21/24 Location: TP-3 Elev./Depth: submitted YANKEE ENGINEERING Client: Nobis Group Project. Nobis Group & TESTING, INC. Various Projects/Sites IL- 11 Project No. 2021-31 Tested By: AK Checked By: SMM Particle Size Distribution Report C OC) C) CD CD CD CD O O CD CN M 100 90 80 70 rC W 60 _Z LL Z 50 W U ry w 40 n 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 15.6 18.7 10.8 24.9 21.8 8.2 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Gray 2"max sand some gravel trace silt 2 100.0 1.5 100.0 1 if 95.0 Atterberg Limits 3/4if 84.4 PL= NP LL= NV P1= NP 1/2 74.4 3/8" 71.0 Coefficients #4 65.7 D85= 19.4329 D60= 2.9135 D50= 1.4232 #10 54.9 D30= 0.4247 D 1 5= 0.1504 D 1 0= 0.0907 #20 41.9 Cu= 32.14 Cc= 0.68 #40 30.0 #50 24.5 Classification # 0 21.5 USCS= SP-SM AASHTO= A-1-b #100 15.0 Remarks #200 8.2 Sample submitted by client 12/19/24 No soil specs provided (no specification provided) Sample No.: L35738 Source of Sample: North Andover HS Athletic Field Date: 12/21/24 Location: TP-4 Elev./Depth: submitted YANKEE ENGINEERING Client: Nobis Group Project. Nobis Group & TESTING, INC. Various Projects/Sites IL- 11 Project No. 2021-31 Tested By: AK Checked By: SMM Particle Size Distribution Report C OC) C) CD CD CD CD O O CD 100 90 80 70 rC W 60 _Z LL z 50 W U ry w 40 n 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 4.5 3.0 9.7 37.8 40.3 4.7 SIEVE PERCENT SPEC.* PASS? Material Description SIZE FINER PERCENT (X=NO) Tan 1"max f/m sand trace gravel trace silt 1" 100.0 3/4" 95.5 1/2" 95.5 Atterber Limits 3/8" 95.5#4 92.5 PL= NP LL= NV P1= NP #10 82.8 Coefficients #20 66.5 D85= 2.3366 D60= 0.6734 D50= 0.4929 #40 45.0 D30= 0.2823 D 1 5= 0.1710 D 1 0= 0.1300 #50 32.3 Cu= 5.18 Cc= 0.91 #60 25.6 2.2 Classification #100 1 #200 . USCS= SP AASHTO= A-1-b Remarks Sample submitted by client 12/19/24 No soil specs provided (no specification provided) Sample No.: L35739 Source of Sample: North Andover HS Athletic Field Date: 12/21/24 Location: TP-5 Elev./Depth: submitted YANKEE ENGINEERING Client: Nobis Group Project. Nobis Group & TESTING, INC. Various Projects/Sites IL- 11 Project No. 2021-31 Tested By: AK Checked By: SMM Soil Map—Essex County,Massachusetts,Northern Part (NAHS Athletic Campus Improvements) 326390 326480 326570 326660 326750 326840 326930 0 0 ,.. V'.0, � �' iil p �� 41�v n>// °/ ��//��, �r� �tl I f i` ,,,/f 2 42°42'17"N 42 42'17"N u i, 9 , f r i f J/� Ili f r'r v f / I 1 f ;r I, r �JJ I 00 IIIIIIIIII / (tl. IIIliiiii / J f / r // / N .II � I.IIIIIII r r o f i v a 5oil 42°41'47"N 42°41'47"N 326390 326480 326570 326660 326750 326840 326930 Map Scale:1:2,590 if printed on B portrait(11"x 17")sheet. ° N Meters o 0 35 70 140 210 Feet A 0 100 200 400 600 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 USDA Natural Resources Web Soil Survey 11/22/2024 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County, Massachusetts, Northern Part (NAHS Athletic Campus Improvements) MAP LEGEND MAP INFORMATION Area of Interest(AOI) laeg Spoil Area The soil surveys that comprise your AOI were mapped at .................................. 1:15,800. Area of Interest(AOI) Stony Spot Soils _ Warning:Soil Ma may not be valid at this scale. Very Stony Spot g� P Y Soil Map Unit Polygons 7 Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement.The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed . Special Line Features Special Point Features scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service Closed Depression Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator(EPSG:3857) Gravel Pit US Routes l� Maps from the Web Soil Survey are based on the Web Mercator r Gravelly Spot Major Roads projection,which preserves direction and shape but distorts 4 Aldistance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. Background §€ Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Mine or Quarry Soil Survey Area: Essex County, Massachusetts, Northern Part Miscellaneous Water Survey Area Data: Version 20,Aug 27,2024 Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. Saline Spot Date(s)aerial images were photographed: Mar 1,2023—Sep 1, 2023 -- Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background Sinkhole imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Slide or Slip g Sodic Spot USDA Natural Resources Web Soil Survey 11/22/2024 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Essex County, Massachusetts,Northern Part NAHS Athletic Campus Improvements Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6A Scarboro mucky fine sandy 1.2 1.8% loam,0 to 3 percent slopes 30A Raynham silt loam,0 to 3 3.4 4.8% percent slopes 32A Wareham loamy sand,0 to 3 3.8 5.5% percent slopes 52A Freetown muck,0 to 1 percent 5.2 7.6% slopes 256A Deerfield loamy fine sand,0 to 3.2 4.7% 3 percent slopes 305B Paxton fine sandy loam,3 to 8 15.2 22.0% percent slopes 310B Woodbridge fine sandy loam,3 9.2 13.2% to 8 percent slopes 405B Charlton fine sandy loam,3 to 13.1 18.9% 8 percent slopes 602 Urban land 0.9 1.3% 651 Udorthents,smoothed 14.0 20.2% Totals for Area of Interest 69.3 100.0% USDA Natural Resources Web Soil Survey 11/22/2024 Conservation Service National Cooperative Soil Survey Page 3 of 3 ATTACHMENT 6 Pre and Post Development Watershed Maps 1 2 3 4 5 6 .......... NORTH GALE As \ ' }— - ` -"-\ •" Engieneerso and e Planners ` _�`�� =fir "� 300 LEDGEWOOD PLACE SUITE 300 E - • _ ��— -'",� ��_=_��—�Y!'___ •-_�- --_---`�,T.� \' ROCKL ND,MA 02370 P 781.335.6465 F 781.3 35.6467 w .g /nc.com ----------------- BostonBaltimore Orlando Hartford Bedford z This drawing and the design and construction features disclosed tes,Inc.and reused n whole or art without the express written not pvission f are roprieta Gale Associates,yto lialnc.Copyright©2024ennission of _ r P — �� t, ,q� � �� PERMIT SET -_ \ \ \ 50'SHEET FLOW B"' SLOPE=0.60% j \ +� U)J 1 - H wO 1 A-B EWS-1 7 = OO / 1 389'SHALLOW FLOW 273,778 SF LO \ SLOPE=0.33% Tc=19.2MIN - , LuU�WO W ap CN=67 ,£ CA 2 9 O=LU LU Q Qwo j\\ -G \ -- o - O> Z ��jLU > _ _ _ - \ _ ti �, W OLL -. 131'SHALLOW FLOW f \ LJJ=�� Z = \ , I, J O SLOPE 0.26% \` i �O - \- 'DE \ \ !/ Q z - 30'SHALLOW FLOW p� y� SLOPE=146% -- - \ 2-9 \ \. F� L " — 2 %,. �'. ---�� _ \` �-n=�. __ — - NO. DATE DESCRIPTION BY —2' `- l' PROJECT NO. 719560 B \�� e411 -= ^�� ,•rf \ \'�" `` : : CADD FILE 719560_wsPRE �QC5 D DESIGNED BY RDT rr�� \ O`4g\�� C-D T C 106'SHALLOW FLOW d DRAWN BY RDT ,r 54' \SLOPE=0.53% CHECKED BY KFR SHALLOW \ _ DATE 1/23/2024 - � FLOW '\ . A B DRAWING SCALE =50' i _G SLOPE=- ° \"\ 50'SHEET FLOW GRAPHIC SCALE — / \6.54/0 F B SLOPE 0.80% _ — 0 50' 100' EWS-2 48,452 SF \ A 4to : Tc=6.0MIN `4' SHEETTITLE CN=93 -4 - D PRE—DEVELOPMENT 4, — WATERSHED MAP WATERSHED MAP LEGEND SHEET 1 OF 2 A ti - �-\ ------WATERSHED BOUNDARY TIME OF CONC.)FLOW PATH DRAWING NO. \\ •....•••••••SOIL TYPE BOUNDARY �\ SOIL TYPE INDICATOR PRE-1 31 OF 34 D U3 C) o m .I I A' Iy V.vl.t\ 1 �1r1C) �\\IiVI 'r.l 1 1 ✓ '(it o f CI t( S ) Ylivll C I 1() I✓. ? , ))r`I�i�r . � � r I`II IT)"MI I(>l`(11 <f)TI 11'1 r/„ c) II✓f/II11 1 ( y _. . 11�J 1, '• ,rrllll i r r tr vi rt),') I II I✓ I n,l iti'{ ` v IlC; n 1 511 C ��) I�.. \ �.� ' 1 ✓ v � 1/ Tit ) r � l..�c.q C �2 i J 1 pr I l , ( 1 / N Cl,l�'.",( (,, fir r„ / '�, . ,e, ,1.1.✓..)li/ "i"� 7�� (fILI r' rill � � I r IC ,cC ,i „ ,C�,. ;I /C� )i.iJt Fii.,( �rrltll{f�i I I J I \ 6)J,( nfrl f j t �} � l,> q . ^` r I ,l / f /- / „ r rr �, r v " 7 j r l 7 � �t i I r✓111�I('J 1. � r ...,- C�Q,a• �, / I r r 1)r lrrl�✓r. a' I � ✓� °\ A I r II. I ;III, I \ 111t/il rr rt(7�II1 `i t \ (Il P , �� 1•Yr1��i � J vo r j h N/ I i \^ I Il i, \\\ I rl;lni i�.. �\ U.I r I%I 41 J � ria J�co o cn \,...� "/ / ,� 8 \I'��I ZT X mm_O0 / m �O WA(,"rC / l A r i.. f. .. ... \ t ..... I✓IIr1(.I Irll� - f 1��C ,1�•,'�.,.�� 1�� r ,...( \ �(�". ' � \ I1)/tll l(I l Ill .� r✓C. 1♦' 1 ;y . ............ ..... .... • rn mIIV I,//" I/U M Ile, r ... r .. t rll� rr r f'41✓ f � r DESIGN Pol P� t, NT3 ()')I r-.l r%/v VA/ l� .. ..,.. l 1 rn � W D 1 � m O O O m m < < m m D z 00 Oz p x o 0 O p D r0 o z Z D O O D � 2 2 zo PROJECT o AO o y D m ti o O � a om ATHLETIC FIELD IMPROVEMENTS ND m aI a roL7 DN � � . m M M < 430 OSGOOD STREET '44 o D s a --i CQ m NORTH ANDOVER MA 01845 m N o ' m p � � _ - m o o N � a� N D m !) t o C O m OWNER // s m N '-O T ly y c I ©£N W D m m z TOWN OF NORTH ANDOVER fTl a r N o 120 MAIN STREET A d¢ a NORTH ANDOVER,MA 01845 _ a 1 2 3 4 5 6 .......... NORTH Gale Associates,Inc. }— �— •" Engineers and Planners �--` SUITE 300 E O \ l - 300 KLAND,MA 0 PLACE S i 2370 P781.335.6465 F781.335.6467 www.gainc.com , _ Boston Baltimore Orlando Hartford Bedford -- 1;� - �' '-�., �/ This drawing and the design and construction features discloszd _ L,1� / — '—� - are proprietary to Gale Associates,Inc and shall not be altered or � `1 ■ 195.2() �_� _ � -- reused in whole or part without the express written pens sslon of � E _\.J __-- Gale Associates,Inc.Copyright©2024\ 105.O X± 5.90 10 -t. 106.25 106.25 \\\,\ 106.43 _= 1061 \\ ?� \\\\ \ \ 106.40� 106.42 I \\\\\\\ 106.:+\wry y`\\ 106.38 106. .\\\ ?"Y?x 10 \ 106.24 v yv yy PERMIT SET \\ \ \ \•\\\\\\.. 106.13 106.24 � 1062,E��•�� • �\�� .� ��•.�\ 110 \ \\\.\ \\\\\.\• \\\\.:\ \ \. \ \ \ 105.96 105.71\\\\�\\\\\\ \\'..\\ \\ \\\\\`\'\\ \\\•\\.\\\\\\ 105.96 \\\\\\\\\\��\��\\\\\\ \\ \\ \:\ 105.84 -2 \��\\\\\\\\\\\\. ,\\\\\\\\�\\`\�\,`:��\\\��\\�\\ ... ��\ 105.41\\\\\ \\\\\\UY \\\\\\\\ \\\\ TC LZLX O 00 r vv vv vyvvv vvvv vvvv y y�,vvv vvvv vvvv vyyv vv vy v y 0 i y v vv vv vy vv,vvvv vv yvy vvvv,vv:v yvv vy vvvv y i F v vvvv, vvvvvyyvv vvy,v, vv yyy yyy v,v v:vy vvv ,yyvvv�vv y vvv �„vv;v v vv�;vy�,;;;vv v�;yyy i w wo w00 vV yw j%'wv�'vvv vvvV�w�wvVv;Vy,y;A 1 v:vv;Av�vv v.\wwvw��\\•\•\, \\\\\\ \\\:\\\\ LU CD Lr— .3 Elf \.\\. \.\\'\\ \\\.\ \ \\:\\.\\.\\\10 8 Of 1;4.53/ \\• \ \\. \ \ \ \\\.\ \\\\\\\ 105.I \ 1051 OLU iC1..65 � Z �' l ib6 10 0 105 50 T � 00 O _ 1�.4 p v. \\ \\ �[ \\• \•\\\\\ \\\\\\\\ Y N 104.62. ' / \\\:\\\\\•\\\ .\\•\\\\\\\\\ 104 _ -« Z D Z \ f\\ 104.70 \.\\\.\\\\\\\\\\\\\.\\\\\. `\ \`\ — — mF— ` _ �\ �.\�\\ EW�RYYKf ENTIHL / W B 4 5�04.50 \\\\\\\\\. .vr: 104.65 `\\\\\\\\\ acnrlov�R 0lscus vENUE \ -�j04.50 104�5 \ \"fi\t�.�7� \,;\' \ J� \\\� � A \\ I = O \ \ '\ \`104 5 104.65 A-B Q Z 50'SHEET FLOW X - / ♦ / /� SLOPE=1.00% C-D B PWS-1 ^ i Fs \ 18'SHALLOW FLOW g_C 133,563 SF ♦ -- - \45'SHALLOWFLOW Tc=8.1 MIN SLOPE 22.2% 0 \ ,' ♦♦� \ _Y SLOPE=1.00% CN 72 D � 27 22 OR ♦ = ' e NO. DATE DESCRIPTION BY PROJECT NO. 719560 ARE' .``1- , \\t� : CADD FILE 719560_wsPOST C-D 56'SHALLOW FLOW DESIGNED BY RDT 2,= j 3'�5�� SLOPE=5.84% DRAWN BY RDT -C CHECKED BY KFR ♦ �' C 108'SHALLOW FLOW' = DATE 1/23/2024 - � SLOPE=0.83% Z—j _ \ DRAWING SCALE 1"=50' X {'— \\ 4- A-B -—L GRAPHIC SCALE ! _ 50'SHEET FLOW B SLOPE=0.83% 0 50• 100• A SHEET TITLE PWS-3 $ a 51,136SF Tc=6.oMIN � D POST—DEVELOPMENT y — cN=93 -- WATERSHED MAP WATERSHED MAP LEGEND ti SHEET 1 OF 2 A - O _ WATERSHED BOUNDARY TIME OF CONC.)FLOW PATH DRAWING No. ....... "'•'••'•''' SOIL TYPE BOUNDARY �\ SOIL TYPE INDICATOR POST-1 33 0F 34 D U3 C) o m .I I I A' Iy In\ V.rl.t\ 1 �1r1C) ��illVl I r,a,C l`\ ,f1;)f'r.`I I I v � C,'I fr,,, r r f.,r f C �. I I)<" , "`•....., C1 t I S ) Yllrll C I 1() . � � � I`II II>l`111 <f)TI 11'1 r/„ c) I�f/II11 1 '��.. � y _. . 11Jf, i r I, �\.� II I I r IlC; n 1 11) 511 1 D ir p I l - I ( 1 \, �. f i r I u N . �',:(�n ��f" r/1 I / l �f � r`f r� l., ..r � � I fI 1 / �,111�1 <111,1�, f, j ,, r t } i. i 11 q a,I I r I 1� v I� r .✓ .. r .e 6, � &1��,�, I;Iril u r �✓Is v I r � J I cllu } I I;II.I rrl I, ICn f I� �,• r I 1 tl Ir �, ll Y, � � �✓J r.fn rf r II� I ....... I. "R....• II It >Ll,r,r fill Am I 41 i III III e/f� f I r / ri z q 71Yrmy�rrinr.„ r //� m � 0 wI I I ,. // I f P I i ,76 ' / I .. I v r I�� ...'. - n ",\�� W t.;l� �. ((r\\ r ,,,u,. I.I INi`I•I I ,.V.1��C ,;I .. �� .. � �...,(r(.r,..,(" r vr� �,,. ( S� ,..• �r✓� 1(lyrtl�J I•nl•! �_.�� II� � I II Irly ,1 ,I I i f,')f)il,al,,I ♦�"`r�14�!' L\ r'm , /I�I�M , r.,.,.. ,l, `r��I r,i. _ ` ,.. ,,� r,.,,., �.�raa iJ�J C,..�r.('•f / m D r rla w� ,r` ..... js' O ..,.,, I".... 'I " ... ClY0�� \ (J I„ o r n 0 DESIGN Cln I r u,n...✓v POINr3 ( •a l� ....................................... yr.>° 11 n ................1 ;..., 1 rn � W D 1 m m O O P P m D 2 rn O m m < < m m m m m D z m Oz p x o W m O p D r0 o z Z O D � 2 2 zo PROJECT o -0 AO o g y D m ti o O a o a r D o N W m z o ATHLETIC FIELD IMPROVEMENTS Qo24 � o m D m m NORTH ANDOVER HIGH SCHOOL m m�m N 430 OSGOOD STREET '� D � w-° �_-q_ w� N m o NORTH ANDOVER,MA 01845 = Q m N iv m _ — o o N a%— N O D a T m o OWNER /� a O T IN p c! ©£N p w z �'D m Z TOWN OF NORTH ANDOVER fTl a r 120 MAIN STREET z a o iv o NORTH ANDOVER,MA 01845 _ ATTACHMENT 7 Pre and Post Development Hydrology Reports EWS-2 EWS-1 EWS-3 Tennisdourt Area Baseball Fiel Area Sh put Area DP-1 DP-2 DP-3 Design Point 1 Design Point 2 Design P Point t 3 Subcat Reach Zon Link Routing Diagram for 719560_PRE Prepared by Gale Associates, Inc, Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC 719560_PRE Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 2 Project Notes Copied 9 events from MA-North Andover 24-hr S1 storm 719560_PRE Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 3 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1-yr MA-North Andover 24-hr S1 1-yr Default 24.00 1 2.61 2 2 10-yr MA-North Andover 24-hr S1 10-yr Default 24.00 1 4.79 2 3 100-yr MA-North Andover 24-hr S1 100-yr Default 24.00 1 8.83 2 719560_PRE Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 4 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 4.593 61 >75%Grass cover, Good, HSG B (EWS-1) 0.896 74 >75%Grass cover, Good, HSG C (EWS-1, EWS-3) 0.447 80 >75%Grass cover, Good, HSG D (EWS-1, EWS-2, EWS-3) 0.456 85 Stone Dust Parking and Infield Dust, HSG B (EWS-1) 0.071 87 Stonedust, HSG C (EWS-3) 0.369 98 Unconnected pavement, HSG B (EWS-1) 0.107 98 Unconnected pavement, HSG C (EWS-1, EWS-3) 0.927 98 Unconnected pavement, HSG D (EWS-1, EWS-2) 7.865 72 TOTAL AREA 719560_PRE Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pa_.ece55 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 5.417 HSG B EWS-1 1.074 HSG C EWS-1, EWS-3 1.374 HSG D EWS-1, EWS-2, EWS-3 0.000 Other 7.865 TOTAL AREA 719560_PRE Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page Ground Covers(all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 4.593 0.896 0.447 0.000 5.935 >75%Grass cover,Good EWS-1, EWS-2, EWS-3 0.000 0.456 0.000 0.000 0.000 0.456 Stone Dust Parking and Infield Dust EWS-1 0.000 0.000 0.071 0.000 0.000 0.071 Stonedust EWS-3 0.000 0.369 0.107 0.927 0.000 1.403 Unconnected pavement EWS-1, EWS-2, EWS-3 0.000 5.417 1.074 1.374 0.000 7.865 TOTAL AREA 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 7 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EWS-1: Baseball Field Area Runoff Area=273,778 sf 8.63%Impervious Runoff Depth>0.30" Flow Length=600' Tc=19.2 min UI Adjusted CN=66 Runoff=0.94 cfs 0.155 of Subcatchment EWS-2: Tennis Court Area Runoff Area=51,136 sf 72.92%Impervious Runoff Depth>1.71" Flow Length=210' Tc=6.0 min CN=93 Runoff=2.43 cfs 0.167 of Subcatchment EWS-3: Shotput Area Runoff Area=17,670 sf 1.13% Impervious Runoff Depth>0.74" Flow Length=113' Tc=7.9 min CN=78 Runoff=0.33 cfs 0.025 of Pond DP-1: Design Point 1 Inflow=0.94 cfs 0.155 of Primary=0.94 cfs 0.155 of Pond DP-2: Design Point 2 Inflow=2.43 cfs 0.167 of Primary=2.43 cfs 0.167 of Pond DP-3: Design Point 3 Inflow=0.33 cfs 0.025 of Primary=0.33 cfs 0.025 of Total Runoff Area=7.865 ac Runoff Volume=0.348 of Average Runoff Depth=0.53" 82.16% Pervious=6.462 ac 17.84%Impervious=1.403 ac 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment EWS-1: Baseball Field Area Runoff = 0.94 cfs @ 12.29 hrs, Volume= 0.155 af, Depth> 0.30" Routed to Pond DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S 1 1-yr Rainfall=2.61" Area(sf) CN Adj Description 165078 98 Unconnected pavement, HSG B 47452 98 Unconnected pavement, HSG C 37095 98 Unconnected pavement, HSG D 197847 85 Stone Dust Parking and Infield Dust, HSG B 28,941 74 >75%Grass cover, Good, HSG C 200,052 61 >75%Grass cover, Good, HSG B 17313 80 >75%Grass cover, Good, HSG D 273,778 67 66 Weighted Average, UI Adjusted 250,153 91.37% Pervious Area 23,625 8.63% Impervious Area 235625 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 50 0.0060 0.09 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 7.0 389 0.0033 0.92 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 2.7 131 0.0026 0.82 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 0.3 30 0.1460 1.91 Shallow Concentrated Flow, D-E Woodland Kv=5.0 fps 19.2 600 Total 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 9 Subcatchment EWS-1: Baseball Field Area Hydrograph - - - - - - - - - - - - - - - - - _ E Runoff 1 0.94 cfs MA-North Andover 24-hr S1 1-yr Rai nfal 1=2.61 Runoff Area=273 778 sf Runoff Volume=0.155 of Runoff Depth>0.30 ,� Flow Length=600 Tc=19.2 min UI Adjusted CN=66 140 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 10 Summary for Subcatchment EWS-2: Tennis Court Area Runoff = 2.43 cfs @ 12.04 hrs, Volume= 0.167 af, Depth> 1.71" Routed to Pond DP-2 : Design Point 2 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Area(so CN Description 371290 98 Unconnected pavement, HSG D 13)846 80 >75%Grass cover, Good, HSG D 515136 93 Weighted Average 13,846 27.08% Pervious Area 375290 72.92% Impervious Area 37,290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0080 0.82 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.13" 1.2 106 0.0053 1.48 Shallow Concentrated Flow, B-C Paved Kv=20.3 fps 0.2 54 0.0654 4.12 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 3.6 Direct Entry, Balance to Min.Tc Value 6.0 210 Total Subcatchment EWS-2: Tennis Court Area Hydrograph LO Runoff 2.43 cfs MA-North Andover 24-hr S1 1-yr Rainfall=2.61 2 Runoff Area 51 136 sf Runoff Volume 0.167 of Runoff Depth>171 Flow Leng th 210 Tc 6.0 min o C N 93 1 r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 11 Summary for Subcatchment EWS-3: Shotput Area Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af, Depth> 0.74" Routed to Pond DP-3 : Design Point 3 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Area(so CN Description 3,076 87 Stonedust, HSG C 200 98 Unconnected pavement, HSG C 41298 80 >75%Grass cover, Good, HSG D 10)096 74 >75%Grass cover, Good, HSG C 17,670 78 Weighted Average 17,470 98.87% Pervious Area 200 1.13% Impervious Area 200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.4 63 0.0316 2.86 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 7.9 113 Total Subcatchment EWS-3: Shotput Area Hydrograph - - - - - - - - - - - - - - - - - - - - -0.36 0.33 cfs LO Runoff 0.34 Y � MA-North Andover 24-hr S1 1- r 0.32 0.3 % Rainfall=261" 0.28 Runoff Area=17 670 sf 0.26 Runoff Volume 0.025 of 0.24 % Runoff Dep th>0.74" 0.22 N Flow Len9 th=113 0.2 Tc=7.9 m i n 0.18 o 0.16 CN 78 0.14 0.12 0.1 0.08 ME 0.06 � 0.04 0.02 �j 5 1111 6 7 8 9 10 11 12111' 111' 111' 13 111 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 12 Summary for Pond DP-1: Design Point 1 Inflow Area= 6.285 ac, 8.63% Impervious, Inflow Depth> 0.30" for 1-yr event Inflow = 0.94 cfs @ 12.29 hrs, Volume= 0.155 of Primary = 0.94 cfs @ 12.29 hrs, Volume= 0.155 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1R Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-1: Design Point 1 Hydrograph Inflow El Primary 1 0.94 cfs Inflow Area=6.285 ac E E ME, 0 i 0 .............'.,.r/.,.i'car 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 13 Summary for Pond DP-2: Design Point 2 Inflow Area= 1.174 ac, 72.92% Impervious, Inflow Depth> 1.71" for 1-yr event Inflow = 2.43 cfs @ 12.04 hrs, Volume= 0.167 of Primary = 2.43 cfs @ 12.04 hrs, Volume= 0.167 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-2: Design Point 2 Hydrograph El Inflow 0 Primary 2.43 cfs Infl ow Area=1 .174 ac 2 a w u 3 0 LL 1 0 -7117-71177111 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 1-yr Rainfall=2.61" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 14 Summary for Pond DP-3: Design Point 3 Inflow Area= 0.406 ac, 1.13% Impervious, Inflow Depth> 0.74" for 1-yr event Inflow = 0.33 cfs @ 12.07 hrs, Volume= 0.025 of Primary = 0.33 cfs @ 12.07 hrs, Volume= 0.025 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-3: Design Point 3 Hydrograph El Inflow 0.36 n nfs 0 Primary 0.33 cfs 0.34 Inflow Area=0.406 ac 0.32 0.3 0.28 0.26 0.24 ,.., 0.22 a 0.2 3 0.18 0 LL 0.16 0.14 0.12 0.1 0.08 0.06 -_ 0.04 0.02 o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 15 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EWS-1: Baseball Field Area Runoff Area=273,778 sf 8.63%Impervious Runoff Depth>1.36" Flow Length=600' Tc=19.2 min UI Adjusted CN=66 Runoff=6.17 cfs 0.713 of Subcatchment EWS-2: Tennis Court Area Runoff Area=51,136 sf 72.92%Impervious Runoff Depth>3.61" Flow Length=210' Tc=6.0 min CN=93 Runoff=4.59 cfs 0.353 of Subcatchment EWS-3: Shotput Area Runoff Area=17,670 sf 1.13% Impervious Runoff Depth>2.26" Flow Length=113' Tc=7.9 min CN=78 Runoff=0.98 cfs 0.076 of Pond DP-1: Design Point 1 Inflow=6.17 cfs 0.713 of Primary=6.17 cfs 0.713 of Pond DP-2: Design Point 2 Inflow=4.59 cfs 0.353 of Primary=4.59 cfs 0.353 of Pond DP-3: Design Point 3 Inflow=0.98 cfs 0.076 of Primary=0.98 cfs 0.076 of Total Runoff Area=7.865 ac Runoff Volume= 1.143 of Average Runoff Depth=1.74" 82.16% Pervious=6.462 ac 17.84%Impervious=1.403 ac 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment EWS-1: Baseball Field Area Runoff = 6.17 cfs @ 12.23 hrs, Volume= 0.713 af, Depth> 1.36" Routed to Pond DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Area(sf) CN Adj Description 165078 98 Unconnected pavement, HSG B 47452 98 Unconnected pavement, HSG C 37095 98 Unconnected pavement, HSG D 197847 85 Stone Dust Parking and Infield Dust, HSG B 28,941 74 >75%Grass cover, Good, HSG C 200,052 61 >75%Grass cover, Good, HSG B 17313 80 >75%Grass cover, Good, HSG D 273,778 67 66 Weighted Average, UI Adjusted 250,153 91.37% Pervious Area 23,625 8.63% Impervious Area 235625 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 50 0.0060 0.09 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 7.0 389 0.0033 0.92 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 2.7 131 0.0026 0.82 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 0.3 30 0.1460 1.91 Shallow Concentrated Flow, D-E Woodland Kv=5.0 fps 19.2 600 Total 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 17 Subcatchment EWS-1: Baseball Field Area Hydrograph � Runoff 6.17 cfs 6 MA-North Andover24-hr S1 10-yr Rainfall=4 79" Runoff Area=273,778 sf 5 �, � � Runoff Vol u me 0.713 of Runoff De th>1.36 Flow Length 600 Tc=19.2 min 3 UI Adjusted CN=66 2 Oi,,,//%r,,..,, ✓o it.,;ui u..,..%.,, r c//r.,.�.,..,it it it.,,u✓ui i ,✓a,.,,, ,, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 18 Summary for Subcatchment EWS-2: Tennis Court Area Runoff = 4.59 cfs @ 12.04 hrs, Volume= 0.353 af, Depth> 3.61" Routed to Pond DP-2 : Design Point 2 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Area(so CN Description 371290 98 Unconnected pavement, HSG D 13)846 80 >75%Grass cover, Good, HSG D 515136 93 Weighted Average 13,846 27.08% Pervious Area 375290 72.92% Impervious Area 37,290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0080 0.82 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.13" 1.2 106 0.0053 1.48 Shallow Concentrated Flow, B-C Paved Kv=20.3 fps 0.2 54 0.0654 4.12 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 3.6 Direct Entry, Balance to Min.Tc Value 6.0 210 Total Subcatchment EWS-2: Tennis Court Area Hydrograph 5 � � � � � E Runoff 4.59 cfs MA-North Andover 24-hr S1 10-yr Rainfall-479 4 Runoff Area—51 136 sf Runoff Volume 0.353 of > " Runoff De th 3.61 Flow Leng... th— 210 Tc-6.0 m i n CN 93 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 19 Summary for Subcatchment EWS-3: Shotput Area Runoff = 0.98 cfs @ 12.06 hrs, Volume= 0.076 af, Depth> 2.26" Routed to Pond DP-3 : Design Point 3 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Area(so CN Description 3,076 87 Stonedust, HSG C 200 98 Unconnected pavement, HSG C 41298 80 >75%Grass cover, Good, HSG D 10)096 74 >75%Grass cover, Good, HSG C 17,670 78 Weighted Average 17,470 98.87% Pervious Area 200 1.13% Impervious Area 200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.4 63 0.0316 2.86 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 7.9 113 Total Subcatchment EWS-3: Shotput Area Hydrograph LO Runoff 0.98 cfs 1 MA-North Andover 24-hr S1 10-yr Rainfall 479 Runoff Area 17,670 sf Runoff Volume 0.076 of Runoff Depth>2.26 Flow Leng... th 1 13 Tc=7.9 m i n CN 78 r / r ri r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 20 Summary for Pond DP-1: Design Point 1 Inflow Area= 6.285 ac, 8.63% Impervious, Inflow Depth > 1.36" for 10-yr event Inflow = 6.17 cfs @ 12.23 hrs, Volume= 0.713 of Primary = 6.17 cfs @ 12.23 hrs, Volume= 0.713 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1R Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-1: Design Point 1 Hydrograph El Inflow El Primary 6.17 cfs Inflow Area=6.285 ac 6 ' 5i,, o UM: 3 �' 2 , /i ai 1111 11111111UUUUUUUUUOU '11' '11' '11' '11' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 21 Summary for Pond DP-2: Design Point 2 Inflow Area= 1.174 ac, 72.92% Impervious, Inflow Depth> 3.61" for 10-yr event Inflow = 4.59 cfs @ 12.04 hrs, Volume= 0.353 of Primary = 4.59 cfs @ 12.04 hrs, Volume= 0.353 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-2: Design Point 2 Hydrograph El Inflow El 5 4.59 cfs I nfl ow Area=1 .174 ac P 4 a w u 3 0 LL 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 22 Summary for Pond DP-3: Design Point 3 Inflow Area= 0.406 ac, 1.13% Impervious, Inflow Depth> 2.26" for 10-yr event Inflow = 0.98 cfs @ 12.06 hrs, Volume= 0.076 of Primary = 0.98 cfs @ 12.06 hrs, Volume= 0.076 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-3: Design Point 3 Hydrograph EM Inflow 0 Primary 0.98 cfs Inflow Area=0.406 ac 1 a w u 3 0 155 IN 0 v v v 1111 111 H '11' U u u u y b u v v U W W W W v W W W u U u 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 23 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EWS-1: Baseball Field Area Runoff Area=273,778 sf 8.63%Impervious Runoff Depth>4.14" Flow Length=600' Tc=19.2 min UI Adjusted CN=66 Runoff=17.89 cfs 2.171 of Subcatchment EWS-2: Tennis Court Area Runoff Area=51,136 sf 72.92%Impervious Runoff Depth>7.08" Flow Length=210' Tc=6.0 min CN=93 Runoff=7.88 cfs 0.693 of Subcatchment EWS-3: Shotput Area Runoff Area=17,670 sf 1.13% Impervious Runoff Depth>5.56" Flow Length=113' Tc=7.9 min CN=78 Runoff=2.12 cfs 0.188 of Pond DP-1: Design Point 1 Inflow=17.89 cfs 2.171 of Primary=17.89 cfs 2.171 of Pond DP-2: Design Point 2 Inflow=7.88 cfs 0.693 of Primary=7.88 cfs 0.693 of Pond DP-3: Design Point 3 Inflow=2.12 cfs 0.188 of Primary=2.12 cfs 0.188 of Total Runoff Area=7.865 ac Runoff Volume=3.051 of Average Runoff Depth=4.66" 82.16% Pervious=6.462 ac 17.84%Impervious=1.403 ac 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment EWS-1: Baseball Field Area Runoff = 17.89 cfs @ 12.22 hrs, Volume= 2.171 af, Depth> 4.14" Routed to Pond DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Area(sf) CN Adj Description 165078 98 Unconnected pavement, HSG B 47452 98 Unconnected pavement, HSG C 37095 98 Unconnected pavement, HSG D 197847 85 Stone Dust Parking and Infield Dust, HSG B 28,941 74 >75%Grass cover, Good, HSG C 200,052 61 >75%Grass cover, Good, HSG B 17313 80 >75%Grass cover, Good, HSG D 273,778 67 66 Weighted Average, UI Adjusted 250,153 91.37% Pervious Area 23,625 8.63% Impervious Area 235625 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 50 0.0060 0.09 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 7.0 389 0.0033 0.92 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 2.7 131 0.0026 0.82 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 0.3 30 0.1460 1.91 Shallow Concentrated Flow, D-E Woodland Kv=5.0 fps 19.2 600 Total 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 25 Subcatchment EWS-1: Baseball Field Area Hydrograph 20 - - - - - - - - - - - - - - - - - - El Runoff 19 17.89 cfs 18„ MA-North Andover 24-hr S1 100-yr 17 � Rainfall=883" 16 15 � Runoff Area-273 778 sf Runoff Volume=2.171 of 13 Runoff Depth>4.14IV 12 Flow Length 600 42 11 Tc=19.2 min 1° U I Adjusted C N=66 o 7 6 5 i 4 3 i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 26 Summary for Subcatchment EWS-2: Tennis Court Area Runoff = 7.88 cfs @ 12.04 hrs, Volume= 0.693 af, Depth> 7.08" Routed to Pond DP-2 : Design Point 2 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Area(so CN Description 371290 98 Unconnected pavement, HSG D 13)846 80 >75%Grass cover, Good, HSG D 515136 93 Weighted Average 13,846 27.08% Pervious Area 375290 72.92% Impervious Area 37,290 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0080 0.82 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.13" 1.2 106 0.0053 1.48 Shallow Concentrated Flow, B-C Paved Kv=20.3 fps 0.2 54 0.0654 4.12 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 3.6 Direct Entry, Balance to Min.Tc Value 6.0 210 Total Subcatchment EWS-2: Tennis Court Area Hydrograph LO Runoff 7.88 cfs $ MA-North Andover 24-hr S1 100-yr Rinf11=a a 8 83 7 � Runoff Area_51 136 sf Runoff Volume 0.693 of Runoff Depth>7.08 5 Flow Leng th 21 0 � � Tc 6.O min CN 93 0 4 3 �j 2 0 1 1 1 1 1 1 1 0 0 1111 1 1 1 1 1 1 1 1 0 1 1111 1 1 1 1 1 1 1 1 1 0 1111 1 1 1 1 1 1 1 1 0 0 1111 1 11/0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 27 Summary for Subcatchment EWS-3: Shotput Area Runoff = 2.12 cfs @ 12.06 hrs, Volume= 0.188 af, Depth> 5.56" Routed to Pond DP-3 : Design Point 3 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Area(so CN Description 3,076 87 Stonedust, HSG C 200 98 Unconnected pavement, HSG C 41298 80 >75%Grass cover, Good, HSG D 10)096 74 >75%Grass cover, Good, HSG C 17,670 78 Weighted Average 17,470 98.87% Pervious Area 200 1.13% Impervious Area 200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.4 63 0.0316 2.86 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 7.9 113 Total Subcatchment EWS-3: Shotput Area Hydrograph LO Runoff 2.12 cfs MA-North Andover 24-hr S1 100-yr Rainfall-8.83 Runoff Area 17 670 sf Runoff Volume 0.188 of Runoff Dep th>5.56 Flow Leng th 113 N Tc 7.9 min CNo 78 1 r i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 28 Summary for Pond DP-1: Design Point 1 Inflow Area= 6.285 ac, 8.63% Impervious, Inflow Depth > 4.14" for 100-yr event Inflow = 17.89 cfs @ 12.22 hrs, Volume= 2.171 of Primary = 17.89 cfs @ 12.22 hrs, Volume= 2.171 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1R Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-1: Design Point 1 Hydrograph 20 El Inflow -- Primary 19 17.89 cfs 18" Inflow Area=6.285 ac 17 16 �i 15 14 13 - - - - - 12 3 10 .22 9 8 7 6 4 i 2 ��i/!'i our', ,,;'.,,//; 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 29 Summary for Pond DP-2: Design Point 2 Inflow Area= 1.174 ac, 72.92% Impervious, Inflow Depth> 7.08" for 100-yr event Inflow = 7.88 cfs @ 12.04 hrs, Volume= 0.693 of Primary = 7.88 cfs @ 12.04 hrs, Volume= 0.693 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-2: Design Point 2 Hydrograph EM Inflow 0 Primary 7.88 ifs Infl ow Area=1 .174 ac 7 6 5 u 3 o q LL 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_PRE MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 12/9/2024 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 30 Summary for Pond DP-3: Design Point 3 Inflow Area= 0.406 ac, 1.13% Impervious, Inflow Depth > 5.56" for 100-yr event Inflow = 2.12 cfs @ 12.06 hrs, Volume= 0.188 of Primary = 2.12 cfs @ 12.06 hrs, Volume= 0.188 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1R Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-3: Design Point 3 Hydrograph EM Inflow El Primary 2.12 cfs Inflow Area=0.406 ac 2 j 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) PWS-1 PWS-2 Remaing Base all Field Synt etic Turf Field Area PWS-3 R Te is Court Area Tu Base Stone DP-2 DP-1 PWS-4 Design Point 2 ZShotput Area Design Point 1 Z D P-3 Design Point 3 Subcat Reach Zon Link Routing Diagram for 719560_POST Prepared by Gale Associates, Inc, Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC 719560_POST Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 2 Project Notes Copied 9 events from MA-North Andover 24-hr S1 storm 719560_POST Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 3 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-yr MA-North Andover 24-hr S1 2-yr Default 24.00 1 3.13 2 2 10-yr MA-North Andover 24-hr S1 10-yr Default 24.00 1 4.79 2 3 100-yr MA-North Andover 24-hr S1 100-yr Default 24.00 1 8.83 2 719560_POST Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 4 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.859 61 >75%Grass cover, Good, HSG B (PWS-1) 0.448 74 >75%Grass cover, Good, HSG C (PWS-1, PWS-4) 0.412 80 >75%Grass cover, Good, HSG D (PWS-1, PWS-3, PWS-4) 0.261 82 Stonedust parking and shotput, HSG B (PWS-1) 0.121 87 Stonedust, HSG C (PWS-4) 2.880 98 Synthetic turf,0%imp.,HSG B (PWS-2) 0.353 98 Synthetic turf,0%imp.,HSG C (PWS-2) 0.417 98 Unconnected pavement, HSG B (PWS-1) 0.152 98 Unconnected pavement, HSG C (PWS-1, PWS-4) 0.961 98 Unconnected pavement, HSG D (PWS-1, PWS-3,PWS-4) 7.865 86 TOTAL AREA 719560_POST Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pa_.ece55 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 5.417 HSG B PWS-1, PWS-2 1.074 HSG C PWS-1, PWS-2, PWS-4 1.373 HSG D PWS-1, PWS-3, PWS-4 0.000 Other 7.865 TOTAL AREA 719560_POST Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pa_.ece66 Ground Covers(all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 1.859 0.448 0.412 0.000 2.720 >75%Grass cover,Good PWS-1, PWS-3, PWS-4 0.000 0.000 0.121 0.000 0.000 0.121 Stonedust PWS-4 0.000 0.261 0.000 0.000 0.000 0.261 Stonedust parking and shotput PWS-1 0.000 2.880 0.353 0.000 0.000 3.233 Synthetic turf,0%imp. PWS-2 0.000 0.417 0.152 0.961 0.000 1.530 Unconnected pavement PWS-1, PWS-3, PWS-4 0.000 5.417 1.074 1.373 0.000 7.865 TOTAL AREA 719560_POST Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 7 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 TRF 98.00 96.00 65.0 0.0308 0.013 0.0 12.0 0.0 Turf Base Stone 719560_POST MA-North Andover 24-hr S 12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PWS-1: Remaing Baseball Field Area Runoff Area=132,942 sf 20.69%Impervious Runoff Depth>0.59" Flow Length=113' Tc=8.1 min UI Adjusted CN=68 Runoff=1.74 cfs 0.149 of Subcatchment PWS-2: Synthetic Turf Field Runoff Area=140,836 sf 0.00%Impervious Runoff Depth>2.58" Tc=6.0 min CN=98 Runoff=9.63 cfs 0.696 of Subcatchment PWS-3: Tennis Court Area Runoff Area=51,136 sf 74.80%Impervious Runoff Depth>2.17" Flow Length=214' Tc=6.0 min CN=93 Runoff=3.11 cfs 0.212 of Subcatchment PWS-4: Shotput Area Runoff Area=17,670 sf 5.05% Impervious Runoff Depth>1.19" Flow Length=113' Tc=7.9 min CN=80 Runoff=0.56 cfs 0.040 of Pond DP-1: Design Point 1 Inflow=1.74 cfs 0.149 of Primary=1.74 cfs 0.149 of Pond DP-2: Design Point 2 Inflow=3.11 cfs 0.212 of Primary=3.11 cfs 0.212 of Pond DP-3: Design Point 3 Inflow=0.56 cfs 0.040 of Primary=0.56 cfs 0.040 of Pond TRF: Turf Base Stone Peak Elev=104.00' Storage=7,269 cf Inflow=9.63 cfs 0.696 of Discarded=1.44 cfs 0.695 of Primary=0.00 cfs 0.000 of Outflow=1.44 cfs 0.695 of Total Runoff Area=7.865 ac Runoff Volume= 1.098 of Average Runoff Depth=1.67" 80.54% Pervious=6.335 ac 19.46%Impervious=1.530 ac 719560_POST MA-North Andover 24-hr S 12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment PWS-1: Remaing Baseball Field Area Runoff = 1.74 cfs @ 12.08 hrs, Volume= 0.149 af, Depth> 0.59" Routed to Pond DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 2-yr Rainfall=3.13" Area(sf) CN Adj Description 18,175 98 Unconnected pavement, HSG B 67022 98 Unconnected pavement, HSG C 37315 98 Unconnected pavement, HSG D 127020 74 >75%Grass cover, Good, HSG C 11,363 82 Stonedust parking and shotput, HSG B 807987 61 >75%Grass cover, Good, HSG B 11060 80 >75%Grass cover, Good, HSG D 1327942 72 68 Weighted Average, UI Adjusted 105,430 79.31% Pervious Area 277512 20.69% Impervious Area 277512 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.5 45 0.0100 1.61 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.1 18 0.2220 2.36 Shallow Concentrated Flow, C-D Woodland Kv=5.0 fps 8.1 113 Total 719560_POST MA-North Andover 24-hr S 12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 10 Subcatchment PWS-1: Remaing Baseball Field Area Hydrograph 1.74 cfs MA-North Andover 24-hr S1 2-yr Rainfall=3.13 Runoff Ar 1 2,942 s f ea 3 Runoff volume 0.149 of Runoff Dep th 059 42 Flow Len th 113 Tc=8.1 m i n UI Adjusted CN=68 i /fr O 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment PWS-2: Synthetic Turf Field Runoff = 9.63 cfs @ 12.04 hrs, Volume= 0.696 af, Depth> 2.58" Routed to Pond TRF :Turf Base Stone Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 2-yr Rainfall=3.13" Area(sfl CN Description 125)459 98 Synthetic turf,0%imp., HSG B 151377 98 Synthetic turf,0%imp., HSG C 140,836 98 Weighted Average 140,836 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment PWS-2: Synthetic Turf Field Hydrograph Runoff 10 9.63 cfs MA-North Andover 24-hr S1 2-yr 9 Rainfall=3.13" 8 Runoff Area=140,836 sf Runoff Volume=0.696 of Runoff Depth>2.58" w s Tc=6.0 min 3 CN=98 0 5 LL 4 3 2 1 O . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 2-Yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 12 Summary for Subcatchment PWS-3: Tennis Court Area Runoff = 3.11 cfs @ 12.04 hrs, Volume= 0.212 af, Depth> 2.17" Routed to Pond DP-2 : Design Point 2 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 2-yr Rainfall=3.13" Area(so CN Description 38)248 98 Unconnected pavement, HSG D 12,888 80 >75%Grass cover, Good, HSG D 515136 93 Weighted Average 12,888 25.20% Pervious Area 385248 74.80% Impervious Area 38,248 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0083 0.83 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.13" 1.0 108 0.0083 1.85 Shallow Concentrated Flow, B-C Paved Kv=20.3 fps 0.2 56 0.0584 3.89 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 3.8 Direct Entry, Balance to Min.Tc Value 6.0 214 Total Subcatchment PWS-3: Tennis Court Area Hydrograph LO Runoff 3.11 cfs MA-North Andover 24-hr S1 2-yr 3 � Rainfall 3.13 Runoff Area_51 136 sf Runoff Volume 0.212 of Runoff Depth>2.17" 2 � Flow Leng... th 214 o Tc 6.0 min C N=93 /, / / j i / / / i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 2-Yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 13 Summary for Subcatchment PWS-4: Shotput Area Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.040 af, Depth> 1.19" Routed to Pond DP-3 : Design Point 3 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 2-yr Rainfall=3.13" Area(so CN Description 5,265 87 Stonedust, HSG C 599 98 Unconnected pavement, HSG C 293 98 Unconnected pavement, HSG D 47005 80 >75%Grass cover, Good, HSG D 7,508 74 >75%Grass cover, Good, HSG C 17,670 80 Weighted Average 16)778 94.95% Pervious Area 892 5.05% Impervious Area 892 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.4 63 0.0316 2.86 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 7.9 113 Total Subcatchment PWS-4: Shotput Area Hydrograph - - - - - - - - - LO0.6 0.56 cfs Runoff 0.55 MA-North Andover 24-hr S1 2-yr Rai nfal 1-3.13 0.5 Runoff-Area 17-670 sf 0.45 Runoff Volume 0.040 of 0.4 Runoff Depth>1.19 N 0.35 g Flow th-113 � ow Len t� �i 0.3 % Tc-7.9 m i n N— C 80 0.251111111 0.2 0.15 0.1 0.05 r ��''°I � �r � I � r r� I � � r �� 331 r v r%r r' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S 12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 14 Summary for Pond DP-1: Design Point 1 Inflow Area= 6.285 ac, 10.05% Impervious, Inflow Depth> 0.29" for 2-yr event Inflow = 1.74 cfs @ 12.08 hrs, Volume= 0.149 of Primary = 1.74 cfs @ 12.08 hrs, Volume= 0.149 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1R Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-1: Design Point 1 Hydrograph Inflow Primary 1.74 cfs Inflow Area=6.285 ac 0 0-1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 15 Summary for Pond DP-2: Design Point 2 Inflow Area= 1.174 ac, 74.80% Impervious, Inflow Depth> 2.17" for 2-yr event Inflow = 3.11 cfs @ 12.04 hrs, Volume= 0.212 of Primary = 3.11 cfs @ 12.04 hrs, Volume= 0.212 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-2: Design Point 2 Hydrograph �Inflow 0 Primary 3.11 cfs I nfl ow Area=1 .174 ac 3 a 2 w u 3 0 LL 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 16 Summary for Pond DP-3: Design Point 3 Inflow Area= 0.406 ac, 5.05% Impervious, Inflow Depth> 1.19" for 2-yr event Inflow = 0.56 cfs @ 12.07 hrs, Volume= 0.040 of Primary = 0.56 cfs @ 12.07 hrs, Volume= 0.040 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-3: Design Point 3 Hydrograph El Inflow 0 Primary 0.6 0.56 cfs Inflow Area=0.406 ac 0.55 0.5 0.45 0.4 0.35 0 0.3 LL 0.25 0.2 0.15 y 0.1 0.05 0 111111111111 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S 12-yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 17 Summary for Pond TRF: Turf Base Stone Inflow Area= 3.233 ac, 0.00% Impervious, Inflow Depth> 2.58" for 2-yr event Inflow = 9.63 cfs @ 12.04 hrs, Volume= 0.696 of Outflow = 1.44 cfs @ 11.70 hrs, Volume= 0.695 af, Atten=85%, Lag=0.0 min Discarded = 1.44 cfs @ 11.70 hrs, Volume= 0.695 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routed to Pond DP-1 : Design Point 1 Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 104.00' @ 12.57 hrs Surf.Area= 134,596 sf Storage=7,269 cf Plug-Flow detention time=29.0 min calculated for 0.692 of(99%of inflow) Center-of-Mass det.time=28.0 min (767.0-739.1 ) Volume Invert Avail.Storage Storage Description #1 103.85' 32,465 cf Custom Stage Data(Irregular) Listed below(Recalc) 90,179 cf Overall x 36.0%Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 103.85 1347596 1,519.0 0 0 134,596 104.52 1347596 1,519.0 90,179 907179 1351614 Device Routing Invert Outlet Devices #1 Primary 98.00' 12.0" Round Culvert L=65.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=98.00'/96.00' S=0.0308'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #2 Device 1 104.19' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Discarded 103.85' 0.463 inlhr Exfiltration over Surface area Discarded OutFlow Max=1.44 cfs @ 11.70 hrs HW=103.86' (Free Discharge) L3=Exfiltration (Exfiltration Controls 1.44 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=103.85' (Free Discharge) L1=Culvert (Passes 0.00 cfs of 8.75 cfs potential flow) L2=Orifice/Grate (Controls 0.00 cfs) 719560POST MA-North Andover 24-hr S1 2-Yr Rainfall=3.13" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD@ 10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 18 Pond TRF: Turf Base Stone Hydrograph EM 9.63 cfs Inflow Outflow Inflow Area=3.233 ac IM Disc El Primary arded 10 Peak EIev=104.00' 9 Storag a=7 269 cf 7 6 U 0 4 3 1 Ad ..........1.44 cfs 0.00 Cfs 0 14 1 1 1-1111 1111 1111 Ili v Uiv u u u U u u u u U 11, 11, 11 '11, U U u u U 11� 11, 11, 11, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 19 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PWS-1: Remaing Baseball Field Area Runoff Area=132,942 sf 20.69%Impervious Runoff Depth>1.51" Flow Length=113' Tc=8.1 min UI Adjusted CN=68 Runoff=4.75 cfs 0.383 of Subcatchment PWS-2: Synthetic Turf Field Runoff Area=140,836 sf 0.00%Impervious Runoff Depth>4.00" Tc=6.0 min CN=98 Runoff=13.43 cfs 1.077 of Subcatchment PWS-3: Tennis Court Area Runoff Area=51,136 sf 74.80%Impervious Runoff Depth>3.61" Flow Length=214' Tc=6.0 min CN=93 Runoff=4.59 cfs 0.353 of Subcatchment PWS-4: Shotput Area Runoff Area=17,670 sf 5.05% Impervious Runoff Depth>2.43" Flow Length=113' Tc=7.9 min CN=80 Runoff=1.05 cfs 0.082 of Pond DP-1: Design Point 1 Inflow=4.75 cfs 0.383 of Primary=4.75 cfs 0.383 of Pond DP-2: Design Point 2 Inflow=4.59 cfs 0.353 of Primary=4.59 cfs 0.353 of Pond DP-3: Design Point 3 Inflow=1.05 cfs 0.082 of Primary=1.05 cfs 0.082 of Pond TRF: Turf Base Stone Peak Elev=104.13' Storage=13,498 cf Inflow=13.43 cfs 1.077 of Discarded=1.44 cfs 1.075 of Primary=0.00 cfs 0.000 of Outflow=1.44 cfs 1.075 of Total Runoff Area=7.865 ac Runoff Volume= 1.895 of Average Runoff Depth=2.89" 80.54% Pervious=6.335 ac 19.46%Impervious=1.530 ac 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment PWS-1: Remaing Baseball Field Area Runoff = 4.75 cfs @ 12.07 hrs, Volume= 0.383 af, Depth> 1.51" Routed to Pond DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Area(sf) CN Adj Description 18,175 98 Unconnected pavement, HSG B 67022 98 Unconnected pavement, HSG C 37315 98 Unconnected pavement, HSG D 127020 74 >75%Grass cover, Good, HSG C 11,363 82 Stonedust parking and shotput, HSG B 807987 61 >75%Grass cover, Good, HSG B 11060 80 >75%Grass cover, Good, HSG D 1327942 72 68 Weighted Average, UI Adjusted 105,430 79.31% Pervious Area 277512 20.69% Impervious Area 277512 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.5 45 0.0100 1.61 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.1 18 0.2220 2.36 Shallow Concentrated Flow, C-D Woodland Kv=5.0 fps 8.1 113 Total 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 21 Subcatchment PWS-1: Remaing Baseball Field Area Hydrograph � Runoff 5 4.75 cfs MA-North Andover 24-hr S1 10-yr Rainfall=4 79" 4 / Runoff Area 132 942 sf Runoff Vo ume 0 383 of Runoff Dep th 151 Flow g 3 � n h� o e t 1 1 3 Tc=8.1 m i n UI Adjusted CN=68 2 % r,,r Oi�ci%',,,,,, as i,,;ui�..,..�.................../'cir,,,/',,,,, o o i,,,ur 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment PWS-2: Synthetic Turf Field Runoff = 13.43 cfs @ 12.04 hrs, Volume= 1.077 af, Depth> 4.00" Routed to Pond TRF :Turf Base Stone Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Area(sfl CN Description 125,459 98 Synthetic turf,0%imp., HSG B 151377 98 Synthetic turf,0%imp., HSG C 140,836 98 Weighted Average 140,836 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment PWS-2: Synthetic Turf Field Hydrograph 15 Runoff 14 13.43 cfs 13 MA-North Andover 24-hr S1 10-yr 12 Rainfall=4.79" 11 Runoff Area=140,836 sf Runoff Volume=1.077 of 10 9 Runoff Depth>4.00" w Tc=6.0 min $ CN=98 o 7 LL 6 5 4 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 23 Summary for Subcatchment PWS-3: Tennis Court Area Runoff = 4.59 cfs @ 12.04 hrs, Volume= 0.353 af, Depth> 3.61" Routed to Pond DP-2 : Design Point 2 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Area(so CN Description 38)248 98 Unconnected pavement, HSG D 12,888 80 >75%Grass cover, Good, HSG D 515136 93 Weighted Average 12,888 25.20% Pervious Area 385248 74.80% Impervious Area 38,248 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0083 0.83 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.13" 1.0 108 0.0083 1.85 Shallow Concentrated Flow, B-C Paved Kv=20.3 fps 0.2 56 0.0584 3.89 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 3.8 Direct Entry, Balance to Min.Tc Value 6.0 214 Total Subcatchment PWS-3: Tennis Court Area Hydrograph 5 � � � � � E Runoff 4.59 cfs MA-North Andover 24-hr S1 10-yr Rainfall-479 4 Runoff Area—51 136 sf Runoff Volume 0.353 of > " Runoff De th 3.61 Flow Leng... th— 214 Tc-6.0 m i n CN 93 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 24 Summary for Subcatchment PWS-4: Shotput Area Runoff = 1.05 cfs @ 12.06 hrs, Volume= 0.082 af, Depth> 2.43" Routed to Pond DP-3 : Design Point 3 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Area(so CN Description 5,265 87 Stonedust, HSG C 599 98 Unconnected pavement, HSG C 293 98 Unconnected pavement, HSG D 47005 80 >75%Grass cover, Good, HSG D 7,508 74 >75%Grass cover, Good, HSG C 17,670 80 Weighted Average 16)778 94.95% Pervious Area 892 5.05% Impervious Area 892 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.4 63 0.0316 2.86 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 7.9 113 Total Subcatchment PWS-4: Shotput Area Hydrograph LO Runoff 1.05 cfs MA-North Andover 24-hr S1 10-yr Rainfall 4.79 Runoff Area 17 670 sf Runoff Volume 0.082 of Runoff Depth>2 43" N � Flow Leng... th 1 13 o Tc=7.9 m i n CN 80 / 1111 1111 1 r i, uUum - 11111111 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 25 Summary for Pond DP-1: Design Point 1 Inflow Area= 6.285 ac, 10.05% Impervious, Inflow Depth> 0.73" for 10-yr event Inflow = 4.75 cfs @ 12.07 hrs, Volume= 0.383 of Primary = 4.75 cfs @ 12.07 hrs, Volume= 0.383 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-1: Design Point 1 Hydrograph El Inflow s 4.75 cfs 0 Primary Inflow Area=6.285 ac 4 w 3 u 3 0 LL 2 1 1 u I I I 1 1 1 1 1 M��r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 26 Summary for Pond DP-2: Design Point 2 Inflow Area= 1.174 ac, 74.80% Impervious, Inflow Depth> 3.61" for 10-yr event Inflow = 4.59 cfs @ 12.04 hrs, Volume= 0.353 of Primary = 4.59 cfs @ 12.04 hrs, Volume= 0.353 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-2: Design Point 2 Hydrograph El Inflow El 5 4.59 cfs I nfl ow Area=1 .174 ac P 4 a w u 3 0 LL 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 27 Summary for Pond DP-3: Design Point 3 Inflow Area= 0.406 ac, 5.05% Impervious, Inflow Depth> 2.43" for 10-yr event Inflow = 1.05 cfs @ 12.06 hrs, Volume= 0.082 of Primary = 1.05 cfs @ 12.06 hrs, Volume= 0.082 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-3: Design Point 3 Hydrograph M Inflow 0 Primary 1.05 cfs Inflow Area=0.406 ac 1 a w u 3 0 5/,Memo 191,1' ' 0 U 1111 U U U 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 28 Summary for Pond TRF: Turf Base Stone Inflow Area= 3.233 ac, 0.00% Impervious, Inflow Depth > 4.00" for 10-yr event Inflow = 13.43 cfs @ 12.04 hrs, Volume= 1.077 of Outflow = 1.44 cfs @ 11.45 hrs, Volume= 1.075 af, Atten=89%, Lag=0.0 min Discarded = 1.44 cfs @ 11.45 hrs, Volume= 1.075 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routed to Pond DP-1 : Design Point 1 Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 104.13' @ 12.77 hrs Surf.Area= 134,596 sf Storage= 13,498 cf Plug-Flow detention time=61.2 min calculated for 1.075 of(100%of inflow) Center-of-Mass det.time=60.2 min (796.6-736.4) Volume Invert Avail.Storage Storage Description #1 103.85' 32,465 cf Custom Stage Data(Irregular) Listed below(Recalc) 90,179 cf Overall x 36.0%Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 103.85 1347596 1,519.0 0 0 134,596 104.52 1347596 1,519.0 90,179 907179 1351614 Device Routing Invert Outlet Devices #1 Primary 98.00' 12.0" Round Culvert L=65.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=98.00'/96.00' S=0.0308'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #2 Device 1 104.19' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Discarded 103.85' 0.463 inlhr Exfiltration over Surface area Discarded OutFlow Max=1.44 cfs @ 11.45 hrs HW=103.86' (Free Discharge) L3=Exfiltration (Exfiltration Controls 1.44 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=103.85' (Free Discharge) L1=Culvert (Passes 0.00 cfs of 8.75 cfs potential flow) L2=Orifice/Grate (Controls 0.00 cfs) 719560_POST MA-North Andover 24-hr S1 10-yr Rainfall=4.79" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 29 Pond TRF: Turf Base Stone Hydrograph EM 13.43 Cfs Inflow IIII Outflow Inflow Area=3IM.233 ac � Discarded 15 Primary 14 Peak Elev=104.13' 13 12 Storage=1 3 cf 11 10 9 u g � 7 0 6 5 4 1 Ad 3 1.44 cfs 2 0.00 cfs i 0 r r r .,a „ '�r s .......r..r/✓a r� %�.,. s W %�%.��.,, /i o,,.✓,,.r Mumu uuuuu uuuv vlll 11111M muuuu uuuu vullll lull 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 30 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PWS-1: Remaing Baseball Field Area Runoff Area=132,942 sf 20.69%Impervious Runoff Depth>4.40" Flow Length=113' Tc=8.1 min UI Adjusted CN=68 Runoff=12.80 cfs 1.119 of Subcatchment PWS-2: Synthetic Turf Field Runoff Area=140,836 sf 0.00%Impervious Runoff Depth>7.39" Tc=6.0 min CN=98 Runoff=22.18 cfs 1.990 of Subcatchment PWS-3: Tennis Court Area Runoff Area=51,136 sf 74.80%Impervious Runoff Depth>7.08" Flow Length=214' Tc=6.0 min CN=93 Runoff=7.88 cfs 0.693 of Subcatchment PWS-4: Shotput Area Runoff Area=17,670 sf 5.05% Impervious Runoff Depth>5.78" Flow Length=113' Tc=7.9 min CN=80 Runoff=2.19 cfs 0.196 of Pond DP-1: Design Point 1 Inflow=12.83 cfs 1.370 of Primary=12.83 cfs 1.370 of Pond DP-2: Design Point 2 Inflow=7.88 cfs 0.693 of Primary=7.88 cfs 0.693 of Pond DP-3: Design Point 3 Inflow=2.19 cfs 0.196 of Primary=2.19 cfs 0.196 of Pond TRF: Turf Base Stone Peak Elev=104.44' Storage=28,628 cf Inflow=22.18 cfs 1.990 of Discarded=1.44 cfs 1.539 of Primary=1.29 cfs 0.251 of Outflow=2.73 cfs 1.789 of Total Runoff Area=7.865 ac Runoff Volume=3.997 of Average Runoff Depth=6.10" 80.54% Pervious=6.335 ac 19.46%Impervious=1.530 ac 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment PWS-1: Remaing Baseball Field Area Runoff = 12.80 cfs @ 12.07 hrs, Volume= 1.119 af, Depth> 4.40" Routed to Pond DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Area(sf) CN Adj Description 18,175 98 Unconnected pavement, HSG B 67022 98 Unconnected pavement, HSG C 37315 98 Unconnected pavement, HSG D 127020 74 >75%Grass cover, Good, HSG C 11,363 82 Stonedust parking and shotput, HSG B 807987 61 >75%Grass cover, Good, HSG B 1,060 80 >75%Grass cover, Good, HSG D 1327942 72 68 Weighted Average, UI Adjusted 105,430 79.31% Pervious Area 277512 20.69% Impervious Area 277512 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.5 45 0.0100 1.61 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.1 18 0.2220 2.36 Shallow Concentrated Flow, C-D Woodland Kv=5.0 fps 8.1 113 Total 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 32 Subcatchment PWS-1: Remaing Baseball Field Area Hydrograph 14 12.80 cfs Runoff 13 MA-North Andover 24-hr S1 100-yr 12 Rainfall=8.83" 11 Runoff Area=132,942 sf 10 Runoff Volume=1.119 of 9 Runoff Depth>4.40" Flow Length=113' Tc=8.1 min 7 UI Adjusted CN=68 LL 6 5 4 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment PWS-2: Synthetic Turf Field Runoff = 22.18 cfs @ 12.04 hrs, Volume= 1.990 af, Depth> 7.39" Routed to Pond TRF :Turf Base Stone Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Area(sfl CN Description 125,459 98 Synthetic turf,0%imp., HSG B 151377 98 Synthetic turf,0%imp., HSG C 140,836 98 Weighted Average 140,836 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment PWS-2: Synthetic Turf Field Hydrograph 24 Runoff 23 22.18 cfs El 22 MA-North Andover 24-hr S1 100-yr 20 Rainfall=8.83" 19 Runoff Area=140,836 sf �$ Runoff Volume=1.990 of 17 16 Runoff Depth>7,39" 15 TC=GA min 14 CN=98 13 3 12 LL 11 10 9 8 7 6 5 4 3 m 2 1 � 0 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 34 Summary for Subcatchment PWS-3: Tennis Court Area Runoff = 7.88 cfs @ 12.04 hrs, Volume= 0.693 af, Depth> 7.08" Routed to Pond DP-2 : Design Point 2 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Area(so CN Description 38,248 98 Unconnected pavement, HSG D 12)888 80 >75%Grass cover, Good, HSG D 515136 93 Weighted Average 12,888 25.20% Pervious Area 385248 74.80% Impervious Area 38,248 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0083 0.83 Sheet Flow,A-B Smooth surfaces n=0.011 P2=3.13" 1.0 108 0.0083 1.85 Shallow Concentrated Flow, B-C Paved Kv=20.3 fps 0.2 56 0.0584 3.89 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 3.8 Direct Entry, Balance to Min.Tc Value 6.0 214 Total Subcatchment PWS-3: Tennis Court Area Hydrograph LO Runoff 7.88 cfs $ MA-North Andover 24-hr S1 100-yr Rinf11=a a 8 83 7 � Runoff Area_51 136 sf Runoff Volume 0.693 of Runoff Depth>7.08 5 Flow Leng th 214 � � Tc 6.O min CN 93 0 4 3 �j 2 0 1 1 1 1 1 1 1 0 0 1111 1 1 1 1 1 1 1 1 0 1 1111 1 1 1 1 1 1 1 1 1 0 1111 1 1 1 1 1 1 1 1 0 0 1111 1 11/0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Pace 35 Summary for Subcatchment PWS-4: Shotput Area Runoff = 2.19 cfs @ 12.06 hrs, Volume= 0.196 af, Depth> 5.78" Routed to Pond DP-3 : Design Point 3 Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=5.00-20.00 hrs,dt=0.05 hrs MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Area(so CN Description 5,265 87 Stonedust, HSG C 599 98 Unconnected pavement, HSG C 293 98 Unconnected pavement, HSG D 47005 80 >75%Grass cover, Good, HSG D 7,508 74 >75%Grass cover, Good, HSG C 17,670 80 Weighted Average 16)778 94.95% Pervious Area 892 5.05% Impervious Area 892 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow,A-B Grass: Short n=0.150 P2=3.13" 0.4 63 0.0316 2.86 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 7.9 113 Total Subcatchment PWS-4: Shotput Area Hydrograph LO Runoff 2.19 cfs MA-North Andover 24-hr S1 100-yr 2 Rainfall 8.83 Runoff Area 17 670 sf Runoff Volume 0.196 of Runoff Dep th>5.78 Flow Leng th 113 N Tc 7.9 min N- o C 80 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 36 Summary for Pond DP-1: Design Point 1 Inflow Area= 6.285 ac, 10.05% Impervious, Inflow Depth> 2.62" for 100-yr event Inflow = 12.83 cfs @ 12.07 hrs, Volume= 1.370 of Primary = 12.83 cfs @ 12.07 hrs, Volume= 1.370 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-1: Design Point 1 Hydrograph El Inflow 141,111, El 12.83 cfs 13 Inflow Area=6.285 ac Primary 12 11 10 9 w 8 u 0 LL 6 5 4 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD010.20-5c sln 00742 0 2023 HydroCAD Software Solutions LLC Page 37 Summary for Pond DP-2: Design Point 2 Inflow Area= 1.174 ac, 74.80% Impervious, Inflow Depth> 7.08" for 100-yr event Inflow = 7.88 cfs @ 12.04 hrs, Volume= 0.693 of Primary = 7.88 cfs @ 12.04 hrs, Volume= 0.693 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-2: Design Point 2 Hydrograph EM Inflow 0 Primary 7.88 ifs I nfl ow Area=1 .174 ac 7 6 5 u 3 o q LL 3 /2/3 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 38 Summary for Pond DP-3: Design Point 3 Inflow Area= 0.406 ac, 5.05% Impervious, Inflow Depth > 5.78" for 100-yr event Inflow = 2.19 cfs @ 12.06 hrs, Volume= 0.196 of Primary = 2.19 cfs @ 12.06 hrs, Volume= 0.196 af, Atten=0%, Lag=0.0 min Routed to nonexistent node 1R Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Pond DP-3: Design Point 3 Hydrograph Inflow El Primary 2.19 cfs Inflow Area=0.406 ac 2 0 1 i 0 U 9-F-71177111 11111 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 719560_POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD®10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 39 Summary for Pond TRF: Turf Base Stone Inflow Area= 3.233 ac, 0.00% Impervious, Inflow Depth > 7.39" for 100-yr event Inflow = 22.18 cfs @ 12.04 hrs, Volume= 1.990 of Outflow = 2.73 cfs @ 12.75 hrs, Volume= 1.789 af, Atten=88%, Lag=42.6 min Discarded = 1.44 cfs @ 10.35 hrs, Volume= 1.539 of Primary = 1.29 cfs @ 12.75 hrs, Volume= 0.251 of Routed to Pond DP-1 : Design Point 1 Routing by Stor-Ind method, Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 104.44' @ 12.75 hrs Surf.Area= 134,596 sf Storage=28,628 cf Plug-Flow detention time= 111.8 min calculated for 1.783 of(90%of inflow) Center-of-Mass det.time=72.1 min (806.9-734.8) Volume Invert Avail.Storage Storage Description #1 103.85' 32,465 cf Custom Stage Data(Irregular) Listed below(Recalc) 90,179 cf Overall x 36.0%Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 103.85 1347596 1,519.0 0 0 134,596 104.52 1347596 1,519.0 90,179 907179 1351614 Device Routing Invert Outlet Devices #1 Primary 98.00' 12.0" Round Culvert L=65.0' CMP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=98.00'/96.00' S=0.0308'/' Cc=0.900 n=0.013 Corrugated PE, smooth interior, Flow Area=0.79 sf #2 Device 1 104.19' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Discarded 103.85' 0.463 inlhr Exfiltration over Surface area Discarded OutFlow Max=1.44 cfs @ 10.35 hrs HW=103.86' (Free Discharge) L3=Exfiltration (Exfiltration Controls 1.44 cfs) Primary OutFlow Max=1.29 cfs @ 12.75 hrs HW=104.44' (Free Discharge) L1=Culvert (Passes 1.29 cfs of 9.14 cfs potential flow) L2=Orifice/Grate (Weir Controls 1.29 cfs @ 1.64 fps) 719560POST MA-North Andover 24-hr S1 100-yr Rainfall=8.83" Prepared by Gale Associates, Inc Printed 1/9/2025 HydroCAD@ 10.20-5c s/n 00742 ©2023 HydroCAD Software Solutions LLC Page 40 Pond TRF: Turf Base Stone Hydrograph EM 22.18 cfs Inflow Outflow IM 24 Inflow Area=3.233 ac Discarded El Primary 22 Peak Elev=104.44' 20 Storag a=28 628 cf 18 16 402 14 U 0 U- 10 8 6 2.73 cfs cs I W iiil:i 111 1 Cfs 2— ... EPP' 0 w W 1111 w U U U U U U U 9 0 OU11111111UVUUUUUUUUU - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) V INSTRUCTIONS: Version 1,Automated:Mar.4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location:lNorth Andover, MA B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate' Load* Removed C*D Load D-E) Infiltration Basin 0.80 1.00 0.80 0.20 c� � 0 0 Drainage Channel 0.00 0.20 0.00 0.20 E 0 W 0.00 0.20 0.00 0.20 0 U) Cl) FM 0.00 0.20 0.00 0.20 Ca 0.00 0.20 0.00 11 0.20 11 Separate Form Needs to be Completed for Each Tota l TSS Rem ova l = 80% Outlet or BMP Train Project: NAHS Field Prepared By: RDT *Equals remaining load from previous BMP (E) Date: 12/9/2024 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass.Dept. of Environmental Protection ATTACHMENT 8 Operation and Maintenance Plan OPERATION AND MAINTENANCE PLAN TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS NORTH ANDOVER, MASSACHUSETTS 0184S JAN UARY 2025 Prepared for: Town of North Andover 120 Main Street North Andover, Massachusetts 01845 Prepared by: Gale Associates, Inc. 300 Ledgewood Place--Suite 300 Rockland, MA 02370 Gale JN 719560 PETER sPANC* No 7 r Reviewed by.: Peter Spa nos, P.E. Prepared by: Ryan D. Thackeray, E.I.T. OPERATION AND MAINTENANCE PLAN TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS TABLE OF CONTENTS SECTION I CONSTRUCTION ACTIVITIES SECTION II POST-DEVELOPMENT ACTIVITIES PART A-GENERAL PART B- BMP MANAGEMENT SECTION III LONG TERM POLLUTION PREVENTION PLAN (INSPECTION & MAINTENANCE LOGS INCLUDED) SECTION IV ILLICIT DISCHARGE STATEMENT OPERATION & MAINTENANCE PLAN TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS Basic Information Project Address: 430 Osgood St, North Andover, MA 01845 Owner: Town of North Andover Town: North Andover, MA SECTION I: CONSTRUCTION ACTIVITIES 1. Contact the Owner in writing at least seven (7) days prior to the start of construction. 2. Place the site sign (with DEP assigned project number and contact numbers) prior to any work on site. 3. Install the erosion control BMPs as shown on the construction documents. 4. The silt fence and silt sock line shall be inspected on a weekly basis; any breaks in the line shall be repaired as soon as possible. 5. All erosion and sedimentation controls shall be in accordance with the DEP's Erosion and Sedimentation Control Guidelines and the USDA SCS Erosion and Sedimentation Control during site development. 6. All temporary stockpile areas shall be protected by silt socks, and shall be covered with a tarp to prevent moisture intrusion and dust concerns. 7. All areas within the limits of work no receiving a surface treatment and any disturbed areas outside of the limit of work shall be stabilized with mulch or seed immediately upon completion of construction activity. In no case, shall an area be left unstabilized for more than 14 days after the construction activity in that area has ceased. 8. All erosion control measures shall be inspected after any rainfall of 0.5" or greater. 9. All catch basins downstream of works areas shall be ringed with silt socks and covered with a sediment filter until all up-gradient disturbed areas are stabilized. 10. Any outlet orifices shall be ringed with silt socks until the detention structure or infiltration area is stabilized, if applicable 11. All slopes greater than 3:1 shall be stabilized with an erosion control blanket. 12. The contractor shall keep additional silt fence and straw bales on site to be able to respond immediately to any emergency condition. 13. All proposed drainage structures (catch basins, manholes, outlet control structures and detention systems) should be cleaned at the end of construction and at any time the sediment within the structures equals 12" deep. 14. The contractor shall confine activities to the limit of work and only disturb the minimum area necessary. 15. All illicit discharges are prohibited. 16. The entire project area shall be stabilized with vegetation upon completion of construction and prior to the removal of the erosion control devices. 17. The Order of Conditions issued by the North Andover Conservation commission shall be incorporated in the construction contract documents. 1IPa OPERATION & MAINTENANCE PLAN TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS SECTION II: POST-DEVELOPMENT ACTIVITIES PART A-GENERAL • It shall be the responsibility of the owner to implement the procedures outlined in this plan. • The closed drainage system shall be inspected every 6 months and any excess sediment within the structures or detention systems shall be properly disposed of. • Any problems found with the drainage system shall be repaired within one week of discovery. • The Owner shall employ a qualified professional to perform periodic maintenance, as described in this plan. • All maintenance personnel shall be trained annually on the operation and maintenance procedures. A training log shall be maintained for the record to document the annual training of employees. • Inspection logs are included with this O&M Plan. The qualified professional shall provide the Owner with maintenance logs after each inspection or corrective action. The Owner shall keep record of these logs for at least three (3) years and shall provide copies to the DEP and Conservation Commission if required. • In the event that an infiltration BMP (stone/pipe trenches, synthetic turf fields) fails to drain within 72-hours of a storm event, a qualified professional shall be consulted to determine what corrective actions may be necessary. • All illicit discharges are prohibited. PART B - BMP MANAGEMENT Each Best Management Practice shall be maintained per the below requirements: SYNTHETIC TURF FIELD • Perform preventative maintenance twice a year. • Inspect cleanouts and drain manholes after every major storm during the first 3 months of operation and twice a year thereafter. CATCH BASINS • Inspect and clean at least four times per year (quarterly). • Sediment shall be removed when the depth is greater than one half the distance from the bottom invert to the manhole floor. • Use of a vacuum truck is the preferred cleaning method. 2 1 P a OPERATION & MAINTENANCE PLAN TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS SECTION III: LONG TERM POLLUTION PREVENTION PLAN GOOD HOUSEKEEPING PRACTICES • Prevent or reduce pollutant runoff by performing periodic landscape maintenance, trash clean up, erosion control measures, and site cleaning. STORING MATERIALS AND WASTE PRODUCTS • All materials stored on site shall be stored in a neat and orderly fashion, in their appropriate containers, and under a roof or other secure enclosure. Waste products should be placed in secure receptacles until they are emptied by a licensed solid waste management company. ROUTINE INSPECTIONS AND MAINTENANCE OF STORMWATER BMPS • Follow the guidelines outlined above. MAINTENANCE OF GRASS AREAS • The Owner will be responsible for these activities. Maintenance typically involves mowing using small, motorized equipment and the application of commercial fertilizer. Grass cuttings are typically left in place for nutrient retention. Wind blown leaves are removed until late fall. LITTER AND DEBRIS • The entire property, including the athletic fields and tennis courts, is subject to periodic litter and debris removal. Trash receptacles shall be placed at all athletic venues, and they shall be emptied periodically. Damaged or missing trash receptacles shall be replaced promptly. The tennis courts shall be swept periodically and the accumulated debris disposed of. Wind blown litter accumulating in resource areas shall be removed periodically. OIL AND GASOLINE DRIPS AND SPILLS FROM VEHICLES • The pathways around the athletic venues and the fields/courts themselves can be accessed by small maintenance and service vehicles. The risk of oil drips and spills is minimized by the regular maintenance of the equipment, the limited controlled access for vehicle, and a prohibition of vehicle storage at the athletic venues. 31 P a g e PET WASTE MANAGEMENT • Animals shall not be allowed on any of the athletic fields or tennis courts; appropriate signage shall be posted to inform the public • In areas surrounding the athletic facilities, any pet waste generated shall be bagged and shall be placed in secure receptacles until they are emptied by a licensed solid waste management company. Appropriate signage shall be generated to inform the public. PROPER MANAGEMENT OF DEICING CHEMICALS AND SNOW • Snow disposal shall be in accordance with the Department of Environmental Protection, Bureau of Resource Protection, Snow Disposal Guidelines, Guideline No. BRPG01-01. In general, snow will be plowed in accordance with standard operating procedures. Whenever possible, the use of environmentally friendly alternatives (e.g., calcium chloride and sand instead of salt for melting ice) will be considered. • Snow on athletic fields and tennis courts shall not be plowed on a regular basis. No sand, salt, or chemicals shall be spread on athletic fields or tennis courts. Natural seasonal snow melting will be the preferred method of snow removal.Any residual snow that interferes with seasonally scheduled activities will be removed by careful hand shoveling and deposited in small maintenance vehicles for removal from the area. Snow shall not be dumped in resource areas. Snow shall be dumped in designated temporary storage areas far enough from resource areas that snow melt runs across grass covered upland areas before entering the resource areas. 41 . e OPERATION & MAINTENANCE PLAN TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS INSPECTION & MAINTENANCE LOG Inspected By: Date: Days Since Last Rainfall: Amount of Last Rainfall: Inches BMP Being Inspected: SYNTHETIC TURF FIELD Opened Inspection Ports or Manhole Covers YES NO Standing Water Observed YES NO Depth of Standing Water (inches) Not Applicable Sediment Observed YES NO Depth of Sediment (inches) Not Applicable Corrective Actions Taken: Other Remarks: OPERATION & MAINTENANCE PLAN TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS INSPECTION & MAINTENANCE LOG Inspected By: Date: Days Since Last Rainfall: Amount of Last Rainfall: Inches BMP Being Inspected: STONE/PIPE TRENCHES Opened Inspection Ports or Manhole Covers YES NO Standing Water Observed YES NO Depth of Standing Water (inches) Not Applicable Sediment Observed YES NO Depth of Sediment (inches) Not Applicable Corrective Actions Taken: Other Remarks: TOWN OF NORTH ANDOVER NORTH ANDOVER HIGH SCHOOL ATHLETIC CAMPUS IMPROVEMENTS SECTION IV: ILLICIT DISCHARGE STATEMENT Standard 10 of the Massachusetts Stormwater Regulations prohibits illicit discharges to stormwater management systems. The stormwater management system is the system for conveying, treating, and infiltrating stormwater on site, including stormwater best management practices and any pipes intended to transport stormwater to the ground water, a surface water, or a municipal separate storm sewer system. Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. Notwithstanding the foregoing, an illicit discharge does not include discharges from the following activities or facilities: firefighting, water line flushing, landscape irrigation, uncontaminated ground water, potable water sources, foundation drains, air conditioning condensation, footing drains, individual resident car washing, flows from riparian habitats and wetlands, dechlorinated water from swimming pools, water used for street washing, and water used to clean residential buildings without detergents. I, (print name), certify that I have conducted a proper site investigation and verify that to the best of my knowledge there are no illicit discharges located at NORTH ANDOVER HIGH SCHOOL, NORTH ANDOVER, MA. Signature Date G:\719S60\02 Design\permit reports\notice of intent\Attachments\Attachment 8-Operations&Maintenance\NAHS Operation and Maintenance Plan.docx ATTACHMENT 9 Certified List of Abutters Th4 WOO#that"rwM",8pp*qdng on 010 Abutter to Abutter Building Dept. Conservation Zoning recordis of this Of TOWN OF NORTH ANDOVER ABUTTER LIST r@rvitled b,y* 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." Pg 1 of 3 SUBJECT LOCATION OWNER ADDRESS CITY STATE ZIP 094.0-0094-0000.0 430 OSGOOD STREET TOWN OF NORTH ANDOVER HIGH SCHOOL 430 OSGOOD STREET NORTH ANDOVER MA 01845 PARCEL ID LOCATION OWNER ADDRESS CITY STATE ZIP 035.0-0023-0000.0 723 OSGOOD STREET TOWN OF NORTH ANDOVER 120 MAIN STREET NORTH ANDOVER MA 01845 035.0-0026-0000.0 665 OSGOOD STREET HOWE JR,DOUGLAS N 665 OSGOOD STREET NORTH ANDOVER MA 01845 083.0-0001-0000.0 700 CHICKERING ROAD KRE-BSL HUSKY NORTH ANDOVER,L 201 JONES ROAD,THIRD FLOOR WEST WALTHAM MA 02451 083.0-0003-0000.0 660 CHICKERING ROAD CHUCK LIETZ 319 LYNNWAY,#303A LYNN MA 01901 083.0-0004-0000.0 33-37 WALKER ROAD BROOK MEADOW OFC.CONDO MASTER 33-37 WALKER ROAD NORTH ANDOVER MA 01845 083.0-0004-0001.A 33 WALKER ROAD LARKLAND REALTY TRUST 33 WALKER ROAD U:A NORTH ANDOVER MA 01845 083.0-0004-0001.13 33 WALKER ROAD JEFFREY A.STREET REVOCABLE TRUST 33 WALKER ROAD U:1 B NORTH ANDOVER MA 01845 083.0-0004-0001.0 33 WALKER ROAD CORTESE HE REVOCABLE TRUST 57 HARRISON STREET READING MA 01867 083,0-0004-0001.D 33 WALKER ROAD WALKER HOLDINGS REALTY TRUST P.O.BOX 2286 METHUEN MA 01844 083,,0-0004-0001.E 33 WALKER ROAD DIORIO,LACEY 33 WALKER ROAD U-1 E NORTH ANDOVER MA 01845 083,,0-0004-0002.A 33 WALKER ROAD FAZIO,CHRISTINE 33 WALKER ROAD UNIT 2-A NORTH ANDOVER MA 01845 083,0-0004-0002,B 33 WALKER ROAD R.V DENTAL GROUP,LLC 33 WALKER ROAD U:2-13 NORTH ANDOVER MA 01845 083,0-0004-0002.0 33 WALKER ROAD JEFFERY A STREET REVOC TRST 33 WALKER ROAD U:2-C NORTH ANDOVER MA 01845 083,0-0004-0002.D 33 WALKER ROAD JEFFREY A STREET REVOCABLE TRST 33 WALKER ROAD U,2-D NORTH ANDOVER MA 01645 083,0-0004-0003.1 37 WALKER ROAD ERA MO REALTY TRUST 364 WOODSTOCK STREET SEABROOK NH 03874 083,0-0004-0003.2 37 WALKER ROAD ERA MO REALTY TRUST 364 WOODSTOCK STREET SEABROOK NH 03874 083,0-0004-0003.3 37 WALKER ROAD MJJM ENTERPRISES,INC 37 WALKER ROAD NORTH ANDOVER MA 01845 083,0-0005-0000.0 EAST WATER STREET BROOKSIDE HOMEOWNERS 642 CHICKERING ROAD NORTH ANDOVER MA 01845 083,0-0006-0000.0 CHICKERING ROAD TOWN OF NORTH ANDOVER 120 MAIN STREET NORTH ANDOVER MA 01845 083.0-0020-0000.0 88 EAST WATER STREET LAM,SHUT 88 EAST WATER STREET NORTH ANDOVER MA 01845 083.0-0021-0000.0 638 CHICKERING ROAD IRAWAN,FERRY 638 CHICKERING ROAD NORTH ANDOVER MA 01845 083.0-0021-0001„0 1 WALKER ROAD UDDIN,MOHAMMAD SAHAB 1 WALKER ROAD,U-1 NORTH ANDOVER MA 01845 083.0-0021-0002,.0 1 WALKER ROAD LINDA KIRBY 1 WALKER ROAD,UNIT 2 NORTH ANDOVER MA 01845 083.0-0021-0003,0 1 WALKER ROAD O'NEIL,DAVID 1 WALKER ROAD U-3 NORTH ANDOVER MA 01845 083.0-0021-0004 0 1 WALKER ROAD RAYNER,MARIE GRACE 1 WALKER ROAD,U-4 NORTH ANDOVER MA 01845 083.0-0021-0005.0 1 WALKER ROAD OBERTO,STEPHEN 1 WALKER ROAD U-.5 NORTH ANDOVER MA 01845 083.0-0021-0006.0 1 WALKER ROAD EDEN REALTY GROUP,LLC 63 CROSSBOW LANE NORTH ANDOVER MA 01845 083.0-0021-0007.0 1 WALKER ROAD BROWN,ZACHARY I WALKER ROAD,U-7 NORTH ANDOVER MA 01845 083.0-0021-0008,O 1 WALKER ROAD CHU,MING K, 1 WALKER ROAD,U-8 NORTH ANDOVER MA 01845 083.0-0021-0009.0 1 WALKER ROAD TO,PRAT VINH 1 WALKER ROAD#9 NORTH ANDOVER MA 01845 083.0-0021-0010 0 1 WALKER ROAD HASHEMI,KEN I WALKER ROAD U:10 NORTH ANDOVER MA 01845 0810-0021-0011.0 1 WALKER ROAD IRENA H.GRASSO FAM REVO TRUST I WALKER ROAD#11 NORTH ANDOVER MA 01845 0810-0021-0012.0 1 WALKER ROAD KURRAJ,EVELINA&KLODIAN I WALKER ROAD U:12 NORTH ANDOVER MA 01845 083.0-0022-0000.0 636 CHICKERING ROAD HENNESSY,PATRICK M 636 CHICKERING ROAD NORTH ANDOVER MA 01845 083,0-0022-0001.0 2 WALKER ROAD EL HI,TAIMUR 2 WALKER ROAD,UNIT 1 NORTH ANDOVER MA 01845 083,0-0022-0002.0 2 WALKER ROAD PETROVICH,JILL C 2 WALKER ROAD#2 NORTH ANDOVER MA 01845 083,0-0022-0003.0 2 WALKER ROAD GIBBS,CHRISTOPHER 2 WALKER ROAD,U-3 NORTH ANDOVER MA 01845 083,0-0022-0004.0 2 WALKER ROAD ANOLI,ALEXANDER E. 2 WALKER ROAD,U-4 NORTH ANDOVER MA 01845 083.0-0022-0005.0 2 WALKER ROAD SHERIDAN,PATRICIA LT 2 WALKER ROAD U:5 NORTH ANDOVER MA 01845 083.0-0022-0006.0 2 WALKER ROAD ORLANDO,NANCY A. 2 WALKER ROAD,U-6 NORTH ANDOVER MA 01845 083.0-0022-0007.O 2 WALKER ROAD GLASSER,JAMES 2 WALKER ROAD U-7 NORTH ANDOVER MA 01845 083.0-0022-0008.0 2 WALKER ROAD FULL DIGITAL CONTROL VENTURES,LLC 20 DOGWOOD ROAD SALEM NH 03079 083.0-0022-0009,0 2 WALKER ROAD MERRIMACK VALLEY HOMES&INTERIORS,LLC 423 E BROADWAY HAVERHILL MA 01830 083.0-0022-0010,,,0 2 WALKER ROAD DESPRES,RAYMOND J 2 WALKER ROAD#10 NORTH ANDOVER MA 01845 083.0-0022-0011 0 2 WALKER ROAD CONCEISON,DENISE C., 2 WALKER ROAD,U-1 1 NORTH ANDOVER MA 01845 083.0-0022-0012,,0 2 WALKER ROAD SALEHI-ALA,MARYAM 423 E.BROADWAY HAVERHILL MA 01830 083.0-0023-0000,,0 634 CHICKERING ROAD ERICA K.FANUELE FAMILY TRUST 634 CHICKERING ROAD NORTH ANDOVER MA 01845 083.0-0023-0001.0 3 WALKER ROAD CIAMPAGLIA,JOHN 3 WALKER ROAD UA NORTH ANDOVER MA 01845 083.0-0023-0002.0 3 WALKER ROAD VA DARES TANYA M, 3 WALKER ROAD UNIT#2 NORTH ANDOVER MA 01845 083.0-0023-0003.0 3 WALKER ROAD LEE AN,ERIC 9 WALKER ROAD,U-1 I NORTH ANDOVER MA 01845 083,0-0023-0004.0 3 WALKER ROAD JAY LARK REALTY TRUST P 0 BOX 383 NORTH ANDOVER MA 01845 083,0-0023-0005.0 3 WALKER ROAD HOLLAND,GAIL M 3 WALKER ROAD,U-5 NORTH ANDOVER MA 01845 083.0-0023-0006,0 3 WALKER ROAD CAMIRAND,SUDHA 3 WALKER ROAD APT 6 NORTH ANDOVER MA 01845 0810-0023-0007.0 3 WALKER ROAD MAILLET,WILLIAM M 3 WALKER ROAD#7 NORTH ANDOVER MA 01845 083.0-0023-0008.0 3 WALKER ROAD J&J BALL REALTY TRUST 39 EMERALD COURT TEWKSBURY MA 01876 083.0-0023-0009.O 3 WALKER ROAD SEGAL,MARK 3 WALKER ROAD,U-9 NORTH ANDOVER MA 01845 083,0-0023-001 0,0 3 WALKER ROAD KHANAL,GARIMA 3 WALKER ROAD,U-1 0 NORTH ANDOVER MA 01845 083.0-0023-0011,,0 3 WALKER ROAD R&Q MA REALTY TRUST 5 JILLIAN WAY ANDOVER MA 01810 083,0-0023-0012,0 3 WALKER ROAD NOVAK,MARSEL 438 EAST 5TH STREET#3 SOUTH BOSTON MA 02127 083.0-0024-0000.0 632 CHICKERING ROAD SARMANIAN,CLAIRE 19 BOXFORD STREET NORTH ANDOVER MA 01845 083.0-0024-0001,O 4 WALKER ROAD PACI,PAUL 440 NORTH AVENUE UNIT 66 HAVERHILL MA 01830 083.0-0024-00OZO 4 WALKER ROAD PASTOR,EVA L, 4 WALKER ROAD U-2 NORTH ANDOVER MA 01845 083.0-0024-0003,O 4 WALKER ROAD GELIN,MARYSE,E. 4 WALKER ROAD UNIT 3 NORTH ANDOVER MA 01845 083.0-0024-0004.0 4 WALKER ROAD MC LAUGHLIN,KELLY E 4 WALKER ROAD UNIT 4 NORTH ANDOVER MA 01845 083.0-0024-0005,O 4 WALKER ROAD QIAN,HUI 5 JILLIAN WAY ANDOVER MA 01810 083,,0-0024-0006.0 4 WALKER ROAD GANDHI,UTPAL 53 ASHWOOD AVENUE WILMINGTON MA 01887 083,,0-0024-0007.0 4 WALKER ROAD PESATURO,JOHN J, 170 WILLIE HUNTER LANE GROTON VT 05046 083,0-0024-0008.0 4 WALKER ROAD HE,SHIPU 4 WALKER ROAD U:8 NORTH ANDOVER MA 01845 0810-0024-0009.0 4 WALKER ROAD JOHN AND ANN MARIE TRUST 170 WILLIE HUNTER LANE GROTON VT 05046 083,0-0024-0010.0 4 WALKER ROAD CAMPBELL-COLBY,ALISON B 112 FARRWOOD DRIVE HAVERHILL MA 01835 083 0-0024-0011.0 4 WALKER ROAD FESTO,JOSEPH&KAREN 4 WALKER ROAD UNIT 11 NORTH ANDOVER MA 01845 083.0-0024-0012,0 4 WALKER ROAD DOTOLO-ABATE,JODI M, 4 WALKER ROAD U-1 2 NORTH ANDOVER MA 01845 Pg 2 of 3 083.0-0025-0000.0 630 CHICKERING ROAD CHEN,KE-CHUM 633 TRAPELO ROAD 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101,,0-0006-0000,0 584 OSGOOD STREET KELLY PETER T, 584 OSGOOD STREET NORTH ANDOVER MA 01845 101,0-0008-0000,0 566 OSGOOD STREET ARCE,PEDRO 566 OSGOOD STREET NORTH ANDOVER MA 01845 101,0-0009-0000.0 574 OSGOOD STREET SINELSHCHIKOV,DENIS 574 OSGOOD STREET NORTH ANDOVER MA 01845 101,0-0010-0000.0 578 OSGOOD STREET CLAYMAN,HOWARD S 578 OSGOOD STREET NORTH ANDOVER MA 01845 101.0-0011-0000.0 550 OSGOOD STREET THE 550 OSGOOD STREET REALTY TRUST 550 OSGOOD STREET NORTH ANDOVER MA 01845 101.0-0012-0000.0 538 OSGOOD STREET FEDERSPIEL,JOEL 538 OSGOOD STREET NORTH ANDOVER MA 01845 102.0-0001-0000.0 486 OSGOOD STREET O'DONNELL FAMILY TRUST 486 OSGOOD STREET NORTH ANDOVER MA 01845 102.0-0002-0000.0 498 OSGOOD STREET MURPHY,PHILIP,E. 498 OSGOOD STREET NORTH ANDOVER MA 01845 102.0-0003-0000 0 440 OSGOOD STREET SAMS,BRIAN,E. 440 OSGOOD STREET NORTH ANDOVER MA 01845 102.0-0004-0000.0 510 OSGOOD STREET SCANLON FAMILY TRUST 510 OSGOOD STREET NORTH ANDOVER MA 01845 102.0-0005-0000.0 526 OSGOOD STREET TALIS,MAT-THEW W, 526 OSGOOD STREET NORTH ANDOVER MA 01845 102�0-0006-0000�0 504 OSGOOD STREET BARRETT,MICHAEL 504 OSGOOD STREET NORTH ANDOVER MA 01845 102�0-0007-0000�O 436 OSGOOD STREET LARSON,ARTHUR,D. 436 OSGOOD STREET NORTH ANDOVER MA 01845 102,0-0008-0000,0 460 OSGOOD STREET LOPEZ,ALEJANDRO HERNANDEZ 460 OSGOOD STREET NORTH ANDOVER MA 01845 This certifies that the nSM,"8P.POW N'' On*0 records of the ASS", of .ww foe, r,,%grotled by ATTACHMENT 10 Permit Plan Set NAHS Athletic Campus Improvements dated 1/22/2025 1 2 3 4 5 6 GALE NORTH ANDOVER HIGH SCHOOL - �" NORTH �_ �-- � L \ Gale Associates,Inc. ATHLETIC FIELD IMPROVEMENTS �� y ,� 30ED and Fanners 300 KLAND,MA 0 PLACE I SUITE 300 E �` � � � � \` �\�� ROCKLAN D,MA 02370 ` Y \ \\ \ ~ P 781.335.6465 F 781.335.6467 www.ainc.com Boston Baltimore Orlando Hartford Bedford SITE LOCATION: PREPARED FOR. y \c = _ �`,.\` �� _ -�;�\�;, — ��\\\; .�°£\\\�� .� _ „��,,\�� This drawing and the design and construction features disclosed �0\\� -� � �\t\ \\\ are propnetaryto Gale Associates,Inc.and shall not be altered or NORTH ANDOVER HIGH SCHOOL TOWN OF NORTH ANDOVER � .,� \; s. � a\� ��\\ _ �\\�\�\� tip\ P P P �� reused in whole or art without the express written ermission of �. \\��\ � Gale Associates,Inc.Copyrighl©2024 430 OSGOOD STREET 120 MAIN STREET NORTH ANDOVER MA 01845 NORTH ANDOVER MA 01845 �� DRAWING NO SHEET NO TITLE \ PERMIT SET CIVIL PLAN SHEETS G001 1 OF 36 COVER SHEET ~ \ \ � p G002 2 OF 36 GENERAL NOTES C000 3 OF 36 KEY PLAN - 0001 4 OF 36 BASEBALL EXISTING CONDITIONS PLANov _ C002 5 OF 36 TENNIS EXISTING CONDITIONS PLANME C003 6 OF 36 TRACK EXISTING CONDITIONS PLAN C004 7 OF 36 WALSH STADIUM EXISTING CONDITIONS PLAN Col 8 OF 36 BASEBALL DEMOLITION AND EROSION CONTROL PLAN �� C012 9 OF 36 TENNIS DEMOLITION AND EROSION CONTROL PLAN SITE MAP wcnwo wCID L-U< C013 10 OF 36 TRACK DEMOLITION AND EROSION CONTROL PLAN �� // o=of2 wQ C014 11 OF 36 WALSH STADIUM DEMOLITION AND EROSION CONTROL PLAN / 0-_u5c Q�� C101 12 OF 36 BASEBALL LAYOUT AND MATERIALS PLAN / ow =mow C102 13 OF 36 TENNIS LAYOUT AND MATERIALS PLAN o —�o> �z> �� v NGRTH w o 0 0> O C103 14 OF 36 TRACK LAYOUT AND MATERIALS PLAN _ �,, � � � �� yvv �� _ _- 00 �z -` _; LLJOV'z �oQ C104 15 OF 36 WALSH STADIUM SITE PLAN �_� y v� cn o v yv L101 16 OF 36 WETLAND RESTORATION PLAN - 6-1 - zOQ z�� t� �� c C201 17 OF 36 BASEBALL GRADING AND DRAINAGE PLAN v �� 3 - o0 C202 18 OF 36 TENNIS GRADING AND DRAINAGE PLAN �_ _ uj=_� C203 19 OF 36 TRACK GRADING AND DRAINAGE PLAN ;v �� ' �[ 0 C501 20 OF 36 DETAIL SHEET 1 OF 13 0 C502 21 OF 36 DETAIL SHEET 2 OF 13 - a C503 22 OF 36 DETAIL SHEET 3 OF 13 \\ C504 23 OF 36 DETAIL SHEET 4 OF 13 _ '= C505 24 OF 36 DETAIL SHEET 5 OF 13 a C506 25 OF 36 DETAIL SHEET 6 OF 13 C507 26 OF 36 DETAIL SHEET 7 OF 13 � C508 27 OF 36 DETAIL SHEET 8 OF 13 C509 28 OF 36 DETAIL SHEET 9 OF 13 C510 29 OF 36 DETAIL SHEET 10 OF 13 C511 30 OF 36 DETAIL SHEET 12 OF 13 � - `� �� - - � \ �� \\_ N0. DATE DESCRIPTION BY C512 31 OF 36 DETAIL SHEET 12 OF 13 � Y B C513 32 OF 36 DETAIL SHEET 13 OF 13 CADDFILEPROJECT 719560 �,_ - _. � \� � � - CADD FILE 719560_G001 PRE-1 33 OF 36 PRE-DEVELOPMENT WATERSHED SHEET 1 OF 2 _ � �� \� \e o_ '�\- ._ ,�` � � �\ DESIGNED BY ROT PRE-2 34 OF 36 PRE-DEVELOPMENT WATERSHED SHEET 2 OF 2 �� DRAWN BY ROT POST-1 35 OF 36 POST-DEVELOPMENT WATERSHED SHEET 1 OF 2 _ �� "� � s �- CHECKED BY KFR/PS POST-2 36 OF 36 POST-DEVELOPMENT WATERSHED SHEET 2 OF 2 -- �� DATE 1/22/2025 DRAWING SCALE ELECTRICAL PLAN SHEETS - �� '- 1;. � _ LOCATIONMAP GRAPHIC SCALE EO 1 OF 5 ELECTRICAL NOTES,LEGEND,AND ONE LINE DIAGRAM E1A 2 OF 5 ELECTRICAL SITE PLAN PART"A" E1 B 3 OF 5 ELECTRICAL SITE PLAN PART"B" SHEET TITLE E1 C 4 OF 5 ELECTRICAL SITE PLAN PART 11C" E1 D 5 OF 5 PEDESTRIAN SITE LIGHTING&PHOTOMETRIC PLAN CIVIL ENGINEER: ELECTRICAL ENGINEER: COVER ATHLETIC LIGHTING SHEETS GALE ASSOCIATES INC. VINCENT A. DIIORIO, INC SHEET A IS1 1 OF 2 TRACK LIGHTING ILLUMINATION SUMMARY 300 LEDGEWOOD PLACE 89 ACCESS ROAD SUITE 18 IS2 2 OF 2 BASEBALL AND STADIUM ILLUMINATION SUMMARY ROCKLAND, MA 02370 NORWOOD, MA 02062 - DRAWING N0. P: 781.335.6465 P: 781.255.9754 N� 'v G001 1 OF 36 1 2 3 4 5 6 DEMOLITION NOTES GENERAL NOTES TABLE OF DIMENSIONAL REQUIREMENTS FOR R2 ZONING DISTRICT 1. DEMOLITION TO COMPLY WITH GOVERNING EPA NOTIFICATION REGULATIONS BEFORE STARTING SELECTIVE 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING ALL CONTROL POINTS AND LOT AREA,MINIMUM(SQUARE FEET) 43,560 GALE DEMOLITION.COMPLY WITH HAULING AND DISPOSAL REGULATIONS OF AUTHORITIES HAVING JURISDICTION. BENCH MARKS NECESSARY FOR THE WORK.ALL EXISTING CONTROL POINTS AND BENCHMARKS HAVE BEEN HEIGHT,MAXIMUM(FEET) 35 2. THE OWNER MAY OCCUPY PORTIONS OF THE BUILDING IMMEDIATELY ADJACENT TO SELECTIVE DEMOLITION SHOWN ON THE EXISTING CONDITIONS PLANS.ANY ADDITIONAL CONTROL POINTS NECESSARY TO PERFORM AREAS.CONDUCT SELECTIVE DEMOLITION SO THAT OWNERS'S OPERATIONS WILL NOT BE DISRUPTED.PROVIDE THE WORK SHALL BE ESTABLISHED AND MAINTAINED BY THE CONTRACTOR.CONTRACTOR SHALL PROTECT AND STREET FRONTAGE,MINIMUM(FEET) 150 Gale Associates,Inc. NOT LESS THAN 72 HOURS NOTICE TO OWNER OF ACTIVITIES(IF ANY)THAT MAY AFFECT THEIR OPERATIONS. MAINTAIN ALL EXISTING CONTROL POINTS AND BENCHMARKS THROUGHOUT THE ENTIRE COURSE OF WORK. FRONT SETBACK,MINIMUM(FEET) 30 Engineers and Planners 3. SURVEY THE CONDITION OF THE SITE TO DETERMINE WHETHER REMOVING ANY ELEMENT MIGHT RESULT IN 2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THESE PLANS,AND CITY STANDARDS.THE CONTRACTOR IS SIDE SETBACK,MINIMUM FEET 30 300 LEDGEWOOD PLACE I SUITE 300 E ( )RESPONSIBLE FOR OBTAINING A COPY OF THE CITY STANDARDS AND REGULATIONS FOR USE ON THIS PROJECT. ROCKLAND,MA 02370 UNDESIRABLE DAMAGE OF ANY PORTION OF ADJACENT FACILITIES DURING SELECTIVE DEMOLITION. REAR SETBACK,MINIMUM(FEET) 30 P 781.335.6465 F 781.335.6467 w mrgainc.com 4. MAINTAIN EXISTING UTILITIES INDICATED TO REMAIN IN SERVICE AND PROTECT THEM AGAINST DAMAGE DURING 3. BARRICADING,TRAFFIC CONTROL,AND PROJECT SIGNS SHALL CONFORM TO ALL STATE,LOCAL REGULATIONS. Boston Baltimore Orlando Hartford Bedford SELECTIVE DEMOLITION OPERATIONS. AREA ADJACENT TO THE PROJECT SITE WILL BE IN USE DURING CONSTRUCTION AT VARIOUS TIMES.THE FLOOR AREA RATIO,MAXIMUM N/A CONTRACTOR WILL PROVIDE ADEQUATE CONSTRUCTION FENCING DURING EACH PHASE OF THE PROJECT TO LOT COVERAGE,MAXIMUM N/A 5. CONDUCT DEMOLITION OPERATIONS AND REMOVE DEBRIS TO ENSURE MINIMUM INTERFERENCE WITH ROADS, FULLY SECURE THE PROPOSED SITE SUBJECT TO OWNER APPROVAL.THE FENCING MAY NEED ADJUSTMENT AT osed PARKING LOTS,STREETS,WALKS,AND OTHER ADJACENT OCCUPIED AND USED FACILITIES. VARIOUS TIMES WITHOUT CONTRACT MODIFICATION. DWELLING UNIT DENSITY,MAXIMUM/ACRE N/A This drawingand the design and construction shall not b altelredo are proprietary to Gale Associates,Inc.and shall not be altered or reused in whole or part without the express written permission of 6. CONDUCT DEMOLITION OPERATIONS TO PREVENT INJURY TO PEOPLE AND DAMAGE TO ADJACENT BUILDINGS, 4. THE GENERAL CONTRACTOR SHALL VERIFY THE SUITABILITY OF ALL EXISTING AND PROPOSED SITE CONDITIONS Gale Associates,Inc.Copyrlght©2024 FACILITIES,AND SITE IMPROVEMENTS TO REMAIN.ENSURE SAFE PASSAGE OF PEOPLE AROUND SELECTIVE INCLUDING GRADES AND DIMENSIONS BEFORE COMMENCEMENT OF CONSTRUCTION.THE ENGINEER SHALL BE DEMOLITION AREA. NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES. 7. USE WATER MIST AND OTHER SUITABLE METHODS TO LIMIT THE SPREAD OF DUST AND DIRT.COMPLY WITH 5. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND PAYING FOR ALL PERMITS AND/OR CONNECTION FEES GOVERNING ENVIRONMENTAL PROTECTION REGULATIONS. REQUIRED. 8. REMOVE AND TRANSPORT DEBRIS IN A MANNER THAT WILL PREVENT SPILLAGE ON ADJACENT SURFACES AND 6. GENERAL CONTRACTOR SHALL COORDINATE WITH OTHER TRADES AS APPLICABLE INCLUDING BUT NOT LIMITED P E RM I T S ET AREAS. TO ELECTRICAL,LIGHTING,AND GAS. 9. CLEAN ADJACENT STRUCTURES AND IMPROVEMENTS OF DUST,DIRT,AND DEBRIS CAUSED BY SELECTIVE 7. SUBSTITUTIONS AND APPROVAL OF"OR-EQUAL"PRODUCTS IN PLACE OF THOSE SPECIFIED WILL NOT BE DEMOLITION OPERATIONS.RETURN ADJACENT AREAS TO CONDITION EXISTING BEFORE START OF SELECTIVE ALLOWED WITHOUT WRITTEN AUTHORIZATION FROM THE OWNER OR ENGINEER. DEMOLITION. 10. DEMOLISH AND REMOVE EXISTING CONSTRUCTION ONLY TO THE EXTENT REQUIRED BY NEW CONSTRUCTION AND GENERAL UTILITY NOTES AS INDICATED.CONTRACTOR TO BE RESPONSIBLE FOR ANY CUTTING AND PATCHING THAT IS REQUIRED. D 11. PROMPTLY DISPOSE OF DEMOLISHED MATERIALS.DO NOT ALLOW DEMOLISHED MATERIALS TO ACCUMULATE 1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES ON-SITE. AND STRUCTURES AS SHOWN ON THESE PLANS IS BASED ON RECORD PLANS AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD.THIS INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR 12. DO NOT BURN DEMOLISHED MATERIALS. COMPLETE.THE LOCATION OF ALL UNDERGROUND UTILITIES AND STRUCTURES SHALL BE VERIFIED IN THE FIELD 13. TRANSPORT DEMOLISHED MATERIALS OFF OWNER'S PROPERTY AND LEGALLY DISPOSE OF THEM,IF NOT BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. C/)J DESIGNATED TO BE SALVAGED BY THE OWNER OR REUSED. 2. THE CONTRACTOR MUST CONTACT THE APPROPRIATE UTILITY COMPANY,ANY GOVERNING PERMITTING �--O L0 14. IN AREAS WHERE BITUMINOUS CONCRETE IS TO BE REMOVED,THE EDGE OF ANY BITUMINOUS CONCRETE TO AUTHORITY,AND"DIGSAFE"AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD z O � LOCATION OF UTILITIES. LJJ= 00 REMAIN MUST BE A CLEAN SAW-CUT EDGE. U�� LO 3. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY UTILITIES INTERFERING WITH THE PROPOSED EROSION CONTROL NOTES CONSTRUCTION.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE EXISTING UTILITIES > WQ >O o WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLAN. _ H Q 1. THE CONTRACTOR SHALL FILE A NPDES CONSTRUCTION GENERAL PERMIT AS REQUIRED BY THE EPA AT LEAST 14 4. TRENCH EXCAVATIONS SHALL BE IN ACCORDANCE WITH ALL PROVISIONS OF OSHA PART 1926,SUBPART P �~ Z W DAYS PRIOR TO GROUNDBREAKING.NPDES PERMIT AND PLANS SHALL BE KEPT ON SITE FOR REVIEW AT ALL 'EXCAVATIONS,TRENCHES AND SHORING OF THE OCCUPATIONAL SAFETY AND HEALTH'S STANDARDS AND ALL Q tY TIMES FOR THE DURATION OF CONSTRUCTION. REQUIRED NECESSARY TRENCH SAFETY PLANS SHALL BE SUBMITTED TO THE ENGINEER AND LOCAL w OW w H LU 2. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH STATE AUTHORITIES FOR REVIEW AND APPROVAL PRIOR TO COMMENCING CONSTRUCTION. & o W�O o C)z O REGULATIONS AND ALL TOWN REGULATIONS AND PERMIT CONDITIONS. 5. ALL DRAIN,WATER AND SANITARY SEWER PIPES INSTALLED WITHIN 10 FEET OF THE BUILDING(BY OTHERS)MUST J>OQ z<Z LL- 3. EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE COMMENCEMENT OF ANY BE PERMITTED AND INSTALLED BY A MASSACHUSETTS LICENSED PLUMBER. W Q C/�z N Q SITE WORK OR EARTHWORK OPERATIONS,AND SHALL BE MAINTAINED THROUGHOUT CONSTRUCTION. 6. CONTRACTOR SHALL VERIFY ALL EXISTING INVERTS AND RIM ELEVATIONS PRIOR TO CONSTRUCTION. L.L z OQ Z C 4. STOCKPILES SHALL BE SURROUNDED ON THEIR PERIMETERS WITH STAKED SILTATION FENCES TO PREVENT 7. THE CONTRACTOR SHALL ADJUST ALL UTILITY CASTINGS TO BE FLUSH WITH PROPOSED GRADE UNLESS C) O= 0 0 AND/OR CONTROL SILTATION AND EROSION.OTHERWISE SPOIL MATERIAL SHALL BE IMMEDIATELY REMOVED FROM OTHERWISE INDICATED ON PLAN. W=�� O Z THE SITE AND DISPOSED OF LEGALLY AND IN CONFORMANCE TO ALL TOWN REGULATIONS. J O 8. THE CONTRACTOR SHALL FIELD COORDINATE WITH THE ELECTRICAL ENGINEER TO DETERMINE EXACT POINT OF 5. ALL EROSION CONTROL MEASURES SHALL BE ROUTINELY INSPECTED,CLEANED AND REPAIRED OR REPLACED AS SERVICE CONNECTION.REFER TO THE SITE ELECTRICAL DRAWINGS FOR UTILITY SERVICE ENTRANCE LOCATIONS, =Q z NECESSARY THROUGHOUT ALL PHASES OF CONSTRUCTION.IN ADDITION,INSPECTION SHALL TAKE PLACE AFTER SIZES,AND CIRCUITING. Q z EACH RAINFALL EVENT AND BEFORE FORECASTED RAIN. 9. CONTRACTOR SHALL PARGE LIFTING HOLES ON ALL CONCRETE STRUCTURES. 6. ALL SEDIMENTS MUST BE REMOVED PRIOR TO REACHING THE EXISTING DRAINAGE SYSTEMS AND/OR ANY ENVIRONMENTAL RESOURCE AREAS. 10. CONTRACTOR TO CONTACT THE NEW ENGLAND POWER COMPANY(NATIONAL GRID)PRIOR TO EXCAVATION AND PLACEMENT OF ATHLETIC LIGHT'S7"POLE FOUNDATION.CONTRACTOR TO CONFIRM ACCEPTANCE OF THE 7. THE CONTRACTOR SHALL KEEP ON SITE AT ALL TIMES EXTRA SILTATION FENCING FOR INSTALLATION AT THE PROPOSED LOCATION BY THE PERTINENT EASEMENT AUTHORITY. DIRECTION OF THE ENGINEER OR THE OWNER TO MITIGATE ANY EMERGENCY CONDITION. 8. THE AREA OR AREAS OF ENTRANCE AND EXIT TO AND FROM THE SITE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT.ALL SEDIMENT SPILLED,DROPPED,WASHED OR TRACKED OUTSIDE OF CONSTRUCTION AREA MUST BE REMOVED IMMEDIATELY. 9. EROSION CONTROL DEVICES MAY BE ADDED OR REDUCED IN THE FIELD AS DIRECTED BY THE OWNER/ENGINEER. 10. THE CONTRACTOR IS RESPONSIBLE FOR REESTABLISHING ANY EROSION CONTROL DEVICE WHICH THEY DISTURB. THE CONTRACTOR SHALL NOTIFY THE OWNER/ENGINEER OF ANY DEFICIENCIES IN THE ESTABLISHED EROSION CONTROL MEASURES WHICH MAY LEAD TO UNAUTHORIZED DISCHARGE OR STORM WATER POLLUTION, SEDIMENTATION OR OTHER POLLUTANTS.UNAUTHORIZED POLLUTANTS INCLUDE,BUT ARE NOT LIMITED TO, No. DATE DESCRIPTION BY EXCESS CONCRETE DUMPING OR CONCRETE RESIDUE,POINTS,SOLVENTS,GREASES,FUEL AND LUBE OIL, PROJECT NO. 719560 B PESTICIDES,AND SOLID WASTE MATERIALS. CADD FILE 719560_G001 GRADING NOTES DESIGNED BY ROT DRAWN BY ROT 1. ALL GRADING SHALL MEET THE REQUIREMENTS OF THE AMERICANS WITH DISABILITIES ACT(ADA)AND LOCAL CHECKED BY KFRI PS BUILDING AND ACCESSIBILITY CODES.IN GENERAL,GRADING OF SIDEWALKS SHALL NOT EXCEED 2.0%CROSS SLOPE AND 5.0%RUNNING SLOPE,GRADING OF ADA PARKING STALLS AND LOADING ZONES SHALL NOT EXCEED DATE 1/22/2025 2.0%IN ANY DIRECTION AND GRADING OF PLAZA AND GATHERING AREAS SHALL NOT EXCEED 2.0%IN ANY DRAWING SCALE - DIRECTION.GRADING ON SIDEWALK CURB RAMPS AND OTHER ACCESSIBLE RAMPS SHALL NOT EXCEED 8.0%.ALL GRAPHIC SCALE AREAS SHALL PROVIDE POSITIVE DRAINAGE AS TO NOT POOL WATER,MINIMUM SLOPES SHALL BE 1.0%UNLESS OTHERWISE NOTED. 2. ALL PROPOSED CONTOURS ARE APPROXIMATE.PROPOSED SPOT ELEVATIONS AND DESIGNED GRADIENT ARE TO BE USED IN THE EVENT OF ANY DISCREPANCIES. SHEET TITLE 3. GRADING SHALL BE PERFORMED TO ALLOW WATER TO FLOW AWAY FROM BUILDING STRUCTURES,AND TO NOT ALLOW PUDDLING OF WATER ANYWHERE ON SITE. 4. MINOR ADJUSTMENTS TO FINISH GRADE TO ACCOMPLISH DRAINAGE FLOW ARE ACCEPTABLE,IF NECESSARY, GENERAL UPON PRIOR APPROVAL OF ENGINEER. 5. NEW PAVEMENT SHALL BE FLUSH AT ANY JUNCTURE WITH EXISTING PAVEMENT. NOTES A 6. ALL EXCAVATIONS SHOULD BE STABILIZED BY CUTTING BACK SIDE SLOPES OR USING SHORING AND BRACING AS REQUIRED.ALL EXCAVATION AND SHORING SHALL BE DONE IN ACCORDANCE WITH OSHA STANDARDS AND MGL CH.149 SECT.129A. 7. ANY DEWATERING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.DISCHARGE OF SILTY OR OTHERWISE DRAWING NO. "DIRTY"WATER INTO DRAINAGE SYSTEM OR ANY BODY OF WATER,WETLAND OR RESOURCE AREA SHALL NOT BE PERMITTED. G002 2 OF 36 1 2 3 4 5 6 --' NORTH GALE —_-- — �✓ Gale Associates,Inc. Engineers and Planners 300 LEDGEWOOD PLACE I SUITE 300 E '� a- �' I ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 www.gainc.com - I Boston Baltimore Orlando Hartford Bedford This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or reused in whole or part w thout the express written permission of - I Gale Associates,Inc.Copyright©2024 IN y -_- - =� - - _ - PERMIT SET 4 TRACK C003/C013/C103/C203 0 � \ \ \ �\ U)J \\ zO LU WU)W(=) LU 00 CD Of 0�� pw< C � Q�� w ��OW w ��w & OLU>0 o 0z0 JO z<z C/) UOz ��_ ' z0< zC4H NORTH ANDOVER HIGH SCHOOL w=�� 430 OSGOOD STREET =o Oz ~z Q WALS H STADIUM-C004/C014/C 104 - -- _BASEBALL FIELD-C001/C01 1/C1 01/C201 NO. DATE DESCRIPTION BY > PROJECT NO. 719560 f CADD FILE 719560_C101 DESIGNED BY RDT DRAWN BY RDT CHECKED BY KFR/PS DATE 1/22/2025 DRAWING SCALE 1"=120' IM GRAPHIC SCALE -`' SHEETTITLE x / KEY PLAN A _ _ I DRAWING NO. TENNIS COURTS-C002/C012/C102/C202 0000 N 3 0F 36 1 2 3 4 5 6 16 B _A 11" �� LE�� r HAIN-INK \ � �'"=- NORTH A FENCE \ �� FOOTPRINT I 115 BITU.PAD -_ \ 5 BLEACHERS 7\� 1= �- \ = 18.3-X Q 13�NCO- 13CB i =1 -106` v 111=-CO \1s� EP- �_ �11 I = - CHAIN- CO 110 116 _- Gale Associates,Inc. LINK FENCE C WALL W - =1 Engineers and Planners X105. 105 3 _1p -1 t 300 LEDGEWOOD PLACE I SUITE 300 E I �-�EP--108`\/EP 1- SC13 BITUMINOUS �- ROCKLAN D,MA 02370 NCRETE WF#6-41 P 781.335.6465 F 781.335.6467 www.gainc.com _ Boston Baltimore Orlando Hartford Bedford �� 1 j� EEP BCB G N:3080234.356' CHAIN F E �0g-_-i -_- =_- C I E:759272.667' �_ ��_ ` G' WF#6-40 X105.5 EL 105.201' 6"DEC EP 114 EP m This drawing and the design and construction features disclosed I LIGHT PALE m are proprietary to Gale Associates,Inc.and shall not be altered or reused in whole or part without the express written permission of 06 _?� =-= - "a�_\\ I Gale Associates,Inc.Copyrighl©2024 w _7 _ CE \\I I\\\\ \\Iz Z w SI I 107- WF6-398ITU.PAD m3� z z TURF CHAIN iy GIRgSS . -LINK � IWF 6-38Nw 3B-7 X105.8 �105- � SITU. o PERMIT SET 1 V `1 GRASS GRASS � \II I �� X106.3 X105.4 = PADO U( / WF#6-37 - C o N Uj w X105.8 CP i ,F �_ - w o WF#8-36 SOLID WHIX105.6 X105.8 X105.8 LINE 8-1 #6_r SHED �PLE/ m D \TP 4� / X105.9 I 0)SHED \ WF#6-34 6"DEC dos GRASS I w I U J wF#6-33 u)_j X105.7 I "DE zQ TURF GRASS X105.5 GRASS GRASS I I w m LU Q i 6 C B X105.5 / C105.9 o I co WF#6-32 C U~� � w _// =lLU X105.7 TP 1 w I >�wO > - x / >2LuQ pro / SCORE X105.3 ti X105.7 = 3 a BOARD I = w �(D z W Q X105.7 O �_�� QofOf GRASS LI�HT POL� WF#6-31 OW ��LU X105.6 w _o Q j OO O Z O 0 X105.2 9 X105.4 # I I OO o Z N:3080001.492' `r / STADIUM LIG Pp 6E 759321.864' X105.6 Z - - w 0 LL ^I HT LE EL:105.105' S� 4 �WF#6-30 O(nZ C)N Q �- = TP- x 1 I H Z ±� Y �,� SUBSURFACEROX.LOCATION OF GRASS '' m =O~ OO 0 C /o TOP OF STRUCTURE,NTION BASIN Q 708 _ L1J �� _ �WF#6 29 J O / a S104.10 __ v RASS Z w PAD \ N �M X105.5 = z X105.3 SOLID WHIT LINE E M D� I / Q Y N I V WF#8-28 A Q z f-c _u - _ x105.7 1 62 /SLIGHT POLE EXISTING CONDITIONS NOTES: - -/ l\ ""GRASS X105.4 X105.4 M N GRASS /_1 0 �" \ 1. THIS PLAN IS BASED UPON AN ON-THE-GROUND SURVEY PERFORMED BY FUSS&O'NEIL X104.7\ =_ RANT ENGINEERING ON OCTOBER 15,2024. X105.7 N� �� B 05.0 �� 2. BEARINGS&COORDINATES ARE BASED UPON THE NORTH AMERICAN DATUM OF 1983 TP-3 3 (NAD-83)(2011)EPOCH 2O10.00,MASSACHUSETTS STATE PLACE COORDINATE SYSTEM, MAINLAND ZONE.COORDINATES ARE BASED ON GPS OBSERVATIONS PERFORMED ON S SURFACE -106 m�v Nh��p=� OCTOBER 10,2024. B-5 TP-2 51 `Q �o \ z ✓- \ o �J� 3. VERTICAL CONTROL IS BASED UPON THE NORTH AMERICAN VERTICAL DATUM OF 1988(NAD GRASS X1 0� '88)FROM GPS OBSERVATIONS PERFORMED ON OCTOBER 10,2024. GRASS LIGHT N0. DATE DESCRIPTION BY SHED / HT 0 WF#6-2,� 4. CONTOUR INTERVAL:1FOOT B �`1' \� ED 1 P1 D I GRASS POL , /' PROJECT N0. 719560 -WF#2-17 \ I� �� T"WF#6-20 5. ALL EXISTING UTILITY LOCATIONS ARE APPROXIMATE.LOCATIONS SHOWN ARE FROM FIELD CADD FILE 719560_CO01 \� \�\ , X106.3 BASEBALL FIELD SAND SURFACE - x104. F��' -- r-_ F OBSERVATION OR RECORD PLANS.OTHER UTILITIES MAY EXIST WHICH ARE NOT SHOWN DESIGNED BY ROT 0�,� \ _ / ��v G �iP ON THIS PLAN. G - DRAWN BY ROT q 107\ 703 `F .7O)I FQ2 G�P� �3U O WF#6-1 I 6. NO PROPERTY LINES OR EASEMENTS HAVE BEEN CONFIRMED AS A PART OF THIS SURVEY. CHECKED By KFR/Ps � WF#2-14\ a / G WF#2-,5 /A n OF B-4� /�✓ WF#6-17 7. WETLAND FLAGS SHOWN HEREON WERE DELINEATED AND PLACED BY LEC DATE 22/2025 \99\ WF#2-�\\\\ I GRASS X106.3 ` ENVIRONMENTAL CONSULTANTS,INC.IN OCTOBER,2024 DRAWING SCALE 1°=30' z 03 E - GE WF#6-18 GRAPHIC SCALE \ \ °� J _ WF#2-12 \#2-11 o S _ N�L1N LIGHT P LE' 70 WF#6-16 0 30' 60' I AND SU _ , 7 EXISTING CONDITIONS LEGEND \ \ \WF#2-9\ R E 1p6_ _ „/G __---- �Q WF#6-15 WF#2_10 #2-8 0 WF#1-1 WETLAND FLAG B 1'r GEOTECHNICAL BORING SHEET TITLE WF#2-7 \\ �i�S• �O� -UINK FEN! 3� / /� DEG WF#6-12 0 8101 STREAM BANK FLAG TP 1 TEST PIT \WF#2-6 F C NAIN N 10 / ��04'6 do CHERS tij / J J`'G WF#6-11 25 FT NO DISTURB AREA BITUMINOUS BERM BASEBALL WF#1-20 tiF94,cF pU00UT gVEA / � / / Q / WF#8-10 WF#6-9 50 FT NO BUILD AREA CHAIN LINK FENCE EXISTING CONDITIONS �� t� j p6� /LIGHT P LE` 0�� r A •#1-21 \ �� -�- / EP 20� WF#6--8 \ WF#7-23 100-FT BUFFER ZONE DECIDUOUS TREE PLAN WF#7-22 #1-22 WF#2-4 ,r o 5 1� /1 / ``� -- /W#8_7- / WF#7-21 ?`- -> DRAIN MANHOLE(DMH) EDGE OF PAVEMENT \ N:3079720.178' 0J G DRAWING NO. \ 3 �- E:759428.770' #g 8 / WF#7-20 CATCH BASIN(CB) OUTLET CONTROL \\ EL:103.903' / %R105 6� WF#7-24 STRUCTURE \ ,1 Q 6�5 99� WF#7-19 WF#1-23 WF#1-24 VIF� � LIGHT POLE / j yyF#7_25) X99 3 WATER SHUTOFF VALVE G'00'� WF#6-2 / \\ # /o / �� q B104 % Q qi WF#7-18 SIGN �9 12"DECK^ ; / WF#1-25 L� / "�� <�� 6101WF# 4 OF 36 1 2 3 4 15 16 SAND GN ' ,,�p2 � � WF#6-15 NORTH SURFACE v 11- /O Gale Associates,Inc. \ / WF# 6-12 Engineers and Planners IN—VINK 3 /_ /�,,,�� 300 LEDGEWOOD PLACE I SUITE 300 E �' / / /10 / / / �G��` / W#6-11 ROCKLAND,MA 02370 BLEACHERS--fj- / //// / WF#6-10 P 781.335.6465 F 781.335.6467 w mrgainc.com Boston Baltimore Orlando Hartford Bedford CE�p WF#6-9 P / - / \ WF#7-23 This drawing and the design and construction features disclosed / / 16-6 areproprietaryto Gale Associates,Inc.and shallnot be altered or \\> \p / ii/ mus ed in whole or part without the express written peranission m off W#7-22 1 - Gale Associates,Inc.Copyrighl©2024 93 5 / / 5 - F j WF#6-7� WF 7-21 N:3079720A 78' / ---1/ 0GG F\ / # i E:759428.770: / / EGG ✓ WF#6-6 WF#7-20 ` -3 EL: \ EL:103.903' N/IF#�4 \ \ _2� �\ ' / / / /�Q �WE6,5 / / /X X99.3 99� WF#7-,9 PERM IT SET WF#6-31 WF#7-25 8105 21 DEC/ FA �04 ,�/ // q/ / y WF#7-18 Q 8101/�7-26 �� WF#7-17 D � � �10� / g'I�/ WF4-8� ,28a�1� / GG WF#4-7�-- 7- J F#5 GG /WF4-8 834-9 #7-27 WF#7-16 0 / \ / WF4-5- / —B1 WF4-10 o`er \ / / 'f� ram? U)J B4 / 0 WF#5-3yB�\/ \\\ / WF4-4 / / / Z Q #5�5 °�� / 9 / / /MIF4 � w= co 95 ® ` 5p tip I / WF# / X99.7 U i 94/ / / 0J w U)W O W 00 \ \ //9�/ / / WF4-12--== - / I WF#� \ _ WF#7-15 Q F- z W / ow LU o / �� WF4-13 ��o�k / 0 j OQ o C)Q # I / Ej 0(.DQ LL WF#5-8 J f_ 1\ �i—� WF4—� / -Q OQ O N= �_ / #5-9 WF#5—1 m ,7' m#4-1\ WF4-15/CP / �R�0�� X99.6 �WF#7-13 Q O� O C \ / � \ LU 0 WF#5-12 / ��1� �WF4-16 20"ODE / ,�p0 g� TENNIS � w� ~ z WF#5-3 '1 ,, 7 / COURT 2 Q Z 1- - WF#7-12 Q Z WF#5-14 \ "'DKaNT EXISTING CONDITIONS NOTES: WF#7-11 1. THIS PLAN IS BASED UPON AN ON-THE-GROUND SURVEY PERFORMED BY FUSS&O'NEIL ENGINEERING ON OCTOBER 15,2024. WF#5-15 X99.6 / WF#7-10 2. BEARINGS&COORDINATES ARE BASED UPON THE NORTH AMERICAN DATUM OF 1983 L / (NAD-83)(2011)EPOCH 2O10.00,MASSACHUSETTS STATE PLACE COORDINATE SYSTEM, LIGHT POLE I / MAINLAND ZONE.COORDINATES ARE BASED ON GPS OBSERVATIONS PERFORMED ON \ I X99.2 _ 1 OCTOBER 10,2024. ^^ q P WF07-9 J \ 3. VERTICAL CONTROL IS BASED UPON THE NORTH AMERICAN VERTICAL DATUM OF 1988(NAD / '88)FROM GPS OBSERVATIONS PERFORMED ON OCTOBER 10,2024. N0. DATE DESCRIPTION BY B 4. CONTOUR INTERVAL:1 FOOT PROJECT NO. 719560 I CADD FILE 719560_C001 DESIGNED 5. ALL EXISTING UTILITY LOCATIONS ARE APPROXIMATE.LOCATIONS SHOWN ARE FROM FIELD DESIGNED BY ROT 8 C WF#7-2 \ WF#7-8 OBSERVATION OR RECORD PLANS.OTHER UTILITIES MAY EXIST WHICH ARE NOT SHOWN X99.9 ��" ON THIS PLAN. DRAWN BY ROT O/2S' J CHECKED BY KFR/PS �Op I \ S�Q NO "� 6. NO PROPERTY LINES OR EASEMENTS HAVE BEEN CONFIRMED AS A PART OF THIS SURVEY. DATE 1/22/2025 7. WETLAND FLAGS SHOWN HEREON WERE DELINEATED AND PLACED BY LEC DRAWING SCALE 20' Gip WF#7 1 Fo �#7-7 ENVIRONMENTAL CONSULTANTS,INC.IN OCTOBER,2024 GRAPHIC SCALE yP� � wF#7�j.F \/ /F�\ EXISTING CONDITIONS LEGEND so 40 6 N:3079437.987' WF#7-6 SHEET TITLE E:759469.567' 1� / 0 WF#1-1 WETLAND FLAG B 1 GEOTECHNICAL BORING EL:98.364' \ l WF#7-4 0 B101 STREAM BANK FLAG TP-1-�W TEST PIT kpF Bp WF#7 5 25-FT NO DISTURB AREA BITUMINOUS BERM TENNIS �iTG 1 T 50-FT NO BUILD AREA CHAIN LINK FENCE EXISTING CONDITIONS A 8 cc /BOGS / F�I,�F 100-FT BUFFER ZONE DECIDUOUS TREE PLAN N:3079473.679' �Oyc DRAIN MANHOLE(DMH) EDGE OF PAVEMENT E:759554.766' P EL:98.817' F DRAWING NO. CATCH BASIN(CB) OUTLET CONTROL STRUCTURE LIGHT POLE WATER SHUTOFF VALVE 0002 SIGN 5 0F 36 1 2 3 4 5 6 NORTH` t r- GALE Gale Associates,Inc. e _ Engineers and Planners 0 - -- _ ` _� �\� Y� \� 300 LEDGEWOOD PLACE SUITE 300 E �� '`,\ \� / ROCKLAN D,MA 02370 v P 781.335.6465 F 781.335.6467 www.gainc.com Boston Baltimore Orlando Hartford Bedford This drawing and the design and construction features disclosed y /✓✓✓ are propnetaryto Gale Associates,Inc.and shallnot be altered or reused in whole or part without the express written permission of r 1 Gale Associates,Inc.Copyrighl©2024 53.2 ' a i a — z -- PERM IT SET D q . - ZS ' o v rq Cf)J O co W W o w °° >O=tea ono LU _ _ _ OW ��w W w0�� LL N EXISTING CONDITIONS NOTES: LLzQQ C v \\ - - U=OMB O 0 _ 1. EXISTING CONDITIONS WERE TAKEN FROM DESIGN PLANS W \ c> TITLED"NORTH ANDOVER HIGH SCHOOL ATHLETIC J Q COMPLEX"PREPARED BY GALE ASSOCIATES,INC.IN =O z L- SEPTEMBER 2003.FIELD CONDITIONS AND ELEVATIONS WERE PARTIALLY FIELD VERIFIED BY FUSS&O'NEIL Q z ENGINEERING ON OCTOBER 15,2024. 71 - - . 71 2. BEARINGS&COORDINATES ARE BASED UPON THE NORTH G� AMERICAN DATUM OF 1983(NAD-83)(2011)EPOCH 2O10.00, MASSACHUSETTS STATE PLACE COORDINATE SYSTEM, _ MAINLAND ZONE.COORDINATES ARE BASED ON GPS �o - OBSERVATIONS PERFORMED ON OCTOBER 10,2024. �50 - 3. VERTICAL CONTROL IS BASED UPON THE NORTH NO AMERICAN VERTICAL DATUM OF 1988(NAD'88)FROM GPS 4i BU,LD ZONE l OBSERVATIONS PERFORMED ON OCTOBER 10,2024. f � 4. CONTOUR INTERVAL:1 FOOT 25 N0. DATE DESCRIPTION BY 3 / O�3TUR N�4N� E / 5. ALL EXISTING UTILITY LOCATIONS ARE APPROXIMATE. g E T J ti —� j 1 E ___- - LOCATIONS SHOWN ARE FROM FIELD OBSERVATION OR 151 N > CADDPROJE FILE CT O 719560_CO01 h = RECORD PLANS.OTHER UTILITIES MAY EXIST WHICH ARE ON719560 _ # _ ��. NOT SHOWN ON THIS PLAN. DESIGNED BY RDT _ _ —.vv — \ -� ._ y_,-^_ � / �WF#S—S DRAWN BY RDT - ' --� �\ 6. NO PROPERTY LINES OR EASEMENTS HAVE BEEN CONFIRMED AS A PART OF THIS SURVEY. . CHECKED BY`£_ CHEC KFR/PS WFB-4�— 5 DATE 1/22/2025 m #$ y' _ X151 7 7. WETLAND FLAGS SHOWN HEREON WERE DELINEATED DRAWING SCALE =30 MkG, \•^_ /� AND PLACED BY LEC ENVIRONMENTAL CONSULTANTS, INC.IN OCTOBER,2024 GRAPHIC SCALE EXISTING CONDITIONS LEGEND 0 30' 60' �� QQO QP W \ �y 51.3/ ? \\ \ / W WF#f Q WF#1-1 WETLAND FLAG B-1 GEOTECHNICAL BORING :y SHEET TITLE ��/� / X151 f O B101 STREAM BANK FLAG TP 1 TEST PIT 25 FT NO DISTURB AREA BITUMINOUS BERM TRACK 50-FT NO BUILD AREA CHAIN LINK FENCE EXISTING CONDITIONS — \ PLAN A i \ _ \S��A�� \��z� 100-FT BUFFER ZONE DECIDUOUS TREE R � — X1 50.5 149.= 1� Y DRAIN MANHOLE(DMH) EDGE OF PAVEMENT F _ �Sp T 4 =145 DD DRAWING No _ CATCH BASIN(CB) OUTLET CONTROL STRUCTURE LIGHT POLE - -- —� WATER SHUTOFF VALVE G'003 u - - � �- -- SIGN 41 y \� 6 OF 36 1 2 3 4 5 6 NORTH W; GALE WU Gale Associates,Inc. Y Engineers and Planners ; 117- I 300 LEDGEWOOD PLACE I SUITE 300 E Z ROCKLAND,MA 02370 I m BITUMINOUS QONCR�E P 781.335.6465 F 781.335.6467 www.gainc.com Boston Baltimore Orlando Hartford Bedford -116 ST�P" l� BCB Q -, e r l\ IN-Li ENCE Q G ��6 ¢ This drawing and the design and construction features disclosed - L., _ �� -%f- \ VER ;- _�-.- are propnetaryto Gale Associates,Inc and shall not be altered or - I �$y� BBB _ HANG FOOTPRINT \ N:3080338.793' reused in whole or part without the express written permission of -EDGE OF IN-LINK FENC - E:759285.695' Gale nssociates,Inc.copyrigm©zoza 111��_RIP RAP BITU.WgLKW E BITU z BITUMINOUS CO EL:118.271' �08 \ J7�_ �TADIU G T P LEY 116 BUILDING FOOTPRINT 6 9 Q 7 106.7 v B OOOFRINT STADIUM LIGHT PO 116 IN- ;_r 1 8 \ ' 11�" 11 \ v LE - --- EgCHERS F \ -CH vrNq NCE LINK FENCE X105.7 C.WALL FOOTPRINT I UM L H P \ 11$ �- BITU.PAD _ �' \ PERMIT S E T 10 6\ BITU.WALKWAY BLEACHERS --'i e 108.39E RS 3 13�- CONC. 106- ci 111` -STAIR S= X105.4 / CHAIN-LINK _CO Wq 1 10 - -1 13= ` FENCE C.WALL TURF G X105. 1053` _EP-108 �11 D GRASS ) I �_EP �\ _= X106.0 ,- 7 CHAIN-LINK F CE \_\ \09= N:3080234.356: E:759272.667 \ \ U J TURF GRASS I I X105.5 EL:105.201' 6"DEC EP - Q • v = LUCID o BITU.PAD U j0 W Ln 10$� W(/� oo w \ > LJJ > X1 05.3 I X105.5 / I TURF GRASS Z / \ 0_Qf2E ~Q �~ =LU GRASS X105.8 _�� Q Of X106.1 OLIJ _ LU -, Z / / X105.4 B 8_/ - Q> Z> o _ 00 V X105.8 wQ�O/ Z�Z \ FOOT I L L_o Q BALL FIELD X105.6 U z O= CN SHED X105.8 c \ �Qo� O O \ SHED TP 4� LU=� TURF GRASS '106- -� / 6"DEC �06, / GRASS J Q • _ =O z EXISTING CONDITIONS NOTES: Q Z STADIUM LIGHT \ TURF GRASS G POLE X105.5 1. EXISTING CONDITIONS WERE TAKEN FROM DESIGN PLANS TITLED"NORTH ANDOVER HIGH \105.1 8-6 SCHOOL ATHLETIC COMPLEX"PREPARED BY GALE ASSOCIATES,INC.IN SEPTEMBER 2003. \ \\ FIELD CONDITIONS AND ELEVATIONS WERE PARTIALLY FIELD VERIFIED BY FUSS&O'NEIL 200. ENGINEERING ON OCTOBER 15,2024. T ee6" / SCORE X105 9I�Ff X105.7 BOARD 2. BEARINGS&COORDINATES ARE BASED UPON THE NORTH AMERICAN DATUM OF 1983 (NAD-83)(2011)EPOCH 2O10.00,MASSACHUSETTS STATE PLACE COORDINATE SYSTEM, 1 MAINLAND ZONE.COORDINATES ARE BASED ON GPS OBSERVATIONS PERFORMED ON \ X105-2 9 OCTOBER 10,2024.\ N:3080 3. VERTICAL CONTROL IS BASED UPON THE NORTH AMERICAN VERTICAL DATUM OF 1988 STAD�IU M LIGHT PO SE:7593 (NAD'88)FROM GPS OBSERVATIONS PERFORMED ON OCTOBER 10,2024. TURF GRASS\ I LE P �� \�05 4. CONTOUR INTERVAL:1 FOOT No. DATE DESCRIPTION BY I PROJECT NO. 719560 7 \ / 5. ALL EXISTING UTILITY LOCATIONS ARE APPROXIMATE.LOCATIONS SHOWN ARE FROM CARD FILE 719560_co01 T B�G�F 1 Q0.@UpF a' os FIELD OBSERVATION OR RECORD PLANS.OTHER UTILITIES MAY EXIST WHICH ARE NOT DESIGNED BY ROT 9�ir FpX104.5 X105.3 fR 2pN f TURF GRASS / Z pqp SHOWN ON THIS PLAN. DRAWN By ROT 6. NO PROPERTY LINES OR EASEMENTS HAVE BEEN CONFIRMED AS A PART OF THIS CHECKED By KFRI Ps 70 50'NO \ Y r t _� C =c _ SURVEY' DATE 1/22/2025 <00 O.r llI�LD ZONE - _ 1 O e0� @Uj O ryQ / J = Q - 7-GRASS 7. WETLAND FLAGS SHOWN HEREON WERE DELINEATED AND PLACED BY LEC DRAWING scALE 30 �Qy Q ENVIRONMENTAL CONSULTANTS,INC.IN OCTOBER,2024 GRAPHIC SCALE X104.7 _ / EXISTING CONDITIONS LEGEND o 30• 60, BF#B#R1 WFWF#E#1- �'�103 I TP-3� _ �103 i Q WF#1-1 WETLAND FLAG B-1 4 GEOTECHNICAL BORING SHEET TITLE 100 2 25\ o \ BF#E#R2 #1 2S'NO \� ` \� I Q 8101 STREAM BANK FLAG TP-1 TEST PIT DIST VGRF B#R3 WF##1-4 ON 10 f WF#3-2 - f2� co c B 5 f \ _ - ?4 � c 7- �- 25-FT NO DISTURB AREA BITUMINOUS BERM VGRF#R4 WF#1-6 WF 3-1 ��3-_ #2-2fi \ \\ � es -o � � WALSI-I STADIUM # -97 \10 W� r 50 FT NO BUILD AREA CHAIN LINK FENCE EXISTING CONDITIONS WF#-5 WF#3-7 WF# 5 \ 1 \ SHED D \ \ WF#2-22\SwF#2-21 \ PI A WF#1_7 �F#3-6 '1� � 1 100-FT BUFFER ZONE DECIDUOUS TREE PLAN WF#2-7 1 \~ W O DRAIN MANHOLE(DMH) EDGE OF PAVEMENT G. WF#1-8 WF#1-9 WF#2-20 ro \ \ \\ \ r'0• \ { WF#1 11 \ rye �70' \ 703\ \ BG�� - CATCH BASIN(CB) OUTLET CONTROL DRAWING No. WF#1-10 \\ \ \ ` m Fp STRUCTURE .(. WF#2-19 -WF#2_15 WF#2-14\ N �O , LIGHT POLE \ \ F WATER SHUTOFF VALVE 199 WF#1-12 WF#1-13 \ \ WF#2-13� \\ I SIGN C 004 7 0F 36 1 2 3 4 5 6 NORTH LE - -%/ / -- _ ' Engineers and Planners SAWCUT(TYP.), � �`�t� Gale Associates,Inc _ _ r_ t � �F � '- 300 LEDGEWOOD PLACE�SUITE E -�� _.� Yam+-' ��. �."`.\� �... -`�� _ �'_ ROCKLAN D,MA 02370 - Y P 781.335.6465 F 781.335.6467 w mrgainc.com Boston Baltimore Orlando Hartford Bedford LIMIT OF WORK(TYP.) - This drawing and the design and construction features disclosed are propnetary to Gale Associates,Inc.and shall not be altered or re used in whole or part without the express written permission of Gale Associates,Inc.Copyright©2024 PERMIT SET --"� \"DISCUS CAGE POLES TO BE REMOVED �� " D / ^SHEDS TO REMAIN AND - AND DISPOSED OF(TYP.OF 6) J BE PROTECTED(TYP.) - - `"o :1z co ELECTRICAL SYSTEMS TO REMAIN L J WO W ap AND BE PROTECTED(TYP.) J _ = O Lu< z W Qo C �EL Lr- REMOVE AND DISPOSE OF ALL GRASS,TOPSOIL, / DEMOLITION&EROSION CONTROL NOTES: J O0 Z<Z INFIELD CLAY,AND IRRIGATION COMPONENTS. i \ w O C/)z O o PREPARE SUBGRADE FOR PROPOSED CONDITIONS. 1. CONTRACTOR TO COORDINATE LOCATION OF STABILIZED L L Q 04= CONSTRUCTION ENTRANCE AND MATERIAL STOCKPILE AREA Z 0 Z H _ WITH OWNER PRIOR TO START OF WORK. U Q O= ` AREA OF RESTRICTED 2. LOAM AND SEED ALL DISTURBED AREAS. w LOADING.REFER TO NOTE 7. -$ 3 = CATCH BASIN GRATE TO BE REMOVED, - _ „` CONTRACTOR TO FIELD LOCATE ELECTRICAL UTILITY LINES Q WITHIN THE LIMITS OF CONSTRUCTION AND SHALL RELOCATE Q Z STRUCTURE DECOMMISSIONED LINES AS REQUIRED TO ENSURE CONTINUITY OF ELECTRICAL - SERVICE. - I - INFIELD CLAY TO BE REMOVED AND DISPOSED OF BOLLARD TO REMAIN AND_'_ _ 4. CLEAN ALL PAVED AREAS WITHIN THE LIMIT OF WORK OF BE PROTECTED(TYP.) ACCUMULATED DIRT AND DEBRIS. 5CONTRACTOR FOR CLEANING ALL SILT N iILT SOCK(TYP.) _= = DEBRIS FORM ROADWAYS CAUSED BY CONSTRUCTION -` HYDRANT TO REMAIN ACTIVITIES. PROTECTED _= 6 SITE SECURITY IS THE SOLE RESPONSIBILITY OF THE _ CURBING TO BE RE VED O � CONTRACTOR.CONTRACTOR TO INSTALL CONSTRUCTION AND DISPOSED OFFENCING ALONG LIMIT OF WORK AS REQUIRED. N0. DATE DESCRIPTION BY _ 7. EQUIPMENT USED IN THE AREA OF RESTRICTED LOADING SHALL BE LIMITED TO THAT PROVIDING NO GREATER THAN H-20 PROJECT N0. 719560 LOADING.NO IMPACT SHALL OCCUR IN THE AREA OF RESTRICTED CADD FILE 719560_C011 ` - POTENTIAL CONTRACTOR LOADING.DO NOT UNLOAD MATERIALS IN THE AREA OF STAGING/STOCKPILE AREA.FINAL STAGING - WALKWAY LIGHTING TO REMAIN RESTRICTED LOADING;UNLOAD MATERIALS BEYOND THIS AREA DESIGNED BY ROT AREAS TO BE COORDINATED IN THE FIELD \ AND BE PROTECTED TYP. �. -� �"� ( ) AND PUSH INTO PLACE WITH LIGHT EQUIPMENT. DRAWN BY ROT �� _� v\ ✓"\ � CHECKED BY KFR/PS _=\ CHAIN LINK FENCE TO BE DEMOLITION AND EROSION CONTROL LEGEND DATE 1/2212025 DRAWING SCALE 1"=30' REMOVE AND DISPOSE OF ALL GRASS,TOPSOIL, GRAVEL,AND IRRIGATION COMPONENTS.PREPARE GRAPHIC SCALE LIMIT OF WORK(TYP) SUBGRADE FOR PROPOSED CONDITIONS. 0 30' 60' REMOVE AND DISPOSE OF PAVEMENT AND PREPARE_r SUBGRADE FOR PROPOSED CONDITIONS. SHEET TITLE STABILIZED CONSTRUCTION ENTRANCE ' �'��+� yam"� DRAINAGE STRUCTURES TO< STRUCTURE OR UTILITY LINE TO REMAIN AND BE BASEBALL REMAIN AND BE PROTECTED PROTECTED (TYP.) DEMOLITION AND FENCE OR UTILITY LINE TO BE REMOVED AND EROSION CONTROL SS DISPOSED OF � PLAN //~ es SILT SOCK SEDIMENT CONTROL "y/� XT v �. -L�3 DRAWING N0. _------LIMIT OF WORK C011 % X STRUCTURE TO BE REMOVED AND DISPOSED OF 8 OF 36 1 2 3 4 5 6 NORTH LE 1:F F/^ GA f //\_A, / � f Gale Associates,Inc. Engineers and Planners 300 LEDGEWOOD PLACE I SUITE 300 E / / , ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 www.gainc.com ss�� - Boston Baltimore Orlando Hartford Bedford P. This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or used in whole or part without the express written permission of _ Gale Associates,Inc.Copyrighl©2024 SS SS _ -SS _ _ a % - CHAIN LINK FENCE TO BE -- - REMOVED AND DISPOSED OF(TYP.) 00 i - PERMIT SET / PEDESTRIAN CROSSING SIGN TO BE D \ \ J C ✓ '� REMOVED AND STOCKPILED FOR FUTURE USE NX - � _ _ REMOVE AND DISPOSE OF 15'OF SOIL �� BELOW PROPOSED FINISH GRADES - / THROUGHOUT ENTIRE REPLICATION AREA �� J REBOUNDER WALL TO BE z O L0 REMOVE AND DISPOSE REMOVED AND DISPOSED OF �J J= - \Q i /` 00 OF CMP CULVERT \ U FOf Lr) / I W WO LU 00 TENNIS NET POSTS TO BE REMOVED > WQ CD ILU r / / AND DISPOSED OF(TYP.OF 12) (7 Q Lu;;� ow LU Lj- W O / 0 Q o n O 'l^ / SILT SOCK /, >� Q� (TYP.)) /, W_OO:z LLaz LL Q S DEMOLITION&EROSION CONTROL NOTES: REMOVE TOPSOIL AND PREPARE BITUMINOUS PAVEMENT TO BE Q�_ C _ �- \ FOR PROPOSED CONDITIONS PULVERIZED AND RECLAIMED ' M~ 1. CONTRACTOR TO COORDINATE LOCATION OF STABILIZED W � � _-� ��✓ ` � CONSTRUCTION ENTRANCE AND MATERIAL STOCKPILE AREA J WITH OWNER PRIOR TO START OF WORK. =O z �� 2. LOAM AND SEED ALL DISTURBED AREAS. Q z EXISTING INFRASTRUCTURE TO wooi 3. CONTRACTOR TO FIELD LOCATE ELECTRICAL UTILITY LINES REMAIN AND BE PROTECTED (Y � WITHIN THE LIMITS OF CONSTRUCTION AND SHALL RELOCATE LINES AS REQUIRED TO ENSURE CONTINUITY OF ELECTRICAL SERVICE. - - ' 4. CLEAN ALL PAVED AREAS WITHIN THE LIMIT OF WORK OF ACCUMULATED DIRT AND DEBRIS. ON CURBING TO BE REMOV D MATERIAL ' 5. CONTRACTOR RESPONSIBLE FOR CLEANING ALL SILT AND oo AND DISPOSED OF 'STOCKPILE AREA 4. --- DEBRIS FORM ROADWAYS CAUSED BY CONSTRUCTION ACTIVITIES. 1 �^� 6. SITE SECURITY IS THE SOLE RESPONSIBILITY OF THE No. DATE DESCRIPTION BY CONTRACTOR.CONTRACTOR TO INSTALL CONSTRUCTION B /� �.f FENCING ALONG LIMIT OF WORK AS REQUIRED. ss PROJECT No. 719560 ' \ \ CADD FILE 719560_COl l DESIGNED BY ROT DEMOLITION AND EROSION CONTROL LEGEND DRAWN BY ROT CHECKED BY KFR/PS REMOVE AND DISPOSE OF TOPSOIL AND PREPARE SILT SOCK(TYP.) FOR PROPOSED CONDITIONS DATE 1/22/2025 DRAWI G SCALE 1"=20' \ ! PULVERIZE AND RECLAIM EXISTING BITUMINOUS LIMIT OF WORK(TYP.) GRAPHIC SCALE PAVEMENT AND PREPARE FOR PROPOSED CONDITIONS za' aa' REMOVE AND DISPOSE OF PAVEMENT AND PREPARE' \ PROPOSED CONDB GRA IONS.DE FOR SHEET TITLE STABILIZED CONSTRUCTION ENTRANCE TENNIS STRUCTURE OR UTILITY LINE TO REMAIN AND BE PROTECTED DEMOLITION AND / FENCE OR UTILITY LINE TO BE REMOVED AND EROSION CONTROL Jf DISPOSED OF PLAN ss SILT SOCK SEDIMENT CONTROL DRAWING NO. �� ice` -------LIMIT OF WORK _ C012 X STRUCTURE TO BE REMOVED AND DISPOSED OF 9 OF 36 1 2 3 4 5 6 NORTH f� \ _ GALE Gale Associates,Inc. Engineers and Planners 300 LEDGEWOOD PLACE SUITE 300 E ROCKLAN D,MA 02370 P 781.335.6465 F 781.335.6467 w mrgainc.com Boston Baltimore Orlando Hartford Bedford ��— This drawing and the design and construction features disclosed /`�• are propnetary to Gale Associates Inc.and shall not be altered or reused in whole or part without the express written permission of 1 _ �•-'_ - - zzGale AssoaatesInc. 2024 Co n hl© — , a, ---------------- - r =_ IPERMIT SET POTENTIAL CONTRACTOR _ \ STAGING/STOCKPILE AREA.FINAL STAGING AREAS TO BE COORDINATED IN THE FIELD =� D \ J \, I w O_O \ L1JQ o CD\ O=� oLULU - I = I. I -__ m Of ow ��w POTENTIAL CONTRACTOR _ W 0�0 z STAGING/STOCKPILE AREA.FINAL STAGING I= C/)z O N Q ' — I AREAS TO BE COORDINATED IN THE FIELD I v U z OQ Z C w=c�� o z =o z v_ FF I I I Q DEMOLITION&EROSION CONTROL NOTES: 1. CONTRACTOR TO COORDINATE LOCATION OF STABILIZED CONSTRUCTION ENTRANCE AND MATERIAL STOCKPILE AREA — - WITH OWNER PRIOR TO START OF WORK. ? 2. LOAM AND SEED ALL DISTURBED AREAS. 3. CONTRACTOR TO FIELD LOCATE ELECTRICAL UTILITY LINES =- 3 WITHIN THE LIMITS OF CONSTRUCTION AND SHALL RELOCATE LINES AS REQUIRED TO ENSURE CONTINUITY OF ELECTRICAL _ SERVICE. N0. DATE DESCRIPTION BY _ MANHOLE TO REMAIN AND 4. CLEAN ALL PAVED AREAS WITHIN THE LIMIT OF WORK OF PROJECT NO. 719560 BE PROTECTED(TYP.OF 2) - J LE 7195 CADD F ACCUMULATED DIRT AND DEBRIS _ s 5CONTRACTOR D DESIGNIED BY RDT 60 } --- DEBRIS M FOR ROADWAYS CAUSED BY CONSTRUCTION DRAWN BY RDT ACTIVITIES. r \1 .�- CHECKED BY KFR/PS - 6 DATE 1/22/2025 SITE SECURITY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.CONTRACTOR TO INSTALL CONSTRUCTION DRAWING SCALE 1.,=30 ti FENCING ALONG LIMIT OF WORK AS REQUIRED. \. GRAPHIC SCALE es DEMOLITION AND EROSION CONTROL LEGEND 0 30' 60' f} i t �\ \ — _- ' s� l _ = SILT SOCK(TYP.) - REMOVE AND DISPOSE OF TOPSOIL AND PREPARE FOR PROPOSED CONDITIONS SHEET TITLE <� LIMIT OF WORK TYP. ( ) ` REMOVE AND DISPOSE OF PAVEMENT AND PREPARE SUBGRADE FOR TRACK PROPOSED CONDITIONS. PREPARE FOR DEMOLITION AND POSED C ITIONS STABILIZED CONSTRUCTION ENTRANCE EROSION CONTROL A PRO OND STONEDUST TO BE /�� ___STRUCTURE OR UTILITY LINE TO REMAIN AND BE PLAN P REMOVED AND DISPOSED OF �/ PROTECTED �' \ 3 _ � DRAWING NO. SILT SOCK SEDIMENT CONTROL _t _ Y -- - —_ -------LIMIT OF WORK C013 J _<_ w� s� � M 10 OF 36 1 2 3 4 5 6 NORTH GALE Gale Associates,Inc. - \ Engineers and Planners E _ ROCKLAN D,MA 02370CE SUITE 300 P 781.335.6465 F 781.335.6467 w mrgainc.com Boston Baltimore Orlando Hartford Bedford = _ \ N^; This drawing and the design and construction features disclosed are propnetary to Gale Associates,Inc.and shall not be altered or - - reused in whole or part without the express written permission of �r Gale Assoaates,Inc.Copyrighl©2024 MEg — , _ I PERMIT SET EXISTING LUMINAIRES TO BE REMOVED AND DISPOSED OF.EXISTING POLES AND ELECTRICAL SHALL REMAIN AND BE PROTECTED(TYP.OF SIX(6)EXISTING LIGHTS) -� �Q 270 L0 _ W ii - - W�Wo w 00 — -- �z�Q ono Qw� �Lj-ow w z�w �� v w0�0 LL Q C \ �Qo� 0 0 7- E -� O �0 Z -s- ell yy \ `� DEMOLITION&EROSION CONTROL NOTES: NO. DATE DESCRIPTION BY \ j / B PROJECT N0. 719560 1. CONTRACTOR TO COORDINATE LOCATION OF STABILIZED �./ ---\ CADD FILE 719560_C011 � CONSTRUCTION ENTRANCE AND MATERIAL STOCKPILE AREA DESIGNED BY ROT WITH OWNER PRIOR TO START OF WORK. DRAWN BY ROT LIMIT OF WORK(TYP.) 2. LOAM AND SEED ALL DISTURBED AREAS. CHECKED BY KFR/PS / 3. CONTRACTOR TO FIELD LOCATE ELECTRICAL UTILITY LINES DATE 22/2025 WITHIN THE LIMITS OF CONSTRUCTION AND SHALL RELOCATE DRAWING SCALE I.,=30' LINES AS REQUIRED TO ENSURE CONTINUITY OF ELECTRICAL GRAPHIC SCALE SERVICE. - N, _ 4. HE LIMIT OF WORK OF \ \ \ \\ — _ SOCK(TYP.) _ ACCUMULATED DIRTDAREAS DEBRIS. -Z - _ \\ _ 5. CONTRACTOR RESPONSIBLE FOR CLEANING ALL SILT AND f SHEET TITLE \ � v= v \ \\ \ �� \ r -- DEBRIS FORM ROADWAYS CAUSED BY CONSTRUCTION \; \\ \ �\- _ — - ACTIVITIES. 40 ems,. -N. - - \L, \\\ J \ �% WALSH STADIUM \ I 6. SITE SECURITY IS THE SOLE RESPONSIBILITY OF THE \ t \ ` CONTRACTOR.CONTRACTOR TO INSTALL CONSTRUCTION DEMOLITION AND -\ \ - \� ��\ �Q, FENCING ALONG LIMIT OF WORK AS REQUIRED. EROSION CONTROL A \ \ \ F �.� \ \ _ \ y ♦ = PLAN \\ \ _ DEMOLITION AND EROSION CONTROL LEGEND DRAWING NO. 7—` = F _ V\ \ \ ` ss SILT SOCK SEDIMENT CONTROL _------LIMIT OF WORK C014 NN IN `t+ 11 OF 36 1 2 3 4 5 6 NORTH -�S4LE — ��- — \ Gale Associates, ciateSInc Engineers an Planners 300 LEDGEWOOD PLACE SUITE 300 E DISCUS VENUE W/24" =` VEHICLE ACCESS DRIVE = �- RocKLAND,MA 02370 DOUBLE SWING GATE - STONE(TYP.) - - P 781.335.6465 F 781.335.6467 w.gainc.com , %" - � � �� ww~ -- 50SEAT BLEACHER ON 23'X 13' Boston Baltimore Orlando Hartford Bedford _ ATHLETIC LIGHTING - =CO , NCRETE PAD(ALTERNATES TYP.OF 2) (TYP.OF 10) X This drawing and the design and construction features disclosed SYNTHETIC TURF SOFTBALL — are prap rietary,to Gale Associates,Inc.and shall notbe altered or 6'PEDESTRIAN 6'PERIMETER .;BATTING CAGE(ALTERNATE) i \' / eosedinwhGalenssociatesuinc.Cdpynght92ozaemissionof SWING GATE \ ( ) - 24'X 8'SOFTBALL DUGOUT ON 34'X 12'CONCRETE PAD FENCE TYP. _- _ (SHADE COVERS AND BENCHES AS ALTERNATES,TYP.OF 2) 160'x 360'FOOTBALL 300\ \. \\\\\\o\`\y \Y\\\ \}'�\<*tti - A4 (TICK MARKS ONLY) 195'x 330'SOCCER \\ \\ \ \\\\\\\\\\`\\\\ \` \\\`"\ \``\\\\ \\\`\\ \,\\\\\\\\\` \ ,\\\\\` `\\\\"\\\`\ .. 30'HIGH CHAIN LINK y PERMIT SET (TICK MARKS ONLY) \ \ \\\\\\\\\\\\\\ \\\\\\ \ \ \\\\\`\ `\ \ \\\\\\\\\\\\\ \\\; \\\ \\`. FENCE BACKSTOP DOUBLE SWING'\\\\\\\\\\'\ \\\ \ \\\\ \ \\\\ \\\\\ \\.. \\\ \\\ n. \\,\.\\ VEHICLE GATE 20'SAFETY NETTING OVER 6'CHAIN LINK FENCE,140 LF 20'FOUL POLE TYP.OF 4 \\\\\\ 60'SOFTBALL DIAMOND \\`\ ( ) \\\\\\\ \\\\ 50-SEAT BLEACHER ON 23'X 13' \\ `\'\\\ \\ HOME PLATE - ( ) _ \ � \ r.CONCRETE PAD ALTERNATES,TYP.OF 2 D f 12.5' ,\\\\\\\ \\\ ;�\.\ \ \\\\\`\ \\'\\\\\\\ \> \\ \\ \\ \\\\\\\\\\`\\\\\\\\\\ FORMING SYSTEM \\ \ \ \ \ \ \ \ \\ \ \\ \ \\ \\ \ INLAID LOGO \\ \\\ \\\ \ \\\ \ \\\\\\\ \ .0 \\ \\\ \\ \\\ \ \\ NATURAL CLAY \ A3 \ \\ \� \ \ \`\ \ \\\ _ _ FOOTBALL GOAL POST \ \\\\ \ PITCHER'S CIRCLE \\\\\\ U U)J SINGLE TURF BASEBALL \ \THIS SIDE ONLY `\\ \\ \\ \\\\\\\\\\\ \\ \\\\\\\ \\ \\ \ \ \\\\ - _ BULLPEN(ALTERNATE) \\\. ) y v`\\\\\\\\. \ \ \\ \\\\\\\\ \\ \\ \\ \\ \,\` \ \\\ ;_ ~0 01 \\. EXISTING BASEBALL \\\ \ \ \\ \ \ \ ti� \ \\ \\ \\\ \ \\ \ \ \\\ W= C6 \ \\ \\ `\ \\ \ \\ \\ \'\\ \\� \\\ \\\ \\ \\\"\\\\\\\\\\ SOFTBALL BASE,, \\`\\ SCOREBOARD TO REMAIN_ — \ \\\ \\\ \` \\' \ \\`\\ \\\ \\ \\y v\\\\.\\\\\\\\ \\ \\; \, SPIKED TYP. \\ \ — U B1 \ \ \\ Y`\\ \ \ \ \ \ \ n ( ) \\ 5'FENCE OPENING wQ > CD BOTH DUGOUTS \\ TAN COLORED C7 _ Z w I\1ti \ \ \ \\ \ \ \\ TURF INFIELD \ \ \\ Elf 30'SAFETY NETTING OVER 6'CHAIN \��. \ ILL \ \\ \ \ \\ \\` `\ l„ 135 364 SF MULTIPURPOSE `\\ \ \\'\\ \ \\ \\ \\\\ \\\\\\ - OW a, LLJ LINK FENCE,82 LF(TYP.BOTH SIDES) \ \\ \ \ \ \\\ \ \\ \\ \ \ \ \ \ \ \ \ \ \\ 20'SAFETY NETTING OVER 6'CHAIN - Z v. \\ \\ \ \\\ \\ \. \\\\\\ \\\\\\ SYNTHETIC TURF FIELD \\\ \\\ \\\ o w O> Z \ �\ \\ \ \ \�� \\ \\ \\ \\ � � LINK FENCE,98 LF(TYP.BOTH SIDES) _�.�1'QUTQND MATERIALS NOTES: � O Q S5 \\ 90 BASEBALL DIAMOND \\\ \\\ \ \ \\ \\\ \ \\ \:\ \ \Y��. \\ \\ \ \\ \\ \\ \ - WO LL Q \ \ \ \ \\ \\\\\\ \\\\ \ \ < \ \\ \ \ 1. LOAM ANDS-ED ALL�DISTURBED AREAS. Z o AREAS WITHIN THE 100- BUFFER ZONE Q CN SHALL BE SEEDED WITH NEW-ENGLAND \\\\\ \\ \\ \\ \\ \ \ \ \\"\ \\\ \\ \\ \\ \ CONSERVATION/WILDLIFE MIX,A U a O= O C \\.\\ \�\ \\\"\\\ \\ \\\. \\ \\\ \\ \ \\ \ \ \\ \ \\ \\ \\ \ 12'DOUBLE SWING\\ \ \\ \ M� VEHICLE GATE. \ \\\\\ \" MANUFACTURED BY NEW ENGLAND W �� \ \\ \\ _ F- Z 5'FENCE OPENING \.\\\\\\\ .\\\\\ \\, \ \,„, ,,, \\ \\. \ \\ \\ \ S: "` `- \ APPROX.LOCATION OF \:\\\'\`\ \\'\\ SINGLE TURF SOFTBALL WETLAND PLANTS,14 PEARL LANE,SOU J 0 \(TYP.BOTH DUGOUTS) \\ \� �\\ �\\ \\ \ O \ \'\ \\ \\\\\\\ HADLEY,MA,OR APPROVED EQUAL. _ \ �BULLPEN ALTERNATE ;' SUBSURFACE DETENTION BASIN�\ \\\ \ �\`\\\ \\��\\ \\\\\\� -.� ( ,.) � \ \\ \\\ \` \\\\ _ -L 2. REFER TO ELECTRICAL DRAWINGS FOR Q z \\.\,\\ \\ \\: \ \ \\ \\ \\\ \ \ _B3 EMERGENCY \ \ INFORMATION ON LIGHTS,POWER SUPPLY, ;2 Al \\\\\\ \\\ \\\\\,\ \\\\\\ \\ , \ \\ \\\ VEHICLE ACCESS NATURAL CLAY \ TAN COLORED \\\\\\ \ \ \ \ \ \.SOFTBALL SCOREBOARD \ \ \ \\ \ \ \` � CONDU ND OTHER ELECTRICA K. \\ \\\ \\\\\ PITCHER'S MOUND 40 \\\ TURF INFIELD \\\\\ (ALTERNATE) \\\\ `"\ \ \ \\, \\ = 3. UNLESS NOTED OTHERWISE ALL IMPROVEMENTS SHOWN HEREON ARE TO BE C \ \\ \ \\\ 2 \ ` INCLUDED IN THE PHASE 1"CONSTRUCTION \ y L X\\\\\ PERIOD,TENTATIVELY OPERATIONAL FROM \\\\\\\\\\\\\\\\\\\\\\\\"\.\\\ \\\\ \ " JUNE TO DECEMBER 2025. \ \\\ \ \\ HOME PLATE \\\\\\ \\ - -� \\\ \ FORMING SYSTEM\\\ BASEBALL BASE \\\ r SYPI TRANSITION \\\. `\\' \\\\\\\\\ \\\\\\\\'\\\ \ \\\ \\\\"\\\\\\ / 4. ATHLETIC LIGHTS S1-S8 ARE TO BE \\\ SPIKED(TYP.) \\\\\\\\\\\\ \\\\\\ \\\\"\\\\\\\\\\\\\\\\ CURB(TYP.2) ^\: INCLUDED IN THE"PHASE 2"CONSTRUCTION \\ \ = PERIOD,TENTATIVELY OPERATIONAL FROM SYNTHETIC TURF BASEBALL \\\ \\\\\ \\\\ - - _ p \\ \\\\\\\ \ \ \\��\\\\ \` \\\\\\\\\\\\\\\ JUNE TO OCTOBER 2026. \\\\\\\ \\\\\ \\ \\\ \BATTING CAGE(ALTERNATE) \. . N0. DATE DESCRIPTION BY \\ \\\\\\ \\ \\\ TAN COLORED TURF \ \\ \, \\\ \\\\\\ �' LAYOUT AND MATERIALS LEGEND PROJECT No. g5so B � \ \'�' \\ \` WARNING TRACK \\\ \' \\\ \\\`\\` \\\ 6 CHAIN LINK FENCE(TYP.) \\\\ -~' 40'HIGH CHAIN LINK \ \ \. \\ \\ \ \ \ \% \\\ e \ -. \\ \\`...\\.� �3,�\r+�i�f�p\.•,� \ \� \ \j \\"\\\\\,,\� ,\\ r ;` \ "!' _ CADD FILE 719560_C101 \\ \\ \\ 300 ! >/ f = T \\\\\\\\<SYNTHETIC TURF GREEN FENCE BACKSTOP ..�� r:. \\\\\\\\\\``\ \ i / \ t•• + �\ \\ \ %`tks,�E, \\\ �\ \ (GREEN) DESIGNED BY RDT \`\\\ \6 WIDE BITUMINOUS DRAWN BY RDT SYNTHETIC TURF TAN. - WALKWAY TYP. ice- (TAN) (TYP.) - CHECKED BY KFR/PS _ — — '� \ B2 / � - �;�_\\ `- f. � � �' �-' 4'SINGLE SWING '_ �`" /� DATE 1/22/2025 \ \, 24'X 8'BASEBALL DUGOUT ON 34'X 12'CONCRETE PAD GATE(TYP.OF 9) a/ BITUMINOUS CONCRETE DRAWING SCALE =30 _ B I - -. _ r, 1~�� (SHADE COVERS AND BENCHES AS ALTERNATES,TYP OF 2) -- � ��" / t`` _. __--- GRAPHIC SCALE \ _ 50-SEAT BLEACHER ON 23'X 13' -�� - 1\ L CONCRETE 0 30, 60, CONCRETE PAD(ALTERNATES,TYP.OF 2)-- =C1 - _ - - ~.,� -C v CLAY INFIELD MIX SHEETTITLE JAVELIN THROW / 1, \\ —/ j jm /"✓ / STONE \\�✓, _, i /- - LOAM AND SEED BASEBALL LAYOUT&MATERIALS F) FENCE GATE PLAN A \ - / r ■ CHAIN LINK FENCE SAFETY NETTING ------ DRAWING NO. -BACKSTOP CHANGE IN FENCE TYPE r 1 1 ATHLETIC LIGHT 12 0F 36 1 2 3 4 5 6 NORTH SALE Gale Associates,Inc. Engineers and Planners 1 � i 300 LEDGEWOOD PLACE I SUITE 300 E \ / / \ ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 www.gainc.com Boston Baltimore Orlando Hartford Bedford - ^o\off This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or reused in whole or pan without the express written permission of Gale Associates,Inc.Copyright©2024 ff _2� PERMIT SET REFER TO SHEET L101 /— \ 10 PERIMETER CHAIN \ COS LINK FENCE(TYP.) - _ W \ \/ / RTC /T�0, z \\ \ \ / D \\ IDE RALLY MASTER BACKBOARD OR � `�/ �� APPROVED EQUAL.CHAIN LINK POSTS \' \ / \ � W �w O �� \� TO BE 5'O.C.MAX.BEHIND BACKBOARD / / / \Do LU 00 _ 000 LIMITS OF ACOUSTIC >(n LU W ap \ PANELING(TYP.) O_elfQ p CD 4'SWING GATE �� z W Q =\ of(D(TYP.OF 3) - _�� Q� W \ \ TENNIS NET AND a J �O z Q p 0 Z / POSTS(TYP.OF 6) LLI Q(7 W 50 x 36'CONCRETE PAD(ALTERNATE)-SEAT PORTABLE BLEACHER ON 8' / + B�TG�i �Q N= \ —. Z 0 z t— mF- C COG <iOSFF�FNT W p O RT4 \ �F,Q J O \ =O_i z CURB RAMPS(TYP.) ' \ 4 PICKLEBALL cOGRT k \; STRIPING(TYP.OF 4)-INSTALL STOCKPILED S COGR PEDESTRIAN CROSSING SIGN \ T6 } LAYOUT AND MATERIALS NOTES: CROSSWALK 1. LOAM AND SEED ALL DISTURBED AREAS. STRIPING 12'DOUBLE AREAS WITHIN THE 100 FT BUFFER ZONE SWING GATE r \ ' N0. DATE DESCRIPTION BY SHALL BE SEEDED WITH NEW ENGLAND g 257 LF OF ACOUSTIFENCE CONSERVATION/WILDLIFE MIX,AS PROJECT NO. 719560 SOUND BARRIER(OR EQUAL) MANUFACTURED BY NEW ENGLAND WETLAND CADD FILE 719560_c101 OQ AO PLANTS,14 PEARL LANE,SOUTH HADLEY,MA, DESIGNED BY RDr \ \ORNFRS/ OR APPROVED EQUAL. DRAWN BY RDT 10'PERIMETER CHAIN LINK FENCE(TYP.) 2. UNLESS NOTED OTHERWISE ALL CHECKED BY KFR/PS ` IMPROVEMENTS SHOWN HEREON ARE TO BE -�\ `\ �'� �\ DATE 1J22/2025 INCLUDED IN THE"PHASE 1"C.. \ \ PERIOD,TENTATIVELY OPERATTIIONALUION FRTOM DRAWING SCALE =20 � JUNE TO DECEMBER 2025 GRAPHIC SCALE 3. ATHLETIC LIGHTS S1-S8 ARE TO BE 20' +0' _ INCLUDED IN THE"PHASE 2"CONSTRUCTION PERIOD,TENTATIVELY OPERATIONAL FROM sHFFrrIrLe JUNE TO OCTOBER 2026. / LAYOUT AND MATERIALS LEGEND TENNIS BITUMINOUS CONCRETE LAYOUT&MATERIALS ems' y _ ETE INOUS NC W THMACRYLICOSURFAC ING PLAN _ \ F*), FENCE GATE /V_� DRAWING NO. \ % CHAIN LINK FENCE LIMITS OF ACOUSTIC PANELING �2 COURT ATHLETIC LIGHT 13 0F 36 1 2 3 4 5 6 NORTH_ t Gale Associates,Inc. En"n g eers and Planners 300 LEDGEWOOD PLACE SUITE 300 i % ROCKLAND,MA 02370 E P 781.335.6465 F 781.335.6467 www.gainc.com � .—� — �'/ � \ �✓ — Boston Baltimore Orlando Hartford Bedford _ - cc- / This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or reused in whole or part without the express written permission of zz — Gale Associates,Inc.Copyright©2024 ff ��•' \ _ _ u v — _ PERMIT SET S12 D — ATHLETIC LIGHTING(TYP OF 4) = `\ _ _ _ - WUWo w - - - - U� 00 - � wQ p CD J �� zw� _ =Cn� QElf ------------- </ LU a O>00 zao J_ wC)(,0 LL CN LL \ J> LJJ F_�O _ F _ S11 f f- ✓` - M LAYOUT AND MATERIA NOTES: L.' _ - 1. LOAMAND-StED ALL DISTURBED AREAS. dN _ AR WITHIN THE 100-FT BUFFER ZONE HALL BE SEEDED WITH NEW ENGLAND S10 / - CONSERVATIONIWILDLIFEMlX,AS _ MANUFACTURED BY NEW ENGLAND WETLAND PLANTS,14 PEARL LANE, NO. DATE DESCRIPTION BY - SOUTH HADLEY,MA,OR APPROVED - - EQUAL. PROJECT NO. 719560 B n - w V` 2. REFER TO ELECTRICAL DRAWINGS FOR CADD F LE 7195 DESIGNIED BY RDT . 60 _ INFORMATION vL, TS,POWER - -V AND OTHER DRAWN BY RDT \ % SUPPLY,CONDUIT, T,A D ` CHECKED BY KFR/PS �0_ ELECTRICAL WORK. - DATE 1/22/2025\ ,CONCRETE CURB - 3. UNLESS NOTED OTHERWISE ALL - IMPROVEMENTS SHOWN HEREON ARE DRAWING SCALE =30 \. TO BE INCLUDED IN THE"PHASE 1" GRAPHIC SCALE J 1 CONSTRUCTION PERIOD,TENTATIVELY ~ OPERATIONAL FROM JUNE TO >._ 0 30' 60' 1 \\ — STONEDUST DECEMBER 2025. CONCRETE PAD _- --_ - __ 4. ATHLETIC LIGHTS S1-S8 ARE TO BE F - ' INCLUDED IN THE"PHASE 2" v i `= l _ CONSTRUCTION PERIOD TENTATIVELY f OPERATIONAL FROM JUNE TO OCTOBER TRACK z 2026. ` - LAYOUT&MATERIALS A LAYOUT AND MATERIALS LEGEND PLAN \�� = RECESSED CIRCLE WITH TOE BOARD(TYP.OF 2) STONE DUST DRAWING NO. CONCRETE - - _ C103 ,J � - -��\ �\`� ATHLETIC LIGHT > 14 OF 36 1 2 3 4 5 6 NORTH GALE Gale Associates,Inc. - \ Engineers and Planners 300 E — ROCK AN DW 0MA02370CE SUITE 300 P 781.335.6465 F 781.335.6467 www.gainc.com CC Boston Baltimore Orlando Hartford Bedford arhisrdrai to wing and the e essociat dn and clnctactionfeatures disclosed p op e ry o d g altered or or part without �."�\�\ - reused in Who aGale Associates,Inc.Copynght©2024the express written ennission of RMI �S 4 � _ r v_ — —� D =S \ \ — `' \ , — _ - -7— \^ - �� Lr) LU 00—�„ - W�Wo w 00 \\\\ \\ \ _ =elf wQ p CD W� Q \\ \\.\\\\\\\\\\\\\\.\\\\\\ \ \\\\\\\\ \ \\\\\\\\\\\\\\\\ w �w w H OO z Z - - a S w EXISTING ATHLETIC LIGHT FIXTURES TO BE \ \\\\\\ \\\\\ \\\ \\, F—O Z REPLACED WITH LED FIXTURES(TYP.OF 6) \\ \\\\\ \\\\\\\\ \\ \\\ LAYOUT AND MATERIALS NOTES: Q z \ \ \\ \) 1. LOAM AND SEED ALL DISTURBED AREAS. -_S6 o v-;\ _ _ \\ `\\ \\ \ \\\\ AREAS WITHIN THE 100-FT BUFFER ZONE SHALL BE SEEDED WITH NEW ENGLAND CONSERVATION/WILDLIFE MIX,AS MANUFACTURED BY NEW ENGLAND WETLAND \\ X' \ \\\\\\\ PLANTS,14 PEARL LANE,SOUTH HADLEY,MA, ti • \\ \\\\\\\\\\ \��` 'v\\\ \ \` OR APPROVED EQUAL. \ \\\ \\\\ \- \\\\\\ 2. REFER TO ELECTRICAL DRAWINGS FOR X\ \\ \\ \\ \\ \ \\ \\ \\ \\ INFORMATION ON LIGHTS,POWER SUPPLY, ` =' L S5 �\\\\\\\ \\\ \\\\\ \\\\\\\\\\\\\\\ - CONDUIT,AND OTHER ELECTRICAL WORK. \ \. 3. CONTRACTOR TO SUBMIT A CONSTRUCTION N0. DATE DESCRIPTION BY STAGING PLAN FOR THE INSTALLATION OF E TWO NEW ATHLETIC LIGHTS.THE PLAN SHALL PROJECT NO. 719560 \ \\ B \ —_ /,u \\\\ \ MINIMIZE THE CONSTRUCTION IMPACTS OF CADD FILE 719560_C101 EXISTING ATHLETIC FIELDS,FENCING, ? \\ \\\ \\ VEGETATION,AND OTHER FEATURES OF THE DESIGNED BY RDr �` �\\\\��. \\ SITE. DRAWN BY RDT CHECKED BY KFR/PS \\ \ \ \\\\\\\\ 4. WORK IN THE BUFFER ZONES SHALL BE NEW ATHLETIC LIGHT POLES DATE v2212oz5 \„ \ AND FIXTURES(TYP.OF 2) \` \\\\ \\\ \\\\\\\ \\\\\\\ \ MINIMIZED TO THE MAXIMUM AMOUNT v., - \ PRACTICABLE. 1-30 ALE GRAPHIC SCALE 5. UNLESS NOTED OTHERWISE ALL S7\�' � " \ ^" \\\\\ \\\\\\ \\ \\\\ IMPROVEMENTS SHOWN HEREON ARE TO BE a 30• 60• INCLUDED IN THE"PHASE 1"CONSTRUCTION r � \\\\\\\ \\\\\\\\\\\\\\\\\\\\\\ JUNEOTO DECEM ER 2025.D,TENTATIVELY ERATIONAL FROM sHEErrIrLE v - �� — v� vy y. vvvvvvAvvvvv�wvvv vA. �y � �• /� J ` 6. ATHLETIC LIGHTS 31-S8 ARE TO BE INCLUDED IN THE"PHASE 2"CONSTRUCTION PERIOD, yl, \ \ TENTATIVELY OPERATIONAL FROM JUNETO WALSH STADIUM ` `y \ 4 ss \\ \\.\\„\\\\ \\\ \\> \ ocTOBER2a26. SITE PLAN A \ L\ \77\` LAYOUT AND MATERIALS LEGEND vvvvv EXISTING ATHLETIC LIGHT FIXTURES TO BE REPLACED DRAWING NO. — � PROPOSED ATHLETIC LIGHT l�^1 O A \ \ `F 15 OF 36 1 2 3 4 5 6 NORTH GALE Gale Associates,Inc. Engineers and Planners PLACE I SUITE 300 E ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 www.gainc.com Boston Baltimore Orlando Hartford Bedford This drawing and the design and construction features disclosed are propnetary to Gale Associates,Inc.and shall not be altered or reused in whole or part without the express written permission of J SPECIES VARIES REFER Gale Associates Inc.Copyrght©2024 R TO PLANT LIST SLOPE PER GRADING PLAN, NOT TO EXCEED 3:1 NOTES: -71 VARIES,REFER TO PLANT LIST LOAM AND SEED DISTURBED AREAS WITH NEW ENGLAND CONSERVATION/WILDLIFE MIX, PERMIT SET]AS MANUFACTURED BY NEW ENGLAND WETLAND PLANTS,14 PEARL LANE,SOUTH HADLEY, PROPOSED STREAM 2'WIDE SHELF MA 01075,OR APPROVED EQUAL.APPLY AT RATE OF 1,750 SF/LB,OR HIGHER IF APPLIED II III—I ° BOTTOM OF CHANNEL @ 93.00 — AT THE END OF THE GROWING SEASON.LIGHTLY RAKE TO INSURE SEED-SOIL CONTACT. =1 11= III—I II I1=1 I III=1I .1-_I I1= �I II—I II COIR LOGS II III III—II I� �I BUFFER ZONE RESTORATION AREA PLANTING SCHEDULE 'I Tif�I — ° -��I I I I I I I I I I I�I� D 1= —III—I —" „I I I�I I— — �`� COMMON NAME LATIN NAME SPACING SIZE QUANTITY �II�I I—III III ° = II III=III I III�I� 111 lll lll — lll lll III=�" SWEET PEPPERBUSH Clethra alnirolia 6 FT O.C.,CLUSTERED 3-4 FT MIN. III—III III III— N I I I —III III III—III I I I�I I I T�iff�T�T�f Tff 5 Tff Tff=_Tff_Tff =I III =11I III III=III=' GRAY DOGWOOD Combs racemosa 6 FT O.C.,CLUSTERED 3-4FTMIN. Cf)J BLACK CHOKEBERRY Aronia melanocarpa 6 FT O.C.,CLUSTERED 3-4 FT MIN. 270 L0 BAYBERRY Myrica pensylvanica 6 FT D.C.,CLUSTERED 3-4 FT MIN. C=�0 G OWETLAND/STREAM RESTORATION SECTION RED OAK Quercusrubra 10FTO.C.,CLUSTERED 3-4FTMIN. O(/�w< > O N.T.S. RED MAPLE Acerrubrum 10 FT O.C.,CLUSTERED 3-4 FT MIN. _�� ~Q �_W� Q�� WETLAND REPLICATION AREA PLANTING SCHEDULE OIJJ _~W COMMON NAME LATIN NAME SPACING SIZE STATUS QUANTITY o z Orf~� ��WETLAND Q0 _< COMMON ELDERBERRY Sambucus candensis 4-6 FT O.C,CLUSTERED 3-4 FT MIN. FACW- w O(D0 :z�Z O(nz OpQ 04 SILKY DOGWOOD Combs amomum 4-6 FT O.C,CLUSTERED 3-4 FT MIN. FACW z QQ Z C -_/ COMMON WINTERBERRY Ilex verhallata 4-6 FT O.C.,CLUSTERED 3-4FTMIN. FacW w p LURID SEDGE Carex lurida 1 FT O.C.,CLUSTERED 2"PLUG OBL J �O BONES ET Eupatorioum perfoliatum 1 FT O.C.,CLUSTERED 2"PLUG FACW+ O 99.03 x' Q z i. SOFT RUSH Juncus effusus 1 FT O.C.,CLUSTERED 2"PLUG DEL GREAT BLUE LOBELIA Labelia siphilitica 1 FT O.C.,CLUSTERED 2"PLUG FACW+ BLUE VERVAIN Verbena hastata 1 FT O.C.,CLUSTERED 2"PLUG FACW+ / WETLAND REPLICATION AND RESTORATION AREA CONSTRUCTION SEQUENCE c 1.A QUALIFIED WETLAND SCIENTIST SHALL SUPERVISE ALL ASPECTS OF THE PROPOSED WETLAND REPLICATION AREA REPLICATION AREA / AND WETLAND RESTORATION AREAS(WRAS)DURING CONSTRUCTION,EG.,EROSION CONTROLS,SITE PREPARATORY, GRADING,BACKFILLING,PLANTING AND SEEDING. „`y\ - `� 2.FLAG OR STAKE LIMITS OF WRA.FLAG TREES AND/OR SHRUBS ADJACENT TO THE EXISTING WETLAND BOUNDARY TO 940 SF ( ) / "/ /� REMAIN. INSTALL EROSION CONTROL BARRIER(I.E.,STRAW WATTLES OR COMPOST FILTER TUBE)ALONG INTERSECTION OF THE WRA AND ADJACENT WETLAND,TAKING INTO CONSIDERATION THAT GRADING WITHIN THE WETLAND MAY BE REQUIRED TO ACHIEVE A SUITABLE HYDROLOGIC CONNECTION TO THE WRA.ONCE THE WRA AND APPROX.LOCATION OF J / NO. DATE DESCRIPTION BY ADJACENT SIDE SLOPE HAVE BEEN GRADED,INSTALL AN EROSION CONTROL BARRIER(I.E.,STRAW WATTLE OR 'I' �' COMPOST FILTER TUBE)AT THE TOE OF SLOPE TO PROTECT THE WRA. PROJECT NO. 719560 B / / / 3.DURING CONSTRUCTION OF THE WRA,THE SUPERVISORY WETLAND SCIENTIST SHALL OVERSEE THE PROPOSED PROPOSED STREA - - 98.99 } GAUD FILE 719560_C201 GRADING AND PLANTING SCHEME.THE FINAL ELEVATION SHALL BE DETERMINED IN THE FIELD AND WILL CORRESPOND TO THE ELEVATION OF THE ADJACENT WETLAND.DURING CONSTRUCTION,THE WRA SHALL BE EXCAVATED TO FINAL DESIGNED BY RDT GRADE UNLESS A SUITABLE TOPSOIL IS NOT ENCOUNTERED,AT WHICH TIME THE AREA WILL BE EXCAVATED TO ONE _ DRAWN BY RDT ✓ �\ �/ / FOOT BELOW THE FINAL DESIGN GRADE TO FACILITATE THE PLACEMENT OF APPROVED CLEAN WETLAND SOIL(12% — ORGANIC CARBON CONTENT OR 20%ORGANIC MATTER CONTENT AND PH OF 6.2-6.8 AS A SUITABLE SUBSTRATE FOR / — / � ) ) CHECKED BY KFR/PS / � THE ESTABLISHMENT OF WETLAND VEGETATION.WETLAND SOILS WILL CONSIST OF THE TOPSOIL(0 OR A HORIZON) FROM THE WETLAND IMPACT AREA(S)AND/OR A WETLAND SOIL MIXTURE MANUFACTURED BY COMBINING TOPSOIL WITH DATE 1/22/2025 _ � A SOIL TEXTURAL CLASS OF SANDY LOAM,FINE SANDY LOAM,OR SILT LOAM WITH DECOMPOSED LEAF LITTER AT A 1:1 DRAWING SCALE 1"=20' / RATIO.THE WETLAND SOIL SHALL BE FREE OF STUMPS,ROOTS,HEAVY OR STIFF CLAY,STONES,COARSE SAND, �� } NOXIOUS WEEDS,WEED SEEDS,OR OTHER LITTER.SETTLING OF SOILS SHALL BE TAKEN INTO CONSIDERATION FOR GRAPHIC SCALE FINAL ELEVATIONS. 4.MICROTOPOGRAPY SHALL BE ESTABLISHED WITHIN THE WETLAND REPLICATION AREA UNDER THE OVERSIGHT OF THE o 20 ao WETLAND SCIENTIST BASED ON HYDROLOGY ENCOUNTERED. An 5.IF WETLAND SOILS ARRIVE ON-SITE AND ARE NOT USED IMMEDIATELY,COVER STOCKPILE TO AVOID DESICCATION. SHEET TITLE AREA OF TEMPORARY WETLAND � \ � � 6.INSTALL WOODY VEGETATION(SHRUBS AND/OR TREES),ADD WOODY DEBRIS,AND THEN FERNS AND HERBACEOUS PLUGS.LEAVE BOULDERS IN PLACE IF ENCOUNTERED. / I I [� r 1 7.IF PROPOSED,APPLY WETLAND SEED MIX AT THE SPECIFIED APPLICATION RATE OR HIGHER IF APPLIED AT THE END OF DISTURBANCE I��SF / } THE GROWING SEASON AND LIGHTLY RAKE TO INSURE SEED-TO-SOIL CONTACT.THERE SHALL BE NO SEEDING IN WETLAND =' 1( ` / AREAS OF STANDING WATER.DO NOT APPLY WITHIN1-FOOT OF SHRUB AND TREE PLANTINGS. 8.APPLY CONSERVATION SEED MIX TO UPLAND SIDE SLOPES AT THE SPECIFIED APPLICATION RATE AND LIGHTLY RAKE TO RESTORATION INSURE SEED-TO-SOIL CONTACT. ICI A L!'11 V A r A -- / / / / 9.APPLY A LIGHT MULCH OF CLEAN WEED FREE STRAW. 10.THE SUPERVISORY WETLAND SCIENTIST SHALL RESERVE THE RIGHT TO REJECT ACCEPTANCE OF WETLAND PLANT `J SPECIES UPON DELIVERY BASED ON PLANT VIGORICONDITIONS,UNAUTHORIZED SUBSTITUTIONS,AND/OR NON- / 99.03 \ CONFORMANCE WITH THE PLANTING PLAN AND SPECIFICATIONS.ALL PLANTINGS SHALL BE NATIVE VARIETIES WITH NO DRAWING N0. LANDSCAPE CULTIVARS ACCEPTED.DURING TRANSPORT,THE PLANTS SHALL BE PROTECTED TO MINIMIZE STRESS. 11.THE SUPERVISORY WETLAND SCIENTIST SHALL RESERVE THE RIGHT TO REQUIRE A SUPPLEMENTAL WATERING / PROGRAM OF PLANTINGS. 98 99 12.REMOVE EROSION CONTROL BARRIERS UPON STABILIZATION OF THE SIDE SLOPE AND WETLAND REPLICATION AREA. L O 16 OF 36 1 2 3 4 5 6 NORTH -�S4LE - \�\ -�.�� _ _ Gale Associates, ciateSInc ` Engineers an Planners 300 LEDGEWOOD PLACE SUITE 300 E -/\ -J -105.25 ROCKLAND,MA 02370 - _ P 781.335.6465 F 781.335.6467 www.gainc.com J� =105.20 Boston Baltimore Orlando Hartford Bedford 105 ONN C \ _ _RAISE MANHOLE CO _ =10 - r MANHOLE - - / This drawing and the design and construction features disclosed RIM 5 75 _ �' :.< �- EXISTING MAN E_ _ 105.80 � � � �� are proprietary to Gale Associates,Inc.and shall not be altered or �( i ._ - reused in express ission of INV 100 54 who or part without the e e s written pe T 10590 105 5. \ Gale Associates,Inc.Copyright©2024 - \ _ _ - 6"HDPE @ 1.0% �\ - ', 106.25 106 _ - AD 107 - _ 106.25 106.40 C1 106.43 w - 106.48 106'-1p\8�09\>D\ - \� RIM 105.75 7 '�"+�rr•,y,,r 106.40 INV.IN(SE)=101.63 106.15 \\` ''�.Y..kti :_106.42,. ', W INV.OUT =101.53 106.30 \ \`\` 106.38 5 - >> () \, \`v \\\ \\\\\\`\\` \\\\\\ \\` ` \ \ \\' \\ 106.30 ;\ \ \\ 106.24� _ �o SLOPE NOT TO v y vv �vy vvr vyyvy y vvv vvv v v�`vvvv vv 106.2 PERMIT SET \`DMH 102 \\ \ \\ \\ \\ \ \\ \\\\\\\ \\\ \\ \\\\ '\\\\\\\\\\\\\\\\� \\\\`\\` \\ EXCEED 3:1 RIM=BOTTOM OF STONE 6"PERF.HDPE @ 0.0% \\ \\\\\\\\\\\ o \\\\ _ 106.20\\\\\\\\ \\P 6"PERF.HDPE @ 1.0/0 _ 10"APERF.HDPE @ 0.5% \ \\\INV.OUT(S)-105.24 \ \`\\\\ \ \\\\\\\\\\\\� IN V X V STONE TRENCH \\ \\ \\ 106.24 _ INV.=104.25`\\\\\ \\\\\\\ 106.13 \ \\ \`\\\ \\\ \ \\ 1p\\\ \\\\\\\\ \\\\ \\\ \\`\\�`\\.`\\\�\\ \\\`\\ ` % \` AD 106 - , - `\ \ \\\\\\\ \\ \\\\ \ 6 \ \\\\\\\\\\\\\\�\\\�\\\\\\ \\`\<\\.\. \\\\"\\\\" . DMH 101 `J 106.42 RIM=105.75 D / \\\\\\\\\\�'\\`\\\\ \\ \\\\\\ \\\\\\ 1\\ \\\\\``\\\\\\`\ \\\\\'\\\ \\\\\,\ RIM=BOTTOM OF STONE,\ 106.24 /INV.IN(S)=101.99 INV.OUT S=105.24\\ - - c - BULLPEN=106.29 \\\\ \\\\ \\ \\\\\\` \\ \\\\\\\` \\ () \ INV.OUT(NW) 101.89 \\MELD 105.81 106.13 \ 6"HDPE @ 1.0% 106 q / \\\\\\" \\ 6"PERF.HDPE @ 0.0/o AD 1 ., - U)J IN V X T STONE TRENCH 105.71```\\\\\\\\\`\ \ \\\\\\ \\\\ \\ \\\\\\\,\\\ \\\\\\`\\\\ \\\ \\\\ \ 105.96 \\\J _ 05 INV.=103.50 \\\\\\\\\` \\\\\\`\\\\\\ \\\\\\ \\\ \\\\\\\\\\\\ \\\\\`\\\" \\\\ \\\\`\\,\\\ X \\ RIM-105.75 ` \ \\ \\ \ \\ \ \\ \ \ \ \\ \\\ \ \\\\\\�\\\\\\\ \\\\\\\\\: 1105.96 \\ INV.IN S=102.45LU z Q \\\\\\\\\ \\\\\\\\,\\\ \ \\\ INV.OUT(N)=102.35 = 00 \ _- t\ LUU) 006 HDPE @ 1.0/ LV j \\�"\\ \\ \ \\. o, \\ \ \\. \\ \. \\ \ \\ \ \\.\\ \\ \\ �\ \\\\ \\\\ 105.84\. \I Q \\ \\ \\ \\ \\ \\ \\ \\. \\ \ \\ \\ \\ \ \ \\ \\ \\ \ \. \ \\ \ LJJ 105.46 \ \\ \\ \\ \ \ \ \\ \\`\\ \\ \ \ \\ \\ \\ \ \\\\\ \\ \\ �\\ \ \\ \\ \ Z \\ \\ \ \ \\ o \\ \\ \\ \\ \\: \\ \\ \ \\ \\ \\ \\. \ \\ \y \\ \ \ \ - W \\\ \\\\\\ \\\\`\` \\\\\ \\\\\ \\\\\\\\ \\`\\\\\\\ AD 104 \\\\\\\\\ \\\\\\ \\'`\\\\\\\ \ U) QElf RIM-105.25 - , OW (n W \\\ \\\\\\\\.\\\ \\\ \\ \\ \\ INV.OUT N=103.00, o o� Z Z 2 a \'' \\. \\ \\ \\ \\` \ \\ \ \\ \\ \\ \\ \\ \\ ED vv vvy vy yvv v v vv v v vy vv �y vy ,v > z a o \\ \ \\ \\ \ \\\\\\��\\\. \\�\\\\\\ \ \\ \\ \\\\\\\\\\\�\\\\\\\\\\ \ \ Z [if c �� v`v/v. /v\A\vvv � ��wwv"wow\�yv wwv'� vvvvvyv\v,y vvv\vvvv vw vvv vw,ywv vvv c�H o 0 105.15\`Y`105.15 / \ \\\\ \\\\\\\\�\\\\\`"\\\ `\\\\"\�\\\\\\\\\\\\\\\\\\\\\ \\\\\\\\`\\\\\\\\ ~ H Z n \: \ / \\\\\. "\\\\'\\\ \\\\\\'\\ \\\\\\\\\\\\\\\ \\\\\\\\\\ \\\\\�'\\\\\\\ 6"PERF.HDPE 0.0%000, w 010 IN V X 1'STONE TRENCH . INV.=103.25 = 10515 z i" \,\\`\\ \\ \\\\.. \\\\\\\,\\\\ \\\.\\.. \\,\ \\ \\ \\ \ \\10"PERF.HDPE 0.5%'\\\\,\.\y\ \- _Lv Z \\\\\ \\.\\\\\\ \ \\ \\\\\\\\\\ \\\\\\\�\\\ \\\ @ \\\ / - Q 105.38 \ \\,105.28 \ _ 104.53 \\\ \. \\\ \\\ \ \\\\\\ i{\\\\\\\\\\ APPROX.LOCATION OF Al \ \ _ \1`\\ \\\\" \\\\\\> \�% \\\\\ X \SUBSURFACE \DETENTION B\A \ \\\\\\\\IN \ \105.18- 10 565105.53 \\\\ 154 \ \ ' 106.05 C 2 5.40 5 104.79 \ 1104.40 \ \\ \\ \\ \\ \ \ \ \ \ 105 r 104.97 �r \\ \\\\\ \ \\\\\\\\\\` \\\\`\\\\\\\\\\ OCS 103 \\\\\\\\\\\\\\\\ II \\\ 104.70 \ \ \\ \\ \\ / \ \\ \\\\\\\\\\ f \\\ \\\\\\\�\\\�`RIM-TOP OF STONE\` \\\\ \\ f \\\\\\\'\\\\\\\\�\\\ RISER=103.94� \\\\\\\\\\ \\\ _ 104.62 \ \ \\ \\ \\ \ \\\,.\\\ \ \ "\\\\ \\\ 104.50,, -t \ ` 104.70 / \\\\\\\\ \\` \ \; INV.IN(NE)=101.75' \`. \\ \\ \,.y, X \\ \\\�\\\\\\\ \\ v 103.60 S8 t� �� \\\\'��\\� \� �\� \\"\\ ,. \,\\\\:.�.\�\\ \\ \�:.� INV.IN(W)=100.43 `y�.'` NO. DATE DESCRIPTION BY INV.OUT(S)=98.00 \\\ \\\\\\\ 104.65_ \.104.81 \�`\\/`��\�\,\\\\ �„\ \\\ �,\ Y�103.68r- i-_ /� \ PROJECT NO. 719560 �\ 104.50 \\\104 65\'\ \\ \\ \ i - - \\ \ f GRADING AND DRAINAGE NOTES: cA°°FILE 71ss - DESIGNED BY RDT 60 _� � �\ __ '' .' o� " 104.50 �_� 104.55�\�\\\. �\\�Y'�•r. _-, \ \. D� ;��i ',� %-� _ o rvrt r \.\\`\ \z` \ p -- 104.32 \\ \ - / / 1. PEDESTRIAN WALKWAY CROSS SLOPES SHALL NOT DRAWN By RDT G \ \ \ q S +xrrnvaY+ry \\, % - ° 104.42 \,104.55 - / i. EXCEED 2.0/o AND RUNNING SLOPES SHALL NOT CHECKED By KFR/Ps - X A2 6"PERF.HDPE @ 0.0% B2 o i j' \ EXCEED 5.0%. \\ _ \ / ,,,_ __-~ - / DATE 1/22/2025 G r�� IN 1'X I'STONE TRENCH _ _ � \ \ \ \ ^F a GRADING AND DRAINAGE LEGEND DRAWING SCALE =30 INV 102 50 c - ---_ -12 HDPE @ 3 0% \ \ / GRAPHIC SCALE 1.0% PERCENT SLOPE/DIRECTION CONNECT TO EXISTING DMH 0 30' 60' INV.=96.00 _ RAISE MANHOLE COVER X110.00 SPOT ELEVATION sHeerrlrLe \ \ 1 \ s / / RIM=102.00-- HDPE PIPE \ i€ __�- �-_ - RAISE MANHOLE---,, / j \\ \ - COVER RIM PERFORATED HDPE PIPE BASEBALL o _ 102.00 GRADING&DRAINAGE FLAT PANEL DRAIN PLAN A 110 -PROPOSED CONTOUR PVC I PRECAST DRAIN MANHOLE(DMH) DRAWING N0. PVC AREA DRAIN(AD) - _ QW ('2 1 X�c OUTLET CONTROL STRUCTURE(OCS) O 17 0 36 1 2 3 4 5 6 NORTH SALE Gale Associates,Inc. Engineers and Planners 300 LEDGEWOOD PLACE I SUITE 300 E \ \ / / ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 www.gainc.com Boston Baltimore Orlando Hartford Bedford -\ This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or reused in whole or part without the express written permission of Gale Associates,Inc.Copyrlght02024 ff 99.03 PERMIT SET /2- / / �\ "98.91 \ \ \ LLU 00 V / / - \ o w 00 v \99.03 10030 v 02 � Op~CD Q LU j \ ``F — / / \ 98.99� Zw� ' \\ 99.03 pW a, w \ 2H _ > \ /OC) b z O Q0- Elf Z t— L U F— i Og3� 100 30 _\ 97.50 \ \ 99.03 100.30 NO. DATE DESCRIPTION BY B � PROJECT NO. 719560 ; � z CADD FILE 719560_C201 _ DESIGNED BY RDT DRAWN BY RDT \ \ CHECKED BY KFR/PS DATE 1/22/2025 DRAWING SCALE 1"=20' GRAPHIC SCALE °l\ o za' ao' 100.30 \ `` SHEET TITLE \ \ - r\ \ GRADING AND DRAINAGE NOTES: 1. PEDESTRIAN WALKWAY CROSS SLOPES TENNIS y SHALL NOT EXCEED 2.0%AND RUNNING SLOPES SHALL NOT EXCEED 5.0%. GRADING&DRAINAGE PLAN A GRADING AND DRAINAGE LEGEND PERCENT SLOPE/DIRECTION -- '^ DRAWING N0. X110.00 SPOT ELEVATION 110 PROPOSED CONTOUR C202 18 OF 36 D U3 C) o m i I r�V)'�•)�/I ill (1 I�I C ( IIl\(� �� .Ir1c)%y�>>l�� I I I UJI,Ul000 1 l I(lrl) N 1 1I KMI/^II 10 'l(l I`;<(>21 1 r°/ ��`i � •\ >. ......... . l.J ✓ ` 1✓,V;. 1 l r`, \r I„•n 1`/'.A._n l n n...,,1...l �✓ ✓IN...: \� �, (/ J•(7 f c� I I ,r/IY In h, ` ✓rlll r n i \ I ✓U 111VI 1 .I. 37Er; 111 l l/ •, J I r.�I 1,I,."� I '' ✓ ✓!it rr ✓ ,(,()�� II r I i";r�� /;�>\ ` r. l �I _�{� ✓/�, r )I,I ` r I r�� iJ Jrt,, i`r�7<`II cl✓� t 1 �t ✓/.. I I✓... I i;�,�,�„�.. � �,;� ` ! ;.r;% (� i.0 ✓� I�C�.✓,t,/IrII::Ifl1 U�I�IId \" ?✓. I I✓. 7 - ,�a;., sty,_";,� - i 1! .f r n✓ r� {. w, `�—;��. 1 r„eI'• �� J `su j I "/ '��r.,,; ,, ,nra.. fall r wa , � � c`r� 11 I i '/ ' ��1 11n � c U Cx �✓] ��I it ��I.1;:;11-I `"�,' ,, �,........ ,,. ��...I. `'�<,... „��i II'I1�'..`_�iii„ r3/ I m �,{,�, ' ��ht\r✓��„ I`tt J�/��1��,1, .n ��,' I I I I �I �, II I \ l & ill tl lrll)r II rr i r'�1 �Irill j I ✓r rl.l.(itl 7Nol l II I r \ \ l;r�r(1 {I I II I I 'U r r L✓, /I. \ II // � �• ly 1�� r>)� `l�l l.\ll I / 1 ,✓\�� "' I..,,:. ;. 1 li li`I'/I i')n�� I I f...... lull v��/ �� 41 �j „rc F l / (\ I w '� `' .co ,,,. ^I,.., ,�IC, J 'G>.� it .,,�� ,� ."' -•;.. {(/ •. C / h✓ r S nl,I r II ' \� � r ?r✓f?:I.I,1(Il�l`�.. -;� !� ,..�.� II ) %I ,r ,../ ..... ,,..(\�)„( �... )1`I) �/In.Tll✓� ,vl) I.J( 1�,�l i(I(b,.^` 1 4, `�• . �m�;r )�I/I �,, 1. ( is��.,. ` � w( \i Icy Y (/✓J /'?/)Ufl 'I(Ii.l)�/I ( �I i \ ll,'l l„;I�:. � r ,., „` � ....,✓ r'<` C.I'I /' �{ �� /" �).,,..{,{� I1"l)I,ll�i � CFI ,.,,,.�� ,,,,,.,..,: (' /�,,,. r4�i:..;.`� �`.... „�`,.) 1.i„ Z...,) ,....��..,/...,,(,,.,/..,(� �;}�;: is, L c'•.. cr ' () i) (; , r cY s.. .... ,.., ID O VV .-Ll O D z co m D Z 0 n O m m Cn r ZCD ZJ D n � Z O D O >O v m z � z m r O m c 0 z A m z � O O A 2 O z zo PROJECT o -0 AO o g y r m ti o O d _ ➢ 2 ➢ .Z1 m s y tQ N W m z o ATHLETIC FIELD IMPROVEMENTS o Qom m m NORTH ANDOVER HIGH SCHOOL m a >C) c _ 430 OSGOOD STREET D V J D p° o NORTH ANDOVER MA 01845 zoo - T � � N a o � � OWNER cn N z y z TOWN OF NORTH ANDOVER m o m 120 MAIN STREET A u a b NORTH ANDOVER,MA 01845 _ 1 2 3 4 5 6 (30 cm) PLACE TOPSOIL TEMPORARY (5cm-12.5cm) 12" COVERING FOR EROSION AND SEDIMENT CONTROL FOR ALL GALE 0'MIN. 2"-5" STOCKPILES NOT IN ACTIVE STONE PAVEMENT / \� (15c m) STOCKPILE USE 8"MIN. �? l ® _ = Gale Associates,Inc. (15 Cm) = Z Engineers and Planners GEOTEXTILE FABRI 300 LEDGEWOOD PLACE I SUITE 300 E Y -`` "~ I ROCKLAND,MA 02370 EXISTING PAVING 3B P 781.335.6465 F 781.335.6467 w mrgainc.com PROFILE /� \,\ EXISTING GRADE —' NOT TO SCALE (7.5cm) —I Boston Baltimore Orlando Hartford Bedford 0'MIN. \\\\\\\/\/\\/\// 3A This drawing and the design and construction features disclosed 10' IN. are propnetaryto Gale Associates,Inc.and challnot be altered or EXISTING GRADE SILT SOCK reused in whole or part without the express written permission of \\\ O Gale Associates.Inc.copyright©2024 PLAN VIEW 10' IN. O TEMPORARY MATERIAL STOCKPILE AREA NOT TO SCALE N.T.S. NOTES: PERM IT SET NOTES: 1. PREPARE SOIL BEFORE INSTALLING BLANKETS,INCLUDING ANY NECESSARY APPLICATION OF LIME,FERTILIZER,AND 1. STONE SIZE-USE 2"STONE,OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. SEED.NOTE:WHEN USING CELL-O-SEED DO NOT SEED PREPARED AREA.CELL-O-SEED MUST BE INSTALLED WITH 2. LENGTH-NOT LESS THAN 50 FEET. PAPER SIDE DOWN. 3. THICKNESS-NOT LESS THAN(8)INCHES. 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6"(15cm)DEEP X 6"(15cm)WIDE TRENCH WITH 4. WIDTH-TWENTY(20)MINIMUM.BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. APPROXIMATELY 12"(30cm)OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH.ANCHOR THE STAKE IN PLACE NOTES: D TWENTY-FOUR(24)FOOT IF SINGLE ENTRANCE TO SITE. BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"(30cm)APART IN THE BOTTOM OF THE TRENCH. 6'O.C.MIN. 5. GEOTEXTILE FABRIC-WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE.GEOTEXTILE FABRIC BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" COMPOST FILLE 1. THE CONTRACTOR SHALL MAINTAIN THE EROSION SHALL BE MIRIFI 50OX WOVEN FABRIC OR APPROVED EQUAL. (30cm)PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL.SECURE BLANKET OVER COMPACTED SOIL WITH FILTER SOCK CONTROL BERM IN A FUNCTIONAL CONDITION AT ALL 6. SURFACE WATER-ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12"(30cm)APART ACROSS THE WIDTH OF THE BLANKET. TIMES AND IT SHALL BE ROUTINELY INSPECTED. ACROSS THE ENTRANCE.IF PIPING IS IMPRACTICAL,A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 3. ROLL THE BLANKETS(A.)DOWN OR(B.)HORIZONTALLY ACROSS THE SLOPE.BLANKETS WILL UNROLL WITH 2. WHERE THE BERM REQUIRES REPAIR,IT SHALL BE C/)J 7. MAINTENANCE-THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING APPROPRIATE SIDE AGAINST THE SOIL SURFACE.ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE WATER FLOW c,4 ROUTINELY REPAIRED. Q OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY.ALL SEDIMENT SPILLED.DROPPED,WASHED OR TRACKED ONTO ACCESS BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE.WHEN USING 3. THE CONTRACTOR SHALL REMOVE SEDIMENTS 270 ROADS OR PUBLIC RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. OPTIONAL DOT SYSTEM,STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS \`j/\ y COLLECTED AT THE BASE OF THE BERM WHEN THEY LJJ= pp 8. WHEN WASHING IS REQUIRED.IT SHALL BE DONE ON AN AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. /\/\\/ \\ REACH 1/3 OF THE EXPOSED HEIGHT OF THE BERM, U�� Of LO APPROVED SEDIMENT TRAPPING DEVICE. 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"5"(5cm 12.5cm)OVERLAP DEPENDING //// `//`// OR AS DIRECTED BY THE ENGINEER. LJJ U�WO W 00 9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. ON BLANKET TYPE.TO ENSURE PROPER SEAM ALIGNMENT,PLACE THE EDGE OF THE OVERLAPPING BLANKET(BLANKET > wQ >O o BEING INSTALLED ON TOP)EVEN WITH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET. O �� W Q 5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END(SHINGLE STYLE)WITH AN (~ z LU APPROXIMATE 3"(7.5cm)OVERLAP.STAPLE THROUGH OVERLAPPED AREA,APPROXIMATELY 12"(30cm)APART ACROSS _coo Q C)f ENTIRE BLANKET WIDTH. w OIJJ w (n LU L1J O> z STABILIZED CONSTRUCTION ENTRANCE 2 EROSION MATTING DETAIL 4 SILT SOCK EROSION CONTROL LUO(Do U.- O N.T.S. O N.T.S. O N.T.S. LL�0< �N= Z� z�H C = W=�H O Jof O 20 Z SILT SOCK AROUND SAWCUT SURFACE CONTRACTOR TO EXCAVATE TO PERIMETER FINISHED GRADE COURSE AT JOINT 12"MIN. SUBGRADE ELEV.,POWERWASH EXISTING Q z ASPHALT AND APPLY TACKCOAT PROPOSED BITUMINOUS EXISTING BITUMINOUS7 SURFACE COURSE NS-x/x PAVEMENT. PROPOSED BITUMINOUS DURING CONSTRUCTION,INSTALL AND MAINTAIN - BINDER COURSE SILT SACKS TO TRAP SEDIMENT IN RUNOFF. EXISTING STONE - TEMPORARY CHAIN LINK FENCE ALONG INSPECTION SHALL TAKE PLACE AFTER EACH = _ DENSE GRADED CRUSHED STONE SUBBASE. - TO MATCH EXISTING BASE DEPTH LIMIT OF WORK AS NECESSARY TO HEAVY RAIN EVENT AND REPLACEMENT SHALL BE SECURE PROJECT SITE.WIND SCREEN PER THE DIRECTION OF THE OWNER'S SWEEP CLEAN AN FOR DUST CONTROL REPRESENTATIVE. APPLY TACK COAT PREPARED SUBGRADE. v v v vv vvv NO. DATE DESCRIPTION BY v vQ X�v �v�"v��r PROJECT NO. 719560 B w TYPICAL EXISTING BITUMINOUS PAVEMENT \ CADD FILE 7195601 O INLET PROTECTION/SILT SACK O TO NEW BITUMINOUS PAVEMENT DETAIL vv v vv vvv v �+ 7 N.T.S. N.T.S. DESIGNED BY ROT v. v DRAWN BY ROT z v v v CHECKED BY KFR/PS ur- v v vv.� v DATE 1/22/2025 v v vv DRAWING SCALE N.T.S. v CONTRACTOR TO FILL JOINT W/"THICK FIBRE"JOINT FILLER vv v TO THE FULL DEPTH OF THE BITUMINOUS PAVEMENT TO GRAPHIC SCALE vv v FINISH GRADE SEAL W/SIKAFLEX-2c NS TG SEALANT AT ALL LOCATIONS v�v LLv WHERE CONCRETE ABUTS BITUMINOUS PAVEMENT \It \It \It \It \It \I, \I, \Ii CONCRETE SHEET TITLE BITUMINOUS PAVEMENT 6"MIN. GROUND ELEV. / // // // / / // // ///j/ / / / j j I _ E- � � � � SURFACE COURSE BINDER COURSE DETAIL SHEET CONCRETE BLOCK(TYP.) - - - 1 OF 13 A COMPACTED' TOP SOIL = SUBBASE DRAWING NO. TYPICAL CONCRETE TO OTEMPORARY CONSTRUCTION FENCE O LOAM&SEED(DISTURBED AREAS) O PAVEMENT DETAIL(ALL CASES) C501 N.T.S. N.T.S. N.T.S. 20 OF 36 1 2 3 4 5 6 GALE Gale Associates,Inc. Engineers and Planners PLACE I SUITE 300 E riROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 w mrgainc.com BLACK VINYL COATED BLACK VINYL COATED LINE POST LOOP CAPL�w GATE PLAN Boston Baltimore Orlando Hartford Bedford END&CORNER POST CHAIN LINK FABRIC GATE PLAN vvvvv -vv��vvvvv This drawing and the design and construction features disclosed OPENING aresed ii tary whole Gale Associates,Inc. shall rafter t be pane alte or red vv ✓ � v 48" reused in whole or part without the express Written permission of �v vvv-vv vv v v LINE POST S Gale Aesociates,Inc.Copyrlghl©2024 1 1/2"SURFACE COURSE,ONvv ��' TOP RAIL&BOTTOM RAILS y' �" S 3" HINGE 2"BINDER COURSE. v vv LINE POST(ROUND) POST vvv v v LATCH vV POSTS v`"`�v` XX F PERMIT SET vv vv vv U U F vvv v H-1 B 1 �v v H-1 B-1 TRUSS ROD LINE POST TIE B-1 v v" <x->�\ 8"DENSE GRADED CRUSHED STONE v v Jvv v-, D v COMPACTED SUITABLE SUBGRADE SOIL 10'-0"MAX SPACING Cl)J DROP ROD IN CONCRETE Z Q 6 ENCASED PVC SLEEVE Lu U�coLO LO WC/)WO LU 00 F— zw� �� Qpf ��OW =~w w WQ> �z> O O0 �Q o BITUMINOUS PAVEMENT SECTION PERMANENT CHAIN LINK FENCE SINGLE LEAF GATE DETAIL DOUBLE LEAF GATE DETAIL LIJ J> O z�z O N.T.S. O N.T.S. O N.T.S. O N.T.S. LL�0Z N= Z0 z�H C =OMB O O Wz Jhr O �0 Z QZ FENCE HEIGHT END&CORNER POSTS LINE POSTS CORNER�f �1'_,f/ NOMINAL B-1 H-1 B-2 H-2 N HEIGHT BAR LENGTH HEIGHT ABOVE GRADE BAR LENGTH HEIGHT ABOVE GRADE END 4'-0" T-O" 4'-0 5/8" 61-8" 3'-8 7/8" 10'MAX. 10'MAX. 6-0" 9'-0" 6-0 5/8" 81-8" 5'-8 7/8" 6"MIN. ,,�EzS �'�._ POST LOOP CAP TOP RAIL(BRACE) VARIES:2'MAX./ BRACE RAIL LOOP CAP POST CAP v 11'-0" " 7'8'-0 5/8" 10'-8 -8 7/8" S� SINGLE OR DOUBLE LEAF GATES Im BBRACE RAIL a vvNOM HEIGHT(H) UPRIGHT HT(U) FRAME HT(F) v kT I �\ NOTES: U> TIES 12 CENTERS v �v v vvv v vv \� 5/16"8MM 0 ACTUAL DIM ACTUAL DIM No. DATE DESCRIPTION BY 69 � @ 1 3 [ ) 1. ALL CHAIN LINK FENCE FABRIC SHALL BE 4x 4 a � Y � STRETCHER BARY BOLT&NUT BOLT W/HEX PRodEcr No. 719560 B > vv i CHAIN LINK FABRIC NO 9 GAGE v NUT 4'-0" 3 10" 3'81/2' KNUCKLED(TOP AND BOTTOM) v v 2"MESH TWISTED AND BARBED vv `TRUSS SS 0 �� RAIL ND W/BRACE DOFFSET LUG BRACE RAIL 6'-0" 5'10" 6-81/2" cADD FILE 71956o_c501 v v-x TOP AND BOTTOM SELVAGE S v � BRACE RAIL RAIL END W/OFFSET 8'-0" 7'10" 7'81/2" 2• ALL CHAIN LINK FENCE POSTS,FABRIC,TIES DESIGNED BY ROT v AND MATERIALS SHALL BE BLACK PVC GRADE v xv v G DRAWN BY ROT v X____X_____x____ __< _ _ TENSION OR BRACE COATED. LINE POST FABRIC BAND BAND SINGLE LEAF GATES CHECKED BY KFRI PS 3" TIES @ 24" 2'-O" BOTTOM RAIL TRUSS RO CENTERS TENSION BAR ROUND OPENING GATE POSTS HINGE SPACE(S) 3. CENTER UPRIGHT REQUIRED ON GATE LEAVES DATE 1/22/2025 3'-0" 8'-0"&WIDER.CENTER RAIL REQUIRED ON DRAWING SCALE N.T.S. CONCRETE BASE 6'LINE FACE TO FACE SO&RND SIZES POST TO UPRIGHT DRAWING 6„ POST S-O" 2 1/2" FOR SQUARE& GATE LEAVE -0"&HIGHER. GRAPHIC SCALE CROWNED 1"ABOVE 12 ® THROUGH OR ROUND GATE POSTS: GROUND AT ALL �6" TURNBUCKLE LINE POST 6'-0" 3"OD 21/4"[57MM] 4. CONCRETE FOOTINGS SHALL BE FOUR(4)x POSTS(TYPICAL) LINE POST 12 LINE POST ELEVATION THE POST DIAMETER,OR AS DESIGNATED ON CORNER OR END OR GATE POST INDIVIDUAL DETAILS. CORNER OR END POST DOUBLE LEAF GATES SHEET TITLE NOTES: ® 5. FENCE CAP SHALL ON BASEBALL OUTFIELD END,CORNER,OR GATE POST OPENING GATE POSTS HINGE SPACE(S) FENCE SHALL BE PROVIDED FROM FOUL POLE 1. ALL CHAIN LINK FENCE FABRIC SHALL BE KNUCKLED(TOP AND BOTTOM). ELEVATION FACE TO FACE SQ&RND SIZES POST TO UPRIGHT TO FOUL POLE. 2. ALL CHAIN LINK FENCE POSTS,FABRIC,TIES AND MATERIALS SHALL BE BLACK PVC 6'-0" 2 1/2" FOR SQUARE& DETAIL SHEET COATED. THROUGH OR ROUND GATE POSTS: 6. ALL CHAIN LINK FABRICK SHALL BE INSTALLED 3. CONCRETE FOOTINGS SHALL BE FOUR(4)x THE POST DIAMETER,OR AS DESIGNATED ON 12'-0" 3"OD 21/4"[57MM] ON THE FIELD SIDE OF THE FENCE. 2 OF 13 INDIVIDUAL DETAILS. A 4. TOP OF CONCRETE FOOTING SHALL BE 6"BELOW FINISHED GRADE. DRAWING NO. CHAIN LINK FENCE&GATE T CHAIN LINK FENCE CORNER DETAIL O CONNECTION DETAIL O CHAIN LINK FENCE AND GATE NOTES C502 N.T.S. N.T.S. N.T.S. 21 OF 36 1 2 3 4 5 6 SYNTHETIC TURF SURFACE PER SPECIFICATION GALE TOP OF INFILL ANCHOR CURB WITH CHAIN LINK FENCE OR BASE STONE DEPTH TO BE A MINIMUM OF ANCHOR CURB WITH Gale Associates,Inc. SAFETY NETTING FINE GRADE AGGREGATE(1"MAX.) 8"ACROSS EXTENT OF FIELD CHAIN LINK FENCE OR Engineers and Planners E (9"INCLUDING FINE GRADE AGGREGATE) SAFETY NETTING 300 LEDGEWOOD ND,MA 0237ACE I SUITE 300 0.50%SLOPE P 781.335.6465 F 781.335.6467 w mrgainc.com 0.50%SLOPE Boston Baltimore Orlando Hartford Bedford = - INFILLED SYNTHETIC TURF ------------ 77 777 This drawing and the design and construction features disclosed __ _ _ __ _ _ _ _ _ _ _ _ _ _ _ _ 9 9 -- are proprietary to Gale Associates,Inc.and shall not be altered r - - - FINE STONE LAYER a c ry ee o BA E T N E _ _ - - S S 0 - I . .: __^ �, _,,. -__ _•�, _ _ _ `_ -� reused in fission of _ _ _ �who e or part without the express written perm BASE STONE - _ Gale Associates Inc.Co ri hl©2024 _.=.PER SPECIFICATION = ( )-.^ _ = vv9 _ - PERSPECIFICATION _ - = = _ ° -_ _ - 0.50%SLOPE - _ _ _ - _ BASE STONE SUB-GRADE TO BE COMPACTED SUBGRADE OR 12"FLAT PANEL DRAINS 30'O.C. MULTI-FLOW DRAIN, PERMIT SET GRADED AT A MINIMUM COMPACTED ORDINARY N (SEE DRAINAGE PLAN FOR LAYOUT) OR EQUAL v._ OF A 0.5%SLOPE BORROW FILL AS REQUIRED. GEOTEXTILE FABRIC GEOTEXTILE FABRIC REFER TO SPECIFICATION. GEOTEXTILE FABRIC (MIRAFI 140N OR CORRU-TAP,OR EQUAL 6 APPROVED EQUAL) (MIRAFI 140N OR GEOTEXTILE FABRIC(MIRAFI APPROVED EQUAL) PERFORATED HDPE 140N OR APPROVED EQUAL) D COLLECTOR DRAIN 3' HDPE COLLECTOR PIPE NOTES: %"WASHED COMPACTED SUBGRADE CRUSHED STONE 1. WHERE INFILTRATION COMPONENTS ARE INSTALLED IN TRENCHES,TRENCH SHALL BE OVER EXCAVATED A MINIMUM OF 12 INCHES IN ALL DIRECTIONS,BACKFILLED,AND COMPACTED 3/"\AfncuFn ral IgPPD ONE TO 95%FIELD DENSITY IN 6 INCH LIFTS WITH SUITABLE GRANULAR MATERIAL TO THE TOP OF THE TRENCH;AND RE-EXCAVATED FOR INSTALLATION OF PIPE AND STONE. GEOTEXTILE FABRIC C/)J (MIRAFI 140N OR ~0 2. ENGINEER SHALL INSPECT EXCAVATION PRIOR TO INSTALLATION OF DRAINAGE COMPONENTS AFTER OVER EXCAVATION,BACKFILL,COMPACTION AND RE-EXCAVATION. APPROVED EQUAL) W O 'i 3. CONTRACTOR RESPONSIBLE FOR REMOVING ALL TOPSOIL MATERIAL PRIOR TO PREPARING THE SUBGRADE TO RECEIVE PERVIOUS STONE BASE MATERIAL PER SPECIFICATION.ANY � LO FILL MATERIAL USED TO BRING THE SUBGRADE TO THE FINISHED SUBGRADE ELEVATION SHALL COMPACTED ORDINARY BORROW FILL,REFER TO SPECIFICATION. >C/)LU< >O o �� Qin p� TYPICAL COLLECTOR PIPE C)w0> o �zui p TURF FIELD SECTION AND LATERAL CONNECTION opo0 Liz O N.T.S. O N.T.S. LL OQ O _ C =<(=) (nM— O O w��0 Q z Q Z FINISHED GRAD PER PLAN MANHOLE SOLID COVER INFILLED SYNTHETIC TURF = - - - BASE STONE AT TURF C= O ROUND COVERI(H-20 LOADING - D ❑❑❑ FINE GRADE AGGREGATE(1"MAX.) _ = O ❑❑❑❑❑ 1.13" No. DATE oEscRlPnoN BY B ❑❑❑11❑❑❑ PROJECT NO. 719560 0 ❑❑❑❑ ❑❑❑ r-� NOTES: CADD FILE 719560_C501 O ❑❑❑❑®❑❑❑❑ O DESIGNED BY ROT STONE BASE 1. STANDARD MANHOLE SOLID COVER HAS H-20 HEAVY DRAWN By ROT -> 30 0 C(SEE PLAN) - � � ❑❑❑❑❑❑❑ DUTY RATING 8'(TYP) - PVC DRAIN BASIN O ❑❑El El❑ O 2. QUALITY:MATERIALS SHALL CONFORM TO ASTM A536 CHECKED By KFRf Ps NON-WOVEN GEOTEXTILE FILTER (DIAMETER ❑®❑ GRADE 7050-05 DATE 1/22/2025 FABRIC 4"/6"/8"/12"/15" VARIES) C FRAME 3. MATERIAL:DUCTILE IRON CORR.HDPE 4. PAINT:CASTINGS ARE FURNISHED WITH A BLACK DRAWING SCALE N.T.S. INVERT ELEV. 2.47" PAINT GRAPHIC SCALE VARIES 47" 5. LOCKING DEVICE 5/16-18 ZINC GOLD HEX BOLT 1"LG USE;/2"SOCKET TO REMOVE,2 PLACES SHEET TITLE 12"MULTIFLOW FLAT PANEL DRAIN STANDARD COMPACTED SUBGRADE OR ORDINARY BORROW AS NOTES: REQUIRED.REFER TO DETAIL SHEET SPECIFICATION. 1. FOR STRUCTURE LOCATIONS,SEE DRAINAGE PLAN. 3 OF 13 2. CONTRACTOR TO SURVEY LOCATE INSTALLED A STRUCTURE RIMS PRIOR TO COVERING TO BE INCLUDED IN AS-BUILT. DRAWING NO. SYNTHETIC TURF SECTION& OFIELD UNDERDRAIN DETAIL O PVC DRAIN MANHOLE OR CATCH BASIN O PVC MANHOLE COVER C503 N.T.S. N.T.S. N.T.S. 22 OF 36 1 2 13 4 5 6 CONTRACTOR TO ADHERE SHOCK PAD AND GALE SYNTHETIC TURF TO MANHOLE COVER AND ALLOW FOR ACCESS TO OCS RIM EL.=TOP OF STONE SYNTHETIC TURF Gale Associates,Inc.Engineers and Planners E 3 COURSES MASONRY EXISTING MANHOLE ROCKLAND,MA 02370CE SUITE 300 BLOCK MAX. (BRICK OR www r 4� �^ CONCRETE) P 781.335.6465 F 781.335.6407 .gainc.com I. - - Boston Baltimore Orlando Hartford Bedford EL.103.94' 1Y, - iT ✓i / /\// FINISH SURFACE PER This drawing and the design and construction features disclosed SLAB_TOP PIPE TO BE SET FLUSH WITH arepropnetarytoGaleAssociates,lnc.and shall not be aliened or 12"PVC PIPE /j j 24 O j\\j\\ _= = INSIDE FACE OF STRUCTURE WHEREPAVEMEAPPLICABLE NT PLANS mused in whole nsso is without tte pe mission of zoza REMOVABLE PIPE BRACKET \ PROPOSED OR / SUITABLE BACKFILL MATERIAL OPENING EXISTING PIPE SEE PLANS FOR INVERT FROM EXCAVATED MATERIAL \\/ LOOSE BELL END JOINT FOR PRECAST _ __ AND/OR ORDINARY BORROW TOP SECTION REMOVAL 7' CONCRETE COMPACTED IN 10"LIFTS STAINLESS STEEL PIPE TIE/BRACKETS AS NEEDED MANHOLE :::�? EXPANSION BAND \ / STAINLESS STEELPERMIT �■,IT ^T 24"O.C.MIN. PIPE CLAMP GRAVEL BORROW MHD M1.03.0 INITIAL BACKFILL 6"MIN LL I\V/I� I LL I ( ) 12"0 OUT 10"0 IN PERFORATED HDPE TYPE C OR X"CRUSHED `\/ _ j ABOVE TOP OF PIPE EL.98.00' COLLECTOR PIPE NPC KOR-N-SEAL PIPE STONE COMPACTED IN 10" TO MANHOLE LIFTS \/ CONNECTION(OR - 4"MIN.BEDDING MATERIAL 12"0 PVC TEE ) -- O EQUAL %"CRUSHED STONE — BELOW BOTTOM OF PIPE D CAPPED END 12"OF COMPACTED — Y � 0 CRUSHED STONE - \ /j NOTE: Z:_ \\` CONTRACTOR SHALL PROVIDE UNDISTURBED EARTH OR 12" IP 12" SHEETING,TRENCH BOX OR SLOPED 10"INLET COMPACTED SUBGRADE O.D. WALLS IN ACCORDANCE WITH INV.=100.43 NOTES: NOTES: APPLICABLE SAFETY REGULATIONS U)___J 10"INLET 1. FOR STRUCTURE LOCATIONS,SEE DRAINAGE PLAN. 1. ALL METAL FIXTURES SHALL BE STAINLESS STEEL. Z O Ln INV.=101.75 2. CONTRACTOR TO SURVEY LOCATE INSTALLED 2. PIPE SHALL BE FLUSH WITH THE INSIDE OF THE MANHOLE. W= pp STRUCTURE RIMS PRIOR TO COVERING TO BE 3. FOR PROPOSED MANHOLE INSTALLATION AT EXISTING PIPE,CONTRACTOR 2E U INCLUDED IN AS-BUILT. SHALL EXTEND PIPE INTO NEW MANHOLE USING A SPOOL PIECE(OF SAME W WO W ap >PIPE MATERIAL)WITH FERNCO COUPLES. > wQ p o PLAN VIEW I 12"OUTLET �� z W %� pf INV.=98.00 _C Q ow (UP TO 24"DIA.) 0w�0 o ozo TURF FIELD OUTLET CONTROL STRUCTURE PIPE CONNECTION TO MANHOLE NON-PERFORATED HDPE TRENCH DETAIL wp00 LL�z O N.T.S. O N.T.S. O N.T.S. —0 Cnz N= Z0< C �_�� O 0 W 0-1 J� O �0 Z t ] T j' s 0 _ KITED STATES ATENT r 63 SSUED UGUST JI. lNITED STATES PATENT#B;ole.;ue ISSueD SEPTEMBER;3,zL ARTFICIAL TURF HINGED ACCESS COVER HAND HOLE COVER MAIN ALUMINUM LID I'I, SYNTHETIC TURF HANDHOLE AS MANUFACTURED BY SPORTSFIELD SYNTHETIC INFILL TURF (PAD LOCKABLE- OPTIONAL NAILER BOARD (INSTALLED BY OTHERS) I �SuPPDED BY OTHERS) i-(INSTALLED BY OTHERS) a0o 4gRC QUICK CONNECT SPECIALTIES OR APPROVED EQUAL 11l WATER VALVE (OR EQUIVALENT) SYNTHETIC TURF SUB-BASE SUPPLIED BY OTHERS SYNTHETIC INFILL TUFF MATERIAL ATTACHMENT!EDGE �. STAINLESS STEEL HARDWARE 2`O.P.PRE _ CLAMPS o O 4 CONCRETE BACKING (INSTALLED By OTHERS) 8"DENSE GRADED = NO. DATE DESCRIPTION BY CRUSHED STONE - PROJECT No. 719560 B ��E ue-BASE - - AT=R,AL m� 3/4"CRUSHED STONE LEVELING BRICY r ALL;"hUYCADD FILE 719560_C501 b`ALUM#NUN I�G DIVIDER PANEL CONCRETE BACKING \\�\✓j�\��\l�\l� \\ \,\��\ \,/\" COMPACTED SUBGRADE DESIGNED BY RDT CONSTRUCTION BOLT'> 1, /^ '<l�\�/�\/�\��l DIMENSION FROM TOP FOR DRAa+AGEBPURPOSE>� LEVELING BOLT \\/\\\\\\\;\\\\\\\\ %\%\%\/%\\5 MW i/ 2"IRS THREADED(MALE OR DRAWN ev RDT o SYN HETC TURF FACTORY PROVIDED 3/8"DIA \ \ \\\\\\\ \\ FEMALE WATER SUPPLY //\ . ) CHECKED BY KFR/PS ATTF cHMENT LEDGE To TOP HAND LE CIRCULAR PERFORATED DRAIN HOLES COMPACTED /i\i\i\i\i\i i i j\\'\%j\%%\ i i%i CONNECTION,PURGE OF ALL O,COMBOX,t GASKET HAND BOLE CD`ZEti? _EVBLING BRICK \/�/�%�/�/�'/\/�\\%�/ ��\�\��\�\\��\�\��. DATE 1/22/2025 I-114„HIGH.FLERIBLE SUBGRADE � i CONTAMINANTS BEFORE GASKET DEALS _(FACTORY PRE-INSTALLED- CONNECTING. DRAWING SCALE N.T.S. BOTH INTERIOR& � \/\ r \ !\\i�/�\\� GRAPHIC SCALE ( E7TERIOR PERIMETERS) ENSION FROM BOTTOM QF svN HE€C /✓./,/,// ,/// /,//\//\/i//i---DRAINPIPE THRU WEEP-H LE IN DIM TURF ATTACHMENT LEDGE S BOTTOM) Ta BOT OM OF COMBaes ?` aET -F NOTE: SHEET TITLE SYNTHETIC INFILL TURF ATTACHMENT LEDGE 1. YARD HYDRANT SHALL BE M-475 AS MANUFACTURED BY MURDOCK, AAA, OR APPROVED EQUAL. �_=Cpa�� ,• PVC DRAIN TUB FOR '; POSITIVE°�aECT:DUI 3 DETAIL SHEET 6' TD.UBSURFAtE 2. BOX TO BE SET ON 12"LAYER OF 4'CRUSHED STONE.BOTTOM TO v1 DRA NAGE SYSTEM o- BE PERFORATED TO PERMIT PROPER DRAINAGE. T" (INSTALLED EY OTHERS) I. 4 OF 13 CBIT1830(3500)Coi+ TCITQCV(TC-3700-QCV PLUS) A WITH PATENTED INFILL RETAINER SYSTEM QUICK CONNECT VALVE SOX --� Mr,_.Se SreraLP E NOT To SIB _R.. 3.n SP=cmi-T cs III I_tszel5 DRAWING NO. O SYNTHETIC TURF BOX(COMBOX) T SYNTHETIC TURF BOX(QUICK CONNECT) O WATER COUPLING/DISCONNECT IN SYNTHETIC TURF C504 N.T.S. N.T.S. N.T.S. 23 OF 36 1 2 3 4 15 16 INSTALL PER MANUFACTURERS INSTALL PER MANUFACTURERS SPECIFICATIONS SPECIFICATIONS GALE 20'rL TO SURFACE y CHAIN LINK FENCE VARIES END POST LINE POST d POST TURF ANCHOR 2 Gale Associates,Inc. Engineers and Planners E a <<Q 18"DEEP CONT. a 300 LEDGEWOOD PLACE SUITE 300 ANCHOR CURB ANCHOR CURB ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 w mrgainc.com PER PLAN a Boston Baltimore Orlando Hartford Bedford TENSIONER ASSEMBLY a a 9,1 TENEX CABLE This drawing and the design and construction features disclosed Qare proprietary to Gale Associates,Inc.and shall not be altered or HEMMED EDGE O F NET reused in whole or part without the express written permission of VARIES VARIES Gale Associates,Inc.Copyrighl©2024 PER PLAN PER PLAN CHAIN LINK PER MANUFACTURER'S FENCE HEIGHT q STRUCTURAL ENGINEER o d� VARIES 4 1' vvvvvv vvvvv`X vv PERMIT SET vvvvv� vvv�v�v vvvv�v _ vv vwwvww wv 1 <o vvvvvvvvvv ��vvvv CONC.FOUNDATION TENSIONING HALYARD �vvvvvvvvvvv PER vvvvvvvvvvvv ,,,,,,,,,,,, FOR NETTING POLES vvvvvvvvvvv vvvvvv q< (TO TIE-OFF CLEAT) PLAN vvvvvvvvvvvv vvvvvv vvvvvvvvvvv v vvv vvvvvvv vvvv v vv� vvvvvvv� vvv a 2.5" vvvvwvv � v� FINISHED GRADE 4a CHAIN LINK 6 Ll FENCE GROUND�� `.a. PER MANUFACTURERS SAFETY STRUCTURAL ENGINEER NOTES: SLEEVES NETTING POST Cf)Q NOTE: L0 1. NETTING SHALL OVERLAP WITH THE CHAIN LINK FENCE A ?4 SECTION A-A LZ O � THE HALYARDS SHALL BE RUN DOWN THE MINIMUM OF 1-FOOT AND SHALL BE SECURED TO THE _ co LO FIELD SIDE OF THE NET TO HOLD THE NET FENCING FABRIC WITH QUICK CLIP SPRING HOOKS. NOTE: Lij U L JO W 00 AGAINST THE POSTS TO MINIMIZE BILLOWING WQ >O o OUT FROM THE WIND. 2. NETTING SHALL OVERLAP THE CHAIN LINK FENCE ON THE CONTRACTOR SHALL PROVIDE FOUNDATION DESIGN = PLAYING FIELD SIDE OF THE FENCE FABRIC. PLAN STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE �(D�� Z W STATE OF MASSACHUSETTS PRIOR TO INSTALLATION. =Uoo� Q C)f � Q> �z0 SECTION"A-A"@ SAFETY p LL o p o- TENSIONING POST DETAIL FENCING AND SAFETY NETTING SAFETY NETTING FOUNDATION NETTING SYSTEM FOUNDATION wp(D0 LL z O N.T.S. O N.T.S. O N.T.S. O N.T.S. LL�0< N= Z� c F:=�� O 0 W�__�� Jhr O �0 Z QZ PAVEMENT FIELD FIELD FIELD GROUND SLEEVE GROUND SLEEVE CHAIN LINK FENCE 1 SWING GATE SAFETY NETTING/BACKSTOP POST SAFETY NETTING)BACKSTOP POST 2y"MINIMUM CONC.ON 2 2'MINIMUM CONC.ON EACH 2 Z'MINIMUM CONC.ON EACNH EACH SIDE OF POST. SIDE OF POST SIDE OF POS INFILLED SYNTHETIC TURF INFILLED SYNTHETIC TURF INFILLED SYNTHETIC TURF �" 6� 2" 5" 2, LOAM AND SEED OR 5" 5" 2" LOAM AND SEED OR LOAM AND SEED OR PAVEMENT(VARIES) PAVEMENT(VARIES) PAVEMENT(VARIES No. DATE DESCRIPTION BY FINE GRADE AGGREGATE FINE GRADE AGGREGATE FINE GRADE AGGREGATE i // / 1"MAX, PROJECT NO. 719560 B \ (1 MAX.) 1" X. DESIGNED BY RDT ---- _. BASE STONE 15 BASE STONE 15' BASE STONE DRAWN BY RDT DENSE GRADED 15 MIN. " MIN. CHECKED BY KFRIPS CRUSHED STONE MIN. DATE 1/22/2025 • = — _ DRAWING SCALE N.T.S. 4000 P.S.I.CAST-IN-PLACE COMPACTED 4000 P.S.I.CAST-IN-PLAC COMPACTED 4000 P.S.I.CAST-IN-PLACE COMPACTED CONCRETE CURB T- GRAVEL BORROW CONCRETE CURB yy GRAVEL BORROW CONCRETE CURB GRAVEL BORROW GRAPHIC SCALE 9 REINF.BAR 12 12-- 8' 44 REINF.BAR 12 15 8' #4 REINF.BAR 12 MIN 15 8' MIN MIN - � - (TYP.) MIN (TYP.) MIN (TYP.) MIN SHEET TITLE `t COMPACTED COMPACTED NETTING/BACKSTOP COMPACTED NETTING POST AND SUBGRADE SUBGRADE POST AND FOUNDATION SUBGRADE FOUNDATION(SEE NOTE 2) (SEE NOTE 2) DETAIL SHEET 6OF13 NOTE: NOTE: NOTE: A SAWCUT CONTROL JOINT J'WIDTH X 4"DEPTH) 1. SAWCUT CONTROL JOINT(8"WIDTH X 4"DEPTH)ON EACH SIDE OF POST. 1. SAWCUT CONTROL JOINT(g"WIDTH X 4"DEPTH)ON EACH SIDE OF POST. ON EACH SIDE OF POST. 2. CONTRACTOR SHALL PROVIDE FOUNDATION DESIGN STAMPED BY A PROFESSIONAL 2. CONTRACTOR SHALL PROVIDE FOUNDATION DESIGN STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF MASSACHUSETTS PRIOR TO INSTALLATION. ENGINEER LICENSED IN THE STATE OF MASSACHUSETTS PRIOR TO INSTALLATION. DRAWING NO. CONCRETE ANCHOR CURB WITH CONCRETE ANCHOR CURB W/BACKSTOP OR CONCRETE ANCHOR CURB WITH OCHAIN LINK FENCE AT TURF FIELD SECTION O 30-FT NETTING POLE AT TURF FIELD SECTION O 20-FT NETTING POLE AT TURF FIELD SECTION C506 N.T.S. N.T.S. N.T.S. 25 OF 36 1 2 3 4 5 6 GALE 13"CONCRETE FLUSH WITH FINISH GRADE Gale Associates,Inc. PAVEMENT 13' Engineers and Planners EBACKSTOP POSTA", 300 LEDGEWOOD PLACE I SUITE 300 ROCKLAND,MA 02370 TURF P 781.335.6465 F 781.335.6467 www.gainc.com 11 IFBoston Baltimore Orlando Hartford Bedford INLAID LOGO -�, This drawing and the design and construction features disclosed are propnetary to Gale Associates,Inc.and shall not be altered or reused in whole or part without the express written permission of 7' IN.6-4' #4 TIES @ 4"O.C.TOP 12" 40' 11'+ Gale Associates,Inc.Copyrlght©2024 THEN#4@18"O.C. REMAINDER. 1014 18 REINFORCING BARS. 15'± fc=3,000 PSI @ 28 DAYS AIR ENTRAINED. R30' gERMI3 T SET 3'7" 8"MIN.COMPACTED 1 \ / STRUCTURAL FILL. MIA. MIN. \ NOTE: CONTRACTOR SHALL PROVIDE FOUNDATION DESIGN STAMPED BY A PROFESSIONAL NOTES: D ENGINEER LICENSED IN THE STATE OF MASSACHUSETTS PRIOR TO INSTALLATION. 34'-11" 1. COLOR TO BE STANDARD RED.LOGO TO HAVE WHITE BORDER. (BOTH SIDES) FOOTING 2. CONTRACTOR TO PROVIDE DIMENSIONED DRAWING OF LOGO AND COLOR SAMPLES. 3. FINAL LOGO DIMENSIONS,GRAPHICS,AND COLORS TO BE APPROVED BY THE OWNER. C/)J 4. CONTRACTOR TO"DRY FIT"LOGO IN THE FIELD FOR APPROVAL BY OWNER PRIOR TO ~O Lu 0 PLAN VIEW PERMANENT INSTALLATION. � co Of BASEBALL LOGO wCwo > N.T.S. MAX.10'-0" MAX.10'-D" MAX.10'-0" MAX.CEN10'-0TER-, O Of2 W Q ON CENTER ON CENTER CD Z w TYP.SIDES ON CENTER ON CENTER TYP,SIDES _C% Q pf Ow =~W w w H�> \ Y �w0� OQo 4 � \\ \ J> O z Z vv \v\ CO/)z O N= s \ w 0 LL � LL O z C 18"RAILS \ 9 GAUGE CORE BLACK \ VINYL COATED CHAIN LINK v 12' Q FABRIC. \ Y\ \ \ \ \ 5 6 41'HEIGHT v 4"O.D.2 PC ALUMINUM POST. 77 9 GAUGE CORE BLACK FOR FOUL POLE VINYL COATED CHAIN \f 20' LINK FABRIC. Asm 68"LINE POSTS \ \\ Y \ 5 NO. DATE DESCRIPTION BY B vv v MAKE FENCE CONNECTIONSTO POLE6 GAUGE CORE BLACK uv PRodEcrNo. 71g5so v VINYL COATED CHAIN FOUL POLE cADD FILE 719560_0501 LINK FABRIC, DESIGNED BY ROT Y 8'-0" 6 DRAWN BY ROT CHECKED BY KFR/PS GRADE GRADE v\vv DATE 1/22/2025 LINE POST TIE DRAWING SCALE N.T.S. GRAPHIC SCALE 6-0" TOP OF CONCRETE ANCHOR CURB SHEET TITLE MIN.18"0 CONCRETE FOOTING SIDE VIEW SIDE VIEW NOTE: NOTES: 1. FOUL POLE TO BE MODEL NO.FPW420,AS MANUFACTURED BY SPORTSFIELD DETAIL SHEET SPECIALTIES,INC.,P.O.BOX 231,41155 STATE HIGHWAY 10,DELHI,NY 13753 7 OF 13 1. CONTRACTOR SHALL PROVIDE 6"FABRIC OVERLAP. (TEL:888-975-3343),OR APPROVED EQUAL.FINAL COLOR TO BE YELLOW. A 2. ALL SPACING FOR WIRE TIES AND RAIL TIES SHALL BE PER SPECIFICATION SECTION 32 3113. 2. FOUL POLE SHALL BE ORIENTED SUCH THAT THE WING IS PERPENDICULAR TO THE FOUL LINE,WITH THE WING ON THE"FAIR"SIDE OF THE POLE. 3. ALL BACKSTOP FENCING POSTS,FABRIC,TIES AND NECESSARY MATERIALS SHALL BE BLACK PVC COATED AS STATED IN SPECIFICATION SECTION 32 3113. DRAWING NO. 4. ALL BACKSTOP CHAIN LINK FABRIC TO BE KNUCKLED(TOP&BOTTOM).FABRIC TO BE ON THE FIELD SIDE OF POSTS. 1 O BASEBALL BACKSTOP DETAIL 5. CONTRACTOR SHALL PROVIDE FOUNDATION DESIGN STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF MASSACHUSETTS PRIOR TO INSTALLATION. O FOUL POLE C507 N.T.B. 3 N.T.S. 26 OF 36 1 2 3 14 5 6 NOTE: INFIELD LIMITS LINE GALE 1. THE TOP OF THE PITCHER'S RUBBER MUST BE 10"ABOVE WRAP SYNTHETIC TURF 4"MIN.OVER THE TOP SURFACE OF HOME PLATE.THERE SHOULD BE A ANCHOR CURB AND ATTACH PER GRADUAL SLOPE OF 1 INCH(V)PER FOOT FROM A POINT MANUFACTURER RECOMMENDATIONS 6 INCHES(6")IN FRONT OF THE PITCHER'S RUBBER TO A POINT 6 FEET(6)TOWARD HOME PLATE.FROM THIS 3 Gale Associates,Inc. / \ POINT,THE MOUND SHOULD SLOPE AND BLEND INTO ATTACH/q THICK RUBBER SEPARATOR PAD Engineers and Planners GRADE OF THE REST OF THE PLAYING SURFACE. CURB TO BE LEVEL WITH TOP OFIN ABOVE LL 300 LEDGEWOOD PLACE I SUITE 300 ETO ANCHOR ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 w mrgainc.com / \ FINISH GRADE AT TOP OF ` `\ 90'TYP. REFER TO DETAIL 1,THIS SHEET Boston Baltimore Orlando Hartford Bedford / ( ) SYNTHETIC TURF INFILL FOR PITCHING MOUND GRADING 6" 6" /` `\ SLOPE-_1"RISE PER V RUN 4 4' ' \ CROWN (SEE NOTE 1) This drawing and the design and construction features disclosed 95' \ are proprietary to Gale Associates,Inc.and shallnots disclosed reused in whole or part without the express written permission of 6'MIN. Gale Assodates,Inc.Copyright©2024 SLOPE TO DRAIN SLOPE TO DRAIN / \ REFER TO TURF FIELD _ / \ / \ CROSS SECTION V CLAY PITCHING MOUND,TO BE DURAPITCH E. 6"PITCHER'S RUBBER MOUND CLAY AS MANUFACTURED BY READ 5'� 15' 60.5'TO 5 LEVEL AREA 10"ABOVE HOME CUSTOM SOILS,OR APPROVED EQUAL. PERMIT S E T 43" PLATE ELEVATION E. HOME PLATE 6' 8"X 15"4000 PSI CAST-IN-PLACE GEOTEXTILE FABRIC(MIRAFI (ANCHORED) FRONT OF 34° 18 CONCRETE ANCHOR CURB WITH '` 140N OR APPROVED EQUAL) 20 FIBER REINFORCEMENT HOMEPLATE CENTER 6' \-COMPACTED SUBGRADE OR ORDINARY BORROW 4"TUFTED FOUL LINE FILL AS REQUIRED.REFER TO SPECIFICATION D 8.5" 17" 90 COMPACTED ORDINARY BORROW 45' R=9' 17" 32' PITCHER'S MOUND (n J 5, NOTE: O L0 1. ALL STRIPING TO ADHERE TO ASBA AND MIAA STANDARDS. LZ 'i 40.00,TO 2. FOUL LINES,ON-DECK CIRCLES,BATTER'S BOXES,AND COACHES BOXES TO BE INLAID. _�� BACKSTOP 3. FINAL COLORS TO BE APPROVED BY OWNER. U 5'ON-DECK CIRCLE7 W�WO W ap O BASEBALL INFIELD LAYOUT CUR 4. PITCHER'S RUBBER, AND BASE LINES SHOWN FOR REPRESENTATIVE PURPOSED ONLY. O SECTION AT BASEBALL PITCHER'S MOUND > wQ p o N.T.S. 5. NFHS/NCAA REGULATIONS RECOMMEND A MINIMUM 45'CLEAR ZONE BETWEEN THE BACK TIP OF HOME PLATE AND 2 N.T.S. �� W Q THE BACKSTOP.THE LAYOUT FOR THIS PROJECT SPECIFIES A 40'CLEAR ZONE,BASED ON SITE CONSTRAINTS. Of_�� ZQ LU� ��/pW _~W w O> z hf� B 78'0" _LLI j o O<Z 8'0" 13'0" 37'-0" 10'6" 9'6" L.L L�Q C N= 11 x x x x x x x x x x x x x x x x x x UQo2 C �v xx\ xx x x / % x O x, v v HOME PLATE INLAID _ w w W - �� U`PITCHER'S RUBBER O A WHITE TURF) �� I A � UV U v z0 10'o' vv x Z x V v `v v �v�V U / ✓/ \ Q Z x BASE STONE DEPTH TO BE A MAXIMUM OF 11" TAN TURF ,c B GREEN TURF CLAY PITCHER'S MOUND ACROSS EXTENT OF FIELD \ CONCRETE CURB AND FENCE PER PLAN (12"INCLUDING FINE GRADE AGGREGATE) 6'CHAIN LINK FENCE 0 X SYNTHETIC TURF SURFACE IN TURF CURB(TYP.) BASEBALL BULLPEN 4'WIDE SINGLE SWING GATE PER SPECIFICATION 3 N.T.S. LOAM AND SEED TOP OF INFILL MAIN PLAYING FINE GRADE FIELD AREA AGGREGATE(1"MAX.) NO. DATE DESCRIPTION BY PROJECT NO. 719560 B FILE 7195601 BASE STONE — DESIGNED BY ROT =PER SPECIFICATION DRAWN BY ROT - _ - - - - CHECKED BY KFR/PS FENCE AND ANCHOR CURB SYNTHETIC TURF 4 2%SLOPES _ = DATE 1/2212025 LOAM AND SEED CROSS SECTION PER DETAIL 3,SHEET C506 DRAWING SCALE N.T.S. GRAPHIC SCALE 6"PERF.HDPE PIPE 101, - LAID LEVEL GEOTEXTILE FABRIC(MIRAFI (CAPPED BOTH ENDS) 140N OR APPROVED EQUAL) -= __-__ _ K SHEET TITLE _ - = BASE STONE - 0 5%SLOPE _ PER SPECIFICATION - - _ _ - ` 3/4"WASHED CRUSHED STONE N - REFER TO DETAIL 2,THIS SHEET DETAIL SHEET 4 COMPACTED SUBGRADE OR COMPACTED ORDINARY BORROW FILL AS REQUIRED.REFER TO SPECIFICATION. 8 OF 13 A 6"PERF.HDPE PIPE COMPACTED SUBGRADE OR COMPACTED ORDINARY DRAWING NO. LAID LEVEL BORROW FILL AS REQUIRED.REFER TO SPECIFICATION. SECTION"A-A"THROUGH 3/4"WASHEDCRUSHEDSTONE (CAPPED BOTH ENDS) SECTION"B-B"THROUGH OBASEBALL BULLPEN LENGTH O BASEBALL BULLPEN WIDTH C508 N.T.S. N.T.S. 27 OF 36 1 2 3 4 5 6 GALE 13"CONCRETE FLUSH WITH FINISH GRADE Gale Associates,Inc. PAVEMENT Engineers and Planners E 6„ BACKSTOP POST ROCKLAND,MA 02370CE SUITE 300 TURF P 781.335.6465 F 781.335.6467 www.gainc.com ,J,FBoston Baltimore Orlando Hartford Bedford i 14'1° -- -_ 25' - - ^-Y' This drawing and the design and construction features disclosed 13, _ are propnetary to Gale Associates,Inc.and shall not be altered or 6-4' reused in whole or part without the express written permission of 7' IN. #4 TIES @ 4"O.C.TOP 12" Gale Associates,Inc.copyrigm©zoz4 THEN 94@18"O.C. REMAINDER. INLAID LOGO / 1 OF 4#8 REINFORCING 28.5 BARS. \ / f'c=3,000 PSI @ 28 DAYS AIR (BOTH SIDES) f'18 ENTRAINED. \ 11'± A / PERMIT SET 8"MIN.COMPACTED DIA. 11 STRUCTURALTURALFILL. MIN. NOTE: 15±�k CONTRACTOR SHALL PROVIDE FOUNDATION DESIGN STAMPED BY A PROFESSIONAL NOTES: D PLAN VIEW ENGINEER LICENSED IN THE STATE OF MASSACHUSETTS PRIOR TO INSTALLATION. 1. COLOR TO BE STANDARD RED.LOGO TO HAVE WHITE BORDER. FOOTING 2. CONTRACTOR TO PROVIDE DIMENSIONED DRAWING OF LOGO AND COLOR SAMPLES. 3. FINAL LOGO DIMENSIONS,GRAPHICS,AND COLORS TO BE APPROVED BY THE OWNER. U)J 4. CONTRACTOR TO"DRY FIT"LOGO IN THE FIELD FOR APPROVAL BY OWNER PRIOR TO ~Q LU 0 Lf� PERMANENT INSTALLATION. � �� O SOFTBALL LOGO LUC/) Of > N.T.S. (D zw� MAX.10'-0" MAX.10'-0" _coo Q ON CENTER MAX.10'0" MAX.10'0" ON CENTER-, OW _ W TYP.SIDES ON CENTER ON CENTER TYp,SIDES o w O> Z_ 0>Q0 O 0Q� QO i C L J A k", M-d O O 1$"RAILS 5'6" _ O v ;. O 9 GAUGE CORE BLACK \\ VINYL COATED CHAIN f// LINK FABRIC. ` 30 HEIGHT 68"LINE POSTS vYT� v 6 GAUGE CORE BLACK VINYL COATED CHAIN LINK FABRIC. v 4-0 1IN� �.Yam, N0. DATE DESCRIPTION BY GRADE GRADE PROJECT NO. 719560 B LINE POST TIE CADD FILE 7195601 DESIGNED BY ROT DRAWN BY ROT CHECKED BY KFR/PS DATE 1/22/2025 DRAWING SCALE N.T.S. CONCRETE FOOTING SIDE VIEW SIDE VIEW GRAPHIC SCALE NOTES: 1. CONTRACTOR SHALL PROVIDE 6"FABRIC OVERLAP. SHEET TITLE 2. ALL SPACING FOR WIRE TIES AND RAIL TIES SHALL BE PER SPECIFICATION SECTION 32 3113. 3. ALL BACKSTOP FENCING POSTS,FABRIC,TIES AND NECESSARY MATERIALS SHALL BE BLACK PVC COATED AS STATED IN SPECIFICATION SECTION 32 3113. DETAIL SHEET 4. ALL BACKSTOP CHAIN LINK FABRIC TO BE KNUCKLED(TOP&BOTTOM).FABRIC TO BE ON THE FIELD SIDE OF POSTS. 9 OF 13 A 5. CONTRACTOR SHALL PROVIDE FOUNDATION DESIGN STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF MASSACHUSETTS PRIOR TO INSTALLATION. DRAWING NO. OSOFTBALL BACKSTOP DETAIL C509 N.T.S. 28 OF 36 1 12 3 4 5 6 EDGE OF INLAID TAN INFIELD TURF,R=60'FROM FRONT CENTER OF PITCHER'S RUBBER--___�, 24"x 6"PITCHER'S RUBBER LEVEL AREA AT HOME PLATE GALE ELEVATION HOMEPLATE WRAP SYNTHETIC TURF 4"MIN.OVER 4"FOUL LINE ANCHOR CURB AND ATTACH PER MANUFACTURER RECOMMENDATIONS �C Gale Associates,Inc. g 5" ATTACH%"THICK RUBBER SEPARATOR PAD Engineers and Planners 17" �k TO ANCHOR CURB,EXTEND 1%"ABOVE 300 LEDGEWOOD PLACE I SUITE 300 E 60' CURB TO BE LEVEL WITH TOP OF INFILL ROCKLAN D,MA 02370 P 781.335.6465 F 781.335.6467 w mrgainc.com FINISH GRADE AT TOP OF CLAY PITCHING CIRCLE,TO BE DURAPITCH Boston Baltimore Orlando Hartford Bedford PITCHER'S CIRCLE R=8' R=8' P17 SYNTHETIC TURF INFILL MOUND CLAY AS MANUFACTURED BY READ 25' CUSTOM SOILS,OR APPROVED EQUAL. \ (FAQE QF QU RB)/ This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or - _6 reused in whGale Assoc atesole or part ulnceCopyrlghl©2024ss Nrifter ermission of \ \15' REFER TO TURF FIELD 43' CROSS SECTION \\�F7C _ \ 3, 43' 90o Uv3 \ 60' / / 4"FOUL LINE \ � 4"FOUL LINE f _ PERMIT SET z. 8"X 15"4000 PSI CAST-IN-PLACE GEOTEXTILE FABRIC(MIRAFI \ O / 3' 3' CONCRETE ANCHOR CURB WITH 140N OR APPROVED EQUAL) \ 6" NOTES: FIBER REINFORCEMENT BACKSTOP FENCING/TURF CURB \\ 28 50' 24 / 2.5'ON-DECK CIRCLE \—COMPACTED SUBGRADE OR ORDINARY BORROW (FACE OF CURB) 4' 1. ALL STRIPING TO ADHERE TO FILL AS REQUIRED.REFER TO SPECIFICATION ASBA AND MIAA STANDARDS. D \\ R-13' 2. ALL LINES AND MARKINGS SHOWN NOTES: 3' TO BE TUFTED. COMPACTED ORDINARY BORROW 10, 3. FINAL COLORS TO BE APPROVED 1. ALL STRIPING TO ADHERE TO ASBA AND MIAA STANDARDS. BY OWNER. 2. INFIELD(SHOWN HATCHED)TO BE TAN COLOR TURF. 4. HOME PLATE AND PITCHER'S 3. FOUL LINES,BATTER'S BOXES,ON-DECK CIRCLES,PITCHER'S CIRCLE,AND COACHES BOXES TO BE INLAID. HOME PLATE C/)J 8'-5" RUBBER SHOWN FOR 0 4. FINAL COLORS TO BE APPROVED BY OWNER. REPRESENTATIVE PURPOSED z 0 L0 5. HOME PLATE AND PITCHER'S RUBBER SHOWN FOR REPRESENTATIVE PURPOSES ONLY. ONLY. Lu= 00 SOFTBALL HOME PLATE/ 2EU~- SOFTBALL INFIELD LAYOUT 2 PITCHER'S MOUND LAYOUT 3 SECTION AT SOFTBALL PITCHER'S CIRCLE >=Uj o 0 Lu CD Q Q ��CD N.T.S. N.T.S. N.T.S. of_�N Q LU L CC 1L1L � W B 0>00 0 C)Qo 0 �z 0-0" w O 0 LL 8'-0" 35'-0" 8'-0" 9'-0" U�O= i�:�� C X X X X X X X X X X X o p �N\ � N \ \i\i\ �V'.�i,�� ALL Z N `HOME PLATE(INLAID PITCHER'S RUBBER � 0 H AN j v\ v WHITE TURF) VN�v X A 20 Z 10'0" \�\ \ \V \\\ \ vv \v QZ S'0" v \ v \ y \ \ r \ \ \ V v V v X x %\ N V v\ v\ X\\�\ \�\ �j v� \\ \ \ \\ \' \/\\/\ X X X X X X X X X X X J BASE STONE DEPTH TO BE A MAXIMUM OF 11" CLAY PITCHER'S AREA ACROSS EXTENT OF FIELD x TAN TURF B (12"INCLUDING FINE GRADE AGGREGATE) x I CONCRETE CURB AND FENCE PER PLANTURFSURFACE 6'CHAIN LINK FENCE SOFTBALL BULLPEN 4'WIDE SINGLE SWING GATE— `k I SYNTH PEIR SPEC F CATION IN TURF CURB(TYP.) O N.T.S. �l LOAM AND SEED TOP OF INFILL MAIN PLAYING FINE GRADE FIELD AREA AGGREGATE(1"MAX.) NO. DATE DESCRIPTION BY PROJECT NO. 719560 Bff -- -"- -� CADD FILE 7195601 BASE STONE - DESIGNED BY ROT PER SPECIFICATION - DRAWN BY ROT 11 = - CHECKEDBY KFR/PS FENCE AND ANCHOR CURB SYNTHETIC TURF =2 p SLOPES = DATE 1/2212025 LOAM AND SEED CROSS SECTION PER DETAIL 3,SHEET C506 PITCHER'S RUBBER TO BE SAME DRAWING SCALE N.T.S. ELEVATION AS HOME PLATE GRAPHIC SCALE 6"PERF.HDPE PIPE LAID LEVEL GEOTEXTILE FABRIC(MIRAFI (CAPPED BOTH ENDS) 140N OR APPROVED EQUAL) J SHEET TITLE BASE STONE = 0.5%SLOPE —�" PER SPECIFICATION 3/4"WASHED CRUSHED STONE K REFER TO DETAIL 3,THIS SHEET DETAIL SHEET COMPACTED SUBGRADE OR COMPACTED ORDINARY BORROW FILL A5 REQUIRED.REFER TO SPECIFICATION. 10 OF 13 A 6"PERF.HDPE PIPE COMPACTED SUBGRADE OR COMPACTED ORDINARY DRAWING NO. LAID LEVEL BORROW FILL AS REQUIRED.REFER TO SPECIFICATION. SECTION"A-A"THROUGH 3/4"WASHED CRUSHED STONE (CAPPED BOTH ENDS) SECTION"B-B"THROUGH OSOFTBALL BULLPEN LENGTH O SOFTBALL BULLPEN WIDTH C510 N.T.S. N.T.S. 29 OF 36 1 2 3 4 5 6 MEETS AND/OR EXCEEDS CURRENT NFHS PECIFICATIONS,RULES AND REQUIREMENTS I GALE L' S S6 i- t' 5116, iC 91LM 36 92 Gale Associates,Inc. [Patent Pen in ^� TYP.ALL NET ANCHORS Engineers and Planners Height Adjustable Home Plate Tray 300 LEDGEWOOD PLACE SUITE 300 E ` \ ROCKLAND,MA 02370 CONCRETE FOUNDATION ` - - - P 781.335.6465 F 781.335.6467 w vrgainc.com Synthetic Inflll Turf AS REQUIRED(BY OTHERS) \F ALIGNMENT NOTCH ALIGNMENT NOTCH m Attachment Ledge TYP.OF 6 Boston Baltimore Orlando Hartford Bedford 13.1791 '� s� 12"rQ BY 30"DEEP CONCRETE 1�5 3116" [3.061m] FOUNDATION(BY OTHERS) 0[f' 4,000 PSI CONCRETE PAD i TYP.OF 6RINST F W/6%ENTRAINED AIR. re pronetaryoGaldng and the esignand construction features be altered � NOT REO'D FOR INSTALLATIONS I are proprietary to Gale Associates,Inc.and shall not be altered or _ - 3/8"Threaded Stud and Bolt for Home ON A CONTINUOUS CONCRETE$LAB OR #4 BARS @ 12'O.C.EW reused In Whole or part WlthoDlthe express Written penrission of Gale Associates,Inc.C.pyrighl©2024 s� Plate Tray Height Adjustment FOR SYSTEMS WITH EXTENSION ARMS ' i{IISM 10-0"SQUARE \ ] s �- - r—Includes Replaceable SHSRHP Schutt`' ALIGNMENT NOTCH ALIGNMENT NOTCH CONTINUOUS#4 Hollywood Bury All Home Plate — - - - - — - PERIMETER BAR 8 INSIDE 0(DISCUS) w/2'-0"x2'-0"#4 CONTRACTOR TO PAINT CIRCLE CORNER BARS z ) Synthetic Turf v> vi WIDE LINE Provided By and VGROUND SLEEVE(6) 0 LU _ GRASS installed 3y Others �� PERMIT S E T 56�MI N 1 nRz '* r n 12 MIN s o= Al' h. Y 34,DRILL HOLES Drainage Pipe ALIGNMENT NOTCH 12 3's7M] Concrete FOR DRAINAGE - (By Others) j a, I (TYP.OF 4 IN :�.FinLSh Grade(Top of Nome Platejlnfil) i !62'2° �, CIRCLE INSET) GROUND SLEEVE STOP V/J BOLT/A,IG.MENT NOTCHES O �/� MUST E-NSTALL ERO E: FOUNDA REQUIREMENTS Y LA O DIAGRAM O Az LOW TOP OF GRO N SIL EVES INSTALLED AT BASEDTIO OnN LOCA:CODES 411 CRUSHED STONE 270 GROUND FO P _ORIENT_-xN 9F f ISO'GRADE AND$OIL CONDITIONS C 2 S<, _ SLEEVE UPRIGHT POLE G �� c L(� —111ARY III—Mr— PREPARED SUBGRADE LU W WO W co HPFS Home Plate Forming System NOTE: (REFER TO SPECIFICATIONS) WQ o I 0(D � w< [3ot To Scale 5pors5eltl 5Fa�:alr a>[nc 08062020 1.CONTRACTOR TO INSTALL PERMANENT SLEEVES,WITH REMOVABLE CAPS,FLUSH WITH C/) Q C)f THE SURFACE,TO ALLOW FOR PROPER INSTALLATION OF THE SPECIFIED DISCUS CAGE. � LLJ0 Z OHOME PLATE FORMING SYSTEM 2 DISCUS CAGE LAYOUT 3 DISCUS PAD DETAIL _J0(D0 �� N.T.S. O N.T.S. O N.T.S. �.L�Oz 0 N= C F:=� 00�0 w�__�I L JElf O 330' Q z QZ 30' 300' 30' 150, 3'RADIUS i, 54 53'-4 -OT -0Z -00 -Ot 05 - 0c- 0z- 0T- 9"SPOT AT 2'x 4"LINE(TYP.) CENTER OF FIELD J I32' 60 ¢ 0 195, 53'-4" 23.33' 9' 1610' NO. DATE DESCRIPTION BY O �c PROJECT N0. 719560 B 3p 0 R IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII CADD FILE 719561 DESIGNED BY RDT 36' 30' DRAWN BY ROT 53'-4 -10 �2 -30 - O 50 0- 30- 20- 1 - CHECKED BY KFR/PS DATE 1/22/2025 _ 0 DRAWING SCALE N.T.S. 3t- GRAPHIC SCALE (TYP.) COACHES'BOX APPROX.16'SAFETY ZONE PERIMETER SHOWN FOR INFORMATIONAL PURPOSES ONLY SHEET TITLE SPECTATOR RESTRAINING LINE SHOWN FORD INFORMATIONAL PURPOSES ONLY,10'(TYP.) NOTES: NOTES: DETAIL SHEET 1. ALL STRIPING TO ADHERE TO ASBA,NFHS,AND MIAA STANDARDS. 1. ALL STRIPING TO ADHERE TO ASBA AND NFHS STANDARDS. 11 OF 13 A 2. FIELD EXTENT TICK MARKS TO BE INLAID ONLY,NO OTHER LINES TO BE TUFTED/INLAID/PAINTED. 2. FIELD EXTENT TICK MARKS TO BE INLAID ONLY,NO OTHER LINES TO BE TUFTED/INLAID/PAINTED. 3. FINAL COLORS SUBJECT TO APPROVAL BY OWNER. 3. FINAL COLORS SUBJECT TO APPROVAL BY OWNER. DRAWING NO. OSOCCER STRIPING DETAIL O FOOTBALL STRIPING DETAIL C511 N.T.S. N.T.S. 30 OF 36 1 2 3 4 5 6 GALE VARIES TOP RAIL 1.66" (FACE TO FACE) CONCRETE FOOTING TOP O.D. 10'HIGH VINYL COATED Gale Associates,Inc. 1'-6"DIA. NET POST SET IN SLEEVE CHAIN LINK FENCE(TYP.) Engineers and Planners 2 0.D• 2-6 SQ• 300 LEDGEWOOD PLACE I SUITE 300 E PANEL FRAME CONCRETE FOOTING BASE ROCKLAND,MA 02370 P 781.335.6465 F 781.335.6467 w mrgainc.com GATE POSTIRANSOM '�M PAVEMENT,REFER TO TENNIS PLAN COURT SECTION 3"O.D. 10' Boston Baltimore Orlando Hartford Bedford 9"(TYP.) 9"(TYP.) 101'0" A X This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or NET TIGHTENER reused in whole or part without the express written permission of 10' Gale Associates,Inc.Copyright©2024 NET POST AND LACING ROD 8 O„ 3 6 TENNIS NET 21 4"LONG BY 2"WIDE BASE LINE X�" 18"DIA. TOP COURSE CENTERIMARK GATE FRAME 2" BINDER COURSE // // ///BOTTOM RAIL NET POST SET IN SLEEVE PERMIT SET 1.66"O.D. CONCRETE FOOTING BASE-POUR INTO UNDISTURBED SUBGRADE 10' 4'-0"MIN j TYPE A.2 COMPACTED 2"WHITE PAINT 12' GRAVEL BORROW LINES 18 II II NET HEIGHT. 4'-0"(TYP.) ' 6 STANDARD TENNIS COURTS: NOTE: i NETS SHALL MEASURE 42 INCHES AT THE NET POST AND 36 INCHES AT THE CENTER OF THE COURT. Cn J 1. GATE HEIGHT SHALL BE L1, L1 g Q 8'0"WITH TRANSOM FOR 12"OF 3"CRUSHED STONE z 10'0"HIGH FENCING. 6"(YP.) TyQ,..,, >>, 4 NET POST(TYP.) NET POST LOCATIONS: 211 W= co Ln 1��0� SECTION CONTROL �U�� 42'-0"CL TO CL STANDARD COURT. CZ) NET STRAP 21' JOINT W(/) LU 00 ANCHOR(TYP.) (S E DETAIL) (D Z LU W �co QC)f 8'(TYP.) CL NCOURT,ET LINE w Oj w LU CONTROL O W 00 0 Q Q C OSINGLE LEAF GATE TENNIS COURTS O TENNIS NET POST JOINTS 78' 21' w_O�o LL_ N.T.S. N.T.S. L.L p Cn Q N= 13'-6' 13'-6" z 0Q Z (TYP.) (TYP.) C �_��- Q OZ W�� 8"WIDE x z'SAWCUT CONTROL JOINT.FILL W/ J SIKAFLEX OR APPROVED EQUAL,APPLY THIN SERVICE 0 z LAYER OF SAND OVER JOINT MATERIAL TO ALLOW FOR BETTER ADHERING OF SURFACE LINE Q z 2"WHITE PAINT LINES SEE TENNIS COURT SECTION 12' CONCRETE FOOTING (BELOW PAVEMENT) 27' 4'-6" j\j\j DIA.1 DIA. CENTER STRAP ANCHOR 36' NOTE:INSTALL PAVEMENT ALIGN PIN WITH TENNIS NET CONTROL JOINT BETWEEN EACH 21 COURT AND ALONG NET LINE. NET LINE PLAN 20' 10' 3.5' NO. DATE DESCRIPTION BY PROJECT NO. 719560 B TENNIS PAVEMENT CONTROL JOINT 3•5' s"(TY 10' CARD FILE 719560_C501 O LIQUID APPLIED ACRYLIC EDGE OF PAVEMENT PICKLEBALL STRIPING PER U.S.A.PICKLEBALL DESIGNED BY ROT N.T.S. 10'CHAIN LINK FENCE 1'-0" SURFACE SYSTEM ASSOCIATION STANDARDS.STRIPING COLOR DRAWN BY ROT DIA. TOP COURSE TO BE YELLOW. CHECKED BY KFR/PS BINDER COURSE DATE 1/22/2025 LIQUID APPLIED ACRYLIC SURFACE SYSTEM 1 1/2"BITUMINOUS SURFACE COURSE CENTER STRAP ANCHOR NOTES: DRAWING SCALE GRAPHIC SCALE 4'-011 TYPE A.2 COMPACTED 1. NEW TENNIS COURTS TO INCLUDE INSTALLATION OF NEW POSTS,NETS STRAPS W/ANCHORS AND FENCING. 2"BITUMINOUS BINDER COURSE j\\\ \\\' GRAVEL BORROW /\ / i\i CONCRETE FOOTING 2. COURT INTERIOR TO BE RED.COURT EXTERIOR TO BE GRAY.CONTRACTOR TO SUBMIT A SCALED COLORED 10"DENSE GRADED CRUSHED STONE 'i\ / '/\\/ TENNIS MARKING PLAN FOR OWNER APPROVAL. SHEET TITLE / EXIST.SUBGRADE 12"OF 4 CRUSHED STONE /i/i/i l 3. ALL MEASUREMENTS ARE OUTSIDE TO OUTSIDE OF COURT LINES. -3" SECTION SECTION 4. ALL FENCE MEASUREMENTS ARE rL TO 9_ DETAIL SHEET COMPACTED SUITABLE 5. INSTALL CONTROL JOINTS BETWEEN COURTS AND ALONG NET LINES. 12 OF 13 NOTE: SUBGRADE SOIL A 1. BINDER COURSE AND SURFACE COURSES SHALL BE INSTALLED PERPENDICULAR TO EACH OTHER. 2. TENNIS COURT BITUMINOUS CONCRETE SHALL CONTAIN DRAWING NO. 0%RECYCLED ASPHALT AND 0%RECYCLED SHINGLES. OTENNIS COURT SECTION O TENNIS NET CENTER TRAP ANCHOR O 36'x 78'STANDARD TENNIS COURT WITH PICKLEBALL C512 N.T.S. N.T.S. N.T.S. 31 OF 36 1 2 3 4 5 6 PEDESTRIAN GATE GALE 10'-0"MAX. u, 10'-0"MAX. SHOT PUT TOE BOARD NOTE:SEE LAYOUT PLAN FOR LOCATION OF GATE IN PANELS REFER TO SPECIFICATION STONE DUST MIX(AASHTO Gale Associates,Inc. #10 LANDING AREA Engineers and Planners B B ) roP RAL 1.ss"O.D. SHOT PUT CIRCLE SHALL BE MODEL TFSWRING AS 300 LEDGEWOOD PLACE I SUITE 300 E `�� CONCRETE CURB,TO BE INSTALLED MANUFACTURED BY SPORTSFIELD SPECIALTIES,APPROVED ROCKLAN D,MA 02370 GATE POSTS 34.92° EQUAL.CONTRACTOR SHALL DRILL A MINIMUM OF FOUR(4) P 781.335.6465 F 761.335.6467 www.gainc.com ` B°O.D. PARALLEL TO SECTOR LINE(TYP.) HOLES THROUGH PAD 3l4"0 MIN.WITHIN CIRCLE FOR DRAINAGE. ` `� ( ) Boston Baltimore Orlando Hartford Bedford BLACKVINYL CLAD 2"WIDE PAINTED SECTOR LINE LINE Posrs s°O.D. SHOT PUT STOP BOARD .... w a FIRMLY SECURED WITH IT'S 10-0"SQUARE .;�= 'r:. This drawing and the design and construction features disclosed CENTER RAIL 1.66"O.D. INSIDE EDGE COINCIDING are proprietary to Gale Associates,Inc.and shall not be altered or 4 e Z reused in whole or part without the express written permission of LACK VINYL CLAD �, a WITH THE INSIDE EDGE OF 7'-0"0//SHOTPUT ° 1 U Gale Associates,Inc.Copyrighl©2024 10'0" a SHOT PUT CIRCLE c�i� z w w > SOD DISTURBED ° d T-0"DIAMETER CIRCLE WITH STONEDUST MIX #3 @ 12"O.C.EW a AREAS !\ 8'0° 1.75"FENCE FABRIC o °e METAL RING EDGE SURFACE(AASHTO#10) = o 1.75"FENCE FABRIC SAWCUT LINE,%"DEPTH OF CORNER Posrs a" -0:: CONCRETE PAD FOR DRAINAGE IN O.D. "INSIDE RINGDIA.a -Q� PERMIT SET a ADDITION TO DRILL HOLES CALLED -v w BOTTOM RAIL 1.66"O.D. GATE FRAME 2"O.D. OUT IN SECTION A DETAIL. Jill ° X"DRILL HOLES GEOTEXTILE 1 a FINISHED GRADE 6 q FOR DRAINAGE FILTER FABRIC TYPICAL 5' 5' ;4,000 PSI CONCRETE PAD D 4'_0" I I 3'-6"(TYP.) I I I I I I 10 12 W/6%ENTRAINED AIR. TYPICAL TYPICAL 4'-0"(TYP.) U I I I I U CONTINUOUS#4 NOSE BAR AGGREGATE BASE 6"(TYP.) w/2'-0"x2'-0"CORNER BARS. COURSE(2A MODIFIED) U)J U U NOTE:PROPOSED SHOT PUT VENUE SHALL BE @ EACH CORNER. z 0 L0 41'-0"0� 6"(YP.) INSTALLED IN ACCORDANCE WITH NATIONAL W O 'i FEDERATION OF HIGH SCHOOL SPORTS(NFHS) _ 00 (TYP.ON LINE AND 1'-4"0 LATEST RULES AND REGULATIONS. U~� LQ CENTER POSTS) NOTES: W Wo W (TYP.,GATE POSTS) CIS > - 1. EACH OF THE PEDESTRIAN GATES SHALL CONTAIN AFROST-FREE LATCH ASSEMBLY CD 0=�2 p~Q WITHOUT DROP RODS,INCLUDING LOCKS AND THREE(3)SETS OF KEYS. _�� Q LU� 2. FENCE FABRIC SHALL HAVE 1.75"OPENINGS FOR TENNIS. oo w 0> o -Z 00 z o Q o O10 FOOT HIGH CHAIN LINK FENCE O SHOT PUT LAYOUT O SHOT PUT PAD(SECTION A-A) w000 ��z 1 N.T.S. N.T.S. N.T.S. L.L Q 0<cn:z C)N= ZOQ C �_ O Oz W�� Jof 0 10'(TYP.) 0 Z � QZ 0 CAST-IN-PLACE CLAY/STONEDUST CAST-IN-PLACE CONC. MIX SURFACE CONC. %"CHAMFER,TYP. N0. DATE DESCRIPTION BY B (CONTINUOUS) 50 (CONTINUOUS) , PROJECT NO. 719560 CADD FILE 719560_C501 Vf J 4"STONE DUST SURFACE �/ �A v 6"CAST-IN-PLACE CONCRETE CURB,TO BE °a / DESIGNED BY RDT - 6'DENSE GRADED CRUSH STONE___=v=__ INSTALLED PARALLEL TO SECTOR LINE TYP. DRAWN BY RDT (TYP.) gyp'. CHECKED BY KFR/PS v DATE 1/22/2025 PREPARED - - 2-#4 CONT. a` DRAWING SCALE N.T.S. SUBGRADE ° GRAPHIC SCALE MIRAFI FILTER FABRIC 140N ° OR APPROVED EQUAL. ° AGGREGATE BASE COURSE 40' a SHEET TITLE a a ° d o � v DETAIL SHEET 13 OF 13 A 10'(TYP.) 2"PAINTED WHITE 0 7'-0" RECESSED CIRCLE WITH TOE BOARD CIRCLE(TYP.OF 2) PER DETAIL 2,THIS SHEET(TYP.OF 2) DRAWING NO. OSHOT PUT LANDING AREA(SECTION B-B) O SHOT PUT PRACTICE AREA DETAIL C513 N.T.S. N.T.S. 32 OF 36 1 2 3 4 5 6 NORTH GALE . Gale Associates,Inc. Engineers and Planners 300 LEDGEWOOD PLACE SUITE 300 E ROCKLAND,MA 02370 781.335.6465 F 781.335.6467 ww g nc.com P w.a Boston Baltimore Orlando Hartford Bedford --------------------- r _ _ are ropne drawing and the design and construction features l tary toleo Gale Associates lncand shall not be altered or reused in wh part c ait the express written permission of Ga s A s I e°�t.as,Inc.Gopyrlghl©2024 _- = -- v -- PERMIT SET 1, A _ _ \ \ 50'SHEET FLOW — B.- SLOPE 0.60% p _ e -�- i -- i \ U)J xa_5. �;' _ _ wO � /1 A-B EWS-1 `I : = OO / 389'SHALLOW FLOW 273,778 SFLO \ SLOPE=0.33% Tc=19.2 MIN — W C/)WO W ap CN=67 —G_ O=�Q pQwo \ - - " Q \/ -- - — �� Zw C/ � z ) a� — s — J O -T- OLL]LL] z�zw 00>0DLJ-O� amL \ 0Nfi � 0� zQ_ z ci -fit 2,90 G _131'SHALLOW FLOW f 4 � SLOPE=0.26% w _ O "a" \ \. v SL SHALLOW FLOW D SLOPE=146% 10 0 `i �'�' � moo- �� ♦ �- - �! \� _G J `\�� , --�� " — N0. DATE DESCRIPTION BY B �..= \ •'� /_FE�� __.—�;� /� ".\ \_�`, _ PROJECT NO. 719560 i ;; CADD FILE 719560_wsPRE �� /fJ� �� _ �� DESIGNED BY RDT T DRAWN BY RDT DOM\ / \G� /� ,,. C\\B C Q�t,°' C-D 106'SHALLOW FLOW G • _ � ',-54' \$LOPE=O.53% �4 _ CHECKED BY KFR/PS SHALLOW \ _.. : DATE 1/2212025 FLOW A-B .` _ DRAWING SCALE 1.,50' — SLOPE_ — 6.54% 50 SHEET FLOW GRAPHIC SCALE B SLOPE 0 80% 0 50' 100' EWS-2 48,452 SF A 41 Tic=6.0MIN '42r SHEET TITLE CN=93 \ ry v .� _+ PRE-DEVELOPMENT D Go WATERSHED MAP o Y ♦: WATERSHED MAP LEGEND SHEET 1 OF 2 A — � —WATERSHED BOUNDARY TIME OF CONC./FLOW PATH DRAWING No. \'- 501E TYPE BOUNDARY "\\ SOIL TYPE INDICATOR PRE-1 33 OF 36 D m o m �i / ...... llllll ................ ..... iZ h , ho jo 1J ( /I)< /\�� '> �) 1 i;(,,�. \`it i �,III( II/tl �.....I i '•. 1 l/�.,,GS,'l l 1, I �ill�I"� '�'I J t \ %G /,? I :Ifl 1 �,(,�,,. St y I� ( i �-"jr, " r� f� I tla �t � J c, a 1'1(1t/il BSI j I � { h.. IIJI1�. ��l�`' / I „nm'":> !(�... I /al 1II rl I ,,I) II (II , .I I I I aC✓tlli,1.. �� .', :�Il)li.)nlw I! I�I /l 1 1 IIII� /S1r)I?IIII "" 1,r>;>I\/I/CIII I�I I�,�lycl'Yll 1 c�YIj41 cp � t)I,I IIlI t I r cn I m �.I m . �/-1��ri�/ � ,.... �l),.\•,✓ 0 i l ," \ �lI��Y�r v aj�, cI� �_... w. •/ ( •... (I I fie.. ]r I �. IhYP-11 I 40 Ago )f)F'I/„�:u '..♦ I ..., , m I.f I O m y ■� ,.,..,.,, I -. u,,,, •. ( ,b -, )\�\ ,�.( / !,( �t�) I.l�� Ill I 1 � I� d m 0 �Y � r V 3 u( n s DINT DESIGNP S , N.?............ ..C� IM _.. a ` ..................................... .......... .t .d, rig r:✓ „ A�J..Y"hI (Tj f VV D . 1 � m O O can P P m m m rn < o o m m n = > m D z W C7 0 m O p D r0 o z Z A D O O D � x n m n o o PROJECT o o � �D ATHLETIC FIELD IMPROVEMENTS Aoo v Z GJ y b m ` m m NORTH ANDOVER HIGH SCHOOL o TDo Q m o m m 430 OSGOOD STREET 3 N=m o NORTH ANDOVER,MA 01845 Q N m N. m O EDm wo OWNER N = m CD D m m TOWN OF NORTH ANDOVER fl1 a N o 120 MAIN STREET A d` o NORTH ANDOVER,MA 01845 a 1 2 3 4 5 6 NORTH GALE .......... Gale Associates,Inc. �¢ \ Engineers and Planners _�� ;'- = '� 300 LEDGEWOOD PLACE I SUITE 300 E '`` ' ROCKLAND,MA 02370 - - P 781.335.6465 F 781.335.6467 www.ai g nc.com B oston Baltimore Orlando Hartford Bedford osed _ -;,� � - are rope 1pltary to Gale Associatsng and the design and c Inc.and featuresruction and shall not be al ltered or if.20 re - _ i _ - �-�r used in whole or part without the express written permission 105.80 -� �_�_s ..� Ve or _'-_ \- C,- Gale Associates,Inc.Copyrighl©2024 +� K: _ X 105.90 106.25 1 106.25 16 0 1 ct 106.43 �106.40 10648 _ 106.1\\\ ? 106.25 106. a= ,' 106.38•; 106.42 ,. 10 PERMIT SET yY 106.24 it, - 106.13 105.71 10596 1 \ \ X, 1 .46: ` PWS-2 `\\ \. \., 105.84 r? \ 140 836 SF X \ 105. Q \\��:�\��`��:�� \ 00 _98 z� WSW ao 105.15r105.15 J!, .: \ ,\ \ > LU > O \\. \.,\ C 105.15 O �C in LU Q LU 10 1 4.53 ` �,: = -- w S H c 0 Hew II t. 105.18., \ _ w _ w / y ��v _ / � ��' �.,�\�??105.53�� _ ��.�.��v`��'��'•.��'�� 105.I �'J=105 1 RAt1..65 � - z 1'Q5�.40' w ut-O> z(] n �?` 146. o 10 v 40 27 . 104,97 ,` w 0 Q _;ems y \ L _ - C/)� o \� - 104.70 \ C C)GV \_ / - -i ,v„„ C�= 104.70104.5.0 - -« z t- _ , C \ 104 1 � _- M� \ \� 103.68 � \\�\� ECONNRY�TENTIAL .fr. 104.65 \ acArloNyDRolscusvENUE _.�V w�� 104.50 104155+; '' J 04.42 104 5 104.65 I� / _ z j A B �sz Q e.50'SHEET FLOW 7 a ' ��f /90, F SLOPE=1 00% \ 18'SHALLOW FLOW N HALL W FLOW ' PW51 \ C 133,563 SF \` SLOPE=22.2% v C i \45'S 0 0 - Tc=8.1 MIN r \ SLOPE=1.00% CN 72 � L \ \D �� 0. / i El IEIL NO. DATE DESCRIPTION BY PROJECT NO. 719560 CA DD FILE 7195601 �� C-D 4 \� '$ ``/ : DESIGNED BY RDT 56'SHALLOW FLOW s Q) 7 SLOPE=5.84% / = DRAWN BY RDT Y G O / <B-C CHECKED BY KFR/PS C 108'SHALLOW FLOW DATE 1/2212025 = a- - SLOPE=0.83% M - E� DRAWING SCALE 1"=50' �c- G A-B GRAPHIC SCALE 50'SHEET FLOW g SLOPE=0.83% o sa• taa' A ,� SHEET TITLE PWS-3 51,136 SF Tc=6.0MIN cN=93 POST-DEVELOPMENT �� -- WATERSHED MAP o �4% WATERSHED MAP LEGEND A44, � --- SHEET 1 OF 2 _ >_>_>_---WATERSHED BOUNDARY \ v - TIME OF CONC.)FLOW PATH DRAWING No. ................. 501E TYPE BOUNDARY SOIL TYPE INDICATOR POST-1 35 OF 36 D W o m �i / `I (u)NI V //I1111...................... hIlr,rl Il I '`� IIIII�✓.�a)�„I,, c) mn / ✓............ ho jo o /\�I �'> �) 1 i;I`I \I iI i �,,,� II/tl /.. .I i '•. 1 l/�.,,GS,'i l 1, r l „( /' ) 111✓II?�� II( ,r )'r',\.( , / ,il. rT T,.)'r� \ r, ,.,I ) ;l \...,, �'�� ..l II �1�l I I �'I r /cTllrl �. 1 I I a,ij „n ,T �- r, ......... i� ) III:)I/rlls f� Pilo I tla �t I J c, a n I \\ rSl l � I n l� r I II. 10 IN ...... 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ales A8 11VI-S SNOIIVIIVISNI 1NAWdIn03 IVOld10313 TV 29NMO d0 1SNOO 'Nouoiasianr SNIAVH S31008 ALV1S d0 IV301 1Nv ONV 1NAINicWd30 'S1NANFAWDAd AONASV ONV SMVI-18 NMOl IVOOI'0 SSNIMVW 1nOH11M aA -1 aAWAd 111d/40ad A8 VHS OOIaAd A21NVdVM Ail NIHIIM ANA IVOOI AH1 AO SAISIM Ail'I M R AISAI.9O NMOI.AH1 d0 ' " NO 03LVOIONI SV 9NI1Vd ONV 3ZIS'HO11MS IODNNOOS10 03Snd IN SNIdVA&N S1O2=00 HOnS TV'dIHSNVW�IdOM WV IVIdALVW NI S1OA3Aa SINAWRdIrUR AHL HilM 1ndW00 01 m2NNVW V NI D8 IIVHS XdOM TVSAaOO A1V1S'4 TV 1SNIV5V d3VM0 Ail 18 201W1d200V N2L11dM d0 R1V0 Rill dRLd SAaOO IVOId1ORl3 oW SNIanine IVNOIIVNV 0 � � `I` d9A00 1 dVRI RNO dOD�mOM SIH DO TV MiNvdvna TIV'HS dOi0Vd1NO0 311 'dRNNVW DI8VSf1 .99fl-NI.ROOddM9H1VAM V HilM 0301AOdd A8 01 sALON9a-dM ONV Ad01OVdS11VS V NI NOIIVIIVISNI 3HI ALAIdW00 01 S9NIMVdO Ol®11Wn lON AdV ln8 AOn YJNI S3000'dOlO3dSNl ® ,, d00nd aDHSINId 2A08v.91 O21Nn0W �/ 37 bra SAHONAdi NIH11M OAiaOdd1S 1ndAdOmd A8 71VHS 1VMAOVd 0W AHl NO aAlndWl 1n8VNOSVAd d0 NMOHS SIVIMHLVW NOLOMISNOO 9NIdIM Al 1Ro SiNaNgaincga NV'DONVINUd OOV ONOIIXdOM TTVVWdi3A1AO-Wd I '13I1f10 RONBIN3ANOO XTcn(l Rdli(Ida)SNIicnddRLNI i-nVd OMOde ('oia'AdIM'iinON00'S13NVd'SAd11Xld 1F6I1)1NDWdInOA IVOld1OA13 TV IVOld121A ITV IIVISNI(INV I-SINdnd 11VHS dOlOVdLNOO IVOI&OD13 SNOLLVOI=�I0�1d9 7VOI�JlO�17�1 S�I_ON 7'd�J�]N�]S 9 9 b £ Z l 1 2 3 4 5 6 Atlantic LED Technology GALE ® aN AMERK Y A QSSI Company Since 1985 ACTco!xPunxr Gale Associates,Inc. AlKH25Q I300 E LED Small Kitty Hawk Area,Wall, 02370 1 7830O6465 C 81R D,MA 335.6467 The AtlanticA1KH25Q luminaire is available in three wattages with a wide and Flood tight choice of mounting configurations and optical distributions designed to WWW.gainc.com replace HID lighting systems from 150w to 400w MH or HIPS,Typical applications include general area,parking,flood,security,and accent lighting - for retail centers,industrial parks,schools and universities,public transit and airports,office buildings and medical facilities.Mounting heights of 14 to 25 feet can be used based on light level and uniformity requirements. Specifications and Features: This drawing and the design and construction features disclosed are proprietary to Gale Associates,Inc.and shall not be altered or Housing: reused in whole or part without the express written permission of Die Cast Aluminum Housing and Front Frame,Integral Heat Sinking and Dner Gale Associates,Inc.CopyrightV2024 Shown-1,"KA'Katy Hawk Ann compartment.Phol Adaptable.Nrckel-Plated Stainless Steel Hardware. almen.g Option. Listing&Ratings: ETL:Listed for Wet Locations,ANSINL 1598.8750,IP66 Sealed LED Co nearrnent li to q�'ii6 Finish: tl I�U ii Todu d ArchitecNtal Brorcm Powderchat Finish Cher a Chromate ca-Yelsion Coating. ATLANTIC INDUSTRIAL UAIK4250 E 4' Custom Colors Awrl.bu.Upon Request SQUARE POLE ttAlPsss-2041l-z-D cTrPlcau Lens: T pared Clear Fiat or SeftLED Flat Glass Lens Stew wth eH�sy PERMIT SET m08rck* Mounting Options: Mounts with Kitty Hawk Ann,Adjustable Shplitter,2nx-Diameter Mounting Arm Adapter, Yoke,Two-Piece Bracket or Easy Hang Wall Bracket(Factory Instance) LED: HP6-35 Aluminum Boards 2-1/TC.,3tt10 E InIOGRD. Driver. :.. ". Electronic Diner,12G 277V,50t60Hz or 347480V,50B0Hz(65&81w Models Orly): Only). Less Than 20%THE,and PF>O ad Standard Internal Surge Protection 6kV 0 10V Dimming Standard for a Dimming Range of 100%to 10%;Dimming Source Ctxrent is oroamps shewnwm,•srslwfid'opter. Controls: :. Fixtures ordered warn Fadory-Tealted Pnar«en or Mona,Senaer Centlwa are Internally Wired for Sail ping all1-10V Dimming Within the Housing.Runde " Direct Wired Interface of 1-10V Dimming is Not Implied and May Not Be Available, Please Conauft Factory FlxWres are Tested with Atlantic Controls and May Net Function Properly NdM condos Supplied By Otlxrs.Fixtures are NOT Designed for Use withUrie Voltage Dimmers Warranty: r - B 5-Year Warranty for 40'C to+5P'C Environment I—0 WMM(D) 13'i{3u'mm) 4 � See Page 7 for Projected Lumen Maintenance Table. I.. 0 LO Levgth(B) t5 se'n,m) A K- ��UF L0 Xeght(A) 3Y=(52mm) LU D Kitty Xawk Arm(KAj:tor;t451mm? srprXer(sFl:,ss:ta7s. Length with Ml,—ii,g AreaA.,-(MA):t9'_.%':496mm) oo ��0 w Mena(y vm�(v):1s 1457mml wQ O O Bradmt(BR1:te::'(476mrcl 0�� Q faasybbaog Wall Braclxt(KXEX):t8-(AWmm) " rU�NN Project Information: Certification&Listings: Project Name Fixture Type /..,-��,�F, Q� _LU � LU Complete Catalog#-- --. -- Date--. CC US 1 \ Z ,y � 0j00 0 OQ� n�knents 0 sper:�_r aan:ea to change w:m«,t narcz. Rea o o 21624 - _ - - W C Z —Q�z o ¢ 12802 Commodity Place•Tampa,FL 33626•Phone:(813)664-9700 f�,Z O< z For more information visit our website at w ,atianticind.net C UJ O O J� 0 Atlantic AlKH25Q z ® LED Small Kitty Hawk Area,Wail, 0 A QSSI Company Since 1985 and Flood light Q z ..- - alcXzsortxttzusKrzKASP :. : MKH250 AIKH35USmak KSty A Type YEMA7H x SV 1X65-6x :U=120-2RV�3 toosK' C=SIaMaN Z=Bronze KA=KNy Heww Av it=gle Fuse' Houk Area 4Vap,and 11-Type ILfiEMATN x 6V 'X aUv �H 7A 1 4K-0—K (Gear Fla[ (-Gusbm SF 54ift,er� DF=OOWIe Fuse' FNad Ligtt :C=Type I1N 711— 1X112 t12w SK=SCWK Glass- Gera' MA=M1tau N—SP-Suye PrIXectixn D=TuelY iEM1dA8Hx5V' '65&Stw S=SORLED �acfoty) Adapter Mt�+loVco Bensx,IRhor monMe'g haghk of tat F=T}pe YNEh1A7HxN 'the w+alD .Models OnN D�wila 65w�FIatGass YYoke to se, 1 Nanow Beam ewA x4V'Opoe 3K MmN Dophc.,w B,Leers Ba-Tuo-Piece M2�donan awes,iRlwmo::rysghegh..l. e,C&FOpk- oc`D,FOpbcs, T8 Sme&ackel. . 112 1weele—y. 4K 1lik MLs 1t2wC D&F TOphe OniY Eli Easy-Haig w31 IR3=3Pin T}95t LOG P!w[o<ell Receptaoe QQ Oph6 62ckat R5=Spin T ist Lock FMh�cHl Receptacle C+ -See Pages&Tfor Distrihution 1001 Alpua iRT=7-Pin ANSic,a8.41—X1,3TnW_Photoca'I intonnatian. I Ree"'ele Q " 523=1ntemal1 tlimmirg tw ",. '',. i 343=Micmuave Orv'OF Pblion Senses for hiaxtting I '.. iHegntsUBrotg' ''� '' i'tm-2TTV Metleis Only " I No N0. DATE DESCRIPTION BY C Mazimum Ohangle d45°shove trorizarrt�with R3,RS,or Ri plmtnrell receptank options :. :. :.. PROJECT NO. B CADD FILE Round Pole&Wall Adaptors for KA Arm APtstal T..,m Lock Nn-+sh«etg topenl cap Al-To uered clear Flat class Lana_ DESIGNED BY ANC ... as se:amFo-wre f«raary aAe:s,�z kyrwst'=:�r_.:°nt«.-1sA.m,.r -..- DRAWN BY ANC aPmnanern osawrng(RWureAnvays o!� IP65.490V t.1atlmum. -Iw`,rc�F.:w",<k� `"ass,... pyAew ata,D2 u«f,s*A--ac =ter . - CHECKED BY VADJR ��-aUFatlaBfi�-"-�xi ALALMAPZ Oie..GastAtlapfmior Yh'Haeongl M1iounfing - - L Y=T ;. Amos.Brmize Poucertva,Fa��h,InGutles HaiGuarc. ! DATE 1/8/2025 A!P18146 ,10.12eVAC hisbnt Twist Lotic Pt>aomll - " - aw,s+s2 "s'Ae-r:--».a! - DRAWING SCALE AS INDICATED AIKH2ORPZ AIKM20111 O:e-C st Atl.tw 3lo Cie-,waNVwnt A!P,8t56 t20-2?7VAG Urw•e+sa Twst Lock Photocell AIFL735F%Z Face T,w D!eGast ACiusfa6le F,rAer fir2''t mns.82ivs Powletma!FNst4 GRAPHIC SCALE 5"Routs Piles.Beorae Atlaptw,Bmnze NPte15T VAGrgr,¢ TF..' Yrldutles HarCwue. PavtlereoatFhsh. PoUEe'sat Finish akyy=_ AnCCHSGI2 Ne CdslAassso (m nsrai A-I'm lwo__`Ya eai ry Housag ng Pole Tenon Spoke Brackets sana«aoroe»rug!aa,g cpno-oa emnze Fowtlermat FmNt AIKHFI+z DteGaS Easy-Hansualackat.eronza �� ;�' aSw&S�H�tP3 Fow tFn 1ti 41tl Hardy AKH2swe vice dare s!N s<®eansrn,�va, 2T;gAeAs*s SHEET TITLE IrrcWtles Hamvare P�9r_d_N AIPr56tSZ AIPr862908Z AIPr5B218115Z AIP17123 "le—hYMountal Miacxave OreORA,tlpn A;A��;,ara aaa�;=,= ..n�ma� v'. rrtwuntiroHeightsotato,s.,zo- PEDESTRIAN SITE 27—, SYgS€`»rs,Y m`>i� 27NAC.YxEC,liz LIGHTING& am Cain Asses _,E...s,kes g PHOTOMETRIC PLAN w„ 0 SITE PNOTOMETQ1C PLAN wtt*rseasasz' wlPrstt2tzosz• ruPtsebsnsz- aPtTtza SCALE-I"•40'-0" AIAO ut—Z AIKH2s6 Aillolt G i Mau mwg a a. aPom e ,F.l e wit aeMo m STATISTICS rozvc'orTop.'xvw AVERAGE:1.33fc A MAXIMUM-5.5fc MINIMUM-O.Ofc Auccxsca DRAWING NO. est.r9']2 VINCENT A.DiI INC. ElD speaF.,carata aah,�atma,ange,.imaat none. Rea osta2a CONSULTING ENGINEERS 89 Access Rd.Suite 18 12802 Commodity Place•Tampa,FL 33626•Phone:(813)664.9700 Norwood,MA o2c,62 For more information visit our wetisite at—atianticind,net (781)255-9754 1 vadjr@vadeng.c om W W W.vadeng.com 4 OF 4 2 3 4 6 M North Andover High School Fields North Andover,MA LE A G W Name Other Fields'Spill @ 3ft. Gale Associates,Inc. affis ears an 'o S Engin d Planners 51-MR10-C Spacing 30.0' AW1 I E-M �ME vsomg Height 3.0'above grade g 300 LEDGEWOOD PLACE SUITE 300 M, E ROCKLAND,MA 02370 or P 781.335.6465 F 781.335.6467�mrgainc.com 4-0- WAMI�=I A3 INITIAL HORIZONTAL FOOTCANDLES Boston Baltimore Orlando Hartford Bedford �,00 Entire Grid 'Y AdCtia, & Scan Average 0.0432 ft Maximum 0.32 This drawing and the design and construction features disclosed are ropnetary to Ga le Acaociates Inc.and cha 11 not be a tered or gg Minimum 0.00 mused in who e or part without the express Nrifter panni of Gale A-diat.,Inc.C.pyrightd,2024 J CU 0.00 No.of Points 112 ftb ON, �P.02 D LUMINAIRE INFORMATION t I\A4 Applied Circuits B,C,D,E,F,G N` No.of Luminaires 130 6pma�, AINX TotalLoad 138.80 kW _V 11 L_I X I V I I I %j L_I Guaranteed Performance. The ILLUMINATION described A-, 101 1 above is guaranteed per your Musco Warranty *0.022, document. 33 Ak Field Measurements: Individual field measurements may vary from computer-calculated predictions and should be taken P a"It, a igiimsmuu "'VOW, in accordance with IESNA RP-6-15. D Electrical System Requirements: RefertoAmperage AN Draw Chart and/or the "Musco,Control System Summary" for electrical sizing. IM 31 u Installation Requirements: Results assume±3% jn,asnu d-1 1\ WN - nominal voltage at line side of the driver and structures U)_j 11ME-EX A % located within 3 feet(1m)of design locations. 2 fi 0 21- L4.1 M-K & E NORTH g, 3Z CIO w3w N111 A LO a- INK Ali 00 1:47 LU �M, < C:) LU< 0 110 4 INKY r LU Luc:) LU C/) .1F N r IFYuesinjurnii LU on P,02 (D 41 0-M 0 P INNER coo� -6, EL LU C:)LL] LL_ 0> 0 A ED OC) 0 mgq 1 1, \_ -< it E]O( -Ag LL A g� 0 C� r 0 C,4 :lZ ON E 0 0 0 C �A-5, Lu �V I 0 M_ &NAME c,' 0 1's Z11 "ell it ge u Ilk �M_ III!=IF sl T-11 51V w 1210 wim "s 'A r! 4& 4% T 10011M m P" S 107-11 W111 \g "K NOWINIC 'W us 2\11 NO=E-0 A N wo Wk WE ONES 0 I A, 7w�,10 1 !�-_q-11106 NOW, jgzn 2)TLC-BT-575 DESCRIPTION BY 15.51FT A.G.L.—al --Ws t Q,4, A�Rii m-fii,g bi-ket V PER PROJECT NO. 719560 B 111ill \\\-74 - I 1 12 :B 2' rd-ne CADD FILE 719560 16 gz!v 20501 HOUR `4�n' DESIGNED BY RDT "M.M A11101,-- gmma_ IN m us DRAWN BY RDT v%\\\1, FIE' CHECKED BY KFR I PS A, V 0,\\"Ma *0 G� C DATE 1/2212025 Grourd 0 R AAA IS R01000-9- DRAWING SCALE MP M-1, S I Si MR 1011!_01100100 GRAPHIC SCALE IR VE OEM F_ �,g', 0 1 _j Ilk 1MIMIN MINE 4P S 0 60' 120' al�\, MEN -gg SHEET TITLE 41,11110 0011M ....... N�_ g-Ve --aa,"', PRELIMINARY ATHLETIC LIGHT POLE SECTION BASEBALL AND N.T.S. t maz .............---- STADIUM FIELD \A _161"JI-2, X NOTES: ILLUMINATION 1. THE BASIS OF DESIGN FOR ATHLETIC LIGHTING COMPONENTS IS BASED UPON A PRODUCT BY MUSCO SPORTS LIGHTING.OTHER ACCEPTABLE MANUFACTURERS MAY BE CONSIDERED BY THE OWNER AS LONG AS PRODUCT DOCUMENTATION IS PROVIDED FOR REVIEW AND APPROVAL SUMMARY A -un+vv g - APPROVAL.IF REQUIRED PER STAT/LOCAL REGULATIONS,VENDOR SHALL PROVIDE STRUCTUAL CALCULATIONS WHICH ARE SIGNED AND A% SEALED BY A LICENSED PROFESSIONAL ENGINEER.NO FABRICATION OR INSTALLATION SHALL COMMENCE UNTIL SHOP DRAWINGS ARE FULLY "k APPROVED. DRAWING NO. r IMF 2. THIS DESIGN IS PRELIMINARY,FINAL DESIGN MAY VARY DEPENDING ON LIGHTING MANUFACTURER AND FINAL LIGHTING DESIGN. 11MIN 21 7. ------- IS2 .6. ATTACHMENT 11 Existing Parcel Surveys -------------- 4001- PROPC-r,;'T%-t UNCE PLAN LAND I t,4 -40 MoR-rH ANc)ovap MAGG. A'S SU(2'lJe-,(E-7CD FOr2 S. Towr4 oF N dr:2TH ANooverz Scwcot_ IDc-PArz-rmeN-r SCALe JUL-:'-e 8,W Q� 1-�o 'r-,le� ' 44. 4k"(S'N� 94. 17 7 d 'at A IV J, 4�p vr AMC-&, 1> C_tl T0-r-,6.L_ 4�,(ZE—:b,, 44, 'A 41 co ksN IV TMUST '25 (f HICIZ.ErZING ROAD IN RING BOARD A.PFROYAL UN01-i-i�TUBDIVISTOW CONTROL NO", PLANNING BOArD OV smfll�l CHARLLS FA M & MeXZ_4E- A"MTI t4 -------------------- r t NORTH 1 {f ISCHOOL E e E : � ot - t A Ali 'r f`,- _ a r.. _ E - _ -a _ i star' all 3 ' € 77, AA _ � t soli I __ _� } 9 n fte 0 % 1 j a _ f,'F€ b -., _ I Fa[- air`��! '_€,, ,t Ran-cal Enginews S 3107 W> , -3T -502-5 * �- l.al)3� Idlop � _ _ I Robert W.Suiltvan. Plumbing Engineers 2t ACRES , � �,�6�. I ;# .; k. nTA, S_g� � r3EngInserinugCo..Ins. Engineers MA 02114 > ! x W 6 i r ,E R.oh o sat;-.c.. Lomov Ei PAY(617- -;As � a fiP f --< a ->€�.e : t:- _ ,off SITE SURVEY - mJr I : r� F o 1 E _ _ s. , .r — z r LAMM MAP : _ - i . _ ea; P low MAP 01 e ' �1= f i !s. x _ I , s:.{. `Y> 1 _ Date- - z r --FE -s.71 , _-x: '?c"_$'`. 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NORTH PvrPA"D Dr ANDOVER xuuRp F,�UVJNS-91�M)A$5-6WTRs�Ew. 4&2201�ACRES j HIGH 1 01-1 nor S�M) 4, K A, SCHOOL N, FOPS-aA,-IN (t 77�1 North Andover A MA W'25 -T4�73— 'P Q 44 T,UW�FAVSW) Ae P Lk.,j [fVA Apd FI.T�PeT5 "Z _Llf4 S71 sumirw Steel JV Ammm 7w "toA NiA 02110 A 61X 426- 1457 THIS AREA -411 C- & -LL-�Mm EWNj5-VR FFx-Q CF 41" W 94�07 g1neering 9 Galffen S-nw,95�-240 N N gwii MA 02T72 Watc-M Fol EngIrtwing.In St,5=81uhni u E rl7i-92"11-50 -Z,/x AXM17:3924-4487 T 1 Fitzem &Tood Assoc,,Inc. A /A Englasairs 206 Wffst Curtmingsq PaFk Wobuffl,MA Dlao- Z 7811�%15-9540 376-5025 NORTH ANDOVER HIGH SCHOOL _V-'M ---'r j rw Robert W.Sullivan,Inc. -TNG L -XIS-TING i STORY BRICK BU Pitimbing Engineem Ur4wr WNA-Ufol 302 Z7-1 R S� FLOOR ELEV� XVV20?� y LAM sogton,MA 021 GG t f 0 CA-M-P.Co.LAI--VAP%l 52�,%-8227 vc Y!EPR At, OPP' ;F aTv-n� Thompson Enginaming Co�.Inc, 2DO Efectfical Ert A 91 143 /ZZ -Al 4 LL, Boman,MA 021- 34 z f617)227-6818 L A."Ns I-w r PAX -712074561 aff ,-SQw1qjj- Carol R.Johnson Assoc-if-c- jot N� MA-104 sA51k f 0 Lanciscape Archikwts 7-43 4qZ ':Z-' -W, --wE-Z Ri MHW�v uAF 94 LOT 2 iluo Massachuseft Avanue W C4ftib=,M-A 02138 T 8 -1, t12 I AA L X �AX t6i 11 X cr f ff2If W21 McGrWh Assoc-,ime, Crabtree Food Service Consultants Ai I M cunimin Ss Center,Suft-216C W=22 FA X(978)Z,12-SM3 All A Ci # Ak Z %W q 13 .0 N6-6� qN- J A. 4\- fly A 'k- X A V J jf Q- j smm4 Wf.&-Q FT A WAP 54 L-1;25 -M JAI AN, J ko 1 6- - /I T- -N 1-1-41 4- �z-z/z M J- OF t Date', 9�s--tzw "A --T Prawn BY: TM a m. ux ?, Q 411 F:� J/ Scale ji SWMIS SAW P tar -7 Revwons, WY_Y, WP&4 Off 2A JI I =6. TAUMIW Date De-w"'Plici. t 4 LW FiRii;�6 4 WIM, P:_7 rim r M C"M""im. -9E 71 IV LTWES Vamp- 2� 2 MLE i�X - j—VtO �j -P- LP V V h-- 2 ML �L SURE L -3 t ROAD < I -K F ING SOUTH 52 -7, .4Y k -4 A It ,4 jw— M 22 it EXISTIN6.CONDITIONS PLAN NORTH ,,Ar,Pr `-..- ma`s..' d .if - = �I�k �F�� S` � [[ z 33 r 6 ` 3a 3 - SCHOOL it t -a _ _£ _ - - HIGH - - North Andover _ ' v¢F 6�g F F — MA - z � g q r -+ €ems . -_ _ € r�:, E f ---- ,° - = - d, :F - % - ° t a: -��s ��. _ .. z s.. 3 t•,- - Wit- �- r_ ,r ;_,-._-` _- t =��'�__F�» -�.'.'-f. �� f ffr_!_-`��-,� `-ter r'. /.g Foley�FAX � �iY. � 4_ is — 3 _ fs 1 3 3 ,._ / _ _' f• f , 3; x. • _ rr`i r t. ,'�.-�..?..�. r.;�`.f..:'_.r'r -r...r.bra _ - - �_`.�" _. .�._ ": � s� e,C,' •[; f�. ,fit - ��3iP !§��}�`� - = - _ - , _ - = s ' r3.I � -� _- • _ . t,wst- ,t y - Piz f, I ;£ �947 En gimmrs rF -I ' 1FNORTH ANDOVER HIGH SCHOOL DltA- W A� a s - ' : _ � -`�- � .t p' ,r �-=� '.•s ..,`- - _ __ If °I%K'a,i I� .j �t. r'rF �}� Robairt_ .WiavaCs >` - - Se K a! w4mt I - ,3.�' e� - .. .�f _ 4 - - - - _ . 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Structural Engineering NA @MW'M,0 LAP-ROk---.IM, S Gwen Street Suaa 24o WatffWmn,MA 02172 1W U6171924-4467 Fitzemay4w&Toccl Assoc,Inc, WcIrtamical Engineers I C-Umminq -5 Pa* =wt,M-A,0-1561 PAX j-781),376-5W,- Robert W.SiAltvan.Inc- Ineeis Plu N MIMI 302 Bgstahl�MA 07109 -8016 _A Thson-Engi"efing C-o,Inc. E cal F-riginaers 60-W-rzh Wasurgion Siram _R TMMAS P-31--M—" BoamfL MA 0;�I 14 6 2U-M 18 Imp�OG L91 I 6"227-77W r c� Carol R.Johnson Assoc,in Landscape Architects J� 1100 MaSWhUWft5 A"nipe Caff*640�MA OZ,138 -47� 79 A 6"P 15 7890 17'p 864 7'� W-5 Crabtree McGrath Assoc.,Inc- OMSUftgntg Food gervtce C WL, 100 CVnMr,.g5 Center,Sudie 216C MA 01915 j i978)32-1122 FAX(97812322-83M q N MAP M L07 5 �-�151 A --M BASMALL,F-M-D T-1p 11 f 4�fliu-11W kvala-z 71- -<xf%R MM,F, N 4 WER w-EVUE N E 48220±AGR SITE) I m SXDER PIE-L- IS& 9 Mae: A v- OTawn By2 -7 A 7 r ---------- WAN-xf 4� Isar Numbef Cate MCI IN) :v a a 0 g RN--63-400 -Av AL T_ & W W,fm 7 Iwo Ztl N N N IRTF FMAD 1:2 AN) > J J SIT,0% 1,1�-Sig 'k ft 4 m A—ft A SIT $b S I I SURVFY 1-G NORTH Ilk 144 144 11 OPAL A CAM" Z