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Home My WebLink About2018-06-19 Stormwater Report Parking Improvements 6-5-2018 Andover,Stormwater Management Report Merrimack College Campus Parking improvements North Massachusetts Prepared for Merrimack College 315 Turnpike Street North Andover, Massachusetts 01845 (978) 837-5000 Prepared by anasse Hangen Brustlin, Inc. Transportation, Land Development, Environmental Services 101 Walnut Street P.O. Box 9151 Watertown, Massachusetts 02472-4026 (617) 924-1770 Date: June 5, 2018 f 6 r Whb1projlWat-LD111625.16 Memmack -1 Parkinghpodsk&.rmwaled11625.16- 1 SwnwaW Repod.doc Table of Contents Stormwater Report Narrative • Figure 1 —Site Locus (USGS) • Figure 2a—Existing Conditions Drainage Areas • Figure 2b— Proposed Conditions Drainage Areas Regulatory Compliance • Massachusetts Department of Environmental Protection (DEP): Stormwater Management Standards • Town of Andover: Stormwater Management and Erosion Control Regulations • Town of North Andover: Stormwater Management and Erosion Control Regulations Appendix A:Standard 1 Computations and Supporting Information • Closed Drainage System Calculations Appendix B:Standard 2 Computations and Supporting Information • HydroCAD Analysis: Existing Conditions a) 2-Year Storm Event b) 10-Year Storm Event c) 25-Year Storm Event d) 100-Year Storm Event • HydroCAD Analysis: Proposed Conditions a) 2-Year Storm Event b) 10-Year Storm Event c) 25-Year Storm Event d) 100-Year Storm Event Appendix C: Standard 3 Computations and Supporting Information • NRCS Soil Survey Map • Geotechnical Investigation Report • VHB Subsurface Exploration Summary • Recharge Calculations Appendix D:Standard Computations and Supporting Information ',Wlb'pru:Wa11DI':1625.16 M—mwk Farkirgve ds:Slo:mwater.11625.15 2 Sloan t,RePor.d. • Long Term Pollution Prevention Plan • Long Term BMP Maintenance Table • Figure D1 —Stormwater BMP Location Plan • Water Quality Volume Calculations&STC Design Summary • TSS Removal Worksheets • Stormceptor Inspection &Maintenance Manual Appendix E:Standard 5 Supporting Information • Figure E1 —Critical Areas for Stormwater Discharges Appendix F:Standard 8 Supporting Information • Recommended Construction Period Pollution Prevention and Erosion and Sedimentation Controls • Construction Period BMP Maintenance Table Appendix G:Standard 10 Supporting Information • Illicit Discharge Statement Appendix H:Approved Stormwater Management Plan Documents • Merrimack College Master Drainage Study and Hydrologic Analysis & Original Order of Conditions (DEP File No. 090-0750) • Amended Order of Conditions(DEP File No. 090-1287) for Athletic District Improvements, May 2017 • Peak Flow Summary by Project per Stormwater Master Plan • Stormwater Flow Monitoring Summary Memorandum Appendix I:Abutter Notifications • Abutter Notification Letter • Town of Andover Abutters List • Town of North Andover Abutter List :'\nb';.ro,.VJat�D',?1E25.151der[imack Farkir:9trep>rsl5b:mwatert 1625.':R- Slortnwaler RePM d. Checklist for Stormwater Report AVablpm�lWa1-LDi?162E 16 tli-.-c harking'ee�xrs151u�mwater.1162E Siurmwater Repert d. Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, the Stormwater Report which should provide more substantive and detailed information)but is offered use only the tab 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 Wo 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. 11625.16-Stormwater Checklist•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 rossional 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 A OF M JEF W. KOEMTT CPAL No.6" 5 0 sroNALL� zolttlig Signa a and 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 11625.16-Stormwater Checklist-04/01/08 Stormwater Report Checklist-Page 2 of 8 Massachusetts Department of Environmental Protection l Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ® Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ® Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ❑ Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ❑ Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. 11 625.16-Stormwater Checklist•04/01/08 Stormwater Report Checklist,Page 3 of 8 ILI Massachusetts Department of Environmental Protection Bureau Of Resource Protection - Wetlands Program �� @�� m amm �� 0 t Checklist (continued) Standard2: Peak Rate Attenuation 171 Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and oto/mwoher discharge iatoa wetland subject to coastal flooding. [l Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided b`show that post-development peak discharge rates do not exceed pre- development nateaforthe2'yearand1O'year24-hourstormo. |f evaluation shows that off-site OuodinginuneoaeadurinOtha1DO'y*ar24-hoursturm. ca|nu|ationoanaa|uoprovidedhoohmwthat post-development peak discharge rates do not exceed pre-development rates for the 1 00-year 24- hour storm. Standard3: Recharge Soil Analysis provided. �l Required Recharge Volume calculation provided. 171 Required Recharge volume reduced through use of the LID site Design Credits. Fl Sizing the infiltration, BKXPaio based on the following method: Check the method ueed. F1Statio El Simple Dynamic [] Dynamic Field' Fl Runoff from all impervious areas at the site discharging to the infiltration ByWP. n Runoff from all impervious areas at the site io not discharging to the in�|tnatiunB�WP and oa|ou\a�ono are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. �l 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 io comprised solely ofC and D soils and/or bedrock sd the land surface Fl M.G.Lo. 21E sites pursuant to31OCMR4O.OUOO �l Solid Waste Landfill pursuant to31OCMR1Q.00D Project io otherwise subject huS0urmwaterManagement Standards only to the maximum extent practicable. E] Calculations showing that the infiltration BK4Po will drain in 72 hours one provided. �l Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist 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 11 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. 11 625.16-Stormwater Checklist•04/01/08 Stormwater Report Checklist•Page 5 of 8 ILI Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program C"hecklist T"Or Stormwater Report Checklist (continued) Standard 4:Water Quality(continued) ® The BMP is sized (and calculations provided) based on: ® The'/2"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. 11625.16-Stormwater Checklist•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ® The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ® Redevelopment portion of mix of new and redevelopment. ® Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • 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. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. 11625.16-Stormwater Checklist•04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection L7- Bureau Of Resource Protection - Wetlands Program �� =� {�� .� ��*�� Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) �l The pn�e�io highly complex and informuhonio included in the 3tormwmharRapod 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. Fl The project io not covered byaNPOES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the StormwaterRepod, E3 The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SVVPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the otnnnwatar management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all atormwaherBMPe maintenance access areas; �l Description and delineation of public safety features; �l Estimated operation and maintenance budget; and Operation and Maintenance Log Form. �l The responsible party is not the owner of the parcel where the BM P is located and the Stormwater Report includes the following submissions: Fl 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 atorm»mterBK4Pe; Fl A plan and easement deed that allows site access for the legal entity to operate and maintain BMPfunctiono. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; Ao Illicit Discharge Compliance Statement iaattached; �l NO Illicit Discharge Compliance Statement is attached but will be submitted prior ta the discharge of any utormwmtertu post-construction ByWPa. NarrativeStormwater Management Report This Stormwater Management Report has been prepared to demonstrate compliance with the Massachusetts Stormwater Management Standards in accordance with the Massachusetts Wetlands Protection Act Regulations(310 CMR 10.00) and Water Quality Certification Regulations(314 CMR 9.00).This report also demonstrates compliance with the Town of Andover and Town of North Andover rules and regulations for stormwater management and erosion control design and mitigation. Project Description The Campus Parking Improvements project(the "Project") at Merrimack College consists of the rehabilitation and expansion of the existing parking lot along Ahern Road, known as Campus Lot C. Upgrades are proposed to repair failing conditions of existing pavement, revise the parking lot and drive aisle configuration to improve vehicular and pedestrian circulation, upgrade the stormwater management system and water quality with bioretention basins, and formalize approximately 127 parking spaces currently utilized for overflow parking to meet current on-campus demands. The project will have little to no impact on existing utilities aside from replacing and upsizing the existing onsite drainage and associated trunk line through Medina Drive. The Project is not considered a Land Use with Higher Potential Pollutant Loads (LUHPPL). Site Description The Project Site is an approximately 3 acre portion of the Merrimack College campus (the Site) located in Andover, Massachusetts.The existing site is comprised mostly of an existing parking lot catering to Sullivan Hall, Mendel Science Center and the McQuade Library. The Site is bounded by Route 114 to the north,Sullivan Hall, Mendel Science Center and McQuade Library to the south, more parking and Austin Hall to the west, and more parking to the west. See Figure 1,Site Locus Map. The Site lies within the surface watershed of Berry Brook. The site lies outside of any Wetland Resource Areas or their 100ft buffer zones. Per the National Resources Conservation Service(NRCS),surface soils on the Site include Ridgebury fine sandy loam and Woodbridge fine sandy loam.On-site soils ',WWP.r AVMUML ::1625.19 tdem k FarkiryYep>rs:Sio:mwaterlld'26.':6- 5 Stuvnwate:RepMda are classified as Hydrologic Soil Groups(HSG) D or C/D. However, based on the soil evaluation by UTS included in Appendix C, onsite testing has reflected glacial soils that can be classified as Sandy Loam (SL), and recommended a Rawls rate of 1.02 inches/hour. Based on the soil evaluation included in Appendix C,the Site is not considered to be within an area of rapid infiltration (soils with a saturated hydraulic conductivity greater than 2.4 inches per hour). Refer to Appendix C for the Geotechnical Investigation Reports, prepared by U.T.S. of Massachusetts, dated May 13, 2014 and May 13, 2015. Per the geotechnical report borings, seasonal high groundwater levels were observed at approximately 3ft below ground surface. This geotechnical report has been supplemented with field testing performed in May 2018 by a licensed soil evaluator to provide soil textural analysis and determine estimated seasonal high groundwater table (ESHGWT) of additional test pit locations. Associated summary of findings,test pit location plan, and test pit logs are also included in Appendix C. Merrimack College Stormwater Master Ian The proposed project lies within the area of the Merrimack College Stormwater Master Plan,which was developed in 2001 to address the 2020 Master Plan build-out of the campus. The Stormwater Master Plan included the development of two large extended detention areas on the campus. These detention areas have been constructed and provide capacity to address peak rates of discharge for the Master Plan build-out of the campus. An Order of Conditions(DEP#090-0750)was issued for the Stormwater Master Plan in 2001 by the Andover Conservation Commission. This Order provides for a peak flow rate credit system based on 100-yr storm to address the build-out of the campus, and a mechanism with the Conservation Commission to approve new developments on the campus based on these credits. A copy of the Order of Conditions (DEP#090-0750) and Stormwater Master Plan Narrative are included in Appendix H. Existing Drainage Conditions The Project Site consists mostly of the existing parking lots and walkways that support Sullivan Hall, Mendel Science Center and the McQuade Library, and a grass area north of the parking lot that is currently being used as overflow parking. Figure 2a illustrates the existing drainage patterns on the Site. Drainage areas have been delineated based on existing topography and drainage patterns,and have been tiVnb;,rr;,Wat{p,?1625.1E tdem k Farkicgkep>rs1Slo:mwater.71625.16 6 - Ctonnwater Report dw identified in accordance with the Master Drainage Study(included in Appendix H as relative to area M-1A-1A. The Site has been divided into two (2) subcatchment areas, both of which are ultimately tributary to one (1) design point,the Elm Street Basin. Table 2 below provides a summary of the existing conditions hydrologic data. Table 2a Existing Conditions Hydrologic Data Time of Discharge Design Area Curve Concentration Drainage Area Location Point (acres) Number (min) (WA-1A) 1S Elm Street Basin DP-1A-1A 7.5 90 17.0 (WA-1A.2) 1OS Elm Street Basin DP-1A-1A 0.3 89 9.3 Proposed Drainage Conditions Figure 2b illustrates the proposed "post construction"drainage conditions for the Project.As shown,the Site will be divided into seven (7) drainage areas (five(5) of which are tributary to bioretention basins)that discharge to the one(1)existing design point. Existing drainage patterns will be maintained to the extent practicable and in accordance with the Stormwater Master Plan. Table 3 below provides a summary of the proposed conditions hydrologic data. Table 2b Proposed Conditions Hydrologic Data Time of Discharge Design Area Curve Concentration Drainage Area Location Point (acres) Number (min) (M-1A-1A) 1S Elm Street Basin DP-IA-1A 5 91 14.5 (WA-1A)2S Elm Street Basin DP-IA-1A 0.9 94 5.0 (WA-1A)3S Elm Street Basin DP-1A-1A 0.3 93 5.6 (WA-1A)4S Elm Street Basin DP-1A-1A 0.3 94 5.0 (WA-1A)5S Elm Street Basin DP-1A-1A 0.4 92 6.8 (WA-1A)6S Elm Street Basin DP-IA-1A 0.7 92 5.0 (WA-1A.2) 1OS Elm Street Basin DP-1A-1A 0.3 90 9.3 The landscape island in the center of the proposed parking lot will be bermed to create five (5)separate bioretention basins for water quality treatment and TSS removal requirements. Based on the estimated seasonal high groundwater elevations, the bioretention areas are proposed to be lined and underdrained. Proprietary water quality treatment is provided for the additional lot area not captured by the bioretention basins prior to discharge into the closed drainage system. ;4\rnUgwr.%W t-LM1.1625.if,A4erimac"s Parlorgrepirr.Slo:mwater,t7525.ifi- Stcrmwale�Report du; Integrated into the site design is a comprehensive stormwater management system that has been developed in accordance with the Massachusetts Stormwater Handbook,Town of Andover stormwater standards,Town of North Andover stormwater standards, and the previous Stormwater Master Plan approval.This design relies in part on the stormwater improvement developed as part of the Master Plan.The proposed stormwater management system has been designed to treat the half inch Water Quality Volume. .............................................................................................................................................................................................. Environmentally Sensitive and Low Impact Development (LID) Techniques Low Impact Development (LID)techniques and stormwater Best Management Practices (BMPs) implemented into the site design include, minimized disturbance to existing trees/vegetation and bioretention basins. The bioretention basics are providing water quality treatment while increasing the lot's general aesthetics and planting areas. In general, stormwater from the proposed impervious surfaces will either be treated by the bioretention basins, or by hooded deep-sump catch basins and a Stormcepter water quality unit. AfY VprojlWat M1.1625.16 Memmau p Farkirgtrep>rsiSb:mwafer.11625.':6- O St—ate:Report dw \\vhb\proj\Wat-LD\11625.16 Merrimack Parking\cad\Id\Planmisc\Stormwater Report Figures\11625.16-Site Locus.dwg memona� SC 4 I „;� San 125E BM Fjo1y e Ic 133 cam ® tttJJJ -N( er 114 .• • r t• 670•i"M, ' Site - g � �+ A •.� RH—�+rya � ��: � � 'r t 78.0— — - • t , 1 14f i ivj w � � L �. �,i „I iY� � `I•' � � ��/� �`. 1 --� ,— —Ica'—" —�"�'! (..i�i y 6 0 r it)s dewy VT !v �- � t E ( f 870 _ 1 �.� Figure 1 - Site Locus Map VVhbCampus Parking Improvements Merrimack College, North Andover, MA Source:VHB Prepared" Planning Board Meeting 0 1000 2000Feet - oa�e.May 17,2018 \\Vhb\prof\Wat-LD\11625.16 Merrimack Parking\cad\Id\Eng\Stormwater\11625.16 Legend SYMBOLS OeN X DESIGN POINT X DRAINAGE AREA — ® ® ® ® ® DESIGNATION / ® I X POND / ® LI N ETYP ES ® � DRAINAGE AREA ® BOUNDARY ® TIME OF CONCENTRATION FLOW LINE SOIL TYPE BOUNDARY {. ... ..� +� 100" BUFFER ZONE ® 4-220 4_Z19 WETLAND BOUNDARY SCS SOIL CLASSIFICATIONS ®® 3IOA WOODBRIDGE FINE SANDY LOAM, HSG C/D Lj 70A RIDGEBURY FINE SANDY LOAM, HSG D 70A P-IA-1 lb(411411 Existing Drainage Conditions Figure 2a 0 50 100 200 Campus Parking Improvements 06/05/2018 North Andover, MA Computations and supporting information regarding the hydrologic modeling are included in Appendix B. Table4.1 Peak Discharge Rates (cfs) & Volumes (cf) — Existin2 Conditions Design Point 2-year 10-year 25-year 0m Dp'1A,nA Rute(d$ 14.83 24.54 2068 32.34 529 2980 3383 Table 4.2 ProposedPeak Discharge Rates (cfs) &Volumes (cf) — Conditions 7 DP-1B-3 Rate(cfs) 16.8 27.15 31.55 35.44 581 3I36 3,442 The Stormwater Master Plan approval established a credit of 62 cfs for the 1 00-year storm. As outlined below,the Campus Parking Improvement project results in a net increase of3.1 cfs for the 10O-year storm,and therefore proposes to reduce the available stormwater credit to 14.23 cfs. A table of all credits applied under the Stormwuter Master Plan is also included in Appendix H. .......................................................................................................................................................................................... Standard 3: Stormmxmater Recharge Due to the site being comprised of C/D and D soils and high ESHGWT,the potential for proposed infiltration is limited.All efforts to optimize stormwater recharge tothe greatest extent possible were made by utilizing surface basins for shallow infiltration that are sized for the required recharge volume. However, based on these conditions due to the high ground water table, no recharge credit has been assumed in this project. Soil evaluation (including Geotechnica| Report) and supporting information are included in Appendix C. ��............................................................................................ �� Standard 4: Water Quality The Project has been designed to fully comply with Standard 4. The proposed stormwater management system is designed to provide a minimum of 80Y6TSS removal onsite. The system includes multiple bioretention basins that are designed to provide TSS removal to the majority of the added impervious area. A treatment train with hooded deep-sump catch basins and Stormtech water quality unit provide a treatment train captures the added impervious area associated with the parking spots in front of Mendel Science Hall. Computations and supporting information, including the Long-Term Pollution Prevention Plan, are included in-Appendix D. .......................................................I.................................................................................................................................... Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) The Project is not considered a LUHPPL. ......................... ................................................................................................I........................ Standard 6: Critical Areas The Project will not discharge stormwater near or to a critical area, refer to Figure El in Appendix E. .......................................................................................................................................................................................... Standard 7: Redevelopments and Other Projects Subject to the Standards only to the Maximum Extent Practicable The Project has been designed to fully comply with the Stormwater Management Standards with exception of Standard 3 as noted above, due to the site comprised of C and D soils, and proximity of the ESHGWT. Refer directly to each Standard for applicable computations and supporting information demonstrating compliance with each. ............I................................................................................................................................................................................ Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Controls The Project will disturb approximately 3.3 acres of land and is therefore required to obtain coverage under the Environmental Protection Agency (EPA) National Pollutant Discharge Elimination System (NPDES) Construction General Permit.As required under this permit, a Stormwater Pollution Prevention Plan (SWPPP)will be developed and submitted before land disturbance begins. Recommended construction period pollution prevention and erosion and sedimentation controls to be finalized in the SWPPP are included in Appendix F. ................................................................................................................................................................................. Standard 9: Operation and Maintenance Plan In compliance with Standard 9, a Post Construction Stormwater Operation and Maintenance(O&M) Plan has been developed for the Project. The O&M Plan is included in Appendix D as part of the Long Term Pollution Prevention Plan. Wpq'ON t LMI 1625 19 hlnk 1625.16- 14 Rep.rt d. captures the added impervious area associated with the parking spots in front nf Mendel Science Hall. Computations and supporting information, including the Long-Term Pollution Prevention Plan, are included in Appendix D. �� ..................................��_��_��_�_ Standard 6: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) The Project is not considered a LUHPPL. ----------------------------------'-------------' Standard 6: Critical Areas The Project will not discharge stormwater near or to a critical area, refer to Figure El in Appendix E ------'-'-----'----------------------------------- Stamdamd 7: Redevelopments and Other Projects Subject txothe Standards only txothe Maximum Extent Practicable The Project has been designed to fully comply with the Stormwater Management Standards with exception of Standard 3 as noted above, due to the site comprised of [and D soils, and proximity of the ESHGVVT. Refer directly to each Standard for applicable computations and supporting information demonstrating compliance with each. �� ._��_�� Standard 0: Construction Period Px»Kymtiom Prevention and Erosion and Sedimentation Controls The Project will disturb approximately 3.3 acres of land and is therefore required to obtain coverage under the Environmental Protection Agency(EA4) National Pollutant Discharge Elimination System (NPDES) Construction General Permit.As required under this permit, a Stormwater Pollution Prevention Plan (SWPPP)will be developed and submitted before land disturbance begins. Recommended construction period pollution prevention and erosion and sedimentation controls to be finalized in the SVVPPP are included in Appendix F. ��`�� ..........................` Standard 9: Operation and Maintenance Plan In compliance with Standard 9, a Post Construction Stormwater Operation and Maintenance(O&M) Plan has been developed for the Project. The O&M Plan is included in Appendix Das part of the Long Term Pollution Prevention Plan. .............................................................................................................................................................................................. Standard 10: Prohibition of Illicit Discharges The design plans submitted with this report have been designed in full compliance with current standards. The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges. The project does not alter the existing sanitary sewer system. The Project includes replacement of the existing storm drainage system within the Site. No new discharge points are proposed within the Project.The design plans submitted with this report have been designed so that the components included therein are in full compliance with current standards. An illicit discharge statement has been included in Appendix G. W,)Upq.'Yde1-LD;11625.195d.—k �� Farkiag�ee��rsl5ln�mweler.1162516- st n ter RapwlA. Local Municipal Rules and Standards - Town of Andover Stormwater Management and Erosion Control Regulations As demonstrated below,the proposed Project complies with the Town of Andover Stormwater Management and Erosion Control Regulations to the maximum extent practical. ............................................................................ .................. ........................................................................ Standard A: Stormwater Recharge See DEP Standard#3 Above, and Appendix C for supporting information. .............................................................................................................................................................................................. Standard B: Pre-Treatment Basins The Project does not include Pre-Treatment Basins. ......................................................................... .................................................................................. Standard C: Flooding Protection The project is designed consistent with the Flooding Protection requirements and the approved Merrimack College Stormwater Master Plan. See DEP Standard#2-Peak Rate Attenuation, and Appendix B. ...........................I.................... ................................................................................................................................... Standard D: Channel Protection The Project does not include channels. ........................................................................................................................................................................................... Standard E: Water Quality Treatment Volumes The water quality treatment volume has been designed to provide treatment for the 1/2"of volume over impervious surfaces in conformance with the Regulations. See DEP Standard#4-Water Quality, and Appendix D. ...................... ..........................................................................................................................-...................... Standard F: Erosion Controls The Project has been designed in accordance with the standard. Proposed elevations have been established in order to minimize earthwork cuts and fills. Grading has 1626 16- 16 been kept to a minimum and is blended into the existing grades as quickly as possible to minimize construction and impacts to existing vegetation. Erosion controls have been proposed to protect downstream areas from sedimentation. The project will require a Stormwater Water Pollution Prevention Plan and a NPDES construction General Permit. The design plans include a reference to the standard and a requirement that the project be constructed in conformance with the Andover Stormwater and Erosion Control Regulations. See DEP Standard#8—Construction Period Pollution Prevention and Erosion and Sedimentation Controls,and Appendix F. .............................................................................................................................................................................................. Standard G: Engineering Criteria - Infiltration, Detention and Retention Basins See DEP Standard#3—Stormwater Recharge .............................................................................................................................................................................................. Standard : Hydrologic and Hydraulic Criteria for All Designs The Project is designed in accordance with Standard H. All sidewalks, roof tops, porches and drive ways are considered impervious area. The project is designed consistent with the approved Stormwater Master Plan and includes no new outlets. Runoff from the site is designed using a 24-hour storm. liVhG'Pg.'V t{p,?1625.16M--k Parkinp.p`;.51--terd 1625.16 17 Slovnweter PeportA. Local Municipal Rules and Standards — Town of North Andover Stormwater Management and Erosion Control Regulations As demonstrated below,the proposed Project complies with the Town of North Andover Stonnvvater Management and Erosion Control Regulations tothe maximum extent practical. --------'------------------------------------------' Standard A: Low Impact Design (LID) The Project proposes to utilize series ofbioetention basins to provide the required water quality treatment volume per DEP and town requirements. ..................—...........................................................................—.................................................................................... Standard B: Hydrologic and Hydraulic Criteria A hydrologic analysis has been performed perTR-S5 methodology as included in Appendix D, and DEP Standard#2above, Rainfall events have been held as determined by the Stormwoter Master Plan for direct correlation tothe stormwater peak flow credit system. --------'--------------------------'----------'---' Standard C: Rechamge See DEP Standard#3—StormvvaterRecharge ��^��............................................ �� Standard D: Water Quality The water quality treatment volume has been designed to provide treatment for the 16^ of volume over impervious surfaces in conformance with the Regulations. See DEP Standard#4—Water Quality, and Appendix O. ----'-------------------------------------------- StandardE: Redevelopment The Project consists of redevelopment of the existing parking facilities. The Project has been designed to fully comply with the Stormwater Management Standards with exception of Standard l as noted above' due tothe site comprised of[ and D sni|u. and proximity of the ESHGYVT. ��_ Standard F: Landscape Design The Project will include landscape plantings to enhance the area's aesthetic appeal, to populate the bioetendon basins and screening along Route 114. /m^^u--* 18 Appendix A Standard 1 Computations and Supporting Information ® Closed Drainage System Calculations 1fV V;),q.WM-LD!!IE25.1G'+der:imau q Fadcing4epts`.SPo�mwater.71B2S.i6- 19 Slarmwele!Repori.da: Closed rains a System Calculations \iVG`wro;',Wat{0\?1@25.15 Adenmaric 0 2 Fa�kirgtrep>rs:SlormwafeP.1 i525.?F- Stormwale-Repon dc.- Appendix B Standard 2 Computations and Supporting Information Rainfall volumes used for this analysis were based on the Natural Resources Conservation Service (NRCS)Type III, 24-hour storm event for Essex County.The rainfall depth values used in the analysis are consistent with the approved Stormwater Master Plan. Runoff coefficients for the existing and proposed conditions,as previously shown in Tables 1 and 2 respectively, were determined using NRCS Technical Release 55 (TR-55) methodology as provided in HydroCAD.The HydroCAD model is based on the NRCS Technical Release 20 (TR-20) Model for Project Formulation Hydrology. • HydroCAD Analysis: Existing Conditions a) 2-Year Storm Event—Existing b) 10-Year Storm Event—Existing c) 25-Year Storm Event—Existing d) 100-Year Storm Event—Existing • HydroCAD Analysis: Proposed Conditions a) 2-Year Storm Event—Proposed b) 10-Year Storm Event—Proposed c) 25-Year Storm Event—Proposed d) 100-Year Storm Event—Proposed 4V*",go NJat-LD441@25.1 5 11 6 2 616's 21 FaMicg``✓ep�rs:5lo:mwaier,11525.':fi- Steonwaier Raport.d. HydroCAD Analysis: Existing Conditions \vhb\prq=at-LMI1625.16 �.� Merrimack Parking\reports\StonntvateriAppendix B-Standard 2 Compliance- Hydr-Vly sheets.doc 1S l oS M-1 -1 A M-1 A-1 A.2 [DP-'IA-lA DP-1A-1A Bobcat" Reach on [Ljn J1 Routing Diagram for 11625.16 MC Parking EX Prepared by VHB, Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 OO 2016 HydroCAD Software Solutions LLC 11625.16 MC Parking E Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 4.441 84 50-75% Grass cover, Fair, HSG D (1OS, 1S) 2.392 98 Impervious (1S) 0.098 98 Paved parking (1OS) 0.828 98 Roofs (1 S) 7.758 90 TOTAL AREA -Year Storm Event - Existing ',\vWproj\Wat-LMl1625.16 L^� Merrimack Parking\reports\Sto—teeAppendb, B-Standard 2 CompBance- Hydrocad\fly sheets.doc 11625.16 MC Parking EX Type 11124-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 3 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1OS: M-1A-1A.2 Runoff Area=11,250 sf 37.78% Impervious Runoff Depth=2.23" Tc=0.0 min CN=89 Runoff=0.82 cfs 0.048 of Subcatchment1S: M-1A-1A Runoff Area=326,700 sf 42.93% Impervious Runoff Depth=2.32" Flow Length=1,507' Tc=17.0 min CN=90 Runoff=14.56 cfs 1.448 of Link DP-1A-1A:DP-IA-1A Inflow=14.83cfs 1.496af Primary=14.83 cfs 1.496 of Total Runoff Area = 7.758 ac Runoff Volume = 1.496 of Average Runoff Depth = 2.31" 57.24% Pervious =4.441 ac 42.76% Impervious =3.317 ac 11625.16 MC Parking EX Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 b 2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1OS: M-1A-1A.2 Runoff = 0.82 cfs @ 12.00 hrs, Volume= 0.048 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (so CN Description 4,250 98 Paved parking 7,000 84 50-75% Grass cover, Fair, HSG D 11,250 89 Weighted Average 7,000 62.22% Pervious Area 4,250 37.78% Impervious Area Subcatchment 1OS: M-1A-1 .2 Hydrograph� 0.9 0.85= j 0.82 cfs Runoff 0.8_ 0.75= Type III 4-h r 2-YR Rainfall=3.36" 0.65- 0.6- Runoff Area=11 ,250 sf 0.55- Runoff Volume=0.048 of 0.5= 0 0.45- Runoff epth=2. 3" u. 0.4- 0.35 Tc® . min 0.3_ =8 0.25- 0.2- .15 00.1 0.1- 0.05 0-1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type III 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: M-1A-1A Runoff = 14.56 cfs @ 12.22 hrs, Volume= 1.448 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (so CN Description 104,200 98 Impervious 36,050 98 Roofs 186,450 84 50-75% Grass cover, Fair, HSG D 326,700 90 Weighted Average 186,450 57.07% Pervious Area 140,250 42.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0040 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.4 85 0.0040 1.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.2 292 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.9 1,080 0.0133 6.18 4.86 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' _ n= 0.011 Concrete pipe, straight & clean 17.0 1,507 Total 11625.16 MC Parking EX Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 6 Subcatchment 1S: -1A-1A Hydrograph 16- 15- E 14.56 fs Runoff 14- 13_ Type III 2 - r 12- 2-YR Rainfall=3. 6" 11- Runoff rea=36,7 s 10- 9- Runoff ole=1 . of 0 8_ Runoff eth=2. " LL 7= Flow Length=1 , 0 ' 6- 5- Tc=17.0 min 4- CN=90 3_ 2 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Pace 7 Summary for Link DP-1A-1A: DP-1A-1A Inflow Area = 7.758 ac, 42.76% Impervious, Inflow Depth = 2.31" for 2-YR event Inflow = 14.83 cfs @ 12.22 hrs, Volume= 1.496 of Primary = 14.83 cfs @ 12.22 hrs, Volume= 1.496 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link DP-1A-1A: DP-1A-1A Hydrograph 16_ 14 83 cfs j F Inflow 15- Primary 14- Inflow Area=7.758 ac 13- 12_ 11_ 10= N 9- J 3 8_ 0 tL 7-- 6- 5- 4- 3- 2- 1 0 .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 -Year Storm Event - Existing \Whb\proj\Wat-LD\11625.16 r�C Mer mack LJ Parking\reports\Stormw ter\Appendix B-Standard 2 Compliance- Hydrocad\f y sheets.doc 11625.16 MC Parking EX Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 8 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlOS: M-1A-1A.2 Runoff Area=11,250 sf 37.78% Impervious Runoff Depth=3.81" Tc=0.0 min CN=89 Runoff=1.37 cfs 0.082 of SubcatchmentlS: M-1A-1A Runoff Area=326,700 sf 42.93% Impervious Runoff Depth=3.91" Flow Length=1,507' Tc=17.0 min CN=90 Runoff=24.10 cfs 2.447 of Link DP-1A-1A:DP-1A-1A Inflow=24.54 cfs 2.529 of Primary=24.54 cfs 2.529 of Total Runoff Area = 7.758 ac Runoff Volume= 2.529 of Average Runoff Depth = 3.91" 57.24% Pervious =4.441 ac 42.76% Impervious = 3.317 ac 11625.16 MC Parking EX Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1OS: M-1A-1A.2 Runoff = 1.37 cfs @ 12.00 hrs, Volume= 0.082 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (sD CN Description 4,250 98 Paved parking 7,000 84 50-75% Grass cover, Fair, HSG D 11,250 89 Weighted Average 7,000 62.22% Pervious Area 4,250 37.78% Impervious Area Subcatchment 1S: M-1 -1A.2 ydrograph _1.37 cfs Runoff Type III -h r 10-YR Rainfall=5.04" 1 Runoff Area=11 ,250 sf y Runoff Volume=0.082 of Runoff epth=3. 1" Tc=0.0 mi n CN=89 0 0. ..1 ...2....3 4. .6..,.6. ..7..8,.� �, .1,0 ,1,1 .1,2...1,3..14 15 16 17 ..18..1,9..20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: M-1A-1A Runoff = 24.10 cfs @ 12.22 hrs, Volume= 2.447 af, Depth= 3.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (so CN Description 104,200 98 Impervious 36,050 98 Roofs 186,450 84 50-75% Grass cover, Fair, HSG D 326,700 90 Weighted Average 186,450 57.07% Pervious Area 140,250 42.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0040 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.4 85 0.0040 1.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.2 292 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.9 1,080 0.0133 6.18 4.86 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe straight& clean 17.0 1,507 Total 11625.16 MC Parking EX Type H/ 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 11 Subcatchment 1S: -1A-1A Hydro graph 26- Runoff 25- F 24.1 o cfs- 24= 23- Type 111 - r 22 21- 20= 10-YR Rainfall=5. " 19= 18_ Runoff rea= 6,70 f 17= 15= 15= Runoff Volume= . 7 of 14- N 3 13 Runoff Depth= .91" LL 12- 11- Flow Length=1 , ' 10= 9 6- Tc= . min 7- =9 5- 4- 3- 2- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Link DP-1A-1A: DP-1A-1A Inflow Area = 7.758 ac, 42.76% Impervious, Inflow Depth = 3.91" for 10-YR event Inflow = 24.54 cfs @ 12.22 hrs, Volume= 2.529 of Primary = 24.54 cfs @ 12.22 hrs, Volume= 2.529 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link DP-1A-1A: DP-1A-1A Hydrograph 27- 26 24 54 cfs F Inflow 25 e - Primary 24' 2 22= Inflow Area=7.75 c 21- 20- 19- 18= 17_ 16- 15= 14- 0 13- LL 12-_ 11 10= 9- 8- 7- 6- 5_ 4- 2=. 1= _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 25-Year Storm Event- Existing \\vhb\proj\Wat-LD\11625.16 nb Merrimack G Parking\reports\Stormmter\Appen dix B-Standard 2 Compliance- Hydrocad\fly shcata.d.c 11625.16 MC Parking EX Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD010.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 13 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1OS: M-1A-1A.2 Runoff Area=11,250 sf 37.78% Impervious Runoff Depth=4.50" Tc=0.0 min CN=89 Runoff=1.60 cfs 0.097 of Subcatchment1S: M-1A-1A Runoff Area=326,700 sf 42.93% Impervious Runoff Depth=4.61" Flow Length=1,507' Tc=17.0 min CN=90 Runoff=28.17 cfs 2.883 of Link DP-IA-1A:DP-1A-1A Inflow=28.68 cfs 2.980 of Primary=28.68 cfs 2.980 of Total Runoff Area = 7.758 ac Runoff Volume = 2.980 of Average Runoff Depth = 4.61" 57.24% Pervious = 4.441 ac 42.76% Impervious = 3.317 ac 11625.16 MC Parking EX Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1OS: -1A-1A.2 Runoff = 1.60 cfs @ 12.00 hrs, Volume= 0.097 af, Depth= 4.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (so CN Description 4,250 98 Paved parking 7,000 84 50-75% Grass cover, Fair, HSG D 11,250 89 Weighted Average 7,000 62.22% Pervious Area 4,250 37.78% Impervious Area Subcatchment 1S: -1A-1A.2 ydrogra h [`1 60jcfsl` Runoff Type III - r 25-YR Rainfall=5.76" Runoff Area=11,250 sf N Runoff Volume=0.097 of Runoff a th=4.50" U- Tc=0.0 mi n 0 0....1....2....3...,4. 5...3...7.,..8. 9...10, .1,1..1,2,.1,3..1,4..1,5...16..1 ,7 18 19 20 21 22 23: 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type Ill 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: M-1A-1A Runoff = 28.17 cfs @ 12.22 hrs, Volume= 2.883 af, Depth= 4.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (so CN Description 104,200 98 Impervious 36,050 98 Roofs 186,450 84 50-75% Grass cover, Fair, HSG D 326,700 90 Weighted Average 186,450 57.07% Pervious Area 140,250 42.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0040 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.4 85 0.0040 1.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.2 292 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.9 1,080 0.0133 6.18 4.86 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe straight &clean 17.0 1,507 Total 11625.16 MC Parking EX Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 16 Subcatchment 1S: -1A-1A ydrograh 30- r Runoff 28.17 cfs'' 28= 26- Type III - r 24_ 25-YR Rainfall=5. 6" 22= 20- Runoff Area= 6,70 s y 18_ Runoff Volume=2.883 of 16- Runoff et = .61" LL 14- 12- Flow Length=1 , 7' c=17. min 8= CN=90 6- 4- 2- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type/1/ 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 17 Summary for Link DP-1A-1A: DP-1A-1A Inflow Area = 7.758 ac, 42.76% Impervious, Inflow Depth = 4.61" for 25-YR event Inflow = 28.68 cfs @ 12.22 hrs, Volume= 2.980 of Primary = 28.68 cfs @ 12.22 hrs, Volume= 2.980 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link DP-1A-1A: DP-1A-1A Hydrograph 32- 30_ 28.6$cfs F Inflow 28_ Primary 26= Inflow Area=7. ac 24- 22- 20= 3 16-= 0 LL 14- 12- 10= 8- 6= 4_ 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 -Year Storm Event - Existing \\vhb\prd\Wat-LD\11625A6 ran Merrimack L/ Parking\reports\Stor—ter\P,ppendix B-Standard 2 Compliance- Hydrocaddly sheets.doc 11625.16 MC Parking EX Type/1/ 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 18 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1OS: M-1A-1A.2 Runoff Area=11,250 sf 37.78% Impervious Runoff Depth=5.12" Tc=0.0 min CN=89 Runoff=1.81 cfs 0.110 of Subcatchment1S: M-1A-1A Runoff Area=326,700 sf 42.93% Impervious Runoff Depth=5.24" Flow Length=1,507' Tc=17.0 min CN=90 Runoff=31.77 cfs 3.273 of Link DP-IA-1A:DP-1A-1A Inflow=32.34 cfs 3.383 of Primary=32.34 cfs 3.383 of Total Runoff Area = 7.758 ac Runoff Volume= 3.383 of Average Runoff Depth = 5.23" 57.24% Pervious = 4.441 ac 42.76% Impervious = 3.317 ac 11625.16 MC Parking EX Type/1/ 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCADO 10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 1OS: -1A-1A.2 Runoff = 1.81 cfs @ 12.00 hrs, Volume= 0.110 af, Depth= 5.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (so CN Description 4,250 98 Paved parking 7,000 84 50-75% Grass cover, Fair, HSG D 11,250 89 Weighted Average 7,000 62.22% Pervious Area 4,250 37.78% Impervious Area Subcatch ent 1OS: -1 -1A.2 Hydrograph r1.81 Runoff Type III 24- r 100-YR Rainfall=6.40" Runoff Area=11 ,250 s Runoff Volume=0.110 of g 1- Runoff ept =5.12" " c=0.0 m i n =89 o .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type /// 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S: M-1A-1A Runoff = 31.77 cfs @ 12.22 hrs, Volume= 3.273 af, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (so CN Description 104,200 98 Impervious 36,050 98 Roofs 186,450 84 50-75% Grass cover, Fair, HSG D 326,700 90 Weighted Average 186,450 57.07% Pervious Area 140,250 42.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 50 0.0040 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.4 85 0.0040 1.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.2 292 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.9 1,080 0.0133 6.18 4.86 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 17.0 1,507 Total 11625.16 MC Parking EX Type 11124-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAn® 10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 21 Subcatchment 1S: M-1A-1A Hydirograph 34 31.77 cfs I Runoff 32- 30- Type III - r 26= 1 -YR ainfall=6.4 " 24 Runoff Area=36,70 sf 22= N 20- Runoff Volume= . 7 of J 18_ Runoff Depth=5. " ° 16- 14= Flow engt =1 ,507' 12- c=17. i 10_ 8- CN=90 4 2= 0 0 1 2 3 4 b 6 7 8 9 10 11 14 41 11 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking EX Type /// 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Link DP-1A-1A: DP-1A-1A Inflow Area = 7.758 ac, 42.76% Impervious, Inflow Depth = 5.23" for 100-YR event Inflow = 32.34 cfs @ 12.22 hrs, Volume= 3.383 of Primary = 32.34 cfs @ 12.22 hrs, Volume= 3.383 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link DP-1A-1A: DP-1A-1A Hydrograph 36- 34 1 32 34 cfs_j F Inflow 32- Primary 30- Inflow Area=7.7 c 28- 26= 24= 22- w 20= U 3 18_ 0 LL 16- 14= 12- 10- 8_ 6= 4-_ 2 .mow 0 .... ... ,.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) HydroCAD Analysis: Proposed Conditions \\vhMprcj\Wat-LD\11625.16 rt Merrimack 28 Parki ng\reports\Stor—ter\Appen dix B-Standard 2 Compliance- Hydrocad\fly sheets.doc �`._i `SS i' `4S J \ % 2S j toSj AC}7 AQ-6 AQ-4 —�. AD-5 Ada M1-1A-.2 J 5B.:.. 4B' /3B. ;26`. �B.:.. BasnS Basn4 6a63 Basin2 Basni `1; f M-1 A-1 A DP-IA-IA Subcat Reach %Pond`,, Link Routing Diagram for 11625.16 MC Parking PR -= Prepared by VHB, Printed 6/4/2018 '" HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC 11625.16 MC Parking PR Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchm ent-n umbers) 3.554 84 50-75% Grass cover, Fair, HSG D (1OS, 1S, 2S, 3S, 4S, 5S, 6S) 3.377 98 Paved parking (1 OS, 1 S, 2S, 3S, 4S, 5S, 6S) 0.828 98 Roofs (1S) 7.768 92 TOTAL AREA 2-Year Storm Event - Proposed Nhb\proj\Wat-LD\11625.16 r5n Merrimack 27 Parkin g\reports\Storm mter\Appen dix B-Standard 2 Compliance- Hydrocaddly sheets.doc 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 3 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment10S: M1-1A-.2 Runoff Area=11,250 sf 42.67% Impervious Runoff Depth=2.32" Flow Length=580' Tc=9.3 min CN=90 Runoff=0.62 cfs 0.050 of Subcatchment1S: M-1A-1A Runoff Area=217,400 sf 49.10% Impervious Runoff Depth=2.41" Flow Length=1,475' Tc=14.5 min CN=91 Runoff=10.65 cfs 1.002 of Subcatchment2S: AD-3 Runoff Area=40,900 sf 73.72% Impervious Runoff Depth=2.70" Tc=5.0 min CN=94 Runoff=2.94 cfs 0.211 of Subcatchment3S: AD-4 Runoff Area=11,500 sf 67.39% Impervious Runoff Depth=2.60" Flow Length=105' Tc=5.6 min CN=93 Runoff=0.79 cfs 0.057 of Subcatchment4S:AD-5 Runoff Area=12,150 sf 68.31% Impervious Runoff Depth=2.70" Flow Length=90' Tc=5.0 min CN=94 Runoff=0.87 cfs 0.063 of Subcatchment5S: AD-6 Runoff Area=15,750 sf 55.24% Impervious Runoff Depth=2.50" Flow Length=150' Tc=6.8 min CN=92 Runoff=1.01 cfs 0.075 of Subcatchment6S:AD-7 Runoff Area=29,000 sf 57.59% Impervious Runoff Depth=2.50" Flow Length=150' Tc=5.0 min CN=92 Runoff=1.97 cfs 0.139 of Pond 1B: Basin 1 Peak Elev=236.66' Storage=1,660 cf Inflow=2.94 cfs 0.211 of Outflow=2.73 cfs 0.184 of Pond 2B: Basin 2 Peak Elev=235.41' Storage=378 cf Inflow=0.79 cfs 0.057 of Outflow=0.78 cfs 0.050 of Pond 3113: Basin 3 Peak Elev=234.72' Storage=413 cf Inflow=0.87 cfs 0.063 of Outflow=0.86 cfs 0.055 of Pond 4B: Basin 4 Peak EIev=234.03' Storage=420 cf Inflow=1.01 cfs 0.075 of Outflow=0.99 cfs 0.067 of Pond 5B: Basin 5 Peak EIev=233.41' Storage=678 cf Inflow=1.97 cfs 0.139 of Outflow=1.93 cfs 0.127 of Link DP-1A-1A:DP-1A-1A Inflow=16.80 cfs 1.534 of Primary=16.80 cfs 1.534 of Total Runoff Area = 7.758 ac Runoff Volume= 1.597 of Average Runoff Depth = 2.47" 45.81% Pervious = 3.554 ac 54.19% Impervious = 4.205 ac 11625.16 MC Parking PR Type /// 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1OS: 1-1A-.2 Runoff = 0.62 cfs @ 12.13 hrs, Volume= 0.050 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (sf) CN Description 4,800 98 Paved parking 6,450 84 50-75% Grass cover, Fair, HSG D 11,250 90 Weighted Average 6,450 57.33% Pervious Area 4,800 42.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 90 0.0300 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.8 490 0.0100 4.54 3.56 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends &connections 9.3 580 Total Subcatchment 1OS: 1-1A-.2 Hydrograp 0.65- 0 62 cfs Runoff Type III 2 - r 0.55 0.5- -Y Rainfall=3. 6" 0.45- Runoff rea=11 , 5 sf N 0.4= Runoff olu e= . of 0.35_ noff Depth= .3 " " 03 Flow Len t =58 ' 0.25- 0 2- c=9..3 min 0.15- V N 0.1 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: M-1A-1A Runoff = 10.65 cfs @ 12.20 hrs, Volume= 1.002 af, Depth= 2.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (sf) CN Description 70,700 98 Paved parking 36,050 98 Roofs 110,650 84 50-75% Grass cover, Fair, HSG D 217,400 91 Weighted Average 110,650 50.90% Pervious Area 106,750 49.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0045 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 60 0.0045 1.08 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 160 0.0124 2.26 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 265 0.0133 6.07 7.45 Pipe Channel, 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.2 80 0.0101 5.97 10.56 Pipe Channel, 18" 18.0 Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 1.3 680 0.0157 9.02 28.35 Pipe Channel, 24 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 0.1 115 0.0300 14.47 71.04 Pipe Channel, 30" 30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 0.1 65 0.0055 8.27 58.46 Pipe Channel, 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.011 14.5 1,475 Total 11625.16 MC Parking PR Type 111 24-hr 2-YR Rainfall=3.36" Prepared by VH B Printed 6/4/2018 HydroCAD®10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 6 Subcatchment 1S: -1A-1A Hydrograph 11- 1065Icfs= �Ru�off 10= Type III 4- r 9- 2-YR Rainfall=3. 6" 8- Runoff Area=217, 0 sf w 7= Runoff Volume=1 .002 of oRunoff et = . 1" " 5-- Flow Length=1 , 7 ' 4-- Tc=14.5 min 3- =91 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: AD-3 Runoff = 2.94 cfs @ 12.07 hrs, Volume= 0.211 af, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (so CN Description 30,150 98 Paved parking 10,750 84 50-75% Grass cover, Fair, HSG D 40,900 94 Weighted Average 10,750 26.28% Pervious Area 30,150 73.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Subcatchment 2S: AD-3 y rogra h 3- L 294 cfs_- Runoff Type III 24- r 2-YR Rainfall=3.36" Runoff Area=40,90 sf 2- Runoff Volume=0.211 of Runoff Depth=2.70" U. c=5.0 min 1 CN=94 o- ... . .. ,... . . - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD®10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: AD-4 Runoff = 0.79 cfs @ 12.08 hrs, Volume= 0.057 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (so CN Description 7,750 98 Paved parking 3,750 84 50-75% Grass cover, Fair, HSG D 11,500 93 Weighted Average 3,750 32.61% Pervious Area 7,750 67.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 30 0.0083 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.4 75 0.0273 3.35 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 105 Total Subcatchment 3S: AD-4 Hydrograph 0.85- Runoff L079 cfs 0.8- — - 0.75- Type III -h r 0.7 0.65- 2-YR Rainfall=3. 6" Runoff Area=11 ,500 Sf 0.55- y 0.5= Runoff Volume=0. 57 of 3 045Runoff et = . " 0.4- U. 0.35- Flow Len th=15' 03 Tc=5.6 min 0.25- 0.2= =9 0.15- 0.1- 0.05- a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 4S: AD-5 Runoff = 0.87 cfs @ 12.07 hrs, Volume= 0.063 af, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (sf) CN Description 8,300 98 Paved parking 3,850 84 50-75% Grass cover, Fair, HSG D 12,150 94 Weighted Average 3,850 31.69% Pervious Area 8,300 68.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 25 0.0400 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0262 3.29 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.7 90 Total, Increased to minimum Tc= 5.0 min Subcatchment 4S: AD-5 Hydrograph 0.95= 0.9_ 0.87 cfs j m Runoff 0.85= 0.8= Type III 24-h r 075 0.7- 2-YR Rainfall=3.36" 0.65- Runoff Area=12,150 sf 0.6= 00.6 Runoff Volume=0.063 of 05- 045 Runoff Depth=2.70" 0. - 04= Flow Length=90° 0.35 0.3 Tc=5.0 m i n 0.25 0.2- CN=94 0.15- 0.1= 0.05- 07- 7-1 „ . . ,.. ., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD®10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 5S: AD-6 Runoff = 1.01 cfs @ 12.10 hrs, Volume= 0.075 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (so CN Description 8,700 98 Paved parking 7,050 84 50-75% Grass cover, Fair, HSG D 15,750 92 Weighted Average 7,050 44.76% Pervious Area 8,700 55.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 85 0.0376 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0338 3.73 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.8 150 Total Subcatchment 5S: AD-6 Hydrograph j_1 01 cfs—, Runoff Type III 2 -h r 2-YR Rainfall=3.36" Runoff Area=1 ,750 s N Runoff Volume=0.075 of Runoff t = . " Flow Length=1 ' Tc= .8 mi n =9 0 0 2...3.. .4.. .5 .,5....7. .8.,..9 10 11 ,1,2 13 .1,4 ,1,5...1,6 17..1,8 19 20 21 22 23 24.. 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 6S: AD-7 Runoff = 1.97 cfs @ 12.07 hrs, Volume= 0.139 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.36" Area (sf) CN Description 16,700 98 Paved parking 12,300 84 50-75% Grass cover, Fair, HSG D 29,000 92 Weighted Average 12,300 42.41% Pervious Area 16,700 57.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 35 0.0286 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 115 0.0113 2.16 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 150 Total, Increased to minimum Tc= 5.0 min Subcatchment 6S: AD-7 Hydrograph 2 1.97cfs Runoff - Type III 2 -h r 2-YR Rainfall=3.36" Runoff Area=29,000 sf F Runoff Volume=0.139 of 3 ° Runoff Depth= . 0" 1- LL Flow Length=150' Tc=5.0 m i n =92 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 2-YR Rainfall=3.36" Prepared by VH13 Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Pond 1 B: Basin 1 Inflow Area = 0.939 ac, 73.72% Impervious, Inflow Depth = 2.70" for 2-YR event Inflow = 2.94 cfs @ 12.07 hrs, Volume= 0.211 of Outflow = 2.73 cfs @ 12.10 hrs, Volume= 0.184 af, Atten= 7%, Lag= 1.8 min Primary = 2.73 cfs @ 12.10 hrs, Volume= 0.184 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 236.66'@ 12.10 hrs Surf.Area= 1,884 sf Storage= 1,660 cf Plug-Flow detention time=98.6 min calculated for 0.184 of(87% of inflow) Center-of-Mass det. time=40.4 min ( 825.0 - 784.6 ) Volume Invert Avail.Storage Storage Description #1 235.40' 2,138 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 235.40 750 0 0 236.40 1,650 1,200 1,200 236.90 2,100 938 2,138 Device Routing Invert Outlet Devices #1 Primary 232.05' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 232.05'/231.90' S= 0.0107 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 236.40' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.73 cfs @ 12.10 hrs HW=236.66' (Free Discharge) L1=Culvert (Passes 2.73 cfs of 7.67 cfs potential flow) L2=Orifice/Grate (Weir Controls 2.73 cfs @ 1.67 fps) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 13 Pond 1 B: Basin 1 Hydrogaph 3 F2 94Cfs, F Inflow Primary `z.73ifsj Inflow Area=0.939 ac Peak lev= 6.66' 2- Storage=1 660 cf 3 0 U- 1- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 .., 21 22 23 24 25 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Pond 2B: Basin 2 Inflow Area = 0.264 ac, 67.39% Impervious, Inflow Depth = 2.60" for 2-YR event Inflow = 0.79 cfs @ 12.08 hrs, Volume= 0.057 of Outflow = 0.78 cfs @ 12.09 hrs, Volume= 0.050 af, Atten= 1%, Lag= 0.8 min Primary = 0.78 cfs @ 12.09 hrs, Volume= 0.050 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 235.41'@ 12.09 hrs Surf.Area= 484 sf Storage= 378 cf Plug-Flow detention time=93.6 min calculated for 0.050 of(87% of inflow) Center-of-Mass det. time= 35.3 min ( 825.9 - 790.6 ) Volume Invert Avail.Storage Storage Description #1 234.30' 588 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 234.30 200 0 0 235.30 450 325 325 235.80 600 263 588 Device Routing Invert Outlet Devices #1 Primary 230.95' 12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 230.95'/230.70' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 235.30' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.78 cfs @ 12.09 hrs HW=235.41' (Free Discharge) L1=Culvert (Passes 0.78 cfs of 7.53 cfs potential flow) L2=Orifice/Grate (Weir Controls 0.78 cfs @ 1.10 fps) 11625.16 MC Parking PR Type/1/24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD010.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 15 Pond 2B: Basin 2 Hydro graph 0.85 0.8 cfs_ Inflow 0.78 Primary 0.75_ Inflow re =0.264 ac 0.7- 0.65- Peak lev=2 . 1 ' 0.6- } 0.55_ forage=37 c 'w 0.5_ U 0.45= 3 2 0.4LL = 0.35 0.3- 0.25_ 0.2- 0.15 0.1- 0.05 01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD® 10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Pond 3B: Basin 3 Inflow Area = 0.279 ac, 68.31% Impervious, Inflow Depth = 2.70" for 2-YR event Inflow = 0.87 cfs @ 12.07 hrs, Volume= 0.063 of Outflow = 0.86 cfs @ 12.09 hrs, Volume= 0.055 af, Atten= 2%, Lag= 0.9 min Primary = 0.86 cfs @ 12.09 hrs, Volume= 0.055 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.72'@ 12.09 hrs Surf.Area= 548 sf Storage= 413 cf Plug-Flow detention time=94.5 min calculated for 0.055 of(87% of inflow) Center-of-Mass det. time=36.9 min ( 821.5 - 784.6 ) Volume Invert Avail.Storage Storage Description #1 233.60' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 233.60 200 0 0 234.60 500 350 350 235.10 700 300 650 Device Routing Invert Outlet-Devices #1 Primary 230.25' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 230.25'/230.10' S= 0.0107 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #2 Device 1 234.60' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.85 cfs @ 12.09 hrs HW=234.72' (Free Discharge) L1=Culvert (Passes 0.85 cfs of 7.54 cfs potential flow) L2=Orifice/Grate (Weir Controls 0.85 cfs @ 1.13 fps) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 17 Pond 3B: Basin 3 ydrograph-9 0.95- 0.9_ 0.8� i nmary 0.85 0.8- Inflow Area=0. 7 ac 0.75 0.7= Peak lev= 34.7 ' 0.85- 0.6 Storage=41 f w 0.55- U 0.5 0 0.45 LL 0.4 0.35- 0.3- 0.25 0.2- 0.15- 0.1 0.05- 0- .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Pond 4B: Basin 4 Inflow Area = 0.362 ac, 55.24% Impervious, Inflow Depth = 2.50" for 2-YR event Inflow = 1.01 cfs @ 12.10 hrs, Volume= 0.075 of Outflow = 0.99 cfs @ 12.11 hrs, Volume= 0.067 af, Atten= 1%, Lag= 0.8 min Primary = 0.99 cfs @ 12.11 hrs, Volume= 0.067 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.03'@ 12.11 hrs Surf.Area= 553 sf Storage= 420 cf Plug-Flow detention time=80.3 min calculated for 0.067 of(89% of inflow) Center-of-Mass det. time=29.5 min ( 826.3-796.8 ) Volume Invert Avail.Storage Storage Description #1 232.90' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.90 200 0 0 233.90 500 350 350 234.40 700 300 650 Device Routing Invert Outlet Devices #1 Primary 229.55' 12.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 229.55'/229.40' S= 0.0079 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.90' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.99 cfs @ 12.11 hrs HW=234.03' (Free Discharge) t--1=Culvert (Passes 0.99 cfs of 7.55 cfs potential flow) L2=Orifice/Grate (Weir Controls 0.99 cfs @ 1.19 fps) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 19 Pond 4B: Basin 4 Hydrograph Inflow OW99icfs Primary 1_ — Inflow Area=0.362 ac Peak Elev= 34.03' Storage=420 cf N U 3 0 LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD010.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Pond 5B: Basin 5 Inflow Area = 0.666 ac, 57.59% Impervious, Inflow Depth = 2.50" for 2-YR event Inflow = 1.97 cfs @ 12.07 hrs, Volume= 0.139 of Outflow = 1.93 cfs @ 12.09 hrs, Volume= 0.127 af, Atten= 2%, Lag= 0.9 min Primary = 1.93 cfs @ 12.09 hrs, Volume= 0.127 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 233.41'@ 12.09 hrs Surf.Area= 783 sf Storage= 678 cf Plug-Flow detention time=69.8 min calculated for 0.127 of(91% of inflow) Center-of-Mass det. time=26.1 min ( 821.2 - 795.1 ) Volume Invert Avail.Storage Storage Description #1 232.20' 925 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.20 350 0 0 233.20 700 525 525 233.70 900 400 925 Device Routing Invert Outlet Devices #1 Primary 228.85' 12.0" Round Culvert L= 15.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 228.85'/228.65' S= 0.0129'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.20' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.93 cfs @ 12.09 hrs HW=233.41' (Free Discharge) t--1=Culvert (Passes 1.93 cfs of 7.62 cfs potential flow) L2=Orifice/Grate (Weir Controls 1.93 cfs @ 1.49 fps) 11625.16 MC Parking PR Type/1/ 24-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 21 Pond 5B: Basin 5 Hydrogvaph , s Inflow 2- �1 93 cfs'i Primary Inflow Area=0.666 ac Peak lev=233.41' Storage=678 c N V 3 0 1_ LL 0-,... „ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 11124-hr 2-YR Rainfall=3.36" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Link DP-1A-1A: DP-1A-1A Inflow Area = 7.758 ac, 54.19% Impervious, Inflow Depth = 2.37" for 2-YR event Inflow = 16.80 cfs @ 12.14 hrs, Volume= 1.534 of Primary = 16.80 cfs @ 12.14 hrs, Volume= 1.534 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link DP-1A-1A: DP-1A-1A Hydro rap 18- 16.80 cfs`_ Inflow 17- — - - Primary 16_ Inflow Area= a 15= 14_ 13_ 12_ 11 10- 0 9 LL 8- 7- 6- 5- 4- 3- 2- 1- 0- J- 0111111111211131-141 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 -Year Storm Event- Proposed Nhb\proj\Wat-LD\11625,16 3� Merrimack Parking\reports\Stormmter\Nppen dix B-Standard 2 Compliance- Hydrocad\Fly sheets.doc 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 23 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment10S: M1-1A-.2 Runoff Area=11,250 sf 42.67% Impervious Runoff Depth=3.91" Flow Length=580' Tc=9.3 min CN=90 Runoff=1.02 cfs 0.084 of Subcatchment1S: M-1A-1A Runoff Area=217,400 sf 49.10% Impervious Runoff Depth=4.02" Flow Length=1,475' Tc=14.5 min CN=91 Runoff=17.37 cfs 1.672 of Subcatchment2S: AD-3 Runoff Area=40,900 sf 73.72% Impervious Runoff Depth=4.35" Tc=5.0 min CN=94 Runoff=4.61 cfs 0.340 of Subcatchment3S: AD-4 Runoff Area=11,500 sf 67.39% Impervious Runoff Depth=4.24" Flow Length=105' Tc=5.6 min CN=93 Runoff=1.25 cfs 0.093 of Subcatchment4S:AD-5 Runoff Area=12,150 sf 68.31% Impervious Runoff Depth=4.35" Flow Length=90` Tc=5.0 min CN=94 Runoff=1.37 cfs 0.101 of Subcatchment5S: AD-6 Runoff Area=15,750 sf 55.24% Impervious Runoff Depth=4.13" Flow Length=150' Tc=6.8 min CN=92 Runoff=1.61 cfs 0.124 of Subcatchment6S: AD-7 Runoff Area=29,000 sf 57.59% Impervious Runoff Depth=4.13" Flow Length=150' Tc=5.0 min CN=92 Runoff=3.17 cfs 0.229 of Pond 1B: Basin 1 Peak Elev=236.75' Storage=1,841 cf Inflow=4.61 cfs 0.340 of Outflow=4.33 cfs 0.313 of Pond 2B: Basin 2 Peak Elev=235.45' Storage=398 cf Inflow=1.25 cfs 0.093 of Outflow=1.24 cfs 0.086 of Pond 3B: Basin 3 Peak Elev=234.76' Storage=437 cf Inflow=1.37 cfs 0.101 of Outflow=1.35 cfs 0.093 of Pond 4B: Basin 4 Peak EIev=234.08' Storage=448 cf Inflow=1.61 cfs 0.124 of Outflow=1.60 cfs 0.116 of Pond 5B: Basin 5 Peak EIev=233.48' Storage=740 cf Inflow=3.17 cfs 0.229 of Outflow=3.11 cfs 0.217 of Link DP-1A-IA:DP-1A-1A Inflow=27.15 cfs 2.581 of Primary=27.15 cfs 2.581 of Total Runoff Area = 7.758 ac Runoff Volume = 2.644 of Average Runoff Depth = 4.09" 45.81% Pervious = 3.554 ac 54.19% Impervious = 4.205 ac 11625.16 MC Parking PR Type /// 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1OS: M1-1A-. Runoff = 1.02 cfs @ 12.13 hrs, Volume= 0.084 af, Depth= 3.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (sf) CN Description 4,800 98 Paved parking 6,450 84 50-75% Grass cover, Fair, HSG D 11,250 90 Weighted Average 6,450 57.33% Pervious Area 4,800 42.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 90 0.0300 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.8 490 0.0100 4.54 3.56 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends & connections 9.3 580 Total Subcatchment 1OS: M1-1A-.2 Hydrograp 1.02 cfs_2 Runoff 1 Type III 24-h r 10-YR Rainfall=5.0 " Runoff Area=11 ,250 sf N Runoff Volume=0.084 of Runoff eh 3.91" LL Flow Length=50' Tc=9.3 min CN=90 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 1S: M-1A-1A Runoff = 17.37 cfs @ 12.19 hrs, Volume= 1.672 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (sf) CN Description 70,700 98 Paved parking 36,050 98 Roofs 110,650 84 50-75% Grass cover, Fair, HSG D 217,400 91 Weighted Average 110,650 50.90% Pervious Area 106,750 49.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0045 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 60 0.0045 1.08 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 160 0.0124 2.26 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 265 0.0133 6.07 7.45 Pipe Channel, 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.2 80 0.0101 5.97 10.56 Pipe Channel, 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 1.3 680 0.0157 9.02 28.35 Pipe Channel, 24 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 0.1 115 0.0300 14.47 71.04 Pipe Channel, 30" 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 0.1 65 0.0055 8.27 58.46 Pipe Channel, 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.011 14.5 1,475 Total 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 26 Subcatchment 1S: M-1A-1A Hydrograph 19- 17 18- :37 cfs` Runoff 17- 16 Type III 2 -h r 15_ 10-YR Rainfall=5.0 " 14= 1 - Runoff Area=21 ,400 sf 12_ 11= Runoff Volume=1 .67 of 0 10- 9= Runoff Depth= " LL 8 Flow Length=1 , 5' 7- 6- Tc=1 .5 min 5= N 1 4- 3- 2- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 2S: AD-3 Runoff = 4.61 cfs @ 12.07 hrs, Volume= 0.340 af, Depth= 4.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area_(sf) CN Description 30,150 98 Paved parking 10,750 84 50-75% Grass cover, Fair, HSG D 40,900 94 Weighted Average 10,750 26.28% Pervious Area 30,150 73.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Subcatchment 2S: AD-3 Hydro graph 5 g <4 61 cfs J m Runoff Type III 24-h r 4- 10-YR Rainfall=5. " Runoff Area= 0,90 sf w 3- Runoff Volume=0.340 of� Runoff Depth=4.3 " LL 2- Tc=5.0 min N=9 1- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 1/124-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 3S: AD- Runoff = 1.25 cfs @ 12.08 hrs, Volume= 0.093 af, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (sf) CN Description 7,750 98 Paved parking 3,750 84 50-75% Grass cover, Fair, HSG D 11,500 93 Weighted Average 3,750 32.61% Pervious Area 7,750 67.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 30 0.0083 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.4 75 0.0273 3.35 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 105 Total Subcatchment 3S: AD-4 Hydrograph 1;25 cfs �Runoff Type III 24-h r 10-YR Rainfall=5.04" 1- Runoff Area=11 ,500 sf NRunoff Volu a=0. 93 of U Runoff a h= . " Flow Length=1 ' Tc=5.6 min =93 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 4S: AD-5 Runoff = 1.37 cfs @ 12.07 hrs, Volume= 0.101 af, Depth= 4.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (sf) CN Description 8,300 98 Paved parking 3,850 84 50-75% Grass cover, Fair, HSG D 12,150 94 Weighted Average 3,850 31.69% Pervious Area 8,300 68.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 25 0.0400 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0262 3.29 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.7 90 Total, Increased to minimum Tc= 5.0 min Subcatchment 4S: AD-5 Hydrograph [: 1.37cfs:, �-Runoff Type III 24-hr 10-YR Rainfall=5.0 " Runoff Area=12,150 Sf Runoff Volume=0.101 of U Runoff Depth=4.35" LL Flow Length=90' Tc=5.0 min CN=94 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 5S: AD-6 Runoff = 1.61 cfs @ 12.09 hrs, Volume= 0.124 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (sf) CN Description 8,700 98 Paved parking 7,050 84 50-75% Grass cover, Fair, HSG D 15,750 92 Weighted Average 7,050 44.76% Pervious Area 8,700 55.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 85 0.0376 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0338 3.73 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.8 150 Total Subcatchment 5S: AD-6 H dro raph 61 cfs �Runoff Type III 4-h r 10-YR Rainfall=5.04" Runoff rea=1 ,750 s N Runoff Volume=0.124 of Runoff = . " Flow Len t =10' Tc=6.8 min 0 0... 1 ..2....3...4..,5...,6.. .�.,.8 .9....10 11 12 13.�.1,4..15 1,6 .1,7. 18 19 20 21.. 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 6S: AD-7 Runoff = 3.17 cfs @ 12.07 hrs, Volume= 0.229 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-YR Rainfall=5.04" Area (so CN Description 16,700 98 Paved parking 12,300 84 50-75% Grass cover, Fair, HSG D 29,000 92 Weighted Average 12,300 42.41% Pervious Area 16,700 57.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 35 0.0286 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 115 0.0113 2.16 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 150 Total, Increased to minimum Tc= 5.0 min Subcatchment 6S: AD-7 Hydrograph F33s17 cfs _ —Runoff 3 Type III 24- r - 10-YR Rainfall=5.04" Runoff Area= 9,000 S w 2- Runoff Volume=0.229 of Runoff Depth=4.13" U- Flow Length=150° 1_ Tc=5.0 min C =92 0- . . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 32 Summary for Pond 1 B: Basin 1 Inflow Area = 0.939 ac, 73.72% Impervious, Inflow Depth = 4.35" for 10-YR event Inflow = 4.61 cfs @ 12.07 hrs, Volume= 0.340 of Outflow = 4.33 cfs @ 12.10 hrs, Volume= 0.313 af, Atten= 6%, Lag= 1.7 min Primary = 4.33 cfs @ 12.10 hrs, Volume= 0.313 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 236.75'@ 12.10 hrs Surf.Area= 1,969 sf Storage= 1,841 cf Plug-Flow detention time=74.9 min calculated for 0.313 of(92% of inflow) Center-of-Mass det. time=32.9 min ( 805.3-772.3 ) Volume Invert Avail.Storage Storage Description #1 235.40' 2,138 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 235.40 750 0 0 236.40 1,650 1,200 1,200 236.90 2,100 938 2,138 Device Routing Invert Outlet Devices #1 Primary 232.05' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 232.05'/231.90' S= 0.0107'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 236.40' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.32 cfs @ 12.10 hrs HW=236.75' (Free Discharge) t--1=Culvert (Passes 4.32 cfs of 7.75 cfs potential flow) L2=Orifice/Grate (Weir Controls 4.32 cfs @ 1.95 fps) 11625.16 MC Parking PR Type Ill 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 H_ydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 33 Pond 1 B: Basin 1 Hydro graph 5- 4.61 cfs F Inflow '4.33 cfs' Primary - -- - Inflow Area=0.93 ac 4- Peak Elev=236.75' Storage=1 , 1 cf 3- w 0 U. 2- 1- 0-, -1 . .. .,, . .. 11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 34 Summary for Pond 2B: Basin 2 Inflow Area = 0.264 ac, 67.39% Impervious, Inflow Depth = 4.24" for 10-YR event Inflow = 1.25 cfs @ 12.08 hrs, Volume= 0.093 of Outflow = 1.24 cfs @ 12.09 hrs, Volume= 0.086 af, Atten= 1%, Lag= 0.7 min Primary = 1.24 cfs @ 12.09 hrs, Volume= 0.086 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 235.45'@ 12.09 hrs Surf.Area= 496 sf Storage= 398 cf Plug-Flow detention time=69.9 min calculated for 0.086 of(92% of inflow) Center-of-Mass det. time=28.4 min ( 806.1 - 777.7 ) Volume Invert Avail.Storage Storage Description #1 234.30' 588 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 234.30 200 0 0 235.30 450 325 325 235.80 600 263 588 Device Routing Invert Outlet Devices #1 Primary 230.95' 12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 230.95'/230.70' S= 0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 235.30' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.24 cfs @ 12.09 hrs HW=235.45' (Free Discharge) L1=Culvert (Passes 1.24 cfs of 7.57 cfs potential flow) L2=Orifice/Grate (Weir Controls 1.24 cfs @ 1.28 fps) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 35 Pond 2B: Basin 2 Hydrograph 9 24 cfs Inflow -- - �Primary Inflow Area=0.264 ac 1- Peak Elev=235. 5' torage=398 cf N U 3 o � LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD010 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 36 Summary for Pond 3B: Basin 3 Inflow Area = 0.279 ac, 68.31% Impervious, Inflow Depth = 4.35" for 10-YR event Inflow = 1.37 cfs @ 12.07 hrs, Volume= 0.101 of Outflow = 1.35 cfs @ 12.08 hrs, Volume= 0.093 af, Atten= 1%, Lag= 0.8 min Primary = 1.35 cfs @ 12.08 hrs, Volume= 0.093 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.76'@ 12.08 hrs Surf.Area= 565 sf Storage= 437 cf Plug-Flow detention time=71.1 min calculated for 0.093 of(92% of inflow) Center-of-Mass det. time=29.8 min ( 802.1 -772.3 ) Volume Invert Avail.Storage Storage Description #1 233.60' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 233.60 200 0 0 234.60 500 350 350 235.10 700 300 650 Device Routing Invert Outlet Devices #1 Primary 230.25' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 230.25'/230.10' S= 0.0107 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #2 Device 1 234.60' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.35 cfs @ 12.08 hrs HW=234.76' (Free Discharge) L1=Culvert (Passes 1.35 cfs of 7.58 cfs potential flow) L2=Orifice/Grate (Weir Controls 1.35 cfs @ 1.32 fps) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD010.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 37 Pond 3B: Basin 3 Hydrogra h . vTM: '(�1.35_cfs j Inflow —Primary Inflow Area=0.279 ac Peak Elev=234.76' Storage= 37 cf N V 3 0 LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 38 Summary for Pond 4B: Basin 4 Inflow Area = 0.362 ac, 55.24% Impervious, Inflow Depth = 4.13" for 10-YR event Inflow = 1.61 cfs @ 12.09 hrs, Volume= 0.124 of Outflow = 1.60 cfs @ 12.11 hrs, Volume= 0.116 af, Atten= 1%, Lag= 0.7 min Primary = 1.60 cfs @ 12.11 hrs, Volume= 0.116 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.08' @ 12.11 hrs Surf.Area= 573 sf Storage= 448 cf Plug-Flow detention time=58.5 min calculated for 0.116 of(94% of inflow) Center-of-Mass det. time=23.6 min ( 806.8 - 783.2 ) Volume Invert Avail.Storage Storage Description #1 232.90' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.90 200 0 0 233.90 500 350 350 234.40 700 300 650 Device Routing Invert Outlet Devices #1 Primary 229.55' 12.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 229.55'/229.40' S= 0.0079'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.90' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.60 cfs @ 12.11 hrs HW=234.08' (Free Discharge) L1=Culvert (Passes 1.60 cfs of 7.59 cfs potential flow) L2=Orifice/Grate (Weir Controls 1.60 cfs @ 1.40 fps) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 39 Pond 4B: Basin 4 Hysfrograph 1.60 cfs, Inflow -' `'Primary Inflow Area=0. 6 Peak lev=24.0 ' Storage= cf w 1 U 3 0 LL 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 40 Summary for Pond 5 : Basin 5 Inflow Area = 0.666 ac, 57.59% Impervious, Inflow Depth = 4.13" for 10-YR event Inflow = 3.17 cfs @ 12.07 hrs, Volume= 0.229 of Outflow = 3.11 cfs @ 12.08 hrs, Volume= 0.217 af, Atten= 2%, Lag= 0.8 min Primary = 3.11 cfs @ 12.08 hrs, Volume= 0.217 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 233.48' @ 12.08 hrs Surf.Area= 814 sf Storage= 740 cf Plug-Flow detention time=50.3 min calculated for 0.217 of(95% of inflow) Center-of-Mass det. time=20.8 min ( 802.3 - 781.5 ) Volume Invert Avail.Stora e Storage Description #1 232.20' 925 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.20 350 0 0 233.20 700 525 525 233.70 900 400 925 Device Routing Invert Outlet Devices #1 Primary 228.85' 12.0" Round Culvert L= 15.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 228.85'/228.65' S= 0.0129 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.20' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.11 cfs @ 12.08 hrs HW=233.48' (Free Discharge) t-1=Culvert (Passes 3.11 cfs of 7.69 cfs potential flow) t-2=Orifice/Grate (Weir Controls 3.11 cfs @ 1.74 fps) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 41 Pond 5B: Basin 5 H drog aph 3.11 cfs —Inflow Primary 3- Inflow Area=0.666 ac Peak lev= 33. ' torage= 0 cf w 2- 3 0 LL 1- Boa 04..,,., ,.. .,..., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 10-YR Rainfall=5.04" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 42 Summary for Link DP-1A-1A: DP-1A-1A Inflow Area = 7.758 ac, 54.19% Impervious, Inflow Depth = 3.99" for 10-YR event Inflow = 27.15 cfs @ 12.13 hrs, Volume= 2.581 of Primary = 27.15 cfs @ 12.13 hrs, Volume= 2.581 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link P-1 -1 : DP-1 -1 Hydrograph 30- 28- 27 15 Cfs F Inflow Primary 26- Ifl = c 24- 22- 20_ 18- N 16 0 14 LL 12- 10_ 8_ 6= 1 4_ 1 2 �7 0-- ... , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 25-Year Storm Event- Proposed 1\vhh\proj\Wat-LC\11625.16 31 Merrimack Parking\reports\Stormy terWppendix B-Standard 2 Compliance- Hydrocad\fly shaete.doc 11625.16 MC'Parking PR Type Ill 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 43 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment10S: M1-1A-.2 Runoff Area=11,250 sf 42.67% Impervious Runoff Depth=4.61" Flow Length=580' Tc=9.3 min CN=90 Runoff=1.20 cfs 0.099 of Subcatchment1S: M-1A-1A Runoff Area=217,400 sf 49.10% Impervious Runoff Depth=4.72" Flow Length=1,475' Tc=14.5 min CN=91 Runoff=20.23 cfs 1.964 of Subcatchment2S: AD-3 Runoff Area=40,900 sf 73.72% Impervious Runoff Depth=5.06" Tc=5.0 min CN=94 Runoff=5.32 cfs 0.396 of Subcatchment3S: AD-4 Runoff Area=11,500 sf 67.39% Impervious Runoff Depth=4.95" Flow Length=105' Tc=5.6 min CN=93 Runoff=1.45 cfs 0.109 of Subcatchment4S:AD-5 Runoff Area=12,150 sf 68.31% Impervious Runoff Depth=5.06" Flow Length=90' Tc=5.0 min CN=94 Runoff=1.58 cfs 0.118 of Subcatchment5S: AD-6 Runoff Area=15,750 sf 55.24% Impervious Runoff Depth=4.83" Flow Length=150' Tc=6.8 min CN=92 Runoff=1.87 cfs 0.146 of Subcatchment6S: AD-7 Runoff Area=29,000 sf 57.59% Impervious Runoff Depth=4.83" Flow Length=150' Tc=5.0 min CN=92 Runoff=3.67 cfs 0.268 of Pond 1B: Basin 1 Peak Elev=236.79' Storage=1,912 cf Inflow=5.32 cfs 0.396 of Outflow=5.01 cfs 0.368 of Pond 2B: Basin 2 Peak Elev=235.47' Storage=405 cf Inflow=1.45 cfs 0.109 of Outflow=1.43 cfs 0.101 of Pond 3B: Basin 3 Peak Elev=234.78' Storage=446 cf Inflow=1.58 cfs 0.118 of Outflow=1.56 cfs 0.110 of Pond 4B: Basin 4 Peak EIev=234.10' Storage=459 cf Inflow=1.87 cfs 0.146 of Outflow=1.86 cfs 0.138 of Pond 513: Basin 5 Peak EIev=233.51' Storage=765 cf Inflow=3.67 cfs 0.268 of Outflow=3.62 cfs 0.256 of Link DP-1A-1A:DP-1A-1A Inflow=31.55 cfs 3.036 of Primary=31.55 cfs 3.036 of Total Runoff Area = 7.758 ac Runoff Volume = 3.099 of Average Runoff Depth =4.79" 45.81% Pervious = 3.554 ac 54.19% Impervious = 4.205 ac 11625.16 MC Parking PR Type/1/ 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 1OSa 1-1A-.2 Runoff = 1.20 cfs @ 12.13 hrs, Volume= 0.099 af, Depth= 4.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (sf) CN Description 4,800 98 Paved parking 6,450 84 50-75% Grass cover, Fair, HSG D 11,250 90 Weighted Average 6,450 57.33% Pervious Area 4,800 42.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 90 0.0300 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.8 490 0.0100 4.54 3.56 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends &connections 9.3 580 Total Subcatchment 1OS® 1-1A-.2 H drograph 1.20 cfs Runoff Type III - r 25-YR Rainfall=5.76" Runoff Area=11 , f wRunoff Volume=0.099 of Runoff 0 a = .61'° LL Flow Length=5 ' c=9.3 mi n =9 o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 1S: M-1A-1A Runoff = 20.23 cfs @ 12.19 hrs, Volume= 1.964 af, Depth= 4.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (so CN Description 70,700 98 Paved parking 36,050 98 Roofs 110,650 84 50-75% Grass cover, Fair, HSG D 217,400 91 Weighted Average 110,650 50.90% Pervious Area 106,750 49.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0.0 50 0.0045 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 60 0.0045 1.08 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 160 0.0124 2.26 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 265 0.0133 6.07 7.45 Pipe Channel, 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.2 80 0.0101 5.97 10.56 Pipe Channel, 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 1.3 680 0.0157 9.02 28.35 Pipe Channel, 24 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 0.1 115 0.0300 14.47 71.04 Pipe Channel, 30" 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 0.1 65 0.0055 8.27 58.46 Pipe Channel, 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.011 14.5 1,475 Total 11625.16 MC Parking PR Type /// 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 46 Subcatchment 1S: M-1A-1A Hydrograph 22- 21- 12013 ofs j Runoff 20= 19- Type III 2 -hr 18- 17- 25-YR Rainfall=5.76" 16= 15- Runoff Area=217,400 sf 14= N 13- Runoff Volume=1 .96 of 12- oil-- Runoff Depth=4.7 U. " 10- Flow Length=1 ,475' 9- 8= 7 Tc= .5 min 5 5= � N= 1 4- 3- 2- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 2S: AD-3 Runoff = 5.32 cfs @ 12.07 hrs, Volume= 0.396 af, Depth= 5.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (sf) CN Description 30,150 98 Paved parking 10,750 84 50-75% Grass cover, Fair, HSG D 40,900 94 Weighted Average 10,750 26.28% Pervious Area 30,150 73.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Subcatchment 2S: AD-3 u Uydrograph - `53 � Runoff 5- Type 111 24-hr 25-YR Rainfall=5.76" 4 Runoff Area= 0,900 sf - Runoff Volume=0.396 of 3-. Runoff Depth=5.06" LL Tc=5.0 m i n 2- CN=94 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 3S: AD-4 Runoff = 1.45 cfs @ 12.08 hrs, Volume= 0.109 af, Depth= 4.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (sf) CN Description 7,750 98 Paved parking 3,750 84 50-75% Grass cover, Fair, HSG D 11,500 93 Weighted Average 3,750 32.61% Pervious Area 7,750 67.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 30 0.0083 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.4 75 0.0273 3.35 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 105 Total Subcatchment 3S: AD-4 Hydrograph (1`.45 cfs] Runoff Type III 24-h r 25-YR Rainfall=5.76" Runoff Area= 1 , 00 Sf 1 Runoff Volume=0.109 of Runoff ept = " Flow Length=1 5' c= .6 min =93 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type/1/ 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 4S: AD-5 Runoff = 1.58 cfs.@ 12.07 hrs, Volume= 0.118 af, Depth= 5.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (sf) CN Description 8,300 98 Paved parking 3,850 84 50-75% Grass cover, Fair, HSG D 12,150 94 Weighted Average 3,850 31.69% Pervious Area 8,300 68.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 25 0.0400 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0262 3.29 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.7 90 Total, Increased to minimum Tc= 5.0 min Subcatchment 4S: AD-5 Hydrograph s 1,58 cfs Type III 2 -h r 2 -YR Rainfall= .76" Runoff Area=1 ,150 sf w Runoff Volume=0.118 of Runoff Depth=5.0 " U Flow Length= 0' Tc=5.0 m i n C =94 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 5S: AD-6 Runoff = 1.87 cfs @ 12.09 hrs, Volume= 0.146 af, Depth= 4.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (sf) CN Description 8,700 98 Paved parking 7,050 84 50-75% Grass cover, Fair, HSG D 15,750 92 Weighted Average 7,050 44.76% Pervious Area 8,700 55.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 85 0.0376 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0338 3.73 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.8 150 Total Subcatchment 5S: AD-6 Hydr€rgraph 2 [ 1 87_C.- Runoff T a III 2 -h r 5-YR ai fall=5. 6" Runoff Area=15,750 sf yRunoff of a=0.1 6 of LL 1 Runoff e t = " Flow Length=150' Tc=6.8 min = 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 6S: AD-7 Runoff = 3.67 cfs @ 12.07 hrs, Volume= 0.268 af, Depth= 4.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-YR Rainfall=5.76" Area (sf) CN Description 16,700 98 Paved parking 12,300 84 50-75% Grass cover, Fair, HSG D 29,000 92 Weighted Average 12,300 42.41% Pervious Area 16,700 57.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 35 0.0286 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 115 0.0113 2.16 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 150 Total, Increased to minimum Tc= 5.0 min Subcatchment 6S: AD-7 Hydrograph - 3:3,67 cfs, Runoff Type III 2 -h r 3_ 25-YR Rainfall=5.76" Runoff Area=29,000 sf w Runoff Volume=0.268 of 2- Runoff Depth=4. 3" U. Flow Length=10' Tc=5.0 m i n C = 92 o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type Ill 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 52 Summary for Pond 1 B: Basin 1 Inflow Area = 0.939 ac, 73.72% Impervious, Inflow Depth = 5.06" for 25-YR event Inflow = 5.32 cfs @ 12.07 hrs, Volume= 0.396 of Outflow = 5.01 cfs @ 12.10 hrs, Volume= 0.368 af, Atten= 6%, Lag= 1.6 min Primary = 5.01 cfs @ 12.10 hrs, Volume= 0.368 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 236.79'@ 12.10 hrs Surf.Area= 2,001 sf Storage= 1,912 cf Plug-Flow detention time=68.2 min calculated for 0.368 of(93% of inflow) Center-of-Mass det. time=30.7 min ( 799.4 - 768.7 ) Volume Invert Avail.Storage Storage Description #1 235.40' 2,138 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 235.40 750 0 0 236.40 1,650 1,200 1,200 236.90 2,100 938 2,138 Device Routing Invert Outlet Devices #1 Primary 232.05' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 232.05'/231.90' S= 0.0107'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 236.40' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.00 cfs @ 12.10 hrs HW=236.79' (Free Discharge) Z—1=Culvert (Passes 5.00 cfs of 7.79 cfs potential flow) L2=Orifice/Grate (Weir Controls 5.00 cfs @ 2.04 fps) 11625.16 MC Parking PR Type/1/ 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 53 Pond 1 B: Basin 1 Hydrograph 5 32 dYs Inflow 5.01 cfs Primary 5-1 Inflow Area=0.939 ac Peak Elev= 6.79' 4- Storage=1 912 c U 3 3 0 LL 2- 1 0- . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 54 Summary for Pond 2B: Basin Inflow Area = 0.264 ac, 67.39% Impervious, Inflow Depth = 4.95" for 25-YR event Inflow = 1.45 cfs @ 12.08 hrs, Volume= 0.109 of Outflow = 1.43 cfs @ 12.09 hrs, Volume= 0.101 af, Atten= 1%, Lag= 0.7 min Primary = 1.43 cfs @ 12.09 hrs, Volume= 0.101 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 235.47' @ 12.09 hrs Surf.Area= 501 sf Storage= 405 cf Plug-Flow detention time=63.2 min calculated for 0.101 of(93% of inflow) Center-of-Mass det. time=26.4 min ( 800.2 - 773.8 ) Volume Invert Avail.Storage Storage Description #1 234.30' 588 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 234.30 200 0 0 235.30 450 325 325 235.80 600 263 588 Device Routing Invert Outlet Devices #1 Primary 230.95' 12.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 230.95'/230.70' S= 0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 235.30' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.43 cfs @ 12.09 hrs HW=235.47' (Free Discharge) L1=Culvert (Passes 1.43 cfs of 7.58 cfs potential flow) L2=Orifice/Grate (Weir Controls 1.43 cfs @ 1.35 fps) 11625.16 MC Parking PR Type/1/ 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 55 Pond 2B: Basin 2 Hydrograph i-43 ofsT F Inflow — -- - Primary Inflow Area=0.264 ac Peak lev= 3 . 7' 1- Storage=405 cf N U 3 0 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 56 Summary for Pond 3B: Basin 3 Inflow Area = 0.279 ac, 68.31% Impervious, Inflow Depth = 5.06" for 25-YR event Inflow = 1.58 cfs @ 12.07 hrs, Volume= 0.118 of Outflow = 1.56 cfs @ 12.08 hrs, Volume= 0.110 af, Atten= 1%, Lag= 0.7 min Primary = 1.56 cfs @ 12.08 hrs, Volume= 0.110 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.78'@ 12.08 hrs Surf.Area= 572 sf Storage=446 cf Plug-Flow detention time=64.5 min calculated for 0.110 of(93% of inflow) Center-of-Mass det. time=27.7 min ( 796.3 - 768.7 ) Volume Invert Avail.Storage Storage Description #1 233.60' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 233.60 200 0 0 234.60 500 350 350 235.10 700 300 650 Device Routing Invert Outlet Devices #1 Primary 230.25' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 230.25'/230.10' S= 0.0107 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #2 Device 1 234.60' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.55 cfs @ 12.08 hrs HW=234.78' (Free Discharge) t-1=Culvert (Passes 1.55 cfs of 7.59 cfs potential flow) t-2=Orifice/Grate (Weir Controls 1.55 cfs @ 1.38 fps) 11625.16 MC Parking PR Type /// 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 57 Pond 3B: Basin 3 Hydro graph 1.56 cfs Inflow i--- � Primary Inflow Area=0.279 ac Peak lev=234.78' torage=46 c N 1 V 3 0 LL 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 1 n nn-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 58 Summary for Pond 4B: Basin 4 Inflow Area = 0.362 ac, 55.24% Impervious, Inflow Depth = 4.83" for 25-YR event Inflow = 1.87 cfs @ 12.09 hrs, Volume= 0.146 of Outflow = 1.86 cfs @ 12.11 hrs, Volume= 0.138 af, Atten= 1%, Lag= 0.7 min Primary = 1.86 cfs @ 12.11 hrs, Volume= 0.138 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.10' @ 12.11 hrs Surf.Area= 581 sf Storage= 459 cf Plug-Flow detention time=52.7 min calculated for 0.138 of(94% of inflow) Center-of-Mass det. time=21.9 min ( 801.0 - 779.1 ) Volume Invert Avail.Storage Storage Description #1 232.90' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.90 200 0 0 233.90 500 350 350 234.40 700 300 650 Device Routing Invert Outlet Devices #1 Primary 229.55' 12.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 229.55'/ 229.40' S= 0.0079'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.90' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.85 cfs @ 12.11 hrs HW=234.10' (Free Discharge) t-1=Culvert (Passes 1.85 cfs of 7.61 cfs potential flow) t-2=Orifice/Grate (Weir Controls 1.85 cfs @ 1.47 fps) 11625.16 MC Parking PR Type /// 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 59 Pond 4B: Basin 4 Hydrograph 2- 'y1?8 �Inflow — �Primary - Inflow Area=0.362 ac Peak Elev= 34.1 ' Storage= 9 cf N U 0 1- LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type/1/ 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HVdroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 60 Summary for Pond 5B: Basin 5 Inflow Area = 0.666 ac, 57.59% Impervious, Inflow Depth = 4.83" for 25-YR event Inflow = 3.67 cfs @ 12.07 hrs, Volume= 0.268 of Outflow = 3.62 cfs @ 12.08 hrs, Volume= 0.256 af, Atten= 2%, Lag= 0.8 min Primary = 3.62 cfs @ 12.08 hrs, Volume= 0.256 of Routing.by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 233.51'@ 12.08 hrs Surf.Area= 826 sf Storage= 765 cf Plug-Flow detention time=45.2 min calculated for 0.256 of(96% of inflow) Center-of-Mass det. time= 19.3 min ( 796.7 - 777.4 ) Volume Invert Avail.Storage Storage Description #1 232.20' 925 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.20 350 0 0 233.20 700 525 525 233.70 900 400 925 Device Routing Invert Outlet Devices #1 Primary 228.85' 12.0" Round Culvert L= 15.5' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 228.85'/228.65' S= 0.0129'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.20' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.61 cfs @ 12.08 hrs HW=233.51' (Free Discharge) L1=Culvert (Passes 3.61 cfs of 7.72 cfs potential flow) L2=Orifice/Grate (Weir Controls 3.61 cfs @ 1.83 fps) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 61 Pond 5B: Basin 5 Hydrograph 4- _ >3.2 P iImary 3---- Inflow Area=0.666 ac 3-- Peak lev=233.51' Storage=765 c w 3 2- 0 U. 1- 0- .., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 25-YR Rainfall=5.76" Prepared by VHB Printed 6/4/2018 HydroCAD®10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 62 Summary for Link P-1A-1A: P-1A-1A Inflow Area = 7.758 ac, 54.19% Impervious, Inflow Depth = 4.70" for 25-YR event Inflow = 31.55 cfs @ 12.13 hrs, Volume= 3.036 of Primary = 31.55 cfs @ 12.13 hrs, Volume= 3.036 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link DP-1A-1 : DP-1 -1A Hydrograph 34= ------ Inflow 32 31.55 Cfs'�, = -- — Primary 30- Inflow r = . 28- 26_ 24- 22-- H 20- 3 18- �L 16 14- 12_ 10= 8_ 6- 1 4- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2 1 22 0 23 24 25 26 27 28 29 30 Time (hours) 100-Year Storm Event - Proposed \Whh\projMat-L-Ml 1625.16 ra r� Merrimack JL Parking\reports\Stormmter\Appen dix B-Standard 2 Compliance- Hydrocaddly sheets.doc 11625.16 MC Parking PR Type/1/ 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD®10.00-19 s/n 01038 02016 HydroCAD Software Solutions LLC Page 63 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment10S: M1-1A-.2 Runoff Area=11,250 sf 42.67% Impervious Runoff Depth=5.24" Flow Length=580' Tc=9.3 min CN=90 Runoff=1.35 cfs 0.113 of Subcatchment1S: M-1A-1A Runoff Area=217,400 sf 49.10% Impervious Runoff Depth=5.35" Flow Length=1,475' Tc=14.5 min CN=91 Runoff=22.76 cfs 2.225 of Subcatchment2S: AD-3 Runoff Area=40,900 sf 73.72% Impervious Runoff Depth=5.69" Tc=5.0 min CN=94 Runoff=5.94 cfs 0.445 of Subcatchment3S: AD-4 Runoff Area=11,500 sf 67.39% Impervious Runoff Depth=5.58" Flow Length=105' Tc=5.6 min CN=93 Runoff=1.62 cfs 0.123 of Subcatchment4S:AD-5 Runoff Area=12,150 sf 68.31% Impervious Runoff Depth=5.69" Flow Length=90' Tc=5.0 min CN=94 Runoff=1.77 cfs 0.132 of Subcatchment5S:AD-6 Runoff Area=15,750 sf 55.24% Impervious Runoff Depth=5.46" Flow Length=150' Tc=6.8 min CN=92 Runoff=2.10 cfs 0.165 of Subcatchment6S: AD-7 Runoff Area=29,000 sf 57.59% Impervious Runoff Depth=5.46" Flow Length=150' Tc=5.0 min CN=92 Runoff=4.12 cfs 0.303 of Pond 1B: Basin 1 Peak Elev=236.82' Storage=1,974 cf Inflow=5.94 cfs 0.445 of Outflow=5.61 cfs 0.418 of Pond 2B: Basin 2 Peak Elev=235.48' Storage=412 cf Inflow=1.62 cfs 0.123 of Outflow=1.60 cfs 0.115 of Pond 3B: Basin 3 Peak Elev=234.79' Storage=454 cf Inflow=1.77 cfs 0.132 of Outflow=1.74 cfs 0.124 of Pond 4B: Basin 4 Peak Elev=234.12' Storage=468 cf Inflow=2.10 cfs 0.165 of Outflow=2.09 cfs 0.157 of Pond 5B: Basin 5 Peak Elev=233.54' Storage=786 cf Inflow=4.12 cfs 0.303 of Outflow=4.06 cfs 0.291 of Link DP-1A-1A:DP-IA-1A Inflow=35.44 cfs 3.442 of Primary=35.44 cfs 3.442 of Total Runoff Area = 7.758 ac Runoff Volume = 3.506 of Average Runoff Depth = 5.42" 45.81% Pervious = 3.554 ac 54.19% Impervious = 4.205 ac 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment 1OS: M1-1A-.2 Runoff = 1.35 cfs @ 12.12 hrs, Volume= 0.113 af, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (so CN Description " 4,800 98 Paved parking 6,450 84 50-75% Grass cover, Fair, HSG D 11,250 90 Weighted Average 6,450 57.33% Pervious Area 4,800 42.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 90 0.0300 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 1.8 490 0.0100 4.54 3.56 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends & connections 9.3 580 Total Subcatchment 1OS: M1-1A-.2 H dr graph 11 35 cfs Runoff Type III 24-h r 100-YR Rainfall= . " Runoff rea=11 ,250 sf Runoff Volume= .1 13 of Runoff ept =5. " Flow Length=58 ' c=9.3 m i n =90 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17„18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 11124-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 65 Summary for Subcatchment 1S: M-1A-1A Runoff = 22.76 cfs @ 12.19 hrs, Volume= 2.225 af, Depth= 5.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (sf) CN Description 70,700 98 Paved parking 36,050 98 Roofs 110,650 84 50-75% Grass cover, Fair, HSG D 217,400 91 Weighted Average 110,650 50.90% Pervious Area 106,750 49.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0045 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 60 0.0045 1.08 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 160 0.0124 2.26 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 265 0.0133 6.07 7.45 Pipe Channel, 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.2 80 0.0101 5.97 10.56 Pipe Channel, 18" 18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38' n= 0.013 1.3 680 0.0157 9.02 28.35 Pipe Channel, 24 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 0.1 115 0.0300 14.47 71.04 Pipe Channel, 30" 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 0.1 65 0.0055 8.27 58.46 Pipe Channel, 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.011 14.5 1,475 Total 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAnn 1 n nn-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 66 Subcatchment 1S: M-1A-1A y rograph 25- _ 24_ 122.76 efs jRunoff 23- 22- 21 Type III 24- r 20- 19- 100-YR Rainfall= .40" 18- 17- Runoff Area=217,40 sf 16- 15_ Runoff Volume= .225 of 12 14= g 12_ Runoff Depth=5. " 11- Flow Length=1,475' 9= 8_ Tc=14.5 min 7 6- I N= 1 5 4= 3_ 2- 1- 00,...1 ..2..,.3 4. 5 .. 3....7,..8 .,9. 10, .11 .77.,1,3..14..1,3..1,3..1, ..18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type/1/ 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 2S: AD-3 Runoff = 5.94 cfs @ 12.07 hrs, Volume= 0.445 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (so CN Description 30,150 98 Paved parking 10,750 84 50-75% Grass cover, Fair, HSG D 40,900 94 Weighted Average 10,750 26.28% Pervious Area 30,150 73.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Tc Subcatchment 2S: AD-3 Hycirograph - 5 94 cfs l Runoff 6 Type III 24-h r 5- 100- R Rainfall=6.40" Runoff Area=40,900 sf 4 Runoff Volume=0.445 of LL 3 Runoff Depth=5.69" Tc=5.0 m i n 2- C =94 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment 3S: AD-4 Runoff = 1.62 cfs @ 12.08 hrs, Volume= 0.123 af, Depth= 5.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (sf) CN Description 7,750 98 Paved parking 3,750 84 50-75% Grass cover, Fair, HSG D 11,500 93 Weighted Average 3,750 32.61% Pervious Area 7,750 67.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 30 0.0083 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.4 75 0.0273 3.35 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.6 105 Total Subcatchment 3S: AD-4 n-ydrograph 162'cfs j m Runoff Type III 24- r 100-YR Rainfall=6.40" Runoff Area=11 , 00 Sf N Runoff Volume=0.123 of Runoff Depth=5. " Flow Length=1 ' Tc=5.6 min =93 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23., .,.23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment 4S: AD-5 Runoff = 1.77 cfs @ 12.07 hrs, Volume= 0.132 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (sf) CN Description 8,300 98 Paved parking 3,850 84 50-75% Grass cover, Fair, HSG D 12,150 94 Weighted Average 3,850 31.69% Pervious Area 8,300 68.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 25 0.0400 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0262 3.29 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.7 90 Total, Increased to minimum Tc= 5.0 min Subcatchment 4S: AD-5 Hydrograph 1`.77 cfs' Runoff Type III 24-h r 100-YR Rainfall=6.40" Runoff Area=12,150 sf w Runoff Volume=0.132 of Runoff Depth=5.69" U. Flow Length=90' c=5.0 m i n C =94 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment 5S: AD-6 Runoff = 2.10 cfs @ 12.09 hrs, Volume= 0.165 af, Depth= 5.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (so CN Description 8,700 98 Paved parking 7,050 84 50-75% Grass cover, Fair, HSG D 15,750 92 Weighted Average 7,050 44.76% Pervious Area 8,700 55.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 85 0.0376 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.3 65 0.0338 3.73 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.8 150 Total Subcatchment 5S: AD-6 € y ro raph i 2`10 cfs' Runoff 2- Type III 24-h r 100-YR Rainfall=6. 0" Runoff Area=1 ,70 sf NRunoff Volume=0.165 of Runoff e =5. 6" LL '- Flow Length=1 ' Tc= .8 mi n CN=92 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment 6S: AD-7 Runoff = 4.12 cfs @ 12.07 hrs, Volume= 0.303 af, Depth= 5.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-YR Rainfall=6.40" Area (sf) CN Description 16,700 98 Paved parking 12,300 84 50-75% Grass cover, Fair, HSG D 29,000 92 Weighted Average 12,300 42.41% Pervious Area 16,700 57.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 35 0.0286 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.36" 0.9 115 0.0113 2.16 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 150 Total, Increased to minimum Tc= 5.0 min Subcatchment 6S: AD-7 Hydrograph j,4.12 cfs Runoff 4 Type III 24-h r 100-YR ainfall=6. " 3- Runoff Area=29,000 sf w Runoff Volume=0.303 of Runoff epth=5.46" LL 2- Flow Length=150' Tc=5.0 m i n N=92 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 7 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HVdroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 72 Summary for Pond 1 B: Basin 1 Inflow Area = 0.939 ac, 73.72% Impervious, Inflow Depth = 5.69" for 100-YR event Inflow = 5.94 cfs @ 12.07 hrs, Volume= 0.445 of Outflow = 5.61 cfs @ 12.10 hrs, Volume= 0.418 af, Atten= 6%, Lag= 1.6 min Primary = 5.61 cfs @ 12.10 hrs, Volume= 0.418 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 236.82'@ 12.10 hrs Surf.Area= 2,029 sf Storage= 1,974 cf Plug-Flow detention time=63.1 min calculated for 0.418 of(94% of inflow) Center-of-Mass det. time=29.0 min ( 794.9 - 765.9 ) Volume Invert Avail.Storage Storage Description #1 235.40' 2,138 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 235.40 750 0 0 236.40 1,650 1,200 1,200 236.90 2,100 938 2,138 Device Routing Invert Outlet Devices #1 Primary 232.05' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 232.05'/ 231.90' S= 0.0107'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 236.40' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.60 cfs @ 12.10 hrs HW=236.82' (Free Discharge) L1=Culvert (Passes 5.60 cfs of 7.81 cfs potential flow) L2=Orifice/Grate (Weir Controls 5.60 cfs @ 2.12 fps) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 73 Pond 1 B: Basin 1 Hydro graph 5 94 cis FInflow 6 5 61 cfs-; Primary Inflow Area=0.939 ac 5- e k lev= 6. ' 4- Storage=1 , cf U 3 0 3 w _ 2- 1 0 . .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 74 Summary for Pond 2B: Basin 2 Inflow Area = 0.264 ac, 67.39% Impervious, Inflow Depth = 5.58" for 100-YR event Inflow = 1.62 cfs @ 12.08 hrs, Volume= 0.123 of Outflow = 1.60 cfs @ 12.09 hrs, Volume= 0.115 af, Atten= 1%, Lag= 0.7 min Primary = 1.60 cfs @ 12.09 hrs, Volume= 0.115 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 235.48'@ 12.09 hrs Surf.Area= 505 sf Storage= 412 cf Plug-Flow detention time=58.5 min calculated for 0.115 of(94% of inflow) Center-of-Mass det. time=24.9 min ( 795.7 -770.8 ) Volume Invert Avail.Storage Storage Description #1 234.30' 588 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 234.30 200 0 0 235.30 450 325 325 235.80 600 263 588 Device Routing Invert Outlet Devices #1 Primary 230.95' 12.0 Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 230.95'/230.70' S= 0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 235.30' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.60 cfs @ 12.09 hrs HW=235.48' (Free Discharge) t-1=Culvert (Passes 1.60 cfs of 7.59 cfs potential flow) L2=Orifice/Grate (Weir Controls 1.60 cfs @ 1.40 fps) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 75 Pond 2B: Basin 2 Hy ro r3ph 1;60 cfs'j Primary Inflow Area=0.264 ac Peak Elev=235.48' orge= 1 3 0 LL J-j 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 76 Summary for Pond 3B: Basin 3 Inflow Area = 0.279 ac, 68.31% Impervious, Inflow Depth = 5.69" for 100-YR event Inflow = 1.77 cfs @ 12.07 hrs, Volume= 0.132 of Outflow = 1.74 cfs @ 12.08 hrs, Volume= 0.124 af, Atten= 1%, Lag= 0.7 min Primary = 1.74 cfs @ 12.08 hrs, Volume= 0.124 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.79'@ 12.08 hrs Surf.Area= 577 sf Storage= 454 cf Plug-Flow detention time=59.6 min calculated for 0.124 of(94% of inflow) Center-of-Mass det. time=26.1 min ( 792.0 - 765.9 ) Volume Invert Avail.Storage Storage Description #1 233.60' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 233.60 200 0 0 234.60 500 350 350 235.10 700 300 650 Device Routing Invert Outlet Devices #1 Primary 230.25' 12.0" Round Culvert L= 14.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 230.25'/230.10' S= 0.0107'/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #2 Device 1 234.60' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.74 cfs @ 12.08 hrs HW=234.79' (Free Discharge) L1=Culvert (Passes 1.74 cfs of 7.60 cfs potential flow) t-2=Orifice/Grate (Weir Controls 1.74 cfs @ 1.44 fps) 11625.16 MC Parking PR Type /// 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 77 Pond 3B: Basin 3 Hydrograph 1.74 s Inflow Primary Inflow Area=0.279 ac Peak Elev=234.79' Storage=454 c N V 0 LL 0- ....,. ..,.. .... ., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type /// 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 78 Summary for Pond 4B: Basin 4 Inflow Area = 0.362 ac, 55.24% Impervious, Inflow Depth = 5.46" for 100-YR event Inflow = 2.10 cfs @ 12.09 hrs, Volume= 0.165 of Outflow = 2.09 cfs @ 12.11 hrs, Volume= 0.157 af, Atten= 1%, Lag= 0.7 min Primary = 2.09 cfs @ 12.11 hrs, Volume= 0.157 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 234.12'@ 12.11 hrs Surf.Area= 587 sf Storage= 468 cf Plug-Flow detention time=48.5 min calculated for 0.157 of(95% of inflow) Center-of-Mass det. time=20.6 min ( 796.6 - 776.0 ) Volume Invert Avail.Storage Storage Description #1 232.90' 650 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.90 200 0 0 233.90 500 350 350 234A0 700 300 650 Device Routing Invert Outlet Devices #1 Primary 229.55' 12.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 229.55'/229.40' S= 0.0079 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.90' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.08 cfs @ 12.11 hrs HW=234.12' (Free Discharge) Z--1=Culvert (Passes 2.08 cfs of 7.63 cfs potential flow) 'L2=Orifice/Grate (Weir Controls 2.08 cfs @ 1.52 fps) 11625.16 MC Parking PR Type/1/ 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 79 Pond 4B: Basin 4 Hydrograph �0!' fsj g Inflow Primary 2 Inflow Area=0.362 ac Peak Elev= 34. ' Storage=468 cf 0 LL 1_ 0- ... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VH13 Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 80 Summary for Pond 5B: Basin 5 Inflow Area = 0.666 ac, 57.59% Impervious, Inflow Depth = 5.46" for 100-YR event Inflow = 4.12 cfs @ 12.07 hrs, Volume= 0.303 of Outflow = 4.06 cfs @ 12.08 hrs, Volume= 0.291 af, Atten= 1%, Lag= 0.8 min Primary = 4.06 cfs @ 12.08 hrs, Volume= 0.291 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 233.54'@ 12.08 hrs Surf.Area= 836 sf Storage= 786 cf Plug-Flow detention time=41.4 min calculated for 0.291 of(96% of inflow) Center-of-Mass det. time= 18.1 min ( 792.5 -774.3 ) Volume Invert Avail.Storage Storage Description #1 232.20' 925 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.20 350 0 0 233.20 700 525 525 233.70 900 400 925 Device Routing Invert Outlet Devices #1 Primary 228.85' 12.0" Round Culvert L= 15.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 228.85'/228.65' S= 0.0129 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 233.20' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.05 cfs @ 12.08 hrs HW=233.54' (Free Discharge) t-1=Culvert (Passes 4.05 cfs of 7.74 cfs potential flow) t-2=Orifice/Grate (Weir Controls 4.05 cfs @ 1.90 fps) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 81 Pond 5B: Basin 5 ydroraph 4 cfs] F Inflow �-® 4 Inflow Area=0.666 ac Primary Peak Elev=233.54' 3 Storage=76 c N - U 3 0 LL 2 1- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 11625.16 MC Parking PR Type 111 24-hr 100-YR Rainfall=6.40" Prepared by VHB Printed 6/4/2018 HydroCAD®10 00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 82 Summary for Link DP-1A-1A: DP-1A-1A Inflow Area = 7.758 ac, 54.19% Impervious, Inflow Depth = 5.32" for 100-YR event Inflow = 35.44 cfs @ 12.13 hrs, Volume= 3.442 of Primary = 35.44 cfs @ 12.13 hrs, Volume= 3.442 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Link P-1A-IA: DP-1A-1A ydrog aph 38- 35:44 cfs'`° i 36_ Primary 34= 32_ Inflow p 1 ea=7. /J C 30- 28= 26= 24 w 22- C1 3 20 a 18- 16= 14 12= 10- 8 6- 4- 2- 0 0...1...,2....3 .4...,5.. 3. ..7, 8 9 10 11...1,2..13 .1,4..1,3 .1,3..1,7..1,8. 1,3..20�21 22 23..24.,25 26...27... 8 2 29 30 Time (hours) Appendix C Standard 3 Computations and Supporting Information • NRCS Soil Survey Map • Geotechnical Investigation Report • VHB Subsurface Exploration Summary • Recharge Calculations WhMprq Wat-LD111625.16 Merrimack PwkingVr pVd\Storm- W11625.16- 8t—mNr Reportd. NRCS Soil Survey Map IIVIMpq WM4-D111625.16 Mert mk �� Rad14mpodslSlormwatedi1625.16- Slormwater Reportdoo 3 Hydrologic Soil Group—Essex County,Massachusetts,Northern Part A 325780 325950 325940 323M 326100 326180 326260 42°40'20"N _ g,'�. 0 42°40'20"N a. V • v v & u!I 0 0 " v v v o_ o_ v a r. v v o o Soi,�l Nlap may not�be valid at this scale. 42°39'58"N . _ ..-. 42°39'S8"N 325780 32585D 325940 326020 326100 326180 326260 3 3 Map Scale:1:3,350 T printed on A portrait(8.5"x 11")sheet. Meters N 0 45 90 180 Z70 Feet 0 150 300 600 90p Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 usDA Natural Resources Web Soil Survey 6/1/2018 Conservation Service National Cooperative Soil Survey Page 1 of 4 Geotechnical Investigation a r 162515',7er:imack 34 Fadeirg'aep:rtsi5ln�mwater.11526.':fi- Sturmweler ReW d. Of Massachusetts -The Construction Testing People" -Page 1 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Ge®technical Report Report Date 05-13-2015 Report No. 2 Distribution. Copy Job Number 17167 Project Merrimack College, Aherne Parking Lot Andover, MA - Agree.No. MC-101-2014 Contractor WEATHER: TIME: CONTACT: SUMMARY: Enclosed you will find the document prepared by our geotechnical department for the above referenced project. GENERAL REMARKS: Inspector Premium Travel Name Time Hours Time K. Martin, P.E. #38208 No REVIEWED BY: Chuck Fraser Our reports are available in PDF form via email. Please email us at reports@utsofmass.com for more information. cc: Trident Proj.Advisors and Dev. Marc. Lehoullier VHB, Inc. Chris Lovett Merrimack College Felipe Schwarz UTS of Massachusetts, Inc. Page 2 5 Richardson Lane,Stoneham, MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 UTS OF MASSACHUSETTS, INC. 5 k0i;irdson Large 5-Eor de am, ;'ti1A 02180 781-438-7755 (P) /781-4-38-62216 (1) Ut50�m�55.COtT) i MEMORANDUM TO: Merrimack College 315 Turnpike Street North Andover,MA 01845 Trident Building,LLC �s' �ZNaF t�gs�9c 155 North Broadway,2°d Floor MAFMN N Salem,NH 03079 S N E � FROM: Kevin Martin,P.E. ` Geotechnical Engineer DATE: April 13,2015 RE: GEOTECHNICAL SUMMARY MERRIMACK COLLEGE SITE RENOVATIONS-FLEXIBLE PAVEMENTS NORTH ANDOVER,MASSACHUSETTS Project No. 17167 This Memorandum serves as a Geotechnical Summary Report related to pavement improvements i for the referenced project. The contents of this report are subject to the attached Limitations. BACKGROUND The project includes expanded,renovated and/or modified pavements around the areas of Sullivan Hall & Austin Hall (see Sketch). Site grades are shown to vary from elevation =231-240 ft possessing a gradual downward slope to the south and west. The existing pavement receives high volume vehicular traffic associated with typical campus activities. The pavement is in fair to poor condition with frequent cracking. Some recent repairs and patching have taken place within the project limits. Photos of the pavement are attached for review. Shallow groundwater is also an issue around the site. Storm drainage is accommodated with a network of catch basins,manholes and drainage pipe. The purpose of this study is to review the existing pavement,base and subgrade conditions to review the feasibility of a pavement rehabilitation. UTS of Massachusetts, Inc. Page 3 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 I Merrimack College April 13,2015 North Andover,MA Page 2 of 4 PAVEMENT CONDITIONS The pavement, base course, subgrade and groundwater conditions were reviewed with the completion orseven(7)shallow test pits throughout the area(see Sketch). The pits(P1 to P7)were saw cut to allow bulk review of the gravel base and subgrade. The deeper subgrade conditions were augmented with prior test pits and/or test bores around the site. The shallow pits for this study were hand excavated to depths of=24-30 inches. A Test Pit Summary is attached. The pavement varies from about=3-5 inches in thickness. The pavement has frequent cracking and associated distress throughout most areas. The gravel base was of variable thickness(=3-23 inches) with typical thickness of=14-15 inches.For the most part,the gravel base includes a fine to medium Gravel&Sand w/trace to little silt. Gradation tests completed on bulk samples are as follows: PIT DEPTH GRAVEL SAND SILT FINES PER SAND* P2 =3-7 inch 52% 40% 8% 17% P2 =7-18inch 56% 39% 5% 12% P4 =3-8inch 46% 44% 10% 19% P4 =8-18 inch 46% 46% 8% 14% *Silt is percentage of fines that passes the No.200 sieve *Fines(Silt)percentage based on Sand fraction(to reduce gravel bias) The Gravel Base is granular,well-draining,well-graded and compact. ® There was some shallow Organic laden soils @ Pl. Specifically, a thin or relic Topsoil (=2-3 inches)underlain by a silty Subsoil. This was also the area of the thinnest Gravel Base (=3-4 inches). Fill should also be expected around utilities that intersect the area. The parent soils include Glacio-Fluvial deposits. These soils include a grey-olive-brown,fine to medium Sand, some Silt, little to trace gravel. The Glacio-Fluvial soils are generally loose to medium dense based on past experience on the campus. The Glacio-Fluvial soils appear more wet and retain more moisture given a looser density. These conditions are consistent with prior geotechnical review at the college. Gradation testing(from prior studies)generally indicates a well- graded,fine to medium Sand(50-60%)&Silt(=30-401/9),trace to little gravel(<10-15%). The fine- grained composition of the glacial soils renders them poor-draining,moisture sensitive and frost susceptible. UTS of Massachusetts, Inc. Page 4 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 Merrimack College April 13,2015 North Andover,MA Page 3 of 4 Prior bulk gradation test results on the glacial subgrade in the immediate area are as follows: TEST GRAVEL SAND SILT* USCS* PIT TP1 6% 71% 23% SM TP2 6% 65% 29% SM TP3 9% 61% 30% SM TP4 10% 61% 29% SM *Silt is percentage of fines that passes the No.200 sieve *USCS=Unified Soil Classification System •SM=Silty Sand Groundwater was only encountered in P6 at shallow depth below grade(see photo). Seeping and flowing water was evident in this area. Prior test pits indicate weeps at shallow depths of=32-44 inches. Slow weeps and wet soils were present at these depths. Mottles and re-dox features were noted at shallow depths of=24-32 inches.It should be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall,temperature,utilities and other factors differing from the time of the measurements. This study was completed at a time represented by seasonally high to normal groundwater. ENGINEERING EVALUATION ® General review of the pavement indicates poor to moderate condition. The cracks are deep and wide in many areas. The poor conditions may be general wear(most pavements last=15 years),lack of maintenance,lack of strength and/or exposure to harsh conditions(frost,water,thaw,etc). The presence of shallow water(P6)and a thin Gravel Base(P 1)will also impact the pavement life. Based on our review of the project,we provide the following comments and/or recommendations related to the proposed parking lot construction for a=10-15 year design life: • Given the poor condition of the pavement,it is our recommendation that reclamation with the construction of a new pavement structure will be most beneficial. The reclamation or pulverization of the pavement with the existing gravel will produce a better,thicker gravel base for support of a new pavement.The Reclaimed Asphalt Pavement(RAP)shall conform to MA-DPW: "Reclaimed Pavement Borrow"(MI.H.0). The pulverization should extend at least=6-8 inches below grade to thoroughly mix the materials and cull any large stones (greater than=5 inches)which should be removed. UTS of Massachusetts; Inc. Page 5 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA — Agree.No. MC-101-2014 Merrimack College April 13,2015 North Andover,MA Page 4 of 4 • The RAP should be compacted to at least 95 percent relative compaction as determined by the Modified Proctor Test(ASTM-D1557). The adequacy of the compaction efforts should be verified by field density testing. • Areas of thin Gravel(P 1)should require some excavation to accormnodate a minimum 14- inch gravel base. • The pavement course should include a binder and wearing course per MA-DPW Standard Specifications. For Standard Duty Conditions,we specify a minimum 3'/2 inch pavement (1'/z inch/2 inch)but recommend a 4 inch pavement(1 Yz inch/2%2 inch)for extended service life(=15 years)given the volume of traffic.A minimum inch pavement(1'/2 inch/2'/2 inch) I should be used at entrances and main drives(ie:Heavy Duty Pavement)but recommend a 4'/2 inch pavement(2 inch/2'/2 inch)for extended service life(=15 years)given the volume of traffic. A tack coat shall be used between the pavement courses. • Bituminous concrete should be placed in accordance with the MA-DPW Standard Specifications for Bridge and Highway Construction. hi particular,bituminous concrete should be compacted to at least 95 percent of Marshall density per ASTM6927 within the specified temperature range(or at least 92.5 percent of Theoretical Maximum Density per ASTM D2041 or AASHTO T209). Placement temperatures of bituminous concrete mixes, in general,range between 270 and 310 degrees Fahrenheit. • Groundwater should be permanently depressed at least=36 inches below pavement grade. There were some wet areas to the east(presumably associated with storm flow from Route 114). We recommend an under-drain or interceptor drain to collect and remove groundwater from pavement areas. The Site Engineer should review the location and discharge of the drains. Permanent depression of the shallow water is necessary for subgrade stability and to mitigate frost heave given the silty subgrade soils. • Although a full reconstruction would be the best option for an extended pavement life,the on-going use of the pavement may prove difficult for construction. Full reconstruction would involve stripping/excavating the pavement areas to subgrade with the installation of the proper gravel base(thickness,gradation,etc)then the new pavement. This option should provide a=20 year design life with typical maintenance. We would recommend a minimum 20 inch gravel base of entrances and main drives(Heavy Duty Pavement)with a 15 inch Gravel for parking areas We trust the contents of this memorandum are responsive to your needs at this time. Should you have any questions or require additional assistance,please do not hesitate to contact our office. kmm50/uts 15/NorthAndoverMerrimackCol legePavement.wpd UTS of Massachusetts, Inc. Page 6 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA Agree.No. MC-101-2014 LIMITATIONS Explorations 1. The analyses,recommendations and designs submitted in this report are based in part upon the data obtained from preliminary subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. Uvariations then appear evident,it will be necessary to re-evaluate the recommendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely spaced explorations and samples;actual soil transitions are probably more gradual. For specific information,refer to the individual test pit and/or boring logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These data have been reviewed and interpretations have been made in the text of this report. However,it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall,temperature,and other factors differing from the time the measurements were made. Review 4. It is recommended that this firm be given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the recommendations provided herein. 5. In the event that any changes in the nature,design,or location of the proposed areas are planned,the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by UTS of Massachusetts,Inc. Construction 6. It is recommended that this fin-n be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report 7. This report has been prepared for the exclusive use of Merrimack College&Trident Construction, LLC in accordance with generally accepted soil and foundation engineering practices. No other warranty,expressed or implied,is made. S. This report has been prepared for this project by UTS of Massachusetts, Inc. This report was completed for geotechnical design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to preliminary geotechnical design considerations. UTS of Massachusetts, Inc. Page 7 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 ' I pt ' A � ' , rz , If A- °fie C: U) =r 0 CL ®M (n 0 r- Cn 0 Test Pit 1 2 3 0 :7 U) Depth from 3 (D Surface(in. 0-4.5" Asphalt 0-3" Asphalt 0-57' Asphalt ---——_--------------- W 3-7" ']an F-C Gravel and sand, 0 4 4,5-8" Tan 17-M Sand,some sift, little-trace silt CO Co little-trace aravel 5-29" Tan I-Cgravel and sand, -4 6 — J trace silt 00 00 7-18" Tan F-C gravel and sand, 00 8 8-11" BroNvii F-M Sand and silt, trace sill 24 (C-RP40) 4 loamy.organic Cn CA 10 (buried topsoil) F P-N 2. 12 -0 C- 70 ;0 OM 0 M -aM 11-16"Tan F-M Sand some silt, .2. ty-a -4 little gravel M Z 0 0 00 14 �55,Dkk) r- ;� ;� (SV 0 3 z o 16 16-24"Tan F-M Sand,some sift. Cr 0 0 00 trace gravel 18 (natural glacial soil) 18"-26"Tan F-M Sand,some silt, trace gravel N N o 'n 20 (natural glacial soil) P (D -_1 R. " H Cn I 0 n M F_ 22 (D � n 0 24 End 24" Cn 0 26 End 26" H (D 28 28-30"Tan F-M Sand.some silt, q (Q trace-ravel F1 D (D 30 (D Endrd'30" 0 (D Notes: (D C) 0 LQ x, tQ t-A (D 0 OD -—__-__--- Ct C 0 0 M 0 g 0 Test Pit 4 5 6 0 =r r cn Depth from m (D Surface(in.) 0-3" Asphalt 0-4- Asphalt 0-5" Asphalt CP 2 > I 4-11 Tan F-C Gravel and sand, 0 4 3-8" Tan F-C Gravel,and sand, little-trace silt 00 little silt 5-20" Tan F-C'gavel and sand 6 (C-fAve\� trace silt 0? R N\4 8 8-18" 'Fan F-C Oravel and sand, 00-14 trace silt "4 10 (&F, < 11-18"Tan F-C gravel and sand, 0 Q trace silt -0 OM 0 M M 14 M Z 0 0 00 0 16 CO 17 Steady seep O M N 18 18-28"Tan F-IN4 Sand,some silt. 19-26"Tan F-NI Sand,some silt. trace gravel trace gravel p :4 F- 20 (natural glacial soil) (natural glacial soil) 20-24"Tan F-M Sand,some silt, �1�:I (D --I VI FI I trace gravel 0 FI M P 22 (natural glacial soil) (D wI 24 Efidii 24- 26 End 26" 0 (D 28 Fi i d 2 8 I-Q (D (D 30 (D Notes: Standing water under asphalt 0 (D (D C) 0 LQ x, 0 Ct UTS of Massachusetts, Inc. Page 10 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA Agree.No. MC-101-2014 zor > D 4 -'r 'o 11 C"I CA z UTS of Massachusetts, Inc. Page 11 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 ® J -1 W 6 1 r o �o , 0 OL # � 00 .s , NN ra cv .v NOMA UTS of Massachusetts, Inc. Page 12 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-43M216(Fax) Repoli Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 d oo vz w UTS of Massachusetts, Inc. Page 13 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 Iq RAJA, oy- �z 7, ZI ZW I I tiw _ as � li 9 fifiVV '� I y, t MR k > mi A r . n ` a n �N UTS of Massachusetts, Inc. Page 14 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 YINCIII L f- fn tee � b r, r K i li I Ili i' r �.. UTS of Massachusetts, Inc. Page 15 5 Richardson Lane,Stoneham,MA 02180 781-438-7755(Voice)781-438-6216(Fax) Report Date 05-13-2015 Report No. 2 Job Number 17167 Project Merrimack College, Aherne Parking Lot Attachment Andover, MA - Agree.No. MC-101-2014 T n t #. f x JEy r 4T7 q- { ni QZ F } QZ UTS OF MASSACHUSETTS, INC. 5 RiChar45on Lane Stoneham, MA 02180 781-438-7755 (p) / 781-438-6216 (f) utsofmass-com MEMORANDUM TO: Merrimack College 315 Turnpike Street North Andover, MA 01845 Trident Building, LLC 155 North Broadway, 2 d Floor KEVIN t WPM ....... Salem,NH 03079 civil ........... FROM: Kevin Martin,P.E. Geotechnical Engineer DATE: May 13, 2014 RE: GEOTECHNICAL SUMMARY MERRIMACK COLLEGE SITE RENOVATIONS NORTH ANDOVER, MASSACHUSETTS Project No. 17167 This Memorandum serves as a Geotechnical Swwnwy Report for the referenced project. The contents of this report are subject to the attached Limitations. BACKGROUND The project includes expanded parking and associated subgrade infiltration. Present conditions include pavement areas with adjacent landscape areas. Limited Site Plans were available at this time. Site grades are shown to vary from elevation z235-240 ft possessing a gradual downward slope to the north and west. The purpose of the geotechnical investigation is to define the nature and character of the subsurface conditions underlying the project area. This information will be evaluated with respect to the pavement design, site design and subgrade infiltration. Merrimack College May 13, 2014 North Andover, MA Page 2 of 4 SUBGRADE CONDITIONS The subgrade conditions were reviewed with the excavation of four (4) test pits at the prescribed locations. A Test Pit Summary&Location Plan are attached for review. The subgrade conditions below the surface Topsoil include shallow Fill underlain by Glacio-Fluvial soils. There is about=8-15 inches of surface Topsoil. Below the Topsoil is some shallow Fill and/or loamy Subsoil extending about z24 inches below grade. Other Fill should be expected given underground utilities in the area. The parent soils include Glacio-Fluvial deposits. These soils include a grey-olive-brown, fine to medium Sand, some Silt, little to trace gravel. The Glacio-Fluvial soils are generally loose to medium dense based on past experience on the campus. The Glacio-Fluvial soils appear more wet and retain more moisture given a looser density. These conditions are consistent with prior geotechnical review at the college. Gradation testing(from prior studies)generally indicates a well- graded,fine to medium Sand(50-60%)&Silt(z30-40%),trace to little gravel(<10-15%). The fine- grained composition of the glacial soils renders them poor-draining, moisture sensitive and frost susceptible. Recent gradation test results are as follows: TEST GRAVEL SAND SILT* USCS PIT TPl 6% 71% 23% SM TP2 6% 65% 29% SM TP3 9% 61% 30% SM TP4 10% 61% 29% SM * Silt is percentage of fines that passes the No. 200 sieve *USCS =Unified Soil Classification System * SM=Silty Sand Groundwater was encountered in the test holes at shallow depths of=32-44 inches. Slow weeps and wet soils were present at these depths. Mottles and re-dox features were noted at shallow depths of z-24-32 inches. For design purposes,we recommend an estimated seasonal high groundwater table (ESHGWT) about ;z:32-36 inches below grade. It should be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, utilities and other factors differing from the time of the measurements. This study was completed at a time represented by seasonally high to normal groundwater. This study also followed a period of rain. Merrimack College May 13, 2014 North Andover, MA Page 3 of 4 Bituminous Pavement Structures The flexible pavement recommendations are based on our experience with similar pavement structures and reference to the AASHTO Guide for Design of Pavement Structures. The thickness of each course is a function of the subgrade strength, traffic intensity, design life, drainage, and frost/regional conditions. We recognize the presence of poor-draining glacial soils and a shallow groundwater. Based on the foregoing, the following is a summary of our minimum pavement structure recommendations for a z 15 year design life: Heavy Duty Light Duty Pavement Course Traffic Conditions Traffic Conditions Bituminous Concrete Top Course, 2 inch 1'/2 inch MA DPW M3.11.03 Table A Bituminous Concrete Binder Course, 2'/z inch 2 inch MA DPW M3.11.03 Table A Dense Graded Crushed Stone (Base Course) 8 inch 6 inch MA DPW M2.01.7 Gravel Borrow(Sub-Base Course) 12 inch 10 inch NIA DPW M1.03.1 TOTAL: 241/2 inches 191/2 inches NOTES: Alternative pavement design includes a 18 inch and 14 inch Crushed Gravel Base with no Gravel Sub-Base below the Heavy and Light Duty Pavement Structures respectively. Heavy duty pavement areas are associated with access drives,main roadways,hardscapes,loading areas,etc. The above recommendations are based on a stable,granular subgrade that is free of organic and other weak material.The subgrade should be proof rolled with a minimum 10-ton vibratory roller making at least four coverages across the pavement subgrade. Areas exhibiting unstable/weaving conditions should be over-excavated and replaced with compacted structural fill. The subgrade should ultimately be granular, stable and compact being free of organic and weak material. The pavement structure recommendations should not be construed for adequate support ofhaul roads and other construction traffic. The design and maintenance of such temporary construction roads shall be reviewed by the contractor. Merrimack College May 13, 2014 North Andover, MA Page 4 of 4 The Crushed Gravel Base Course and Gravel Sub-Base Course should be placed in controlled lifts and compacted to at least 95 percent relative compaction as determined by the Modified Proctor Test (ASTM-D 1557). The adequacy of the compaction efforts should be verified by field density testing. Bituminous concrete should be placed in accordance with the MA-DPW Standard Specifications for Bridge and Highway Construction. In particular,bituminous concrete should be compacted to at least 95 percent of Marshall density per ASTM6927 within the specified temperature range(or at least 92.5 percent of Theoretical Maximum Density per ASTM D2041 or AASHTO T209). Placement temperatures of bituminous concrete mixes, in general, range between 270 and 310 degrees Fahrenheit. The existing pavement may be reclaimed or pulverized for re-use on the project as the granular sub- base. This study did not include a review of the gravel base below the pavement. The Reclaimed Asphalt Pavement(RAP) shall conform to MA-DPW: "Reclaimed Pavement Borrow"(MI.H.0). A tack coat shall be placed between successive layers of the bituminous concrete. Specifically, a tack coat shall be placed atop the binder course pavement prior to placing the wearing course. The groundwater table should be maintained at least 3 ft below finish pavement grade. Final grading should consider the shallow groundwater (�3 ft). Groundwater may be controlled with drainage swales or underdrains in this respect. INFILTRATION TESTS Double-Ring Infiltration Tests (ASTM D3385) were perfornled in test pits TP1 & TP4 within the Glacio-Fluvial soils to review the subgrade infiltration for storm water design. The test results indicate an infiltration rate of=1.6 inches/hour. The test results are attached. The gradation tests indicate a well-graded,fine to medium Sand,some silt,trace gravel. The amount of fines (Silt) passing the No. 200 sieve is =30% based on total weight (=33% based on Sand fraction). Per USDA Classification,the glacial soils can be classified as Sandy Loam (SL). The Rawls Rate(Infiltration Rate) for SL is 1.02 inches/hour. We trust the contents of this memorandum are responsive to your needs at this time. Should you have any questions or require additional assistance,please do not hesitate to contact our office. knnn50/uts 14/NorthAndoverMerrhnackColle-eSite.wpd LIMITATIONS Explorations 1. The analyses,recommendations and designs submitted in this report are based in part upon the data obtained from preliminary subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident,it will be necessary to re-evaluate the reconunendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely spaced explorations and samples; actual soil transitions are probably more gradual. For specific infomlation,refer to the individual test pit and/or boring logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These data have been reviewed and interpretations have been made in the text of this report. However,it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors differing from the time the measurements were made. Review 4. It is recommended that this firm be given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the recommendations provided herein. 5. In the event that any changes in the nature,design,or location of the proposed areas are planned,the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by UTS of Massachusetts, Inc. Construction 6. It is recommended that this firm be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report 7. This report has been prepared for the exclusive use of Merrimack College&Trident Construction, LLC in accordance with generally accepted soil and foundation engineering practices. No other warranty,expressed or implied, is made. 8. This report has been prepared for this project by UTS of Massachusetts, Inc. This report was completed for geotechnical design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to preliminary geotechnical design considerations. `'µme POTENTIAL TEST Pit LOCATION ITYP) —POTENTIALROR040 APPROXIMATELOCATION LOCATION IMP) OF EXISTINGWATER SIN POTEp PAL BORING .._ LO TIQU TTP) V "'NTtAL TT ST FIT LOCATION{TY ....,,,E APPROXIMATE L.00AlION Of WSHRO SEWEk LINE ve I TT TEL -TWC MANHOLES 7 � _ b c ol% �6U46-6- (M'Jo- fLOVIIAL) A) s �ov �� AN "S 63 �t VMkl f; 6 OUNA, r-w5AND ZN Vpk�,, Cr'LJV-ID-fLVyj.AL) rup . C ' iZ,6 WAj , A ASTIVI 0 3385-03 Infiltration Rate of Soils in Field Using Double-Ring infiltrmmeter Data Sheet Project: Merrimack College Penetration of inner ring: 4in. Test Site: Test Pit 1 Penetration of cutter ring: 4in. Teat Date: 5C2/2014 Liquid depth inner ring: 4in. Weather: Clear 60 Liquid depth ouMnrring: 4in. Tech. Name: L. Crabtree Liquid Temp.: 45 Liquid Type: Water Soil Description: Silty sand Area Outer Ring: 684.788om2 Test Elevation: 38''below grade Area Inner Ring: 314.238om2 Annular Space: 328.36cm2 Elapsed Flow Readinqs Incremental Time Inner Ring nnular Space Infiltration Rate Time Wtotal Reading Flow Reading Flow Inner Annular Inner Annular t nnu'ar in 12 Final Infiltration Rates: Ummer2.4 ft/Xuy,AxunoDmr 2.3 ft/day ASTM D 3385-03 Infiltration Rate of Soils in Field Using Double-Ring infiltrometer Data Sheet Project: Merrimack College Penetration of inner ring: 4 in. Test Site: Test Pit 4 Penetration of outter ring: 4 in. Test Date: 5/2/2014 Liquid depth inner ring: 4 in. Weather: Clear 60 Liquid depth outter ring: 4 in. Tech. Name: L. Crabtree Liquid Temp.: 45 Liquid Type: Water Soil Description: Silty sand Area Outer Ring: 684.768 cm2 Test Elevation: 30" below grade Area Inner Ring: 314.238 cm2 Annular Space: 329.36 cm2 Elapsed Flow Readin s Incremental Time Inner Ring Annular Space Infiltration Rate Time ZVtotal Reading Flow Reading Flow Inner Annular Inner Annular Trial hr:min min. in. oz. in. oz. m/h m/h ft/da ft/da S 9:30 15 12 12 1 E 9:45 15 12 0 12 0 0.00 0.0 0.0 0.0 S 9:45 15 12 12 2 E 10:00 30 12 Or 12 0 0.001 0.0 0.0 0.0 S 10:00 15 12 12 3 E 10:15 45 11.75 8 11.75 8 3.01 2.9 2.4 2.3 S 10:15 15 11.75 11.75 4 E 10:30 60 11.625 8 11.625 8 3.01 2.9 2.4 2.3 S 10:30 15 11.625 11.625 5 E 10:45 75 11.5 8 11.5 8 3.01 2.9 2.4 2.3 S 10:45 15 11.5 11.5 6 E 11:00 90 11.375 8 11.375 8 3.01 2.9 2.4 2.3 S 7 E S 8 E Final Infiltration Rates: Inner 2.4 ft/day,Annular 2.3 ft/day ft e z � W n zk 3 �S a41 tY � �l 1{ #f 1 a " " a" v ti M, TEST PIT#2/INFILTRATION TEST VHB Subsurface Exploration Summary Fadcir::g'✓ep>rsi5le-mwater.7151":B- lJ Sl—Bter ePDO,dw 0 �;"Vhb, To: File Date: May 14, 2018 Memorandum Project#: 11625.16 From: Jeff Black,SE#13781 Re: Supplementary Soil Evaluation—TP#5 and TP#6 On May 7, 2018, representatives from VHB performed 2 tests pits at Merrimack College in support of a parking lot expansion on campus. Refer to Figure C1 for the locations of the test pits.The purpose of this subsurface investigation was to gain additional information regarding soil conditions, in the context of stormwater management,to supplement existing geotechnical data that was gathered in May of 2014 and May of 2015 by UTS of Massachusetts. Textural analysis and depth to groundwater was analyzed at each hole, and general subsurface conditions at the site were assessed based upon the results of the analysis. Test pit#5 was performed in a landscaped area adjacent to the east side of Austin Hall at an approximate ground elevation of 231.This test pit was comprised of a layer of topsoil down to 1' BGS (below ground surface), followed by a layer of fill down to 1.5' BGS,then what appeared to be a buried topsoil layer from a depth of 1.5-2' BGS. Below the buried topsoil layer were two layers of sandy loam with trace amounts of gravel from a depth of 2' BGS down to 8' BGS. Redoximorphic features were observed from the test pit bottom up to 2.7' BGS,where the estimated seasonal high groundwater table is established.Groundwater weeping from the side wall of the test pit was observed at 5.3' BGS. Test pit#6 was performed in the vacant area north of Sullivan Hall at an approximate ground elevation of 236.5.This test pit consisted of a layer of woodchips above the topsoil,followed by topsoil down to a depth of 0.8' BGS. Below the topsoil,there were two layers of sandy loam with trace amounts of gravel, cobbles and stones down to a depth of 10' BGS. Breakable ledge was encountered around 4' BGS, and several large stones (0.5-1' in diameter)were encountered during excavation. Redoximorphic features were observed from the bottom of the test pit up to 1.7' BGS, where the estimated seasonal high groundwater table is established.Groundwater weeping through the side walls of the test pit was observed at 8' BGS. Elevations of redoximorphic features observed in this test pit are similar to elevations observed in TP1, performed by UTS in May of 2014. 101 Walnut Street PO Box 9151 \\vhb\proj\Wat-LD\11625.16 Merrimack Parking\reports\Stormwater\Appendix C-Standard 3 Compliance-Recharge&Soils\2018-05- Watertown,MA 02472-4026 14-Supplementary Soil Evaluation Memo.docx P 617.924.1770 Recharge Calculations Due to the site being comprised of C and D soils and high ESHGWT, the potential for proposed infiltration is limited. All efforts to optimize stormwater recharge to the greatest extent possible were made by utilizing surface basins for shallow infiltration that are sized for the required recharge volume. However, based on these conditions due to the high ground water table, no recharge credit has been assumed in this project. 1\Vht'4)gAVMt MI.1625.16 NZ mack �! ParkirgVep')[4 lo:mwaier.11825.':fi- U uhurrnwale;ReW d. Appendix D Standard 4 Computations and Supporting Information • Long Term Pollution Prevention Plan • Long Term BMP Maintenance Table • Figure D1 -Stormwater BMP Location Plan • Stormceptor Inspection& Maintenance Manual • Water Quality Volume Calculations&STC Design Summary • TSS Removal Worksheets -Wp,1qAw-LD 1625 11 M-eK 37 1625 16 Z—(�r*Rep d. Long Term Pollution Prevention Plan :4Vbb';,\Vfai-L�5?1625.11 Sdenmack 16 8 rip Fa6Cing'rep�rsSSlo:mwafer.t 1525. - Stormweter Report d. _ 449T PollutionTerm Longvhb Prevention This Long-Term Pollution Prevention Plan has been developed to establish site management practices that improve the quality of stormwater discharges from the Project. Description of Pollutant Sources Pollutant sources for the Project are anticipated from the vehicle traffic for the proposed parking lot and drives/aisles,expected to consist of oils, debris and other suspended solids. Pollutant Control Approach Maintenance of Pavement Systems Regular maintenance of pavement surfaces will prevent pollutants such as oil and grease, trash,and sediments from entering the stormwater management system.The following practices should be performed: > Sweep or vacuum asphalt pavement areas semi-annually with a commercial cleaning unit and dispose of removed material. > Check loading docks and dumpster areas frequently for spillage and/or pavement staining and clean as necessary > Routinely pick up and remove litter from the parking areas,islands,and perimeter landscaping. Maintenance of Vegetated Areas Proper maintenance of vegetated areas can prevent the pollution of stormwater runoff by controlling the source of pollutants such as suspended sediments,excess nutrients,and chemicals from landscape care products.Practices that should be followed under the regular maintenance of the vegetated landscape include: > hlspect planted areas on a semi-annual basis and remove any litter. > Maintain planted areas adjacent to pavement to prevent soil washout. Lut:6lpioj�Nat-lDit 1625.16 kY_rtin k Paddnq.rvpodsi5ta t,Mppe d.D- 1 Merrimack College-Campus Parking Improvements,North Andover,MA St.da`d 4 -W.Ex Qualrfy& LTPPP'DI-Deng Te P.IIA-P—t. Long Term Pollution Prevention Plan Plan do ""t I i b > Immediately clean any soil deposited on pavement. > Re-seed bare areas;install appropriate erosion control measures when native soil is exposed or erosion channels are forming. > Plant alternative mixture of grass species in the event of unsuccessful establishment. > The grass vegetation should be cut to a height between three and four inches. > Pesticide/Herbicide Usage-No pesticides are to be used unless a single spot treatment is required for a specific control application. > Fertilizer usage should be avoided.If deemed necessary,slow release fertilizer should be used.Fertilizer may be used to begin the establishment of vegetation in bare or damaged areas,but should not be applied on a regular basis unless necessary. Management of Snow and Ice Storage and Disposal Snow shall be stockpiled on pavement surfaces and/or adjacent upland lawn areas so sand and salt may be swept in the spring or removed as snow melts and drains through the stormwater management system.Recommended locations for snow storage are shown on the attached Snow Storage Plan. Key practices for the safe storage and disposal of snow include: > Under no circumstances shall snow be disposed or stored in wetland resource areas. > Under no circumstances shall snow be disposed or stored in stormwater basins, ponds,rain gardens,swales,channels,or trenches. Salt and Deicing Chemicals The amount of salt and deicing chemicals to be used on the site shall be reduced to the minimum amount needed to provide safe pedestrian and vehicle travel.The following practices should be followed to control the amount of salt and deicing materials that come into contact with stormwater runoff: > Devices used for spreading salt and deicing chemicals should be capable of varying the rate of application based on the site specific conditions. > Sand and salt should be stockpiled under covered storage facilities that prevent precipitation and adjacent runoff from coming in contact with the deicing materials 1AAb14,mj:We4LM11625,16 Mzrtin k N,Wg-p.1,lSt--ten Appe duD- 2 Merrimack College-Campus Parking Improvements,North Andover,MA Standard 4 Compiienca-Wat'Q-tay& LTPPPOI LngTe P IM.P.b. Long Term Pollution Prevention Plan Rim d— �y�aa -vhb Spill Prevention and Response Plan Spill prevention equipment and training will be provided by Merrimack College. Initial Notification hi the event of a spill the facility and/or construction manager or supervisor will be notified immediately. FACILITY MANAGER Name: Felipe Schwarz Home Phone: (978)837-1845 Phone: (978)837-5459 E-mail: schwarzf@,merrin-mack.edu CONSTRUCTION MANAGER Name: Phone: The supervisor will first contact the Fire Department and then notify the Police Department,the Public Health Commission and the Conservation Commission. The Fire Department is ultimately responsible for matters of public health and safety and should be notified immediately. Further Notification Based on the assessment from the Fire Chief,additional notification to a cleanup contractor may be made.The Massachusetts Department of Environmental Protection(DEP)/Department of Environmental Services(DES)and the EPA may be notified depending upon the nature and severity of the spill.The Fire Chief will be responsible for determining the level of cleanup and notification required. The attached list of emergency phone numbers shall be posted in the main construction/facility office and readily accessible to all employees.A hazardous waste spill report shall be completed as necessary using the attached form. ilvnti,pnaJiwa�L�ttae2s.�s naea;mau Park;ag•✓hwAs4gtort;,watertAppefMao- 3 Merrimack College-Campus Parking Improvements,North Andover,MA Standaiddt?anLdiance-Water�aality8 LTPPP'Di-Lang Tern Pollution P—h. Long Term Pollution Prevention Plan PVan Cocx vhb Emergency Notification Phone Numbers 1. FACILITY MANAGER Name.- Felipe Mobile Phone: Phone: E-mail: 2. FIRE DEPARTMENT Emergency: 911 Business: POLICE DEPARTMENT Emergency: 911 Business: l CLEANUP CONTRACTOR: Address: Phone: 4. MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION Emergency: Northeast Region—Wilmington Office: 5. NATIONAL RESPONSE CENTER Phone: ALTERNATE:U.S.ENVIRONMENTAL PROTECTION AGENCY Emergency: Business: 6. ANOOVER CONSERVATION COMMISSION Contact: Lynn Viselli Phone: ANDOVER HEALTH DIVISION Contact: Thomas Carbone rnnno: 7. NORTH 4NDOVER CONSERVATION COMMISSION Contact: Jennifer Hughes Phone: 7 NORTH ANDOVER HEALTH DEPARTMENT Contact: BhonLoGmooe Phone: ��~M°LWpmpmk 4 Merrimack College—Campus Parking Improvements,North Andover,MA LTPPPDI*w6 ^��="�~� Long Term Pollution Prevention Plan °°*— vhb Hazardous Waste I Oil Spill Report Date Time AM/PM Exact location(Transformer#) Type of equipment Make Size S/N Weather Conditions On or near Water ❑ Yes If Yes,Body of Water: ❑ No Type of chemical/oil spilled Amount of chemical/oil spilled Cause of Spill Measures taken to contain or clean up spill Amount of chemical/oil recovered Method Material collected as a result of cleanup: Drums containing Drums containing Drums containing Location and method of debris disposal Name and address of any person,firm,or corporation suffering damages: Procedures,method,and precautions instituted to prevent a similar occurrence from recurring: Spill reported to General Office by Time AM/PM Spill reported to DEP/National Response Center by DEP Date Time AM/PM Inspector NRC Date Time AM/PM Inspector Additional comments: i\uhbiproj+Wal-LD11'ei25.96 PoleMmack Park'OepodsStmr. ateMppenda D- 5 Merrimack College M—Campus Parking Improvements,North Andover, A Standard 4 Gmnpfia--Water Quality& LTPPP`o1-L�9T—,P ht-P:,—b. Long Term Pollution Prevention Plan Pl-doce -Vhb Assessment-Initial Containment The supervisor or manager will assess the incident and initiate containment control measures with the appropriate spill containment equipment included in the spill kit kept on-site.A list of recommended spill equipment to be kept on site is included on the following page. Fire/Police Department 911 Andover Health Division 978-623-8295 Andover Conservation Commission: 978-623-8311 North Andover Health Department 978-688-9540 North Andover Conservation Commission 978-688-9530 iW,W,projiWat LD411625,16 A-i—k PaflangVepols�Slort:, 1 Appa dvD- 6 Merrimack College-Campus Parking Improvements,North Andover,MA Standard 4 C-0-ce-Wm Q..My& LTPPPiD1-Long Terri Po110.Prevention Long Term Pollution Prevention Plan Plan docx t4�ovhb Emergency Response Equipment The following equipment and materials shall be maintained at all times and stored in a secure area for long-term emergency response need. Supplies Recommended Suppliers SORBENT PILLOWS/"PIGS" 2 http://www.newpig.com SORBENT BOOM/SOCK 25 FEET Item#KIT276 — mobile container with two pigs, SORBENT PADS 50 26 feet of sock,50 pads, and five pounds of LITE-DRI®ABSORBENT 5 LBs absorbent(or equivalent) SHOVEL 1 http://wNv-�v.forestry-suppliers.com PRY BAR 1 Item#43210 — Manhole cover pick(or GOGGLES 1 PAIR equivalent) GLOVES-HEAVY 1 PAIR Item#33934 — Shovel(or equivalent) Item#90926 — Gloves(or equivalent) Item#23334 — Goggles(or equivalent) ;lvhti;prajiWa{.;rj'ii;E25.16 Alemmack ParkingreaAsSfamwaferNpperxlaD- 7 Merrimack College-Campus Parking Improvements,North Andover,MA Standard A s'mgOw e-Water-Quality& LTPPFiDt-Lang Tarn Pd10.Prevention Long Term Pollution Prevention Plan Ptan d— -vhb Stormwater Operation and Maintenance Plan Project Information Site Merrimack College Campus Parking Improvements 315 Turnpike Street North Andover,MA 01845 Owner Jeffrey Doggett,Chief of Staff Merrimack College 315 Turnpike Street North Andover,MA 01845 (978)837-5118 do,cZ, ett(Y�niernmack.ed ii Site Supervisor 315 Turnpike Street North Andover,MA 01845 Name: Felipe Schwarz Telephone: 978-837-5459 Cell phone: 978-837-1845 Email: schwarzfifimerrimack,edu ,5,h.b,p,qWM-LDMG25 16 W.—d P.'kmg-puft�St-—-I-Appmd.D 8 Merrimack College-Campus Parking Improvements,North Andover,MA Standad 4 _Wa'.Qu.rJy LTPPPDI-L-g T—PN10-P—b. Long Term Pollution Prevention Plan PW d.. �`Vhb Description of Stormwater Maintenance Measures The following Operation and Maintenance(O&M)program is proposed to ensure the continued effectiveness of the Stormwater management system. Attached to this plan are a Stormwater Best Management Practices Checklist and Maintenance Figure for use during the long term operation and maintenance of the stormwater management system. Deep Sump and Hooded Catch Basins and Area Drains > All catch basins shall be inspected and cleaned a minimum of at least once per year. > Sediment(if more than six inches deep) and/or floatable pollutants shall be pumped from the basin and disposed of at an approved offsite facility in accordance with all applicable regulations. > Any structural damage or other indication of malfunction will be reported to the site manager and repaired as necessary > During colder periods,the catch basin grates must be kept free of snow and ice. > During warmer periods,the catch basin grates must be kept free of leaves, litter,sand,and debris. Structural Water Quality Devices > Inspect devices monthly for the first three months after construction. > After initial three month period,all water quality units are to be inspected in accordance with the manufacturer's recommendations,but no less than twice per year following installation,and no less than once per year thereafter. > Remove sediment and other trapped pollutants at frequency or level specified by manufacturer. Follow manufacturer instructions for inspection and cleaning and contact manufacturer if system is malfunctioning. Bioretention Basins > Weeds and invasive plant species shall be removed by hand. > Leaf litter and other detritus shall be removed twice per year. > If needed to maintain aesthetic appearance,perennial plantings may be trimmed at the end of the growing season. > Trees and shrubs should be inspected twice per year to evaluate health and attended to as necessary. Inspections and Cleaning > Bioretention basins shall be inspected twice during for the first year and annually thereafter for sediment buildup,erosion,vegetative conditions,etc. Nhb,,p,gWat--UM825.7E A-0em—k Park;ngveqdslStom,wate�ApperMuU- 9 Merrimack College-Campus Parking Improvements,North Andover,MA Standard 4 Gwnoo--Water Ouafi.v& t.TPPPIDI-Lang Tam,Polls—Pera h. Long Term Pollution Prevention Plan Plan.d— Ovwib If sediment build-up is found,core aeration or cultivating of un-vegetated areas may be required to ensure adequate filtration. > The inflow location should be inspected annually for clogging.Sediment build up is a common problem where runoff leaves an impervious surface and enters a vegetative or earthen surface.Any built-up sediment should be removed to prevent runoff from bypassing the facility. > The overflow structure and underdrain standpipes should be inspected annually to ensure that they are functioning. ;1vhb,proj,Wat:Mi1162516 Memmark Parking✓apods+StamiwatenAppendu0- 10 Merrimack College-Campus Parking Improvements,North Andover,MA Standard 4 Coiagiance-Wale-�ualily 8 LTPPP'Dt-Long Tamr P.8W,.P:.,v bon Long Term Pollution Prevention Plan Plan done Long Term BMP MaintenanceTable ,WhU;,ro?4.t-LD1?1625.1611—4 ran FaMirg4epxis\Slurmwater.71525.i9_ J7 Slortnwale:Report da- Figure D1 - Stormwater BMP Location Plan `:,UnG;,ru;\VVat{Dt?1625.16 A4--k Parlorg`rep,=,ds`.Slo:mwater.71625.'6- 40 3tormwater Repert.dw: for ce for Inspection & Mai a ance Manual \Vn6'yrc;�YJai-lD'11625.16 Mer:imac's �� Farkicg'aepxs151u:mwale�.t 1625_16- J'lomiwater Report doc g;/ �y�yg�.5 jp^�r #t)p q¢#� ��eR`4=r 33�i�+/`mJ`S��f..4,K/b ,,nd M a in ga e ar ct Ea sy {�'�.on en l e 4zsi'.�6�q When it rains, oils, sediment and other contaminants are captured and contained by over 20,000 Stormceptor units operating worldwide. While Stormceptor's patented scour prevention technology ensures captured pollutants remain in the unit during all rainfall events, the accumulated pollutants must eventually be removed as part of a regular maintenance program. If neglected, oil and sediment gradually build up and diminish any BMP's efficiency, harming the environment and leaving owners and operators vulnerable to fines, surcharges and bad publicity. a. Maintenance is mvist Ease, frequency and cost of maintenance are often overlooked by specifiers when considering the merits of a stormwater treatment = s x system. In reality, maintenance is fundamental to the long-term performance of any stormwater quality treatment device. While regular maintenance is crucial, it shouldn't ' z be complicated. An ongoing maintenance program with Stormceptor is convenient and practically effortless. With virtually no disruptions, you can concentrate on your core business. 1 ICK HISPeCUM Inspections are easily carried out above ground from any standard surface access cover through a visual inspection of the orifice and drop tee y components. A sludge judge and oil dip-stick are all that are needed for sediment and oil depth measurements. Ea, un cc a v Maintenance is typically conducted from the same surface access cover, k eliminating the need for confined space entry into the unit. Your site 3 remains undisturbed, saving you time and money. o s C nn Ai No r T { e p no 6..d fast � J Maintenance is performed quickly and inexpensively with a ° standard vacuum truck. Servicing usually takes less than Y two hours, with no disruption to your site. x -1 A complete stormwater management plan for Stormceptor ` w - lG2,r k; extends beyond installation and performance to regular maintenance. It's the smart, cast-effective way to ensure your unit continues to remove more pollutants than any other separator for decades to come. • Units should be inspected post-construction, prior to being put into service. • Inspect every six months for the first year of operation to determine the oil and sediment accumulation rate. • In subsequent years, inspections can be based on first-year observations or local requirements. • Cleaning is required once the,sediment depth reaches 15% of storage capacity, (generally taking one year or longer). Local regulations for maintenance frequency may vary. • Inspect the unit immediately after an oil, fuel or chemical spill. • A licensed waste management company should remove captured petroleum waste products from any oil, chemical or fuel spills and dispose responsibly. With over 20,000 units operating worldwide, Stormceptor performs and protects every day, in every storm. r�4 _ 4 S,4i1}33@iin &.Ei3117 413 Water Quality Volume Calculations Design Summary ve' e;;vaar or:isssisae mace 42 Farkir:9'.reF>rs:5lormwater.t id25.':R- Uortnwele:RepM d.. -,......... ............. Vhb Project Name: Camps Parking Improvements Proj.No.: 11625.16 Merrimack College Date: May 2018 Project Location: North Andover,MA Calculated by: VHB Checked by: Subsurface Infiltration Basins WQV: Total Impervious Area(sq.ft.) = 71,600 Required: Runoff Depth to be Treated(in.) RequiredVolume(cu.ft.) 0.5 2983 Provided: Cumulative Volume(cu.ft.) Cumulative Storage below lowest outlet= 31004 \proj\Wat-LD\11625.16 Merrimack Parking\ssheets\Stormwater\11625.16-Water Quality Volume.xlsx Provided Water Quality Volume(Cubic Feet) Bioinfiltration Island Basin#1 (Recharge Volume and Drawdown Time) Infiltration Volumes Provided in Basin Below Rim Elevation at 236.4 Elevation Area Incremental (s.f.) Volume(c.f_) 235.40 800 0 236.50 1,790 1,424 TOTAL 1,424 Bioinfiltration Island Basin#2(Recharge Volume and Drawdown Time) Infiltration Volumes Provided in Basin Below Rim Elevation at 235.3 Elevation Area Incremental (s.f.) Volume(c.f.) 234.30 200 0 235.30 450 325 TOTAL 325 Bioinfiltration Island Basin#3(Recharge Volume and Drawdown Time) Infiltration Volumes Provided in Basin Below Rim Elevation at 234.6 Elevation Area Incremental (s.f.) Volume(c.f.) 233.60 220 0 234.60 520 370 TOTAL 370 Bioinfiltration Island Basin#4(Recharge Volume and Drawdown Time) Infiltration Volumes Provided in Basin below rim elevation at 233.9 Elevation Area Incremental (s.f.) Volume(c.f.) 232.90 220 0 233.90 520 370 TOTAL 370 Bioinfiltration Island Basin#5(Recharge Volume and Drawdown Time) Infiltration Volumes Provided in Basin below rim elevation at 233.2 Elevation Area Incremental (s.f.) Volume(c.f.) 232.20 330 0 233.20 700 515 TOTAL 515 Total Volume: 3,004 \\Vhb\proj\Wat-LD\11625.16 Merrimack Parking\ssheets\Stormwater\11625.16-Water Quality Volume.xlsx hb Project Name: Camps Parking Improvements Proj.No.. 11625.16 Merrimack College Date: May 2018 Project Location: North Andover,MA Calculated by: MMM Checked by: Stormceptor STC-450 (WQU-1) Total Impervious Area= 0.6 Acres Required: Runoff Depth to Required be Treated(in.) Volume(c.f.) Water Quality Volume 0.5 1,035 Hyd-q-ph Type III 24-hr Rainfa11= .7 " -3 Runoff Area=24,850 of 3 L zr Runoff Volume=0.024 of= Runoff Depth-0.5 " 1..k _ i 9 1 L 1 4 1 .z`. < 5 12-hr Duration Type III 24-hr Storm producing 0.5"of runoff from Impervious surfaces: The above hydrograph shows a peak flow rate of 0.34 cfs must be treated for the drainage area to treat a volume of 1,035 cf. Provided:. Stormceptor STC-450 particle separator with a treatment capacity of 0.34 cfs at 82%TSS removal efficiency.The product has been tested by Tennesse Tech and verified by NJCAT. \proj\Wat-LD\11625.16 Merrimack Parking\ssheets\Stormwater\11625.16-Water Quality Volume.xlsx N Brief Stormceptor Sizing Re Merrimack Copses Peeking .A., project Natrfe : Merrimack Campus Parking PrpJect Number, : 11625.16 i Watertown Statelroiti►le Massachusetts Country; ;` United States of America Uate 6/4/2018 Iartl ;. Meagan MacKinnon Name `;r Company VHB <,Company Ptton 617-607-1877 Phone# tnai! mmackinnon@vhb.com -Email, Stormwater Treatment Recommendation The recommended Stormceptor Model(s)which achieve or exceed the user defined water quality objective for each site within the project are listed in the below Sizing Summary table. Merrimack College Parking l 80 � 82 E STC 45 i The recommended Stormceptor Model achieves the water quality objectives based on the selected inputs, historical rainfall records and selected particle size distribution. ti Stormceptor Model %TSS Removal Provided igg- STC 900 89 STC 1200 89 STC 1800 89 STC 2400 91 STC 3600 92 STC 4800 94 STC 6000 94 STC 7200 95 STC 11000 97 STC 13000 97 STC 16000 97 StormceptorMAX Custom Stormceptor Brief Sizing Report— Page 1 of 2 Stormct : '" -k a ' Pr .:�, - .: tcaa.. � i. & c......,._�.. ; 4.cc y\. _�.�",�S�,�r�� c. � � s �'')i y✓x: ^NON � c a> ✓ � `-,r. .:ar•YZ""� .x S'1c �kc %a c,� `�. � c��-ram. ��s,�::� �::��3 ;v�„r$,€L� s- ,lr. '�`v`� sw•+m'` s� y � �,�" e 5 -,, �, '� ? '.Ake-� ."vat � €€ «I� ...g � z4h'x s^-ar.. ^•�,,, ^as�„<,.a�s..::'.�;..�. ,��s.,.�?�.�� a �,W,"»�,C.x�.� r�� ,":f°d v'. �`�.,."�z �;a:�'s8T':.r✓n...E '?,� �`;� „�. .� h �? �t �c ,,",� rz e 'a;� Via",✓", .'," �ti2 .r 3. , �. �. �. �- €�.'"�.�,�� k �:.; � v� ✓� v.,. Tptal Area(acres} 1.33 ✓ TSS RemavaI °fa 80.0 o 43.0 Ftunaff Vfll [3fe CR ,fii ° Imperviiausne�s �a ': f pt re#lob a ,�` �'.� �T�r ,fir-`��,�... � �.,�Ri:'z: '� �`•,�-�✓ '''' �,&,�,,y��s��fi�sfrs ✓ :ay_.� ,_ tip? � ...: k' �s.,s,s_x.� 9,., .., ,✓. tz... „ ,. ,;, .,. :, Station Name BOSTON WSFO AP Peak Conveyed FLOW Rate{CFS) tatelPfiwnce r Massachusetts1later QualtyFlow Rate(CFS) 0.34 .Jtatlflrl iD# 0770 zhs�, � ��A �. k " `°� � .�� •�, r.. OF ears if Records: 58 Storage{ac ft) D)sctarge{cf Latide 42°21'38"N 0.000 0.000 §1• Longitude 71°0'38"W ��.,�i ; Max Flow to Stormceptor,(cfs MMW Ftne D�stnbutaon Particle Dfart'ieter Dastr�but�on Spec�flc C�av�ty microns 20.0 20.0 1.30 60.0 20.0 1.80 150.0 20.0 2.20 400.0 20.0 2.65 2000.0 20.0 2.65 R •Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor,which uses the EPA Rainfall and Runoff modules. •Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS)removal defined by the selected PSD,and based on stable site conditions only,after construction is completed. •For submerged applications or sites specific to spill control,please contact your local Stormceptor representative for further design assistance. For Stormceptor Specifications and Drawings Please Visit: http://www.imbriumsystems.com/technical-specifications Stormceptor Brief Sizing Report—Page 2 of 2 TSS Removal Worksheets :i\'Up,, ,Wat-LD1t162616A9--m 43 Ferkingtre�>rs\Slo:mwater,t to"2F..':6- SlormwalerRep d. t hb Project Name: Campus Parking Improvemer Sheet: 2 of 3 VHB, Inc.. Project Number: 11625.16 Date: # 25-May-2018 101 Walnut Street Location: Merrimack College Computed by: M M Post Office Box 9151 Watertown, MA 02471 Discharge Point: 2S-6S, DP-1A-1A Checked by: P 617.924.1770 Drainage Area(s): Bioretention Basins A B C D E BMP* 755 Removal Rate*., Starting TSS Lciacl** Amvunk Removed Ftmaining load {p' {C*D} E) Bioretention Area 90% 1.00 0.90 0.10 0% 0.10 0.00 0.10 0% 0.10 0.00 0.10 0% 0.10 0.00 0.10 0% 0.10 0.00 0.10 *BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Treatment Train Removal rates for proprietary devices are from approved studies and/or manufacturer 90% data. TSS Removal = ** Equals remaining load from previous BMP(E) \\Vhb\prof\Wat-LD\11625.16 Merrimack Parking\ssheets\Stormwater\11625,16-TSS.xlsx �V� . �.� e��a?�}%'fi';iik` 101b Project Name: Campus Parking Improvemer Sheet: 3 of 3 VHB,Inc.. Project Number: 11625.16 Date: - ay- 2018 101 Walnut Street Location: 2S-6S Computed by: MMM Post Office Box 9151 Watertown,MA 02471 Discharge Point: 1S,DP-1A-1A Checked by: (617)924-1770 Drainage Area(s): WQU A B C _ D Amount Removed Remaining Load (D' BMP* TSS Removal Rate* starting TSS Load** (M) E) Deep Sump and Hooded 25% 1.00 0.25 0.75 Catch Basin Stormceptor 2% 0.75 0.62 0.14 0% 0.14 0.00 0.14 070 0.14 0.00 0.14 0% 0.14 0.00 0.14 * BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Removal Treatment Train rates for proprietary devices are from approved studies and/or manufacturer data. 87% T $ Removal = **Equals remaining load from previous BMP (E) \\Vhb\proj\Wat-LD\11625,16 Merrimack Parking\ssheets\Stormwater\11625,16-TSS.xlsx Appendix E Standard 5 Supporting Information • Figure E1 -Critical Areas lfVnG'y^ro 1VJ3i{p1':1626.16 M—mnk 44 Farkir::g`✓epurslSlo:mwate>?11626.16- Zn [w .Repold. ----------- Figure El - Critical Areas ti,�G'wroitWat{UI.1125.11 1derimack 45 Farkirg4ep.rris:5lo:m-ter.ii325'6- St...at,Repod d. \\vhb\proj\Wat-LD\11625.16 Merrimack Parking\cad\Id\Planmisc\Stormwater Report Figures\11625.16-Critical Areas.dwg e.1 N Orr aye' „��, .�.'�`",�,� "�•" 1 ,e' 1 y� a, 4 ti c � 1 s °w r vP y h A r � Legend Areas of Critical Environmental Concern (ACECs) Surface Water Protection Area — Zone A IWPAs Zone Its Outstanding Resource Waters: Public Water Supply Contributor ORW For ACEC NEW ORW For Both Water Supply and Other Figure E1 - Critical Areas for vhb r water Discharges Campus Parking Improvements Merrimack College, North Andover, MA 0 250 500 Feet Source VHB Prepared for:Andover Conservation Commission Date:May 5,2018 In Standard 8 Supporting Information • Recommended Construction Period Pollution Prevention and Erosion and Sedimentation Controls • Construction Period BP Maintenance Table :1VaGamiwatlo:?162516M—marx 46 harking`rep�rsi5la:mwater.71525.':6- Slormwaler Zeport dw Recommended Construction Period Pollution Prevention and Erosion and Sedimentation Controls 6Y6b4)ra;Yeaf-Let1 1625.1E'aerimau 48 Parking''✓ep?r's:5iurmwater,i1e2516- SlormwelerRapo d. Erosion and Sedimentation Control Measures The following erosion and sedimentation controls are for use during the earthwork and construction phases of the project.The following controls are provided as recommendations for the site contractor and do not constitute or replace the final Stormwater Pollution Prevention Plan that must be fully implemented by the Contractor and owner in Compliance with EPA NPDES regulations. Straw Bale Barriers Straw bale barriers will be placed to trap sediment transported by runoff before it reaches the drainage system or leaves the construction site. Bales will be set at least four inches into the existing ground to minimize undercutting by runoff. Silt Fencing In areas where high runoff velocities or high sediment loads are expected, straw bale barriers will be backed up with silt fencing.This semi-permeable barrier made of a synthetic porous fabric will provide additional protection.The silt fences and straw bale barrier will be replaced as determined by periodic field inspections. Catch Basin Protection Newly constructed and existing catch basins will be protected with straw bale barriers (where appropriate) or silt sacks throughout construction. Gravel and Construction Entrance/Exit A temporary crushed-stone construction entrance/exit will be constructed. A cross slope will be placed in the entrance to direct runoff to a protected catch basin inlet or settling area. If deemed necessary after construction begins, a wash pad may be included to wash off vehicle wheels before leaving the project site. Diversion Channels Diversion channels will be used to collect runoff from construction areas and discharge to either sedimentation basins or protected catch basin inlets. Temporary Sediment Basins Temporary sediment basins will be designed either as excavations or bermed stormwater detention structures (depending on grading)that will retain runoff for a n�;s.p yy.wat-u»>tss�..ts raemR,a x Pad:mgire;ors4to:mrva�enap?endix F- StandardE'_-p;i ..-C.I.MNhm Pecd tdai�tenance',F1-Rea—,&d Constn t-Period Pollefian P,v .iion dx sufficient period of time to allow suspended soil particles to settle out prior to discharge.These temporary basins will be located based on construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment basins will be stabilized to minimize erosion. Vegetative Slope Stabilization Stabilization of open soil surfaces will be implemented within 14 days after grading or construction activities have temporarily or permanently ceased, unless there is sufficient snow cover to prohibit implementation.Vegetative slope stabilization will be used to minimize erosion on slopes of 3:1 or flatter.Annual grasses, such as annual rye,will be used to ensure rapid germination and production of root mass. Permanent stabilization will be completed with the planting of perennial grasses or legumes. Establishment of temporary and permanent vegetative cover may be established by hydro-seeding or sodding.A suitable topsoil,good seedbed preparation, and adequate lime,fertilizer and water will be provided for effective establishment of these vegetative stabilization methods. Mulch will also be used after permanent seeding to protect soil from the impact of falling rain and to increase the capacity of the soil to absorb water. Maintenance > The contractor or subcontractor will be responsible for implementing each control shown on the Sedimentation and Erosion Control Plan. In accordance with EPA regulations,the contractor must sign a copy of a certification to verify that a plan has been prepared and that permit regulations are understood. > The on-site contractor will inspect all sediment and erosion control structures periodically and after each rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor. > Silt shall be removed from behind barriers if greater than 6-inches deep or as needed. > Damaged or deteriorated items will be repaired immediately after identification. > The underside of straw bales should be kept in close contact with the earth and reset as necessary. > Sediment that is collected in structures shall be disposed of properly and covered if stored on-site. > Erosion control structures shall remain in place until all disturbed earth has been securely stabilized.After removal of structures, disturbed areas shall be re-graded and stabilized as necessary. ??M6?prc7.Nld-lD?11325.?ti htemrta h Pakirgm;onsSfoantvatenAppendix F- Slandard&Ccmplarw-Constuchon Period Maintenance?F!-Recommended Cone'nid�on Pena^.PoLb.Prevertticn.doc Construction Period BMP Maintenance Table ,WWp,gj',V t{0`:51625.1691--k �� Farkirg\repers151o�mxaler,11625.16- Siormwale;Rep d da Appendix G Standard 10 Supporting Information • Illicit Discharge Statement tlVhG;,mj;Wa14.D4?162515%4--* 49 Faking'aep?rsiSlu:mwater,ll"o25.16 - Stcrmwaler Reporl da- Illicit Discharge Statement The design plans submitted with this report have been designed so that the components included therein are in compliance with the current MassDEP and municipal standards as noted. The Project includes replacement of the existing storm drainage system within the Site. Storm drainage structures to remain from previous development,which are part of the redevelopment area,will be removed or will be incorporated into updated stormwater sewer systems. No impacts will be made to sanitary sewer systems. Measures to prevent illicit discharges are included in the Construction Period and Long-Term Pollution Prevention Plans included in the Stormwater Report. The Owner, Merrimack College, understands that no illicit discharges are allowed into the stormwater system. 1tftlpo71WaILDI 1625A6 Mmimxl PaikM lSlom t.%pp.&G- SWAA 10 C-pr--Jkft D_-d,,W1G1-16dt Died v7 Sta—tdm Appendix H Approved Stormwater Management Plan Documents • Merrimack College Master Drainage Study and Hydrologic Analysis& Original Order of Conditions(DEP File No.090-0750) • Amended Order of Conditions (DEP File No. 090-1287)for Athletic District Improvements, May 2017 • Peak Flow Summary by Project • Stormwater Flow Monitoring Summary Memorandum 50 Merrimack College Master Drainage Study and Hydrologic Analysis & Original Order of Conditions ( E File No. 090-0750) li\SaG';,ru.�VJahLDU 1625.16%I—nk 162`,16 Cq Farkirg`✓ep>dsiSlo:mwater.i - J1 Srormwaier RePM du; E APR 4C Merrimack C lle e Andover and forth Andover, Massachusetts £ MASTER DRAINAGE STUDY AND HYDROLOGIC ANALYSIS SA # 71897.01. 315 Turnpike Street North Andover,Massachusetts Date: April 25, 1999 Applicant: Merrimack College 315 Turnpike Street North Andover, MA 01845 Application Prepared by- Sasaki Associates, Inc, 64 Pleasant Street Watertown, MA 02172 1.1 OVERVIEW Merrimack College is located on 228±acres in both Andover and North4Andover,Massachusetts. The school is bounded by Route 114 to the east,Elm Street to the north and residential development to the west and south. Part of the campus is within the watershed of Berry Brook,a tributary to the Shawsheen River. '. The Berry Brook Watershed contains approximately 479±total acres. In 1996 and 1997,the Town of Andover and Merrimack College retained Charles Fuller to study the Berry Brook watershed, identify problem drainage areas,and make recommendations. Three sites were identified as creating flow restrictions during high flow storm events:the Elm Street/Rock Ridge Road intersection,High Street and the B&M Railroad culvert. To mitigate downstream flooding problems, the Fuller Study recommended two wet pond,detention basins located on the Merrimack campus. However,the proposed basin sizes,shapes,and locations conflict with developable sites as proposed in the College.Master Plan. Therefore, it is the goal of this study to evaluate the Berry Brook watershed as it relates to the Merrimack College campus, the College Master Plan, the Elm Street/Rock Ridge Road problem area, and develop a mitigation plan which benefits both the Town of Andover and Merrimack College 1.2 DESIGN OBJECTIVE Objectives where established by the school and the Town of Andover Department of Public Works for a stormwater management plan. They are as follows: 1. Solve current flooding problems experienced by residents of Rock Ridge Road. 1 2. Mitigate increases in peak flows attributed to full development under the Merrimack College Master Plan. 1 3. Arrange an accounting system that enables Merrimack College to earn peak flow reduction"credits" through the construction of both detention basins,and draw on these credits for future campus development projects. . } The Fuller Study was used as a reference during preparation of this report. Though the watershed nomenclature is consistent between both reports,this study was completed with a greater emphasis on detailing contributing watershed areas on the college campus. 1.3 METHODOLOGY The Natural Resources Conservation Service(NRCS),formerly the Soil Conservation Service (SCS), Technical Releases No. 20 and No: 55,were used in this study to model the hydrology of the watershed. The stormwater management system was analyzed for peaks up to the 100 year, 24-hour,Type III storm event for northeastern Massachusetts. Total rainfall amounts for each design storm are as follows: Type III,24-hour rainfall: 2-year 3.36 inches 10-year 5.04 inches ' 25-year 5.76 inches 50-year 6.24 inches I00-year 6.40 inches TR-55 was used to establish CN and Tc values. TR-20 was used to create hydrographs which could be reach routed as well as routed through multiple detention basins_ I `i 1 i. 1.4 SOURCES s Report on Berry Brook Drainage Study by Charles E.Fuller, 1197 (Fuller Study) 9 Drainage Analysis,Merrimack College by Andover Consultants,Inc.,9190 a Record design and as-built drawings. a Visual observation f1,5, EXISTING RUNOFF/DRAINAGE CONDITIONS The study analyzes 231±acres of the Upper Berry Brook Watershed,which flows bothand and s,andrhrough a series of drains located south of the college campus,on-campus,Rock Ridge Road,Elm St northwest of Elm Street. Rock Ridge Road has a closed drainage system consisting of a 24" reinforced concrete pipe, several feeder pipes and numerous catch basins. During large storm events the system surcharges,causing flooding to the street and yards of the adjacent homes. A study previously performed by Andover Consultants,Inc. recommended increasing the size of t �edrrai nd thin Rock Ridge sand h d,but here is concern regarding increasing peak flow rates to the downstream en River. It is assumed that increasing the size of the drain within Rock Ridge Road is not an alternative. 1.5.1 On-Site Watersheds The Merrimack College campus drains to two separate watersheds, the Berry Brook Watershed and the Rogers Brook Watershed. This study does not evaluate the Rogers Brook Watershed. The section of campus within the Berry Brook Watershed is 1.32±acres. This area is relatively flat with an average slope less than I% and ranging in grades from elevation 207±at Elm Street at the north section of the watershed to _elevation 240±at the south section of the watershed. There are wetlands located in various locations throughout the watershed area. According to the"Soil Survey of Essex County, Massachusetts", the soils found on the Campus are Paxton (PaB),Ridgebury(RdA and RdB),Ridgebury and Liester(RIA),and Woodbridge(WrA and WsB) which are classified in Hydrologic Soil Group C,and Whitmak,(Wg),which is identified as Group D. (See Figure 1) The campus is moderately developed and contains large areas of open space used for recreational and competition athletics, 1.5.2 off-Site Watersheds The Campus receives flow from two general areas (see accompanying watershed maps). Area M-1 C is south of Highland Road and is comprised of five sub-areas. The second area,M-1 D, is southeast of the Campus beyond Route 125. Revisions with respect to the Fuller study include changes to the overall surface area,CN and Tc.Travel times through downstream sub-areas were incorporated into the analysis through reach routing. Sub- watershed areas within M-IC are identified as M-1C-1,M-IC-2,etc. The sub-areas are identified by breaks in the larger area caused by roads. Watershed delineation was completed with reference to plans entitled, "Wetland Areas ofAndover, Massachusetts by Terrain Investigation, Inc." and record site surveys. Each sub-area in M-1C discharges through a culvert to the next downstream watershed. To be conservative, the restrictions imposed on the flow by the culverts under the roads as well as a small detention basin located in area M-1D were ignored. 2 C®ntinuedl west of) Alcor' p{�-Sim aversheds( wetland reaches the Campus via a channel ootball a d socbcerifieds- Term and the south and i here is an earth b -site flow originates from wet area south of the 1B_2. then rogresses to a large w farmers drain within the berm age. The flow P art of the watershed labeled M- to a small pond at the ,es as a natural detention area and is p d la irig fields,discharging the wetland from the footb anand soccer fields. A 1h landform sepazating between the wetland P vide,a hydraulic connection the farmer's .e cif the field. To analyze the wetland, weir. These was included as an overflow w ere then e discharge capacity of this farmer's drain cannot be deterdfO mine ' d Stormwater hydrographs w en an assumed discharge rate and the berm forIan erethe werland were then checked'and in was given elStoragelDischarge m culations produced a Stag the wetland,and calculated. Peak flood as storm events. ited throughthe field to a afirmed,against visual observations ad,during P ne �„ RCP drain pipe which tuns beneath it is possible there are up to on record information, P onding the football field enters aced up These were neglected.The p ie pond at the edge of onding area- inhole along the northerague as outle s from om the P o farmers drains w herbwetland to west of the fields,are included Within ?a,the football and soccer fields and a Secondractice area 1�1-18-5. deco ears under theo 30 „ RCP itershed PP Starmwater flow continues via tw he l S" RCP drain connects to two catch basins net'shdra rains.football fie , e three fields,football,soccer presumably connects to a system of farm cut-through ?.ld,and p e coax d connected to the same farmer's drain system• and S r ton the west side of tlieyfootbs lend he t affect island t as tains,which are p o 3t1 Pip combined with a wetland area a ow weir during severe storm events. kd ptactice, The outlet of this basin includes the u overfl the Campus(area atural detention basin• from i Monican Boulevard,which functions as an i ed and overland drainage reduces in collecting additional P P At this point the drainage system t of the infirmary' stem that was used to establish a ;here 30" drains continuenorth,ole nottheas with the 24" drain functioning as ;�_1 B-6},until reaching a drain. It is this section of the drainage sy iumber and size to one 24" RCP ipes was not included in this analysis. rmwatez 'sscharge relationship for the football detention Area, ytagelStorag1 of the P additional piped and overland intersection of 'lutlet control. The storage capacitye Road,collecting B g�C). A 4"1 A a 36" reinforced concrete pipe he 24" drain continues beneath Rock Race the 24" pipe to to discharge to a th the Campus and the ad}aeet creasgesb from the (areas 140', then turns 9�° der streams as ows frornbo roximately ecting to a number of fee moderate storm est under El Street con or aCS west,coned is undersized for even m ock Ridge Road and Elnt Street,the pip he 3G" PIPe Proceeds southw This channel tinua flooding in the street The drain in Rock Ridge a the street,causinga is as a channel, g hannel norrhwest of Elm Street. to the drain backs UP the roadway t flows toward the Shawsheen Recharging conditions, events. As the area is flat,any ' the road. under flooding e Sy stem- and the yards of the recident-'along to Berry Brook overland in of through the PIP ich is included in the analysis, conveying stormwater ute I14 reach the Campus as overland fl�disc to Berry Brook downstream ' drainage runs South beneath the right-of-Way, Portions of drainage fr°draRan Remaining Route 114 ysis. from the timer of the anal 3 1.6 PROPOSED RUNOFF/DRAINAGE-CONDITION 1.6.1 On-Site Watersheds Mote that the following phase designations are not to be considered the date of construction completion,but rather reference the mitigation provided by construction of each detention basin as summarized in this report. Proposed 1999 The year 1999 scenario assumes that the"Football Field Detention Basin" is constructed only in the first phase. A new landform is proposed to create a more defined northern edge and a conventional outlet structure added to control flows during the various storm events. The existing tennis courts adjacent to the football field will be removed and the area regraded to provide additional storage. Proposed 2000 The year 2000 scenario assumes that the"Elm Street Detention Basin" is constructed in the second phase, with the Football Field Detention Basin in operation. Little will change in terms of newly developed area. Instead, downgradient campus watersheds will be redirected away from Rock Ridge Road and routed to the Elm Street Detention Basin site via a 48"dia.drain. The Elm Street Basin essentially controls flows from campus watersheds downstream of the Football Field Basin. To complete this work,a drainage easement is required from the owner of#485'Andover Street to convey stormwater to the Elm Street site. Proposed 2020 The year 2020 scenario assumes that both detention basins are in operation,and the campus is fully developed as proposed in the Merrimack College boaster Plan. Both detention basins have been designed to x mitigate the increase in peak flows attributed to full development under the Master Plan,while still providing flooding relief to the residents of Rock Ridge Road and areas downstream of the campus. 1.6.2 Off-Site Watersheds It has been indicated by the Town of North Andover-DPW that the upstream portion of the watershed is at or close to full build-out. Any future development that may occur is expected to implement a stormwater management plan of its own and not impact downstream areas_ 1.7 FOOTBALL FIELD DETENTION BASIN The hydrology of the upper part of Berry Brook Watershed is such that most of the sub-areas upstream of the Campus flow through small drainage channels and are collected by the extensive wetland at the south end of the Campus. This wetland detains the runoff before discharging to the football field area. This area in turn detains the flow again before discharging to the drain in Rock Ridge Road. The adjacent, non-bordering wetlands west of the football field flood during periodic storm events. By , increasing the ability of this area to impound water through construction of the berm,"the wetlands will flood for a longer period of time. The following table summarizes flooding impacts associated with this additional flooding_ Approximately 0.75 feet of freeboard is provided during the 160 year flood elevation within the basin,under 2020 conditions. i 4 4 Tables 1 &2. Effects of Increased Flooding on the Football Field Wetlands 2-Year 10-Year 25-Year 50-Year 100-Year i Proposed 1999&2000 Storm Storm Storm Storm Storm } Existing Peak Elevation (ft) 226.93 228.19 22$.34 22$.43 22$.45 Proposed Peak Elevation (ffi) 227.82 229.16 229.80- 230.25 230.40 Additional Depth of Flooding (ft) 0.89 0.97 1.46 1.91 1.95 -:: i i. Proposed Meets Existing Peak 12.95 12.95 12.75 12.60 12.55 '. Elevation @ Time=T, (hr) Proposed Drops Below Existing Peak 33.78 34.68 39.30 42.23 43.28 I Elevation @ Time=T2(hr) y' Time Associated with Increased 20.83 21.73 26.55 29.63 30.73 Flooding:TZ T, (hr) E 2-Year 10-Year 25-Year 50-Year 100-Year a Proposed 2020 Storm Storm Storm Storm Storm i Existing Peak Elevation(ft) 226.93 22$.19 228.34 228.43 228.45 Proposed Peak Elevation (Et) 228.00 229.46 230.15 230.62 230.78 Additional Depth of Flooding(ft) 1.07 1.27 1.$1 2.19 2.33 i Proposed Meets Existing Peak 12.50 12.68 1153 12.45 12.41 Elevation @ Time=T, (hr) Proposed Drops Below Existing Peak 35.40 37.50, 42.15 45.20 47.10 s Elevation @ Time=T.(hr) Time Associated with Increased 22.90 24.82 29.62 32.75 34.69 Flooding:Tf T, (hr) f Table 3: Flows to Rock Ridge Road Flows(CFS) 2-Year 710-Y�eor 25-Year 50-Year 100-Year Resign Storm Storm to Storm Storm Storm Existing Conditions 81.10 131.49 153 41 168.07 172.9G 1999 Conditions 67.12 120.90 145.08 161.05 166.34 2000 Conditions 22.44 42.85 52 G8.50 58. 60.67 2020 Conditions 16.96 32.57 39.38 43.54 44.75 a I 5 i i i a i 1;$ ELM STREET DETENTION BASIN 4 This basin area will be located on Merrimack College owned property northwest of Elm Street. The site is an undeveloped,wooded ridge nestled between'two intermittent streams. A 48" dia. drain will collect campus runoff, traversing southeast to northwest across the campus to the main driveway. From this location the 48" drain will transition to two 36" dia. drains to avoid utility crossing conflicts,cross Elm Street,#485 Elm Street,and discharge to the basin area. The basin,with a capacity of approximately 5,18 ac-ft will discharge via a 36" dia.outlet control. From the outlet stormwater will be conveyed to Berry Brook downstream of Elm Street via a combination rock lined and grass lined channel. Approximately 2.0 feet of freeboard is provided during the 100 year flood elevation within the basin. .i i 1.9 CONCWSIONS i i As stated at the beginning of this report, the design objective's for this project are as follows: .1 g I. Solve current flooding problems experienced by residents of Rock Ridge Road. F , 2. Mitigate increases-in peak flows attributed to full development under the Merrimack College Master Plan. 3. Arrange an accounting system that enables Merrimack College to earn peak flow reduction"credits" through the construction of both detention basins,and draw on these credits for future campus development projects. The results of the P �s s ana hydrologic lYi rove that through the construction of both the Football Field and Elm Street Detention Basins,there are significant benefits for both Merrimack College and the Town of Andover. With respect to full development under the College Master Plan,for the 25 year design storm peak flow rates within Rock Ridge Road will be reduced 74%. The remaining 26% of flow to Rock Ridge Road,which includes 17cfs of controlled flow from the football field and 28cfs of uncontrolled flow from the adjacent neighborhood,still exceeds the 25 year storm design capacity of the existing drain,approximately 23cfs, but has been greatly improved, r:- Sites downstream of the campus along the Berry Brook flow path also experience benefits from construction of the detention basins. For the 25 year design storm, flows downstream of the campus will observe a 19% { reduction in peak flows,and for the 100 year design storm a 21% reduction in peak flows,which will help ease periodic flooding experienced by these areas during severe storm events. F The aforementioned peak flow mitigation within Rock Ridge Road and downstream areas assumes full l -development under the Master Plan. There will be even greater reductions in the short term. As of this report, Merrimack College is scheduling development of 2-3 projects on campus in the next few years as part of their strategic plan. Construction of the detention basins will provide peak flow mitigation for these and F other projects not yet scheduled for development,while providing both short term and long term benefits to the town. ' t } 9:171897,p01proimgmtlengineeriglf-rptlreport.doc e r f l :i 6 t June 13,2001 6 i ` Mr.James Greer,Administrator Andover Conservation Commission 36 Bartlett Street,Town Hall Andover,MA re: Merrimack College-Stormwater Management Plan SA#71897.01 Dear Jim: As discussed at our public hearing on May 151'',Sasaki has reanalyzed the hydrology for the Merrimack College—Stormwater Management Plan assuming a percentage of impervious-coverage in excess of that previously analyzed under the Master Plan for the affected campus watersheds. This has been done to establish a stormwater peak Sasaki Associates Ina. runoff"account"for the College to draw upon for future campus development. 64 Pleasant Street 1. Summary Watertown Massachusetts The analysis concludes that for a 25%increase in impervious coverage over what was 02k72 USA previously calculated under the Master Plan—Year 2020 development scenario,the total peak rate of runoff generated by the campus prior to mitigation/detention is 62 cfs. t 617 926 3300 Under this scenario,the ancillary benefit for the Town of Andover regarding peak flow f 617 924 27a8 reduction via construction of both detention basins is approximately 46%. It should be noted that the emergency spillway elevation for the Football Field Detention Basin w www sasakt.com shall be raised approximately 0.2',from 230.8 to 231.0. A copy of the computations is included for your reference. II. Draft Order of Conditions—Special Conditions As also suggested at the May 15't'Conservation Commission hearing,Merrimack College proposes the following language to be incorporated into the Order of Conditions to set protocol for administering the peak flow accounting system. 1. The Town of Andover and Merrimack College agree that the College will construct two detention basin sites for the,purposes storm water mitigation for development of the College Master Plan. As directed by the Commission,the Town of Andover will receive the ancillary benefit of reduced peak stormwater runoff downstream of the detention basin sites. This is achieved through overcompensation and reduction of peak runoff rates above and beyond what is required in the Massachusetts Department of Environmental Protection—Stormwater Management Guidelines under full implementation of the College Master Plan. 2. It is understood that the timeframe.for full build-out of the College Master Plan is approximately 30 years. June 13,2001 Page 2 3. Construction of the two detention basin sites will provide nnitigation for increases in peak runoff rates associated with future campus development projects. The total increase in post-development peals rate of runoff with respect to existing conditions under the Merrimack College Master Plan,with contingency allowances,is 62 efs. It is understood that this total peak flow increase is mitigated through the construction of the two basin sites,and that this value will serve as the credit upon which Merrimack College may compensate future development and resultant increases in peals runoff rates. 4. After issuance of this Order,future Merrimack College development projects, needing permits and approvals from the Town of Andover will require an- estimate of the increase in peak rate of runoff for that particular project. This estimate will be submitted to the Commission for review and upon approval, will be subtracted from the total remaining credit existing at the time of the application. The Commission will then issue a letter to the College stating their understanding of the peak flow credit remaining for future development by the College. Sasaki Associates Inc. 5. Merrimack College is responsible for the construction,maintenance,and monitoring of the detention basin sites so that optimal performance of the basins is maintained. Merrimack College has the right to modify the detention basins and associated drainage structures for the purposes of increasing detention efficiency and/or to merge the basin sites with future development projects. Detention basin modification is subject to review and approval of the Commission. 6. The Elm Street Detention Basin is designed with a 725 If water quality Swale to convey storm flows and to provide pollutant attenuation. Merrimack College has the right to take credit for the water quality Swale as.a Best Management Practice(BMP)for future development projects. Use of the water quality Swale for pollutant removal is subject to review and approval of the Commission. If you have any questions or wish to discuss the draft conditions,please do not hesitate to contact me at 617-923-7162 incerely, o as J.Lett,PE Pro'ect Manager cc: David Breen,I§oberCoppa; Merrimack College John Hollywood,Ginger Pagundes,Mo Gomez;Sasaki dhig;171 897.00\adminitettersti-gcredit.doc L A June 13,2001 Mr.James Greer,Administrator Andover Conservation Commission 36 Bartlett Street,Town Hall Andover,MA re: Merrimack College-Stormwater Management Plan SA#71897.01 Dear Jim: As discussed at our public hearing on May 150,Sasaki has reanalyzed the hydrology for the Merrimack College-Stormwater Management Plan assuming a percentage of impervious coverage in excess of that previously analyzed under the Master PIan for the affected campus watersheds. This has been done to establish a stormwater peak Sasaki Associates Inc. runoff"account"for the College to draw upon for future campus development. 64 Pfeasont Street Watertown Massachusetts 1. Summary The analysis concludes that for a 25%increase in impervious coverage over what was 02472 USA previously calculated under the Master Plan-Year 2020 development scenario,the total peak rate of runoff generated by the campus prior to mitigation/detention is 62 cfs. t 617 926 3300 Under this Scenario,the ancillary benefit for the Town of Andover regarding peak flow f 617 924 2748 reduction via construction of both detention basins is approximately 46%. It should be noted that the emergency spillway elevation for the Football Field Detention Basin w www.sasaki.com shall be raised approximately 0.2',from 230.8 to 231.0. A copy of the computations is included for your reference. 11. Draft Order of Conditions—Special Conditions As also suggested at the May 150'Conservation Commission,hearing,Merrimack College proposes the following language to be incorporated into the Order of Conditions to set protocol for administering the peak flow accounting system. 1. The Town of Andover and Merrimack College agree that the College will construct two detention basin sites for the purposes storm water mitigation for development of the College Masten`Plan., As directed.by the Commission,the Town of Andover will receive the ancillary benefit of reduced peak stormwater runoff downstream of the detention basin sites. This is achieved through overcompensation and reduction of peak runoff rates above and beyond what is required in the Massachusetts Department of Environmental -Protection—Stormwater Management Guidelines under full implementation of the College Master Plan. 2. It is understood that the timeframe for full build-out of the College Master Plan is approximately 30 years. Iutie 13,2001 Page 2 3. Construction of the two detention basin sites will provide mitigation for increases in peak runoff rates associated with future campus development projects. The total increase in post-development peak rate of runoff with respect to existing conditions under the Merrimack College Master Plan,with contingency allowances,is 62 efs. It is understood that this total peak flow increase is mitigated through the construction of the two basin sites,and that this value will serve as the credit upon which Merrimack College may compensate future development and resultant increases in peak runoff rates. 4. After issuance of this Order,future Merrimack College development projects needing permits and approvals from the Town of Andover will require an estimate of the increase in peak rate of runoff for that particular project. This estimate will be submitted to the Commission for review and upon approval, will be subtracted from the total remaining credit.existing at the time of the application. The Commission will then issue a letter to the College stating their understanding of the peak flow credit remaining for future development by the College. Sasaki Associates Inc. 5. Merrimack College is responsible for the construction,maintenance,and monitoring of the detention basin sites so that optimal performance of the basins is maintained. Merrimack College has the right to modify the detention basins and associated drainage structures for the purposes of increasing detention efficiency and/or to merge the basin sites with future development, projects. Detention basin modification is subject to review and approval of the Commission. 6. The Elm Street Detention Basin is designed with a 725 If water quality swale to convey storm flows and to provide pollutant attenuation. Merrimack College has the right to take credit for the water quality swale as,a Best Management Practice(BMP)for future development projects. Use of the water quality swale for pollutant removal is subject to review and approval of the Commission. If you have any questions or wish to discuss the draft conditions,please do not hesitate to contact me at 617-923-7162 incerely, v�i. n'' o as J,pnettJE Pro' ct Manager ;. .<,,` 1 r�X cc: David Breen,Robert Copp a;Merrimack College John Hollywood,Ginger Fanndes,Mo Gomez;Sasaki dh\g.\71&97,004zdn inVettersV•gcredit doe FILE COPY Massachusetts Department of Environmental Protection I Bureau of Resource Protection-Wetlands 90-0760 j_. 4� WPA Form 5 - .Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Genera l- 16formation Important: From: When filling out forms an Andover the computer, Conservation Commission use onlythe tab key to This issuance if for(check one): move your cursor-do 0 Order of Conditions not use the return key. ❑ Amended Order of Conditions To:Applicant: Property Owner(if different from applicant): '0 Merrimack Colleqe same Name Name 315 Turnpike Street Mailing Address Mailing Address North Andover MA 01845 Citymovin State Zip Code City/Town State Zip Code 1. Project Location: 315 Turnpike Steet and Elm Street Andover Street Address CWrown 3.and 1 5 and 5 Assessors Map/Plat Number Parcel/Lot Number 2. Property recorded at the Registry of Deeds for: Essex North District 30 329 County Book Page NA Certificate(if registered land) 3. Dates: 04-26-99 July 17,2001 October 5,2001 Date Notice of intent Filed Date Public Hearing Closed Date of Issuance 4. Final Approved Plans and Other Documents(;attach additional plan references as needed): Merrimack College Stormwater Mq'nagement Plan, Andover and North Andover 07-02-2001 rev. (01-1, CI-2, C2-1, C2-2,C3-1, C3-2 &-Q4-1) Date Supplemental Calculations: HydroIS'Qic Analysis aglusting Year 2020 06-19-2001 5. Final Plans and Documents Signed and Stamped by: Name 6. Total Fee: (from Appendix 8:Weiland Fee Transmittal Form) VVPA Fcwm 5 Rev.UM Massachusetts Departmentof Environmental Protection DEP File Number Bureau of Resource Protection-Wetlands 90-0750 WPA Form 5 - Order of Conditions Pmvided by DEP ti Massachusetts Wetlands Protection Act M.G.L. P. 131, §40 B. Findings Rndings pursuant to the Massachusetts Wetlands Protection Act: Following the review of the above-referenced Notice of Intent and based on the information provided in this application and presented at the public hearing, this Commission finds that the areas in which work Is proposed is significant to the following interests of the Wetlands Protection Act. Check all that apply; El Public Water Supply Q Land Containing Shellfish 0 Prevention of Pollution El Private Water Supply El Fisheries , n Protection of Wildlife Habitat El Groundwater Supply Storm Damage Prevention ED Flood Control Furthermore,this Commission hereby finds the project,as proposed, is:(check one of the following boxes) Approved subject to. the following conditions.which are necessary,in accordance with the performance standards set forth in the wetlands regulations, to protect those interests checked above.This Commission orders that all work shall be performed in accordance with the Notice of Intent referenced above,the following General Conditions,and any other special conditions attached to this Order.To the extent that the following conditions modify or differ from the plans,specifications, or other proposals submitted with the Notice of Intent, these conditions shall control. Denied because: ❑ the proposed work cannot be conditioned to meet the performance standards set forth in the wetland regulations to protect those interests checked above.Therefore, work on this project may not go forward unless and until a hew Notice of Intent Is.submitted which provides measures which are adequate to protect these interests, and a final Order of Conditions is issued. El the information submitted by the applicant is not sufficient to describe the site,the work,or the effect of the work on the interests identified in the Wetlands Protection Act.Therefore,work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides sufficient information and includes measures which are adequate to protect the Act's interests,and a final Order of Conditions Is issued.A description of the specific Information which Is lacking and�why it is necessary is attached to this Order as per 310 CUR 10.05(6)(c), General Conditions (only applicable to approved projects) 1. Failure to comply with all conditions stated herein,and With all related statutes and other regqlatory measures, shall be deemed cause to revoke or modify this Order- 2. The Order does not grant any property rights or any exclusive privileges; it does not authorize any injury to private property or invasion(if private rights, ;3. This Order does not relieve the permittee or any other person of the necessity of complying with all other applicable federal, state, or local statutes, ordinances, bylaws,or regulations. \_;J WPA Form 6 Rev.0000 ' Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection -Wetlands 90-0760 WPA Form 5 - Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Findings (cont.) 4. The work authorized hereunder shall be completed within three years from the date of this Order unless either of the following apply: a. the work is a maintenance dredging project as provided for in the Act,,or b. the time for completion has been extended to a specified date more than three years, but less than five years,from the date of issuance. If this Order Is intended to be valid for more than three years,the e extension date and the special circumstances warranting the extended time period are set forth as a special condition in this Order. 5. This Order may be extended by the issuing authority for one or more periods of up to three years each upon application to the issuing authority at least 30 days prior to the expiration date of the Order. 6, Any fill used in connection with this project shall be clean fill.Any fill shall contain no trash, refuse, rubbish, or debris, including but not limited to lumber, bricks, plaster,wire, lath, paper,cardboard, pipe,fires, ashes, refrigerators, motor vehicles,or parts of any of the foregoing. 7. This Order is not final until all administrative appeal periods from this Order have elapsed,or if such an appeal has been taken,until all proceedings before the Department have been completed. 8. No work shall be undertaken until the.Order has become final and then has been recorded in the Registry of Deeds or the Land Court for the district in which the land Is located,,within the chain of title of the affected property, In the case of recorded land,the Final Order shall also be noted In the , Registry's Grantor Index under the name of the owner of the land upon which the proposed work is to be done. In the case of the registered land,the Final Order shall also be noted on the Land Court Certificate of Title of the owner of the land upon which the proposed work Is done, The recording Information shall be submitted to this Conservation Commission on the form at the end of this Order, which form must be stamped by the Registry of Deeds, prior to the commencement of work. .9, A sign shall be displayed at the site not less then two square feet or more than three square feet in Size bearing the words, "Massachusetts Department of Environmental Pfotection"[or,VA DEP") "File Number 90-0750 10. Where the Department of Environmental Protection is requested to issue a Superseding Order,the Conservation Commission shall be a party to all agency proceedings and hearings before DEP. 11. Upon completion of the work described herein,the applicant shall submit a Request for Certificate of Compliance(WPA Form 8A)to the Conservation Commission. 12, The work shall conform to the plans and special conditions referenced in this order, 13. Any change to the plans identified in Condition#12 above shall require the applicant to inquire of the Conservation Commission in writing whether the change is significant enough to require the filing of a new Notice of Intent. 14. The Agent or members of the Conservatiori Commission and the Department of Environmental - Protection shall have the right to enter and Inspect the area subject to this Order at reasonable hours to evaluate compliance with the conditions stated in this Order, and may require the submittal of any data deemed necessary by the Conservation Commistion or Department for that evaluation, WFA Form 5 Rev.0=0 Massachusetts Department of EnvironmenW Protection DEP Fife Number. Bureau of Resource Protection-Wetlands 90-0760 Provided by DEP WPA Form 5 - Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Findings (cont.) 15. This Order of Conditions shall apply to any successor In Interest or successor in control of the property subject to this Order and to any contractor or other person performing work conditioned by this Order. 16. Prior to the start of work,and if the project Involves work adjacent to a Bordering Vegetated Wetland, the boundary of the wetland In the vicinity of the proposed work area shall be marked by wooden stakes or flagging.Once In place,the wetland boundary markers shall be maintained until a Certificate of Compliance has been issued by,the Conservation Commission, 17, All sedimentation barriers shall be maintained in good repair until all-disturbed areas have been fully stabilized with vegetation or other means.At no time shall sediments be deposited In a wetland or water body.During construction, the applicant or his/her designee shall inspect the erosion controls on a daily basis and shall remove accumulated sediments as needed. The applicant shall immediately control any erosion problems that occur at the site and shall also immediately notify the Conservation Commission,which reserves the right to require additional erosion and/or damage prevention controls it may deem necessary. Sedimentation barriers shall serve as the limit of work unless another limit of work line has been approved by this Order, Special Conditions(use additional paper,If necessary): See attached sheets for special conditions and findings. Findings as to municipal_bylaw or ordinance Furthermore,the hereby finds(check one that applies): 'Conservation Commission ❑ that the proposed work cannot be conditioned to meet the standards set forth In a municipal ordinance or bylaw specifically: Name Municipal Ordinance or Bylaw Therefore,work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides measures which are adequate to meet these standards,and a filial Order of Conditions Is issued. E] that the following additional conditions are necessary to comply with a municipal ordinance or bylaw, specifically: Name Municipal Ordinance or Bylaw The Commission orders that all work shall be performed In accordance with the said additional conditions and with the Notice of Intent referenced above.To the extent that the following conditions modify or differ from the plans,specifications,or other proposals submitted with the Notice of Intent, the conditions shall control. VVPA Form 5 Page 4 of 7 RAV. 1. FINDING-NOTICE OF JURISDICTION UNDER THE MASSACHUSETTS WETLANDS PROTECTION ACT, M.G.L.C. 131, S.40. The Andover Conservation Commission hereby finds that all or part of the property on which the work authorized by this Order is proposed is .subject to jurisdiction under the Massachusetts Wetlands Protection Act,M.G.L.C. 131, s. 40. The owner is hereby notified of his or her responsibility to comply with the provisions of that statute. This condition shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. 2. TESTIMONY. Duxing the course of the Public Hearings on this project the Andover Conservation Commission considered and weighed extensive written and oral testimony, including the following. The Applicant submitted the following materials prepared by Sasaki Associates,Inc.: 2.1 Document entitled"NOTICE OF INTENT—APPLICATION FOR MASTER STORMWATER MANAGEMENT PLAN";dated: April 26, 1999. 2.2 Engineering design plans. 2.3 Hydrologic Analysis. 2.4 Document entitled"NOTICE OF INTENT—APPLICATION FOR MASTER STORMWATER MANAGEMENT PLAN,REVISED SUPPLEMENTAL HYDROLOGIC CALCULATIONS"; revised date; June 1, 1999. 2.5 Letter dated August 11, 1999 from Douglas J.Hartnet,PE(5 pages,responding to the July 14,1999 peer review letter from Judith Nitsch Engineering,Inc.). 2.6 APPENDIX—A, STORM WATER MANAGEMENT—OPERATION AND MAINTENANCE PLAN FOOTBALL FIELD AND ELM STREET DETENTION BASIN (2 pages,dated August 12, 1999). 2.7 Three pages, dated 11 August 1999,prepared by Sasaki Associates,Inc.- 'ELEVATION VS. DISCHARGE—Football Field Basin; ELEVATION VS.DISCHARGE—Elm Street Basin; and TSS Removal Calculation—Elm Street Detention Basin. 2.8 Letter dated April 17,2001 from Douglas J.Hartnet,PE(2 pages,summarizing events since the last Public*Hearing,peer review,I design alternatives and outlining the project's design objectives)with revised engineering plans. 2.9 Letter dated April 17,2001 from Douglas J.Hartnet,PE(1 page,transmittal of revised hydrologic calculations and summary spreadsheet, and summarizing plan changes,with revised plans dated Rev.April 11,2001). 110 Letter dated July 2,2001 from Douglas J. Hartnet PE(1 page,transmittal of revised plan's dated Rev. July 2,2001). 2.11 Detail sheets (2) describing the location and methods to be utilized for a temporary haul road (plan view and cross-section)"Haul Road Across Wetland". Judith Nitsch Engineering, Inc. (acting as consultant to the Conservation Commission)submitted the following: 2.12 Peer review of the engineering plans and calculations,July 14, 1999(consisting of 6 pages). 2.13 Peer review of the engineering plans and calculations,September 7, 1999 (consisting of 5 pages). 2.14 Peer review of the engineering plans and calculations,October 1, 1999(consisting of 4 pages). 2.15 Peer review of the revised engineering plans,April 27,2001 (consisting of 2 pages). Interested parties submitted the,following: 2.16 Letter dated May 7,2001 from Mr. Kevin J.Porter(of 8 Westwind Road)concerning potential effects of the proposed project on flood levels at Elysian Drive and Twin Brook Circle. 3. FINAL APPROVED PLAN AND OTHER DOCUMENTS.Work shall conform to.the plans referenced-on Page I of this Order and to the most recent of the above-referenced materials submitted by the applicant(on file with the Andover Conservation Commission). 4. MASTER STORMWATER MANAGEMENT PLAN. This project consist of the proposed construction of a campus-wide stormwater drainage system,including two stormwater detention basins. The applicant has stated the design.objectives for this project as follows: 1. Solve current flooding problems experienced by residents of Rock Ridge Road, 2. Mitigate increases in peak flows attributed to fall development under the Merrimack College Master Plan. 3. 'Arrange an accounting system that enables Merrimack College to care peak flow reduction"credits"through the construction of both detention basins,and draw on those credits for future campus development projects. The applicant and the commission understand that this Order of Conditions establishes-a mechanism by which the applicant may in future utilize the surplus capacity created by the, prpposed construction. S. PROTOCOL FOR ADMINISTERING TBE PEAK FLOW ACCOUNTING SYSTEM. 5.1 The Town of Andover and Merrimack College agree that the College will construct two detention basin sites for the purposes of Wrm water mitigation for development of the , -College Master Plan. As directed by the Commission,the Town of Andover will receive the ancillary benefit of reduced peak stormwater runoff downstream of the detention basin sites. This is achieved through overcompensation and reduction of peak rates above and beyond what is required in the Massach=.tts Department of Environmental Protection—Stormwater Management Guidelines under full implementation of the College Master Plan. 5.2 it is understood that the timeframe for fall build-out of the College Master Plan is approximately 30 years. 5.3 Construction of the two detention basin sites will provide mitigation for increases in peak runoff rates associated with future campus development projects. The total increase in post- development peak rate of runoff with respect to existing conditions under the Merrimack College Master Plan,with contingency allowances,is 62 efs. It is understood that this total peak flow increase is mitigated through construction of the two basin sites,and that this value will serve as the credit upon which Merrimack College may compensate future development-and resultant increases in peak runoff rates. 5.4 After issuance of this Order, future Merrimack College development-prejects within the watershed outlined in the Notice of Intent are subject to the following standards of review by the Commission for the purpose of evaluating peak flow and storm water qdality impacts, including any new Notice of Intent filed where proposed work is located within a protected resource area or applicable buffer zone witWn the Town of Andover, 0<2,000, s6net impervious area increase—.Activity does not need to be reported to the Commission,except as a summary in an annual report to be filed with the Commission at the end of each calendar year. 2 000 s < S.000 sf net impervious area increase—Activity shall be reported to Commission staff with supporting documentation evaluating the estimated increase in peak runoff rate, estimated reduction in peak flow credits to offset a peak runoff increase,and Best Management Practices(BND's)proposed to enhance water quality. These projects will be reviewed by Commission staff to verify compliance with DEP-Stormwater,Matzagement Guidelines(1995),and shall be considered acceptable by Commission staff if the Stormwater Management Standards are met. .5,000 sf or�ecrter net impervious arsa increase—Activity shall be reported to Commission staff with supporting documentation evaluating the estimated increase in peak runoff rate,estimated reduction in peak flow credits to offset a pear runoff increase,and Best Management Practices (BMP's)proposed to enhance water duality. These projects will be.reviewed by Commission staff to verify compliance with DEP-Stormwater Management Guidelines (1995), and shall be considered ifisignificant by the Commission if the Stormwater Management Standards are met. Upon satisfactory proof of project insignificance by the College,work may proceed with no further review by the Commission. The Commission reserves the right to require an Amended order of Conditions for projects involving 5,000 sf or greater of net impervious area increase,in the event the project has an impact to a resource area under the Commission's legal jurisdiction. For projects requiring Planning Board review and approval,the Conservation Commission may defer review of the project until Planninng Board action is taken. For projects proposed withixz the Town ofNarth Andover,technical review of the submitted materials will be completed by an outside consultant as designated by the North Andover Planning Board and as outlined in the Site Plan Review filing requirements of the North Andover Zoning By-law. The College shall be responsible for submitting a letter to the Commission at the end of each calendar year to summarize projects completed during that year and a statement that the College has implemented all aspects of an Operation and Maintenance Plan. Remaining peak flow credits will be tracked informally by the Commission offices and formally documented in an Amended Order of Conditions under one of the following scenario's,whichever occurs first: 1. 'When a Notice of Intent is made for an amended Order of Conditions for a project, which occurs within the jurisdiction of the Andover Conservation Commission.. 2, When the College applies for an extension of the existing Carder of Conditions at five-- year-intervals. Requests for an Amended Order of Conditions shall be in writing and extensions will be granted at five-year intervals up to six times,at the Applicant's request. Upon completion of each authorized phase of construction,the College shall have their engineering consultant evaluate the effectiveness and function of-the drainage improvements. The engineering consultant shall prepare and submit a report to the Commission together with any recommendations for improvement or modifications of the drainage system.to maintain the systern's performance. The College shall be responsible to implement all aspects of the Operation and Maintenance Plan for the Master Stormwater Management Plan,including all maintenance measures on the detention pond,parking lot sweeping, and catch basin maintenance. .Merrimack College is responsible for the construction.,maintenance,and monitoring of the detention basin sites so that the optimal performance of the basins is maintained. Merrimack College has the right to modify,the detention basins and associated drainage structures for the purposes of increasing efficiency and/or merge the basin sites with future development projects. Detention basin modification is subject to review and approval of the Commission: 5.4 FINDING—WATER QUALITY. The Conservation Commission finds that in order to protect the interests of the Massachusetts Wetlands Protection Act the Applicant shall be responsible to incorporate Best Management Practices for stormwater enhancement/quality on a project by project basis throughout the.implementation of the Master Stormwater Management flan, ` {. WORK AUTHORIZED UNDER THIS ORDER. Only work explicitly described in the above-referenced plans and Notice of Intent is authorized under this Order of Conditions, 7. STORMWATER.MANAGEMENT, The Applicant or his successors irf interest shall be responsible in perpetuity to maintain all drainage and stormwater management features, including stormwater best management practices(BNTs)in good working order. The Conservation Commission reserves the right to enter upon the property and make independent examination of these B:MP measures,and to xequire the Applicant or his successors in interest to perform such maintenance.as is needed in its judgment, The Conservation Commission shall provide prior notice to the property owner of its intent to perform such inspection not less than forty-eight hours prior to such inspection. This condition shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. 8. CERTIFICATE OF COMPLIANCE. Not more than thirty days following completion of the project,the applicant shall,submit with their request for a Certificate of CoMpliance,an affidavit prepared by a professional engineer or land surveyor registered in the Commonwealth of Massachusetts; stating that the site has been developed in accordance with the requirements of p f this Order of Conditions, based upon an on-site inspection and the referenced site plan. Such request shall be accompanied by an as-built drawing,prepared by a Professional Land Surveyor or Professional Engineer,registered in the Commonwealth of Massachusetts,and depicting;the final and actual condition of all areas within the jurisdiction of the Massachusetts Wetlands Protection Act. 9. INSTALLATION OF EROSION CONTROL. Prior to commencement of work the applicant shall retain the services of the design professional or a Professional Land Surveyor to stake out the location of the proposed sediment controls. The applicant shall then install the sediment controls in accordance with the above-referenced plans. A written request for inspection of the erosion control shall be submitted to the Conservation, Commission, and a satisfactory inspection performed before any land-disturbing,,actiyity ma commence. Other sediment controls may be required by the Conservation Commission or its agents as field conditions warrant. The siltation control device shall be,the Limit of Consttuction beyond which no earth-disturbing activity shall occur or heavy equipment shall be allowed. All siltation and erosion controls shall be maintained in a state of good repair. The siltation control devices shall not be removed until the commissionor its agent has reviewed and found satisfactory the stabilization of the disturbed area. 10.EXCAVATIO AEWATERING. In the event that excavation dewatering is required within any area subject to jurisdiction of the Wetlands Protection.Act the applicant shall notify ,..,. the Conservation Commission in advance of such work, and shall be responsible to ensure that such water is free of suspended solids before being discharged into either a wetland or into any storm water drainage system. This condition applies to all forms of dewatering,including pumping and trenching. 11. NOTIFICATION OF COMMENCEMENT OF WORD. The applicant shall notify the Conservation Commission,in writing,48 hours before any activity commences on the project site and shall advise the Conservation Commission ofthe name(s)and telephone number(s)of the person(s)responsible on site for compliance with this Order.This list shall,be resubmitted if any changes are made to it. The developer or contractor responsible for the projecVs completion shall be notified of,and understand,the requirements of this Order of Conditions. The developer and/or contractor shall acknowledge receipt of the Order of Conditions by submitting a letter to that:effect to the Conservation Commission. A.copy of this Order,as well as copies of the above-mentioned documents,plans, and reports shall be on-site while activities regulated by this Order are being performed. This Order of Conditions shall be made part of all construction documents for this project. All contractors working at the site shall be made aware of the provisions contained witbuin this Order of Conditions and shall adhere to all the Special Conditions contained herein. The applicant, or his designee, shall,at all times,have a copy of the Final Order of Conditions at the site and shall monitor compliance with the provisions of this Order. is 12. CONSTRUCTION OVERVIEW BY DESIGN ENGINEER REPORTS. The applicant shall be responsible to secure the services of the design professional or similarly credentialed professional on an on-going basis throughout all phases of the project that are within the jurisdiction of this Order of Conditions. Inspections shall take place during once every 7 calendar days and within 24 hours of the end of a 2 year storm event or greater(i.e.,3.2 inches of rainfall within a twenty-four hour period),throughout the duration of the project, This period shall begin when siltation controls are installed, and shall end with the issuance of a Certificate of Compliance. The weekly logs/reports shall be submitted an a monthly basis to the Conservation Commission and shall state whether such work is in his or her opinion in compliance with the Order of Conditions. The Conservation Commission reserves the right to require submission of such reports on a more frequent interval. The applicant or his authorized-4 representative must prospectively request approval for temporary cessation of reports in writing. Failure to-submit satisfactory reports shall be deemed sufficient cause for revocation of this permit without further review. 13, GRADING AND STABILIZATION. Grading shall conforrn to the,plans and data referenced above. In all cases final grades shall have a minimum of two inches of topsoil (measured in place)over all disturbed areas. In all cases exposed soil areas shall be,stabilized with vegetation,e.g.,grass or some form of ground cover plant. In;no case shall wood chips, mulch,or similar covering be acceptable on sloping ground in lieu of vegetation, 14- STOCKPILING. Staked hay bales to prevent sediment from surface runoff from entering the wetland must surround all debris.,Jill and excavated material stockpiles within.1 00 feet of a wetland area. 15. CONTROL OF CONSTRUCTION DEBRIS. No construction debris (paper,woodmetal, concrete,etc.)may be,allowed to enter the wetland resource areas at any time. Windblown material shall be promptly removed from wetland resource areas. 16. DAMAGE TO RESOURCE AREAS. Any damage caused as a direct result of thisproject to any wetland resource areas, beyond that authorized by the Order,is the responsibility of the applicant tGrepair,restore or replace. Sedimentation or erosion into these areas shall be considered damage to wetland resource areas. The Conservation Commission shall be promptly notified of any damage to wetland resource areas. Following notification,the applicant must submit a plan for abatement of the problem and restoration, The Conservation Commission prior to implementation must approve this plan. 17. SURPLUS EARTH MATERIALS. It shall be the responsibility of the Applicant to ensure that any and all surplus materials that are not needed for use on the project are lawfully disposed of outside any area subject to protection under M.G.L.c 131, s. 40,unless such disposal area and activity are regulated under either a valid Order of Conditions or Determination of Applicability, Massachusetts Department of Environmental Protection DEP File Numbey: Bureau of Resource Protection-Wetlands - 90.0750 WPA Form 5 - Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G.L.c. 131, §40 i B. Findings (cont.) Additional conditions relating to municipal ordinance or bylaw:, This Order is valid for three years,unless othenWise specified as a special condition pursuant to General Condiflons#4,from the date of Issuance. October 5, 2004 A4y-�. .2004(expiration date) ., snbiect to five—year Dale This Order must be signed by a majority of the Conservation'Commission.The order must be mailed by certified mail(return receipt requested)or hand delivered to the applicant.A copy also must be mailed or hand delivered at the same time to the appropriate Department of Environmental Protectiod Regional Office(see Appendix A)and the prop"owner(if different from applicant). • Signatures: On 17th Of July 2001 Day Month and Year before me personally.appeared Philip L. SititherIGInd to me known to be the person described in and who executed the foregoing instrument.and acknowledged that he/she executed the same as his/her free act and deed. Al U&) July 22,2005 ry Ic 0 My Commission Expires This 7der i"'lissued to the applicant as follows: by hand delivery on by certified mall,return receipt requested,on October 5, 2001 Date Date WPA ForM5 Rev.02M Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection -Wetlands 90-0750 WPA Form 5 - Order of Conditions Provided by DEP Massachusetts Wetlands Protection Act M.G;L. c. 131, §40 C. Appeals The applicant, the owner,any person aggrieved by this Order,any owner of land abutting the land subject to this Order,or any ten residents of the city or town in which such land is located,are hereby notified of their right to request the appropriate DEP Regional Office to issue a Superseding Order of Conditions. The request must be made by certified mail or hand delivery to the Department, with the appropriate filing fee and a completed Appendix E Request of Departmental Action Fee Transmittal Form, as provided in li 310 CMR 10.03(7)within ten business days from the date of issuance of this Order.A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant, If helshe is not the appellant, The request shall state clearly and concisely the objections to the Order which Is being appealed and how the Order does not contribute to the protection of the Interests identified in the Massachusetts Wetlands Protection Act, (M.G.L c- 131,§40)and is Inconsistent with the wetlands regulations(310 CMR 10.00). To the extent that the Order is based.on a municipal ordinance or bylaw,and not on the Massachusetts Wetlands Protection Act or regulations,the Department has no appellate jurisdiction, D. Recording-information This Order of Conditions must be recorded in the Registry of Deeds or thig Laind Court for the district in which the land is located,within the chain of title of the affected prop". In the case of recorded land, the Final Order shall also be noted in the Reglstrys Grantor Index-under the name of the owner of the land subject to the Order.In the case of registered land, this Order shall also be noted on the Land Court Certificate of Title of the owner of the land subject to the Order of Conditions.The recording information on Page 7 of Form 5 shall be submitted to the Conservation Commission listed below. Andover Conservation Commission VVPA Form 5 ROV,=00 Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection'-Wetlands - 90.-0750 WPA Form 5 — Order of Conditions Provided by DEP Massachusetts Wetlands Protectiori Act M.G.L. c. 131, §40 D. Recording Information (cont.) Detach on dotted line,have stamped by the Registry of Deeds and submit to the Conservation Commission, ------------- -------- ....... ------ -------------- ------------------------------------------------- To: Andover ConservAtion Commisslon Please be advised that the Order of Conditions for the Project at Merrimack College(315 Tumpike St, &Elm St),90-0750 Project Location PEP File Nufter, Has been recorded at the Registry of Deeds of. County Book Page for. Property Owner and has been noted in the chain of title of the affected property in: Book Page In accordance with the Order of Conditions issued on. Date If recorded land, the instrument number identifying this transaction is. Instrument Number If registered land,the document number identifying this transaction is: Document Number Sfgnature of Applicant WPA Farm 6 Page 7 017 Hay.OM DEPARTMENT OF COMMUNITY DEVELOPMENT AND PLANNING ANDOVER TOWN OFFICES ANDOVER,MA O I814 Tracey J.Gangi,PE Sasaki Assoc.,Inc. 64 Pleasant Street Watertown,MA 024-72 4 w 1{!7 E!]13li�T3i EiEi[FiIF €11113lIEtStiE{4I kSk� Ftl1llITIII3E .u +G•4 Amended Order of Conditions for Athletic District Improvements, May 217 11V1 61projlVJat-LD111625.16 Memmack C� Parking\mporla'Slormv�aleM 1625.16- J St—v.ter Rep Ud . ar Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 MassDEP File# A Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# ILI and the Town of Andover Wetlands Protection Bylaw Andover City/Town A. General Information Please note: Andover this form has 1. From: been modified Conservation Commission with added 2. This issuance is for space to a.®Order of Conditions b.❑Amended Order of Conditions accommodate (check one): the Registry of Deeds 3,To: Applicant: Requirements _Felipe Schwarz a.First Name b.Last Name Important:When filling Merrimack College out forms on c.Organization the 315 Turnpike Street(Athletic District Improvements) computer, d.Mailing Address use only the tab key to North Andover MA 02472 move your e.City/Town f.State g.Zip Code cursor-do not use the 4. Property Owner(if different from applicant): return key. Same as Applicant Q a.First Name b.Last Name c.Organization ream d. Mailing Address e.City/Town f.State g.Zip Code 5. Project Location: 315 Turnpike Street(Athletic District) Andover a.Street Address b.City/Town 3 5 c.Assessors Map/Plat Number d.Parcel/Lot Number Latitude and Longitude, if known: 42.66545 N 71.12335 W g d.Latitude e.Longitude wpaform5.doc• rev.05/19/2010 Page 1 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 MassDEP File# WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# ILI and the Town of Andover Wetlands Protection Bylaw Andover City/Town A. General Information (cunt.) 6. Property recorded at the Registry of Deeds for(attach additional information if more than one parcel): Northern Essex a.County b.Certificate Number(if registered land) 30 329 c.Book d.Page March 7, 2017 Ma q 1/,21 � 7 7. Dates. a.Date Notice of Intent Filed b.Date Public Hearing Closed c.Date f issuance s. Final Approved Plans and Other Documents (attach additional plan or document references as needed): Athletic District Improvements, Merrimack College (Sheets 1-16) a.Plan Title VHB/Huntress Associates Russel J. Bousquet&Jeffrey W Koetteritz/Christopher Huntress b.Prepared By c.Signed and Stamped by See Final Plan List-Special condition#4 Varies by sheet d.Final Revision Date e.Scale Stormwater Report April 24, 2017 f.Additional Plan or Document Title g.Date B. Findings 1. Findings pursuant to the Massachusetts Wetlands Protection Act: Following the review of the above-referenced Notice of Intent and based on the information provided in this application and presented at the public hearing, this Commission finds that the areas in which work is proposed is significant to the following interests of the Wetlands Protection Act(the Act). Check all that apply: c. [g Prevention of a. ® Public Water Supply b. ❑ Land Containing Shellfish pollution f. ® Protection of d. ® Private Water Supply e. ® Fisheries Wildlife Habitat g. ® Groundwater Supply h. ® Storm Damage Prevention i. ® Flood Control 2. This Commission hereby finds the project, as proposed, is: (check one of the following boxes) Approved subject to: a. ® the following conditions which are necessary in accordance with the performance standards set forth in the wetlands regulations. This Commission orders that all work shall be performed in accordance with the Notice of Intent referenced above, the following General Conditions, and any other special conditions attached to this Order. To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, these conditions shall control. Page 2 of 12 wpaform5.doc• rev.0511912010 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 MassDEP File# WPA r — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# and the Town of Andover Wetlands Protection Bylaw Andover Cityrrown B. Findings (cons.) Denied because: b. ❑ the proposed work cannot be conditioned to meet the performance standards set forth in the wetland regulations. Therefore, work on this project may not go forward unless and until a new Notice of Intent is submitted which provides measures which are adequate to protect the interests of the Act, and a final Order of Conditions is issued. A description of the performance standards which the proposed work cannot meet is attached to this Order. c. ❑ the information submitted by the applicant is not sufficient to describe the site, the work, or the effect of the work on the interests identified in the Wetlands Protection Act. Therefore, work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides sufficient information and includes measures which are adequate to protect the Act's interests, and a final Order of Conditions is issued. A description of the specific information which is lacking and why it is necessary is attached to this Order as per 310 CMR 10.05(6)(c). 3. ® Buffer Zone Impacts: Shortest distance between limit of project disturbance 0 and the wetland resource area specified in 310 CMR 10.02(1)(a) a.linear feet Inland Resource Area Impacts: Check all that apply below. (For Approvals Only) Resource Area Proposed Permitted Proposed Permitted Alteration Alteration Replacement Replacement 4. ❑ Bank a.linear feet b.linear feet c.linear feet d.linear feet 5. ® Bordering 1,800 1,800 3,600+ 3,600+ Vegetated Wetland a.square feet b.square feet c.square feet d.square feet 6. ❑ Land Under Waterbodies and a.square feet b.square feet c.square feet d.square feet Waterways e,c/y dredged f.c/y dredged 7. ❑ Bordering Land Subject to Flooding a.square feet b.square feet c.square feet d.square feet Cubic Feet Flood Storage e.cubic feet f.cubic feet g.cubic feet h.cubic feet 8. ❑ Isolated Land Subject to Flooding a.square feet b.square feet Cubic Feet Flood Storage c.cubic feet d.cubic feet e.cubic feet f.cubic feet 9. ❑ Riverfront Area a.total sq,feet b.total sq.feet Sq ft within 100 ft c.square feet d.square feet e.square feet f.square feet Sq ft between 100- 200 ft g.square feet h.square feet i.square feet J.square feet wpaform5.doc• rev.O5/1 912 0 1 0 Page 3 of 12 Provided by MassDEP: Massachusetts Department of Environmental Protection 090-1287 Bureau of Resource Protection -Wetlands MassDEP File# WPA For -- Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# and the Town of Andover Wetlands Protection Bylaw Andover City/Town B. Findings (coat.) Coastal Resource Area Impacts: Check all that apply below. (For Approvals Only) Proposed Permitted Proposed Permitted Alteration Alteration Replacement Replacement 1o. ❑ Designated Port Indicate size under Land Under the Ocean, below Areas 11. ❑ Land Under the Ocean a.square feet b.square feet c.c/y dredged d.c/y dredged 12. ❑ Barrier Beaches Indicate size under Coastal Beaches and/or Coastal Dunes below cu yd cu yd 13. ❑ Coastal Beaches a.square feet b.square feet c.nourishment d.nourishment _ cu yd cu yd 14. ❑ Coastal Dunes a.square feet b.square feet c.nourishment d.nourishment 15. ❑ Coastal Banks a.linear feet b.linear feet 16. ❑ Rocky Intertidal Shores a.square feet b.square feet 17. ❑ Salt Marshes a.square feet b.square feet c.square feet d.square feet 18. ❑ Land Under Salt Ponds a.square feet b.square feet c.c/y dredged d.dy dredged 19. ❑ Land Containing c.square feet d.square feet Shellfish a.square feet b.square feet 20. ❑ Fish Runs Indicate size under Coastal Banks, Inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above a.c/y dredged b,c/y dredged 21. ❑ Land Subject to Coastal Storm a.square feet b,square feet Flowage Page 4 of 12 wpaform5.doc• rev.05/192010 WPA LlMassachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands 090-1287 FormOrder of Conditions MassDEPFile# Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP T ansaction# and the Town of Andover Wetlands Protection Bylaw Andover City/Town B. Findings (cont.) *#22.If the 22 ❑ Restoration/Enhancement*: project is for the purpose of restoring or a,square feet of BVW enhancing a b.square feet of salt marsh wetland resource area 23• ❑ Stream Crossing(s): in addition to the square footage that a.number of new stream crossings b.number of replacement stream crossings has been entered in C. General Conditions Under Massachusetts Wetlands Protection Act Section B.5.c BBV c)or The following conditions are only applicable to Approved projects. Marsh)above, 1. Failure to comply with all conditions stated herein, and with all related statutes and other please enter the additional regulatory measures, shall be deemed cause to revoke or modify this Order. amount here. 2. The Order does not grant any property rights or any exclusive privileges; it does not authorize any injury to private property or invasion of private rights. 3. This Order does not relieve the permittee or any other person of the necessity of complying with all other applicable federal, state, or local statutes, ordinances, bylaws, or regulations. 4. The work authorized hereunder shall be completed within three years from the date of this Order unless either of the following apply: a. the work is a maintenance dredging project as provided for in the Act; or b. the time for completion has been extended to a specified date more than three years, but less than five years, from the date of issuance. If this Order is intended to be valid for more than three years, the extension date and the special circumstances warranting the extended time period are set forth as a special condition in this Order. 5. This Order may be extended by the issuing authority for one or more periods of up to three years each upon application to the issuing authority at least 30 days prior to the expiration date of the Order. 6. If this Order constitutes an Amended Order of Conditions, this Amended Order of Conditions does not extend the issuance date of the original Final Order of Conditions and the Order will expire on unless extended in writing by the Department. 7. Any fill used in connection with this project shall be clean fill. Any fill shall contain no trash, refuse, rubbish, or debris, including but not limited to lumber, bricks, plaster, wire, lath, paper, cardboard, pipe, tires, ashes, refrigerators, motor vehicles, or parts of any of the foregoing. 8. This Order is not final until all administrative appeal periods from this Order have elapsed, or if such an appeal has been taken, until all proceedings before the Department have been completed. vrpaform5.doc• rev.05/19/2010 Page 5 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 MassDEP File# WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# and the Town of Andover Wetlands Protection Bylaw Andover City/town C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) 9. No work shall be undertaken until the Order has become final and then has been recorded in the Registry of Deeds or the Land Court for the district in which the land is located, within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land upon which the proposed work is to be done. In the case of the registered land, the Final Order shall also be noted on the Land Court Certificate of Title of the owner of the land upon which the proposed work is done. The recording information shall be submitted to the Conservation Commission on the form at the end of this Order, which form must be stamped by the Registry of Deeds, prior to the commencement of work. 10. A sign shall be displayed at the site not less then two square feet or more than three square feet in size bearing the words, "Massachusetts Department of Environmental Protection" [or, "MassDEP"] "File Number 090-1287 " 11. Where the Department of Environmental Protection is requested to issue a Superseding Order, the Conservation Commission shall be a party to all agency proceedings and hearings before MassDEP. 12. Upon completion of the work described herein, the applicant shall submit a Request for Certificate of Compliance (WPA Form 8A)to the Conservation Commission. 13. The work shall conform to the plans and special conditions referenced in this order. 14. Any change to the plans identified in Condition#13 above shall require the applicant to inquire of the Conservation Commission in writing whether the change is significant enough to require the filing of a new Notice of Intent. 15. The Agent or members of the Conservation Commission and the Department of Environmental Protection shall have the right to enter and inspect the area subject to this Order at reasonable hours to evaluate compliance with the conditions stated in this Order, and may require the submittal of any data deemed necessary by the Conservation Commission or Department for that evaluation. 16. This Order of Conditions shall apply to any successor in interest or successor in control of the property subject to this Order and to any contractor or other person performing work conditioned by this Order. 17. Prior to the start of work, and if the project involves work adjacent to a Bordering Vegetated Wetland, the boundary of the wetland in the vicinity of the proposed work area shall be marked by wooden stakes or flagging. Once in place, the wetland boundary markers shall be maintained until a Certificate of Compliance has been issued by the Conservation Commission. wpaform5.doc- rev.05119/2010 Page 6 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 WPA Form 5 — Order of Conditions MassDEP File# Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# ILI and the Town of Andover Wetlands Protection Bylaw Andover City/Town C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) 18. All sedimentation barriers shall be maintained in good repair until all disturbed areas have been fully stabilized with vegetation or other means.At no time shall sediments be deposited in a wetland or water body. During construction, the applicant or his/her designee shall inspect the erosion controls on a daily basis and shall remove accumulated sediments as needed. The applicant shall immediately control any erosion problems that occur at the site and shall also immediately notify the Conservation Commission, which reserves the right to require additional erosion and/or damage prevention controls it may deem necessary. Sedimentation barriers shall serve as the limit of work unless another limit of work line has been approved by this Order. NOTICE OF STORMWATER CONTROL AND MAINTENANCE REQUIREMENTS 19. The work associated with this Order(the"Project") is (1)® is not(2)❑subject to the Massachusetts Stormwater Standards. If the work is subject to the Stormwater Standards,then the project is subject to the following conditions: a) All work, including site preparation, land disturbance, construction and redevelopment, shall be implemented in accordance with the construction period pollution prevention and erosion and sedimentation control plan and, if applicable, the Stormwater Pollution Prevention Plan required by the National Pollution Discharge Elimination System Construction General Permit as required by Stormwater Condition 8. Construction period erosion, sedimentation and pollution control measures and best management practices (BMPs) shall remain in place until the site is fully stabilized. b) No stormwater runoff may be discharged to the post-construction stormwater BMPs unless and until a Registered Professional Engineer provides a Certification that: i. all construction period BMPs have been removed or will be removed by a date certain specified in the Certification. For any construction period BMPs intended to be converted to post construction operation for stormwater attenuation, recharge, and/or treatment, the conversion is allowed by the MassDEP Stormwater Handbook BMP specifications and that the BMP has been properly cleaned or prepared for post construction operation, including removal of all construction period sediment trapped in inlet and outlet control structures; Y. as-built final construction BMP plans are included, signed and stamped by a Registered Professional Engineer, certifying the site is fully stabilized; iii. any illicit discharges to the stormwater management system have been removed, as per the requirements of Stormwater Standard 10; iv. all post-construction stormwater BMPs are installed in accordance with the plans(including all planting plans) approved by the issuing authority, and have been inspected to ensure that they are not damaged and that they are in proper working condition; v. any vegetation associated with post-construction BMPs is suitably established to withstand erosion. wpaform5.doc• rev.0511912010 Page 7 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP:pgd-1287 Bureau of Resource Protection -Wetlands MassDEP File# WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEPTransactionLl # and the Town of Andover Wetlands Protection Bylaw Andover City/Town C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) c) The landowner is responsible for BMP maintenance until the issuing authority is notified that another party has legally assumed responsibility for BMP maintenance. Prior to requesting a Certificate of Compliance, or Partial Certificate of Compliance, the responsible party (defined in General Condition 18(e))shall execute and submit to the issuing authority an Operation and Maintenance Compliance Statement("O&M Statement)for the Stormwater BMPs identifying the party responsible for implementing the stormwater BMP Operation and Maintenance Plan ("O&M Plan")and certifying the following: i.)the O&M Plan is complete and will be implemented upon receipt of the Certificate of Compliance, and ii.)the future responsible parties shall be notified in writing of their ongoing legal responsibility to operate and maintain the stormwater management BMPs and implement the Stormwater Pollution Prevention Plan. d) Post-construction pollution prevention and source control shall be implemented in accordance with the long-term pollution prevention plan section of the approved Stormwater Report and, if applicable, the Stormwater Pollution Prevention Plan required by the National Pollution Discharge Elimination System Multi-Sector General Permit. e) Unless and until another party accepts responsibility, the landowner, or owner of any drainage easement, assumes responsibility for maintaining each BMP. To overcome this presumption, the landowner of the property must submit to the issuing authority a legally binding agreement of record, acceptable to the issuing authority, evidencing that another entity has accepted responsibility for maintaining the BMP, and that the proposed responsible party shall be treated as a permittee for purposes of implementing the requirements of Conditions 18(f)through 18(k)with respect to that BMP. Any failure of the proposed responsible party to implement the requirements of Conditions 18(f)through 18(k)with respect to that BMP shall be a violation of the Order of Conditions or Certificate of Compliance. In the case of stormwater BMPs that are serving more than one lot, the legally binding agreement shall also identify the lots that will be serviced by the stormwater BMPs. A plan and easement deed that grants the responsible party access to perform the required operation and maintenance must be submitted along with the legally binding agreement. f) The responsible party shall operate and maintain all stormwater BMPs in accordance with the design plans, the O&M Plan, and the requirements of the Massachusetts Stormwater Handbook. Page 8 of 12 wpaform5.doc• rev.0 511 912 01 0 WPA LlMassachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands 090-1287 Form - Order of Conditions MassDEP File# Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# and the Town of Andover Wetlands Protection Bylaw Andover City/Town C. General Conditions Under Massachusetts Wetlands Protection Act (coat.) g) The responsible party shall: 1. Maintain an operation and maintenance log for the last three (3) consecutive calendar years of inspections, repairs, maintenance and/or replacement of the stormwater management system or any part thereof, and disposal (for disposal the log shall indicate the type of material and the disposal location); 2. Make the maintenance log available to MassDEP and the Conservation Commission ("Commission") upon request; and 3. Allow members and agents of the MassDEP and the Commission to enter and inspect the site to evaluate and ensure that the responsible party is in compliance with the requirements for each BMP established in the O&M Plan approved by the issuing authority. h) All sediment or other contaminants removed from stormwater BMPs shall be disposed of in accordance with all applicable federal, state, and local laws and regulations. i) Illicit discharges to the stormwater management system as defined in 310 CMR 10.04 are prohibited. j) The stormwater management system approved in the Order of Conditions shall not be changed without the prior written approval of the issuing authority. k) Areas designated as qualifying pervious areas for the purpose of the Low Impact Site Design Credit(as defined in the MassDEP Stormwater Handbook, Volume 3, Chapter 1, Low Impact Development Site Design Credits)shall not be altered without the prior written approval of the issuing authority. 1) Access for maintenance, repair, and/or replacement of BMPs shall not be withheld. Any fencing constructed around stormwater BMPs shall include access gates and shall be at least six inches above grade to allow for wildlife passage. Special Conditions (if you need more space for additional conditions, please attach a text document): See attached Findings and Special Conditions wpaform5.doc• rev.0 5/1 912 01 0 Page 9 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 MassDEP File# WPA Form 5 — Order of Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# and the Town of Andover Wetlands Protection Bylaw Andover Cityrrown D. Findings Under Municipal Wetlands Bylaw or Ordinance 1. Is a municipal wetlands bylaw or ordinance applicable? ® Yes ❑ No 2. The Andover hereby finds (check one that applies): Conservation Commission a. ❑that the proposed work cannot be conditioned to meet the standards set forth in a municipal ordinance or bylaw, specifically: 1.Municipal Ordinance or Bylaw 2.Citation Therefore, work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides measures which are adequate to meet these standards, and a final Order of Conditions is issued. b. ® that the following additional conditions are necessary to comply with a municipal ordinance or bylaw: Town of Andover Wetlands Protection Bylaw. Article IV 2.Citation 1.Municipal Ordinance or Bylaw 3. The Commission orders that all work shall be performed in accordance with the following conditions and with the Notice of Intent referenced above. To the extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, the conditions shall control. The special conditions relating to municipal ordinance or bylaw are as follows (if you need more space for additional conditions, attach a text document): See attached Findings and Special Conditions Page 10 of 12 wpaform5.doc• rev.05/192010 Merrimack College Athletic District Improvements DEP FILE NO. 090-1287 SPECIAL CONDITIONS I. FINDING -NOTICE OF JURISDICTION UNDER THE MASSACHUSETTS WETLANDS PROTECTION ACT, M.G.L.C. 131, S. 40. The Andover Conservation Commission hereby finds that all or part of the property on which the work authorized by this Order is proposed is subject to jurisdiction under the Massachusetts Wetlands Protection Act, M.G.L.C. 131, s. 40. The owner is hereby notified of his or her responsibility to comply with the provisions of that statute. This condition shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. This finding shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. 2. FINDING -NOTICE OF JURISDICTION UNDER THE ANDOVER WETLAND PROTECTION BYLAW. The Andover Conservation Commission hereby finds that all or part of the property on which the work authorized by this Order is proposed is subject to jurisdiction under the Andover Wetlands Protection Bylaw, Article 14. The owner is hereby notified of his or her responsibility to comply with the provisions of that statute. This condition shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. This finding shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. 3. FINDING—ANDOVER WETLAND PROTECTION BYLAW, The Andover Conservation Commission finds that all conditions set forth in this Order of Conditions are necessary to protect the interest described in the Andover Wetland Protection Bylaw. The Commission makes the Finding that the proponent has provided the Commission with a suitable notification (in the form of a Notice of Intent, Stormwater report, and other documents cited in this Order). Furthermore,the Commission makes the Finding that the proposed work reviewed by the Commission and their peer reviewers, and approved by this Order conforms to performance standards and design specifications in the regulations adopted by the Commission. 4. WORK AUTHORIZED UNDER THIS ORDER—Only work explicitly described in the on the Plans referenced on Page 2, Section AX of the Order of Conditions and to the following documents and materials that were partially relied upon by the Commission to issue this Order of Conditions. To the extent that the information contained in the reports and on the plans differ,the plans control. If necessary, direction or clarification may be sought from the Conservation Agent or the designated Environmental Monitor. Final Proiect Plans: Sv-1 Existing Conditions Plan of Land 4/13/2017 Sv-2 Existing Conditions Plan of Land 4/13/2017 C-1.0 Legend and General Notes 4/7/2017 C-2.1 Erosion and Sedimentation Control Plan 4/24/2017 C-2.2 Erosion and Sedimentation Control Plan 4/24/2017 C-3.1 Site Utilities Plan 3/10/2017 C-3.2 Site Utilities Plan 3/10/2017 C-4.1 Civil Details 3/2/2017 C-4.2 Civil Details 3/2/2017 L-1 Track & Field-Layout&Materials Plan 3/2/2017 L-2 Track& Field-Grading&Drainage Plan 3/2/2017 L-3 Track& Field-Visitor Terrace Enlargement 3/2/2017 L-4 Track&Field-Construction Details 3/2/2017 L-5 Track&Field-Construction Details 3/2/2017 L-6 Track & Field-Construction Details 3/2/2017 L-7 Track& Field-Construction Details 3/2/2017 L-g Track &Field-Construction Details 3/2/2017 L-9 Track & Field-Home Grandstand Enlargement 3/2/2017 L-10 Track& Field-Conceptual Fieldhouse Plan&Elevation 3/2/2017 L-11 Track&Field-Baseball Field Site Improvements 3/2/2017 L-12 Marton-Mejail Field-Layout&Materials Plan 3/2/2017 L-13 Martone-Mej ail Field-Infield Enlargement 3/2/2017 L-14 Martone-Mej ail Field-Construction Details 3/2/2017 L-15 Marton-Mejail Field-Construction Details 3/2/2017 L-16 Martone-Mejail Field-Conceptual Boardwalk Details 3/2/2017 Supplemental Wetlands Plans L-15 Martone-Mej ail Field-Planting &Restoration Plan 5/3/2017 L-19 Boardwalk Details 5/1/2017 VHB Stormwater Reports/Response to Peer Review: Initial Report per ACC Submission 3/7/2017 Rev 1 Revised Report per NACC Submission and Peer Review 3/10/2017 Rev 2 Report Updates per 4/04/17 HW Peer Review and 4/11/2017 VHB Response to HW Stormwater Peer Review Letter Rev 3 Report Updates per 4/24/17 HW Peer Review and 4/24/2017 VHB Response to HW Stormwater Peer Review Letter(2na) VHB/HAI Wetlands Peer Review Response: VHB/HAI Response to LEC Peer Review Comments 4/26/2017 VHB/HAI &LEC Correspondence on Peer Review 4/27/2017 - 5/3/2017 5. FINIDING-RELIANCE UPON PEER REVIEW. The Conservation Commission is in partial reliance upon a peer review of the filing completed by Ann Marton of LEC Environmental and Janet Bernardo, PE of Horsley & Wittten Group. The documentation for this review is comprised of the following letter reports and/or their representations at Public Hearing. 4/4/17 Peer Review Comments prepared by Janet Bernardo of Horsley &Witten Group, dated 4/4/17. 4/24/17 Peer Review Comments prepared by Janet Bernardo of Horsley &Witten Group, dated 4/24/17. 5/2/17 Peer Review Comments prepared by Janet Bernardo of Horsley & Witten Group, dated 5/2/17. 5/4/7 Peer Review Summary Report including email correspondence prepared by Ann M. Marton of LEC dated 5/4/17 The Commission and its consultants, in evaluating the Notice of Intent submittal and supporting documents,have relied solely upon the data and representations made by the Applicant and its representatives. Accordingly,the Applicant shall indemnify and save harmless the Commission, its consultants, Agents, and the Town of Andover against any and all claims arising out of or in connection with any work or structures authorized herein. Any discrepancies, errors or omissions discovered may result in revocation, suspension or modification of this Order without liability to the municipality or its consultants or Agents. 6. FINDING—BORDERING VEGETATED WETLAND. The Conservation Commission finds that the site contains a Bordering Vegetated Wetland and relied upon LEC's Peer Review Summary Report dated May 4, 2017. This OOC only confirms the accuracy of flags 3-139 through 3-148 No other BVW boundaries are confirmed under this OOC. 7. FINDING—25-FOOT NON DISTURBANCE ZONE. The Andover Conservation Commission finds that the site contains the 25-foot Non Disturbance Zone. The majority of this 25-foot Non Disturbance Zone is comprise of moved lawn up to the edge of the BVW. 8. FINDING-PERMANENT NO DISTURBANCE SIGNAGE. The Andover Conservation Commission hereby finds that prior to issuance of a Certificate of Compliance or cessation of inspections by the Environmental Monitor,No Disturbance Signage and/or post-and-rail fences with permanentmedallions (information can be provided by the Conservation Commission), bearing the following inscription: "25 FOOT NON- DISTURBANCE ZONE TO WETLAND. PER ORDER OF ANDOVER CONSERVATION COMMISSION. DO NOT REMOVE." shall be installed as depicted on the approved plans. The condition will be enforceable by the Andover Conservation Commission against the owner and/or its successors. This signage and post-and-rail fences shall be maintained in good condition and this requirement shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. 9. FINDING—MERRIMACK COLLEGE STORMWATER BANKING. The Conservation Commission finds that the remaining credit available in the stormwater banking system under the Master Plan for Merrimack College is 17.33 cfs for a 100-year storm event. Furthermore,upon completion of each authorized phase of construction,the College shall have their engineering consultant evaluate the effectiveness and function of the drainage improvements. The engineering consultant shall prepare and submit a report to the Commission together with any recommendations for improvement or modification of the drainage system to maintain the system's performance. 10. FINDING—LAWN/LANSCAPE CHEMICALS WITHIN 100 FEET OF WETLAND. The Conservation Commission finds that in order to minimize the potential for adverse impacts on water quality, the use of qny type of lawn or landscape chemical,pesticide or herbicide is prohibited in the 25-foot Non-Disturbance Zone and only organic, slow release, low-nitrogen type and phosphorous free fertilizers or herbicides are allowed within the area 75-100 feet horizontally from the boundary of Bordering Vegetated Wetland depicted on the approved plans. This condition will be enforceable by the Andover Conservation Commission against the owner and/or its successors. This condition shall remain in effect in perpetuity. 11. FINDING—DIGITAL FILE FOR WETLAND RESOURCES. Prior to commencement of work, the applicant shall provide to the Andover Conservation Commission a digital file containing the file of the confirmed boundary of resource areas. The file format shall be in AutoCAD DWG(or ASCII DXF) version 2010 or earlier and Adobe PDF, delivered on CD- ROM or DVD-R media. AutoCAD file delivery shall be in full model view. The digital file shall include property boundaries, dimensions, easements,rights-of-way, edge of pavement, edge of side walk, edge of water bodies, wetland boundaries,topographic contours, spot elevations, etc. Said digital data shall be delivered in Massachusetts State Plane Coordinate System,North American Datum 1983 and North American Vertical Datum 1988, in U.S. Survey Feet. 12. FINDING—Prior to commencement of work,the plans referenced in this Order of Conditions shall be recorded with the Order of Conditions and cross referenced thereto in the Essex County Registry of Deeds and/or the Essex County Registry District. This finding shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. Special Conditions 13. All materials required to be submitted to the Commission shall also be submitted to the Environmental Monitor for review and approval. For the purposes of this order the Environmental Monitor functions as an Agent of the Commission. 14. This Order of Conditions shall be made part of all construction documents for this project. This document shall be included in all construction contracts including subcontracts dealing with work proposed and shall supersede any conflicting contract requirements. All contractors working at the site shall be made aware of the provisions contained within this Order of Conditions and shall adhere to all the Special Conditions contained herein. The applicant, or his designee, shall, at all times,have a copy of the Final Order of Conditions at the site and shall monitor compliance with the provisions of this Order. 15. Until the Certificate of Compliance to this Order is issued, a Conservation Commissioner or an Agent of the Commission reserves the right to enter and inspect the property at reasonable times in order to evaluate compliance with this Order and any instructions or orders issued pursuant to this Order. Such parties may require any information, measurements, photographs and/or materials or may require any additional information deemed necessary for that evaluation. Further, work shall be halted onsite if the Conservation Commissioner or agent of the Commission determines that any of the work is not in compliance with the Order. Work shall not resume until the Commission is satisfied that the work will comply with the Order and has so notified the applicant in writing. 16. This Order shall apply to any successor in control in interest of the property described in the Notice of Intent and accompanying plans, and to any contractor or other person performing work conditioned by this Order. These obligations shall be expressed in all deeds to succeeding owners of all or portions of the property. (This is in addition to DEP's Standard Condition under B. Findings, General Conditions 16.). Pre-Construction 17. Prior to commencement of work, the applicant shall have received all other required federal, state, and/or local permits required by law including, if necessary,but not limited to an EPA NPDES Stormwater Permit. 18. Prior to the commencement of work,the applicant shall prepare a Stormwater Pollution Prevention Plan in accordance with the EPANPDES Construction General Permit and provide a copy of the SWPPP to the Commission. 19. Prior to commencement of work,the sign displayed according to B. Findings General Condition 10 must say DEP & ACC File No. 090-1287. This sign is not to be attached to a living tree. 20. Prior to the commencement of any work onsite, the limits of all wetland resource areas shall be re-established with surveyors tape. Once established, said markers shall be checked and replaced as necessary and shall be maintained until all construction has been completed and a Certificate of Compliance has been issued.Note: This is in addition to DEP's Standard Condition under B. Findings, General Condition 17. 21. The developer or contractor responsible for the project's completion shall be notified of, and understand, the requirements of this Order of Conditions. The developer and/or contractor shall acknowledge receipt of the Order of Conditions by submitting a letter to that effect to the Conservation Commission. A copy of this Order, as well as copies of the above- mentioned documents, plans, and reports shall be on-site while activities regulated by this Order are being performed. 22. EROSION CONTROLS -Prior to commencement of work,the erosion control line shall be staked in the field by a Professional Land Surveyor for inspection by the Commission or an Agent of the Commission prior to installation of the erosion controls. Following approval of the staked limits of the erosion control boundary,the erosion controls shall be installed to prevent the transport of silt or sediment beyond the limits-of-work.. All siltation and erosion controls shall be installed as specified on the Plan. A written request for inspection of the erosion control shall be submitted to the Conservation Commission and the Environmental Monitor, and a satisfactory infection performed before any land-disturbing activity may commence. This inspection may be coupled with the pre-construction meeting referenced in Special Condition 24'1. The Conservation Commission or its Agents may require other sediment controls as field conditions warrant. The siltation control device shall be the Limit of Construction beyond which no earth-disturbing activity shall occur or heavy equipment shall be allowed. All siltation and erosion controls shall be maintained in a state of good repair. The siltation control devices shall not be removed until the Commission or its Agent has reviewed and found satisfactory the stabilization of the disturbed area. At all times during construction,the Applicants shall maintain an on-site stockpile of erosion controls sufficient to respond to any emergency problem that may arise. Such stockpile must be replenished as it is used. 23. CONSTRUCTION OVERVIEW BY DESIGN ENGINEER/REPORTS. In accordance with Massachusetts General Laws Chapter 44, §53G,the Conservation Commission requires that the applicant provide funds prior to commencement of work to the Commission for the reasonable fees of a consultant with professional credentials to be selected by the Commission to review and/or approve the inspection of work thereunder. Such fees shall be an estimate of inspections which shall take place during once every 7 calendar days and within 24 hours of the end of a storm event having '/2 inch of rainfall or greater within a twenty-four hour period,throughout the duration of the project. This period shall begin when siltation controls are installed, and shall end with issuance of a Certificate of Compliance. Since the fees are an estimate, additional fees may be required pending the duration of the project and/or overpayment returned to the applicant upon the issuance of a Certificate of Compliance. Where submission of a certified foundation plan is otherwise required under this Order of Conditions a copy of said certified foundation plan shall be attached to the next inspection report following installation of the foundation. The weekly logs/reports shall be submitted on a monthly basis to the Conservation Commission and shall state whether such work is in his or her opinion in compliance with the Order of Conditions. The Conservation Commission reserves the right to require submission of such reports on a more frequent interval. The Conservation Commission also reserves the right to authorize the consultant to reduce the number of weekly inspections submitted on a monthly basis at their discretion. The applicant must request approval for temporary cessation of reports in writing prospectively. This request must have the prior approval of an Agent for the Commission. Failure to submit satisfactory reports shall be deemed sufficient cause for revocation of this permit without further review. 24.Not more than 2 weeks prior to the commencement of work, a Pre-Construction Meeting shall be held with the Conservation Agent and the Commission's Environmental Monitor, and the Applicant's On-Site Construction Manager, Project Engineer and/or Wetland Scientist/Competent Expert to review and discuss the Order of Conditions, construction procedures, methods, and erosion controls. Prior to requesting the pre-construction meeting, the applicant shall submit the following to the Conservation Commission: a. A statement that the items enumerated in Special Conditions 11, 12; and 1741irough_23 have been executed and the required supporting information has been provided to the Commission; b. The names and 24-hour, 7 days/week phone numbers of the on-site construction manager(s) who are responsible to coordinate the construction and ensure compliance with this Order. This list shall be resubmitted if any changes are made to it; and c. A statement signed by the Applicant, owner of the property, and the person responsible for the construction of the project that such individuals understand the terms and conditions as specified in the Order and that such persons agree to comply with the referenced provisions. 25. NOTIFICATION OF COMMENCEMENT OF WORK. The applicant shall notify the Conservation Commission, in writing, at least two (2)business days before any activity commences on the project site The developer or contractor responsible for the project's completion shall be notified of, and understand,the requirements of this Order of Conditions. A copy of this Order, as well as copies of the above-mentioned documents,plans, and reports shall be on-site while activities regulated by this Order are being performed. This Order of Conditions shall be made part of all construction documents for this project. All contractors working at the site shall be made aware of the provisions contained within this Order of Conditions and shall adhere to all the Special Conditions contained herein. The applicant, or his designee, shall, at all times,have a copy of the Final Order of Conditions at the site and shall monitor compliance with the provisions of this Order. BVW Enhancement Planting Mitigation 26. The proposed BVW Enhancement Plantings shall be installed in conjunction with /immediately following completion of the boardwalk and as early in the construction process as feasible. 27. BVW Enhancement plantings are to be inspected by the Applicant's wetland scientist or other experienced Competent Expert prior to installation to ensure proper quantity, size, and species as specified on the plans. Only native species shall be used,no cultivars. The final planting layout shall be inspected by the Environmental Monitor and the Applicant's Wetland Scientist/Competent Expert prior to planting. 28. It is intended that at least 75 percent of the BVW Enhancement be established with indigenous native plant species and that at least 75 percent of the woody vegetation has survived 2 full growing seasons after their planting. Invasive or exotic species shall not be planted or allowed to remain. If at any point during post construction monitoring, it is evident in the opinion of the Applicant's Wetland Scientist/Competent Expert that the above standards will not be achieved, the Applicant shall supplement the plantings as necessary to achieve the required coverage. If after the end of 2 full growing seasons, 75 percent re- establishment has not been achieved or at least 75% of the woody plants have not survived, the Applicant shall provide healthy replacement plantings in sufficient quantity to achieve the 75 percent re-establishment criteria. 29. The Applicant's Wetland Scientist/Competent Expert shall monitor the BVW Enhancement Plantings and BVW Restoration Seeding for 2 consecutive full growing seasons, conducting spring and fall monitoring visits to document conditions within the BVW Enhancement Plantings and the BVW Seeding Restoration Areas. A detailed report shall be prepared by the Applicant's Wetland Scientist/Component Expert and submitted to the Commission/Environmental Monitor no later than November I"of each year during the two year monitoring period to document the yearly monitoring visits. Each report will include an observed species list, relative abundance of each species,percent cover of species,the viability of the plantings, invasive species and removal recommendations,proposed remedial measures to ensure 75 percent re-establishment, and photographs. 30. Prior to the issuance of the final Certificate of Compliance for the project,the Applicant's Wetland Scientist/Competent Expert shall certify to the Commission that the replication area has achieved the 75 percent re-establishment. Construction 31. The Applicant or his successors in interest shall be responsible in perpetuity to maintain all drainage and stormwater management features, including stormwater best management practices (BMPs) in good working order. The Conservation Commission reserves the right to enter upon the property and make independent examination of these BMP measures, and to require the Applicant or his successors in interest to perform such maintenance as is needed in its judgment. The Conservation Commission shall provide prior notice to the property owner of its intent to perform such inspection not less than forty-eight hours prior to such inspection. This condition shall remain in effect in perpetuity and shall survive the issuance of a Certificate of Compliance. The Owner shall retain a qualified professional to inspect the storm water management basins in accordance with the Stormwater Management Operation and Maintenance Plan dated February 2017 (see attached)to ensure proper function and maintenance of the system. This Condition shall be a continuing condition and shall not expire with the issuance of a Certificate of Compliance. 32. The contractor shall minimize the use of heavy equipment within the area utilized as stormwater and labeled as the"Football Field Detention Basin". 33. CERTIFIED AS-BUILT PLAN. Within 30 days from completion of the football detention basin re-grading and 30 days completion of the boardwalk, the applicant shall submit to the Conservation Commission and the Environmental Monitor a Certified As-Built Plan prepared by a Registered Land Surveyor to verify that the proposed stormwater detention volume has been provided and to verify that the boardwalk has been installed as permitted on the plans. The intent of this Certified Plan is to ensure the proper provision of stormwater volume and field location of the boardwalk in comparison to the approved plan. No further construction may occur until the Certified Plan has been approved by an Agent of the Commission. 34. EXCAVATION DEWATERING. In the event that excavation dewatering is required within any area subject to jurisdiction of the Wetlands Protection Act the applicant shall notify the Conservation Agent/Environmental Monitor in advance of such work, and shall be responsible to ensure that such water is free of suspended solids before being discharged into either a wetland or into any storm water drainage system. This condition applies to all forms of dewatering, including pumping and trenching. Any dewatering areas shall be monitored daily to ensure that sediment laden water is appropriately settled prior to discharge toward the resource areas.No discharge of water is allowed directly into any wetland resource area. Dewatering shall be performed using a settling basin and/or a silt sock TM or approved equivalent filtering device. The filtering device shall be laid such that the end is at least 50 feet from the edge of any wetland above the sediment control line. During dewatering the device shall be monitored and replaced as needed. Sediment from the device shall be disposed of properly. 35. CLEAN FILL. All fill used in connection with this project shall be clean borrow. The following shall be prohibited: chemically contaminated material; concrete and asphalt rubble; stumps and other solid waste. 36. GRADING AND STABILIZATION. Grading shall conform to the plans and data referenced above. In all cases final grades shall have a minimum of two inches of topsoil (measured in place) over all disturbed areas. In all cases exposed soil areas shall be stabilized with vegetation, e.g., grass or some form of ground cover plant. In no case shall wood chips,mulch, or similar covering be acceptable on sloping ground in lieu of vegetation. 37. STOCKPILING. All debris, fill, and excavated material shall be stockpiled outside the 100 foot buffer zone. 38. CONTROL OF CONSTRUCTION DEBRIS. No construction debris (paper, wood,metal, concrete, etc.) may be allowed to enter the wetland resource areas at any time. Windblown material shall be promptly removed from wetland resource areas. 39. DAMAGES TO RESOURCE AREAS. Any damage caused as a direct result of this project to any wetland resource areas,beyond that authorized by the Order, is the responsibility of the applicant to repair,restore or replace. Sedimentation or erosion into these areas shall be considered damage to wetland resource areas. The Conservation Commission shall be promptly notified of any damage to wetland resource areas. Following notification,the applicant must submit a plan for abatement of the problem and restoration. This plan must be approved by the Conservation Commission prior to implementation. 40. SURPLUS EARTH MATERIALS. It shall be the responsibility of the Applicant to ensure that any and all surplus materials that are not needed for use on the project are lawfully disposed of outside any area subject to protection under M.G.L.c 131, s. 40, unless such disposal area and activity are regulated under either a valid Order of Conditions or Determination of Applicability. 41. CERTIFICATE OF COMPLIANCE. Not more than thirty days following completion of the project,the applicant shall submit with their request for a Certificate of Compliance, WPA Form 8A; an affidavit prepared by a professional engineer or land surveyor registered in the Commonweaith of Massachusetts, stating that the site has been developed in accordance with the requirements of this Order of Conditions, based upon an on-site inspection and the referenced site plan setting forth any deviations that exist and their potential effect on the project or its compliance with the Order of Conditions; and a written certification by the Applicant's Wetland Scientist/Competent Expert that the Riverfront Area Enhancement Plantings have achieved 75 percent survival and nearly 100% cover. An as-built drawing,prepared by a Professional Land Surveyor or Professional Engineer, registered in the Commonwealth of Massachusetts, and depicting the final and actual condition of all areas within the jurisdiction of the Massachusetts Wetlands Protection Act shall accompany such request. The original Certificate of Compliance signed by the Commission must be recorded at the North Essex Registry of Deeds and proof of such recording must be provided to the Commission. Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 WPA Form 5 — Order of Conditions MassDEP File# LI I Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# and the Town of Andover Wetlands Protection Bylaw Andover City/Town E. Signatures This Order is valid for three years, unless otherwise specified as a special condition dl? pursuant to General Conditions#4,from the date of issuance. 1.Date of Issuance Please indicate the number of members who will sign this form. q This Order must be signed by a majority of the Conservation Commission. 2.Number of Signers The Order must be mailed by certified mail(return receipt requested)or hand delivered to the applicant.A copy also must be mailed or hand delivered at the same time to the appropriate Department of Environmental Protection Regional Office, if not filing electronically,and the property owner,if different rom applicant. Signatu es: ® by hand delivery on ❑ by certified mail, return receipt w,,, requested, on Date Date F. Appeals The applicant, the owner, any person aggrieved by this Order, any owner of land abutting the land subject to this Order, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the appropriate MassDEP Regional Office to issue a Superseding Order of Conditions. The request must be made by certified mail or hand delivery to the Department, with the appropriate filing fee and a completed Request of Departmental Action Fee Transmittal Form, as provided in 310 CMR 10.03(7)within ten business days from the date of issuance of this Order. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant, if he/she is not the appellant. Any appellants seeking to appeal the Department's Superseding Order associated with this appeal will be required to demonstrate prior participation in the review of this project. Previous participation in the permit proceeding means the submission of written information to the Conservation Commission prior to the close of the public hearing, requesting a Superseding Order, or providing written information to the Department prior to issuance of a Superseding Order. The request shall state clearly and concisely the objections to the Order which is being appealed and how the Order does not contribute to the protection of the interests identified in the Massachusetts Wetlands Protection Act(M.G.L. c. 131, §40), and is inconsistent with the wetlands regulations (310 CMR 10,00). To the extent that the Order is based on a municipal ordinance or bylaw, and not on the Massachusetts Wetlands Protection Act or regulations, the Department has no appellate jurisdiction. wpaformUoc• rev.0 511 912 01 0 Page 11 of 12 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands 090-1287 7 L1MassDEP File# WPA Form 5 — Order o Conditions Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 eDEP Transaction# and the Town of Andover Wetlands Protection Bylaw Andover CityiTown G. Recording Information Prior to commencement of work, this Order of Conditions must be recorded in the Registry of Deeds or the Land Court for the district in which the land is located, within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land subject to the Order. In the case of registered land, this Order shall also be noted on the Land Court Certificate of Title of the owner of the land subject to the Order of Conditions.The recording information on this page shall be submitted to the Conservation Commission listed below. Andover Conservation Commission Detach on dotted line, have stamped by the Registry of Deeds and submit to the Conservation Commission. ----------------------------- To: Andover Conservation Commission Please be advised that the Order of Conditions for the Project at: _315 Turnpike Street(Athletic District Improvements) 090-1287 Project Location MassDEP File Number Has been recorded at the Registry of Deeds of. County Book Page for: Property Owner and has been noted in the chain of title of the affected property in: Book Page In accordance with the Order of Conditions issued on: Date If recorded land, the instrument number identifying this transaction is: Instrument Number If registered land, the document number identifying this transaction is: Document Number Signature of Applicant Page 12 of 12 vrpaform5.doc• rev.05119t2010 1N+�a+.at il.ct4,+\a\..,.a.a\trCl>.of�<,rr-Yt.sy �P REST O COR 000 �s •''/�-'a:,.•, , i o .. L,. '�• r^,'•.,.- - it ab r�» �.t„,. �01�"./ �i• _- -=:r"�'„w~+��'I ''•!/.�`�..y �. `_ /al wammsum 'i ES4 . i ,,, 'G,rr r, .' ~� .!:::"-•- ' \ � •'_.-_'�-- Po ao.91s1 , D•L ((( - swlanown eAa Dean r I� `,.,,, =,,,,n�� w•�,,, /,5/.'; \ \ 617,924.1770 p Legend r n 1 ;.'y ./�!, EI.Ip' �' ~/".+.[�',.°�.•' 11 1 \'•\✓�•.. � a G W ensu C ��I !�'� � � �\ 't.. Sri' ,��'J��"'• 11 I �� .9'CMNIn u`W1 tf _ rl m rtuRrns u�ivu¢c pNyr'�f'` r1 - ! W• 1 \\ Y '�\ w rPl@ GiC '„l�'M r,n �'/..' ��w' �J ".H'„��'•' �„ 1 1 o ws a It �'"' / .'tea/ "� ,•�., �'./�.� ,•� ., i .. •.� \ 1 ��'� '`,l..a xxlum.µ„r �1 u—POLL ' ` � :�r., •Y r •1,..'a,�.^•:�`/Ci N J ��. ' 'r+"M' `' \' o-ar PMC uClIT-1 me �a ��trR�.,,,r j f '�,,firiA� - __ ":,ter...._.., �w •\��..- �-� i, � �`" 9 r.a. I`- ' .. •" .• t uAxm __\ J `4('•-tj Y�.N \' "�,y l i \\�,P nw °armuiln.\m+ 5:; r', U y 6� 1 'r NP uro NRs soa h -3'""fl: ^��, ./r-1 -_.... (•,lJ{.1. la y.y Dn wmc%IT.,nc _ L,j,;7 1'1 1 Dsl DA9r6 1 IIC —� ._.7 �H�� •:�\\.l.:.f' a `�> '1'1 �a.. WIAVDitu[O AEA i �.�1 .rr rrrr .✓+,''ry � �� ..�.\snncu.iwrt arm ,•I , ,�.+ ,+, u'^ �'i/-•a... '.i�,... .... ., '/ ,, ¢tP[0 LAµI1C CDa r�^� r//,'A/N• ^ ` ONuwaS aau f••^ '"sr.has aaD ;:.� r�,r �' j' p t, '• — awe ma rz a ,.r.r 4/r /// �•�. ,Fu>w' _.:- ,'.7. _--_ mA>aAau 1t Rtcmt3 Owner -st.ca wt i:µ.,.r .,, �CY •'.� i � i - '•,s` a�T tom°`� I uumvAa caua - -aoMEw.wc ' _""__ �.� rl .. .. . ... ya.raso.\s •: ,�-r"'T —-m`�'uiwmr+c�iwctcaac -i ��. ��a� , I r U ��""•�J'. �� / 1dIM IIgCrLA.YA —GS In[ , sw PlanRetrrencDs _MCE twE Ma,0 t 9R—n-PD4CR YIARllAa(IS --^�-l' :U�f�")��+'� !� �2 I, ,'•.� /r xcsarccs•ParrAeco er ta+ceaYPx DAnn waxar a ems 1 j) Y �a ,.. '" `�. •� —1W uAY YAUk rUt urtv �� —o;•,�cwra Dua '\•••. ��. ••., r) �I ` '1d I ""r,a , \. YI YAwpn(mcu[a pNtA2 lam'mIur,UY 1W4ASnRY lAf4+5 UCTaI u,.i.�[¢1AM KPv.V 0a,.aii 1C �, /,j; \ I `�� " l .'1 YVnru•n. _ C •,, O'ni Jw141Y 7,1Dre. t.4 ' d\ I I \ `�\r+•^ I) Mc Pxw,An lwcs sw+x a nvs Rur Aac DAxD DPw ti urw,rrnm �:- \ + � t :'�..;.:• \ Genetnl Notes Athletic District\,,:� ) amreY casucno ar vrnAss xAvau Dwxnet iYe w wasr,mu Aav j \ \; .•J r \•• •',•r. raDY DF1DS A4D R)N4 V a[@9. No Turnpike Street w,anuc sw-nv a+nns R4N Axc o.aD DPw AN x<vu North Andover,Mnssachuscns tit ,�, �.a.,,,. 1 ;`,✓r /,,,,, i i �.., ,..�\ �uskK-C.°al*Eu "l MeC,,amauD Dr vuuss[ urza d O i "'1'1 1, 1 •,,`) i I .. g 0) a tt`D at rm�roiavAowS u vrmvAm+ rr2m rw�r ArEI ME _ �//''''��i+�••` (( 1,; �I ' i I• \ km[nEIIL unU�l/ts E IIE x5 t1mG r�iYR�a D d r' ' y •M ��': ` +) aNa1JA1 WnlY tt tl.l'FD w YASS 4Q0 snnY,WD rV0.1 Cul—I W RAN PF(Ut 10 YA\D a IitA � 1 /�,%j' r�':1•v'n\ 1+1 11 \� '',`''>t\''.., D)icNk ILEL VTtut vw v w rns RAv Dccs rmr r✓PrttzHt n¢ { 4cTtY,T g � 1 f 1 � A 1 '+ti ,•,�'•., D) rws RAN nAs aYRcrtn nn�al,n¢m¢nr nnr ccrmnm,. - c , •,'�a n n¢lanA.vDs`JmoN w nrs RAN+aC ruxm ar Nq u+wtwvtmu 'ry rATrcn2,2av_ 1 wxnrvwr NU not s TEI ET xID ur wa+nr,low Aw vw1ED w M reet J a _.. - .�, _- `• .,Pr, "� �. .. MATCH UN E SEE SHEET SV2 If625.09 �': `vl E too, Of MATCH LINE SEE SHEET SV1 -ib IS Adq�:t.'-�- 'T :b �5 617AZ4.1770 Legend a�—w NORTH ANDOM ItE x ANDOVER I-mc ------- --- J 00o-a It MO 1f OAO B` _Z11 RccordOww ,t's Athletic District ................... 31ST..tflk,,SI,o,!I North Ando—.Massachusetts PI=Rcf=m Zt. 11 MT PPIPAACP 01 1A-11 I—$IN"AW-W Ati K-10.UUM As Is .9 W(o—.1 1..11. J (jacral Notes 4� Mo.01 oll W B�D o'MCI- M.Ih 4 2.17 W I I'll,W,11 1, K00- .1 V-sv —%� ,?"11-:z 1. -1- N16. ZZ IWI. 8M0 ran wg.AI+s to 0 iNAInm a a—. V—u 011.5"Wo trI UM C .11W cwn • K—I—0'I on —.1.M L"M Sv-2 p o o S�AU 01 MET -I-rlw 2 S: L !I Legend Abbreviations Notes, n.-p4.wrp+u�N.rN n,nwux d�nurr �m IIun3ress Assoctutcs,tnc. __ ____ ,npunw+ r.� +.wiw ,aKrKwKi,,.0 i.ww,P.,a.Ywrpns t.m,wY>4 tl K"(oN,�i.=i`.v�ixonuP'i",N�`nu"""'S.,wwc�Na.au�u°,r"s' canKw.gvaua,on.,mmw.p4mRw u«cKiiearot�aimtr';: �.— uv4,r.KR„w4ip[wunNYw4lw,KVWl1i<fMlwKrjp iyM[2'Ivia�tlFi°miG,w piMllar�•Wxr4Wnuaqu� tiTrxVbury3lrr,l G:Is� YnlwKl m p`w r awci gu[�iwrK..suwarmxl,vmnlnKr..o,Kmsurlum mm�r,.nnu.awn,4tu4 --- ,cw wm,w+,uw+aYi,wum w«,`c unn°om,awn4 ^� --�'— �`--- ra uw • [Yr,tKn Y wndp tp < rKKrr°nuwrntuN°Yormur.n>rw,SwNit ,ice' ,c 9/tlit tlt3 FAXf111it tt90 I, WtuK aas. ,gpNaf v«, I�saw«°i.r'LL"Kut°xaiwun,nuUK rKanua Mi4uuuwrtrrriaitquu.p uaart omarvtu,aerp N(anpwup Fi ____^ _____ macwl uwl ww r.. vm+ur.ron wr.wx ( �a,n,ur[vY r mn.Nl«vwt,INm , �couvewt`it"'imml,rvumcLVOp.ssi`wx.*iown�pn,u,n, '—_— ,w,xw, v� .`i� w�w� i,urNnx mw,nuavnxn+w .+pInertp�pi..ioiu::wtpNAl°I°Gau..c.o.,�uNim.,pi N^+�q�°p'"�it4a e°LLron°r""pRA"iuon"nm°x�'""`[wnnNn+wY+wn, y wrpmroaw<I >Mpwnarwnuncn°w,xlewuuwnYppm�r.u(pmcrgww4r«[ �e� /t 4 -- Nr- 0 �m,00np° i `+r• wiwr �i�ircvry ru LLraiwrn,n'iicuacrt tmTMrwaronnocuiu+oulnl r,rudpropnnmiu "'�ei1 �:: xnuao4nwnxn.c p•. Q^ �� uv aw,rK., "'iuirrti, waMaw,tp,uun..ro�r�irNm <rvp.+ngnuapra4t wo o'�iuiAwuNnpuuwuw .� �, _____._ �v>r _ m, c Iwc pwwiK''<uw:gnvuv�rar.Yrus4,wo,m,wautowr lulunwmN»eovwr°r+�rNap°•"nrww�n,M°A ® 1p—. —.— wmuw`MOY,uitwrrow'«,ns�o'iw.aaNmrw l° xnwmKvr 'p"t ,^' msnrn.mrowcow�unaNgo --"r warwµm,[n ��._ JL� rrw gilrwpnYNNor, +�rr++nru � aunprourccpanve rn � _rn— , aanlvau,Guuacwow waruuuapwgN wYmm�u,stvi�«ram poxrm n.,rt«n,H,w<apr..�nu or,;wu,wvpus Lw'aiv'itwavui 1 pa,�Nttinri+`",w°uu,�aWl wa u�w w.m'�"Ywr`O" un i� I.o ta,uv mM ='P.= —�LZ— n", � 1pwK ' ,wmrprvaaKgruuotrna<apraK,wtonuron l� aNirp10�"uwl'rw°aN�an`u p, �__._. '--- rcuttwn u _ ,iN luirou°nr�mccuntKlwtpnuovsw(pN,np„Yvatw,K,«i ;uri,eu°W mrcc'r"°cant""�K,wpuv�wr.+urnw��ii,wnitrai�µp4r�,t n - ---- - —°•— � ww, w.. aN, �[ �[N'�+Kwpt4t,ro['"""'�K3,�Nix,Ka 4,,,,Im - — — u.ar o4tmwuc vtx, , NN,.up wuoa,n.Nam«<,N,cu", �"•"�0t`r:p• KNn,r»r.,mNG.pmNmm�rN:,«N.I�rpwn, ,� _ o� p.,aw '.4«,p'"tp�oow'N"lNtl,'..`p,""'N�tp<,"Nx,�,.Krrnai..,wpnYp«I.p,Kra,, n 4 �p°w.••,N�.Y.w,,,n..xr«gp.KpNNirm ' _�-- .—m__'�rwrNY,NN, rp — Iw4ttr,°nt,Yn pp a,Kww .«nx��r�r,�".�a ilr°wroN.,rntY>ma,.pn,4tmnm «Ypa,�+uNppmN,l4,a, ✓-'� xN rxwm. wa..YN wNt ,nnur�w�u,n,uma.;p Wn+Kmrturt3twx uat»n cp_wl .rOa , _�a._. _c_ N�pwlt«, "y,.p'a°'t�LiNNt"°Y,r.,t°.a«r.N�poi.miN..i�wrnl,°iNoixNw (onrNnwn.,u.Y,>.N«p�p,u MERRIMACK (� �.—fit• upp/.nY4 �`� "Y't tw,Rr4,wu4pciauUgNgm NwLU YNuplitK(grG.c,q,tw nmm�l,qutiluluNIWaM' kpptyynli MuaaNi°nORan<I. t• .::.�_ �, _- - — f�GN nNWiro ".�v:itm,rpm,+Ka __ COLLEGE .. �-�—• p(�cntNi ,3 «rnK,°,Yuu<prtw.3low..,tiurtw,YvaN W,UluCmni°rNKhruv[W °uaP 0 M �N�•u"�u,['i«wr�'mKilr.,wnnW`r«i.•,rMir[nr'RiK �; _,4_ � ..•. — — uvi iNLS YlIrI[n1W rIW1 11 1xaU`w�YWllt,lLLgr,Bw�mni�la�Ma`M taUlu(NKnui'Sioi 4; =� atnR pmnG,nl e, aK.NNa pq+wta.m 1tp4ro o �IK';a.°°;K:l "� p a mn,wn..w "I North Andover,Massachusetts wumw.wmM,rNinK=^" it!„ ]>u aamctx�nuuci • ,unpl w' a wq pw':'n»,i,'wwnu r°"r�w�a4iNY°rt R�,'NiOiu�n�i",«,warp t.mp"yt°i:a:i ntq.,"nDiNo`�`4Y,,,,nn�.s awwl.wccuwiwr,nr wp.,r.3 rnls� j Y ,» mwvON R u„xaNvnwmw,w�:[p"p+tiN.wuKwYnc �. �'° `ate lo�•�iYl.pearo n.+r.p�r�u,.p„a.,nrY4x, r.l cpmrclp�,�ntp�rp„� Athletic District l; +pi+rn uNp,taiKnpv uUty dMrm fq nw o n+°vimliiw,.'inLLMnwM�Nrp % m M Legend and Notes - uucw _G ° 3pw,uN,.ut c.. .p.w<.mv[rKKn „c',ao'wr,i "`n p»uro<a+nnn+��w« rMd"[`wvt°ic",`i N �N�rwwpmYlss'ruunow,a,uwuniaw.rw:urri,a ip LYntlprpwr 4O n1MO'^ "r"«'"n n ou,'"wwlw tT' 'N¢plMmun4u4 Na[(«„LL,MRrwr{p K,nappYo r wNI,YN ,aN wN,N w :��Rw� atl „wm ° �� iw„w«Na4� tprrorYGw aNm�tr„. Permit Drawings jI' A(rpap,gvNK °O ,ukuM Na'�'pril%,W¢ w.'au1[Sum0i4WdmN14`NnaaurtNY LImKNwuwvwfCu�K.S Mq�C«mhiNioplY„cMUVl 'ice rJ O uu11,Ht ui rw` IKnM pw ra n ui A 4t NalNuca14 u,1unuurtCttNnN,iwH, pa�nG>a'.n„wp wN�r`( U.(t LL Lp14nl(NNKU.IWit {1pi,tnq+LLrX[ � � GSGn r- -,r.<z.. w� Gf wnt ,4 ; uo�A ,ufwsKUNprc K[[ .wnr,tvr, O�Ymt�t Uae .� Cw.oSupttquurplRpbu i",At p4rcx,+w3 �� _ _ I,iMloiwMI WIW,rp ^uW IN— Not ..a mRu +uvr . O 4 Gut nitlacy roll na.p(mu NmpfalG,gnttpr(pnw.c,rprpra«gtpMxaRVnnY LatiW Lwtan muI Wn14,tMngvrlWuttott(i it '? t(rC a,pp r l,l(iriati,A nrllW Mwx ' 4 `. 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N"�"• i �,Na,Npwuu.tw�m«v.,unr.pp,n,rqurpnpna.wlo Not for Construction � " w,uSN+urn« npN wuwa+tw+N,[rt @lil%ii� IIIIIIIIIIIII t rp .>< Doia ;� } rl � Kn3SYtt/,tp,E W NprwYp t443rtrp3 t'�p�gpwt<�Omawp'(ittni"Kxlu,�u(4«In•�iww.�`"Yiult�nluSVRi�i vnu� vb.+pu, /i,:Jil t: � rul mrautucl wn,rrxrtrou uuiuc(pKw,rws ini4mpaiu�rr,«wuu ., .KU1bUru/ai4 ,. ,a1t3N,tox ��ipwKn�lWW(�/JU4x(ppK,Wull NprNparnKu,am ' t{ w!�� aN�rWl�[um Mpl4tWWa1lq WplKwr{Mllt[rTIIW �C �� r iuwwµtMvuKwowx i6,tl auYiNtUD Pr4inir�+�"LL�cuul'�urt'�pgnrrr ui,xl{tiiMNn,eLLo`ittIXNtt �' 3 q u,Ylurauu Omp• J�.FI C-1.0 1: Epp, np»,,.ice r� txa.x� a ti � Up4.pp. 7 =V11.—1.11r—I- VW A 4. MERRIMACK X COLLEGE �V. V, North Andover,Massachusetts Athletic District Vt- S.: Permit Drawin ...... :% gs 3 Erosion and///;.; \ ^� �/�" Y Legend Sedimentation Control Plan i V �. �' \ °" w,, .�.,,a�o�, ,.,,. Not for Construction Y t 0� M \.w :.(Z- C-2.1 "'ENTONROAD QA 10 hiATCHLINE 7� SEE SHEET 2.2 \\x+W„\.a�-,n\�+aa,la\wN\�••r�\fN,-cr-a,- ..xr.urnr•\nN..�i l.Gw., • 1 \ sVwfm ca.s c,iaa cn�iml+n }� f'i �� \ '•,• i �r/JT fa°`mir m°u,`'..,`rc,vngo nu.q,....m rj�, � \ � 1 `; t ---- D, A aFENTONROAD a I I' Lw.r .,un cLur va --^""— —. _�• -`t =• '( nif roo+ccn Y;' 1 I• 11 Tr.War Strcr, Il' A.e.vr,nt�un.vnr atalo ;, i. •N \ :fli+ l,/ � I 1' ,�a�" fia ala alai a'.Uf sTaaTa atl9a :$ a •'- •'--•, 1.�- — .� \1_P` __ -- SEE SHEEUNE T — c, f 5 _ �•� 1 __ ,_ `1 / ----------------- it ''' , r. l - \•\ _ �...`` _ Vh Y' -� NORTH ANDOVER s auu 1 f �r 1. •' f' I' /`.• ,t -M1 '•f7• r Legend kk f MERRIMACK "� / COLLEGE • - a �I r-- - ✓--7 �—- F -�--� � I ��{ n' a / .'r='1-�• North Andover,Massachusetts - n..r �� f ;'f I r � ..na oow,.s �� uwwq a�c�w„�,•� d .'1,-&RTUNE-L1fiJA1L FIELD Athletic District Permit Drawings f I l Erosion and Sedimentation Control Plan 'I 1.' ( . 1. r • ~t.. •' a -;1 t '•f��\�, �.�a l Not for Construction I xy. 4 S �Q ' ,'F t��,•. ;.��. "' �-1.e>,w cwc<,-. anna, ;4 a•Poar Rw-th-4—<a Vt 017 � rom �asaa•cs �I QA li A Il.\ X1\ vhb, ........ MERRIMACK COLLEGE UI.4EN Ay .;q rtR, [ t �r ` �1 .,.• lin, \\j' \'\\\� I�,I! g\ 1 � w ,�.,"..�R„] {(' WZ-1 W; North Andover,Massachusetts /181;11 1� V 0, Athletic District .�j g :e� Site Utilities Plan .. ... • Permit Drawings ........... Design Wastewater Flows • A P., Not for Construction An, t 71 FEATON*R616 ------- 3.1 MATCHUNE 7 7, X/ SEE SHEET 3,2 FENTONROWD MATCHUNE !�LE SHEET 2.1 —------------ NORTML ANDOVER ANDOVEF MERRIMACK ;Zi- COLLEGE 4r. North Andover,Massachusetts l i !+`" ti Athletic District Site Utilities Plan Permit Drawings J Not for Construction C-3.2 A ............. 11 T- 1.11.14 ............. hb Uflifty T—h SWWY Sawar M-W-(SMH) Ct.—in-H.,d—p.A— MERRIMACK COLLEGE -sv-9 North Andover,Massachusetts t Athletic District A." Civil Details Permit Drawings .................. UIUUMUILMEHE MtMzr.—., cwh U.'t. rmnch DnIn(ryp,A) —11o, DW.M..W.(DMH) Wl— IJ Not for Construction 3 T T C-4.1 F xxx D.—p—U I..d., ;S'l.p.—I-450&4501 W.."0.11h,11.1,owl, 7:77 4 T" Dumpvl•r Pad with Endpturo MERRIMACK COLLEGE North Andover,Massachusetts T� Athletic District Civil Details Permit Drawings c"'h B""(SW Sh-11-wLC--with Oil/Debris Filt.r 0.9 b1p,.d * ; V ( ' ;;;;' Not for Construction C-4.2 Slit SHh*ck Sediment Tr• Tral PmA,al,n F—, , t r , . . . ...... .... .. ,,,— Aunsriss Assacinlex,Llc. .......' f/ � .. E , i+rJu.ly,\ni,ir..turr6la rJ lLw,lry ' t py- YO� ![R 91Y J19 YIJ L.l\9lY Ji9YY90 ' °' {_ 't- 'L •7: {/ .. .'-1 ,ri I `'� / r uar'y°`rxa'c°'e1mLe, ; �, - 6 .�,;;, QP t . r qg MERRIMACCOLLEGE K 5 ` � •� :/ /�, s �,a t s+°` \ro"`� a+,., � - i �i North Andover,Massachusetts y r. Athletic District 0 Om Track&Field - ` AGO ! Layout&Materials -, f� �: Stig1,t \ 9lnr cxwrtrn ,.. e �� meev nuu�>JVJ°�ic�1 �� 9aq ,nYc�wiorun w� �l ..�I• '/ �r.1 M to ICR9d.. .-.. � �: / , o w<.rYrewe IV 1 • wa mu t , nnwrovm9.mn=s �1 �• .bey oo•wr �— ii, _ I6 4 ';.. � , � ,� _ -'�'_= lluntnss Assacilucs,lnc. i _ � yitg : I+MK.n.te.Fl...u.•41+nJ 1,<n n \ j( •,••':�� . ''� - ^� l •.1,7�•�,..;4, .•1^- ,�.� � .. "�- 4 f1/lto tivl 1.\\t)l lt4/19>: i r.... •_l , ;1 1:. '•/ \ r - .c (.1..: ..,,., ! .Jr '.:.' ,?... .i , ., !,"J� a•�iacwuc,cwirxtm��\ l ,t .. �`' it ./ ,. \sr, � .. . . � ,,.\!< •\ nrewr.,x�n { '1 MFRRIMACK COLLEGE 7 ,x 6 �� j -��` \ A`l��\.\�'•r s'\�\ \•\\•\°\\•\ \ __rI o / Ir t.�( '.' 1 �`' _G' `ai Nurlh Andover,Massachusetts Al - t -� //. a / �v, vi v�„ t .v v • % l � 1 I 1 f � d�Y � ,1•. n• l�' I tar+cmp / i '� Athletic District t t % L, � 400m Track&Field Grading&Drainage r »tip,{_! - . i � , \ ti `; auto ru url.sl VtLLltt onwruras ron aH uo rllvcar lnrwnan or wvcn uwluee}w.fec . - /� / +i:1 I Itd..ee oav a uw}m arty rn uwr a•nc m+cK 1 nlao, xa.. 1•.w ad.�,y ro. : " s L-2 tea. % 16 r , \ .' � 1 ..�- � > wxtiAArMfPC Wi I+�Ju•Tt ln4`YYurCe lvnJ lY+��Lrl ' 1 1 --'� .... .%pttiil.tllMM A AnJorr,?Il�u'buvlr•o1YI0't i / aaxru r. . .�.� y rt�n1X Avon LM M1c noe, •: :ravwuTK N.xr°rcrnr _ \ v��Iwitjpl~--cwKrm em�Kc wnclrl'.a rcrtrrr , � --- '• ,•� ��/�/ �!'�/,� / \ �I 'MODULAR BLOCK"RETAINING WALL •�.r��"• / ' iCgID GwtKl DM W»CS M WTx MERRIMACK COLLEGE - Nur ncover,Massachusetts s14 MI �i �"��'� .... ..,- ..._. `!• .. 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MERRIMACK fWtT X4N[V NLM N1mC P MM�iNv COLLEGE tWSinMTMc,.w WKG �v♦ev� CdGCiL itaY.M WICC F STLP°°ARD:LLTGH ,v�nss„ North Andover,Massachusetts I^m� cavemn GTOrt NNratln�1 �e urw]rvv M n�.ame�w�ieaeenmM R nMW°YIIC RLT artf+M;�CPMP- u<,YIE IXwly,itl.. Athletic District 400m Track&Field mo�e"M fnarorcoKJxrzau omr, 4 'ar cwsra n.a,ncrnc Construction Details emRWr.�d �.•.e.p�R� k,.a,�,-�y�,.rw.�,b�,,,�dMm,�.fn, V OPMSro[Pet � l�NtIIDCYOi�NM�/14C<�KLU19l�iPo�Ip Ytt.'�fJ.nla6. r-ts rune w we]rmn5w.�.Q,rc.nm.o»u aa,...vv\rxa,vreewinsa J Ir-r 1 SHOT PUT LANDING FIELD DISCUS THROWING CIRCLE �� STEEPLECHASE PIT 8 COVER SYSTEM CGCMCR,,.bvro_ WI+�%� .. 12 '5i°PDJIRp XL� L• spy 1 �•Xlr� � �,i 1 1 114 w. nmm Q.a�ew.ean mrlM '•� 1 ,r,�"f_ /wuw. oa.wnme�eP Masmc.ru �L _ EE xo� ---_—`5sv oFs.— Ie.w,�mr � '•x�i�mc_uewrrwlra unra i InR,MfI1LOMA Gee NfOl --� ._y >mRnM wDYI�IC �� RCtaMMD. 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North Andover,Massachusetts O it fill Jill liltIIII IIII illl lilt MI lilt lilt fill❑ll 1111 fin fill lilt lift Illl nil r�oz ° AthleticDistrict 1111111 IIli IIII 1111 IIII IIII 1111 nil IIII 11 IIII Ilil Jill nil IIII IIII Ills Ilp400m Track&Field .. .,I ., 1/ Cal? g 4 Construction Details sm,aJ ru lno YO'�roiwou�'i E � a � a 2 rz+N.uA vnxulrawrto. ia¢awulr r .fp.y ssY G I at I I E—i.sal Imo,.`i ) Yd C I CE FI tffER FICLD L060 ro Ie.L riu°rwluesrorcuuro,eaa�roawrer�mwlu _..;FIELD HOCKEY LAYOUT C—iu'rm r�� C—u�nNaun co we mrl <—�vrr�rA.owo �nAv rAv%rooamn •wmmn f—�aPrmaou.Lx •wl%m,� %YlxlpwLn vuulttr/ MRYVOq AVMIWIpHt I60((rr)—, TYPICAL UMBER DETAIL INSWID LIRE DETAIL KICK-OFF DETAIL YARD LINE MAIL aaie, w roave Lxo.aq w. 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T. 00 M— I �-F�GPOLEFOOTING (-,,-�TICKET BOOTH 10 VAL,jr MERRIMACK COLLEGE North Andover,Massachusetts MR— ------------------- Athletic District 400m Track&Field Construction Details TRACK STORAGE BUILDING \-��w,�rr® .......... 71— TR A;=r— DUT11 X;7T M-N F=7=a L-8 SCyE•N ri rJ 6`-0^FUSION BOND CHAIN LINK FENCE AND GATE \,7-� xmj va 16 \1 III. _ VI V� / - Ia,J•r.re Arr N��r�urri l�M lLna„{ I � \ \ t I , a t •.�. '. i \ ,t �- 91{IIOr{eil I'\\91a.10{490 t I'. MERRIMACK COLLEGE Norlh Andover,Massachusetts 6 / / / �/ �� /,/ �/j •—._wouaro u.'.urr,�uwawo true ioa arcs I / / � tre.•{q rnV� / Athletic District 400m Track&Field ORAND5TAN0 5GOPE OF WORK, 1.2500 BEAT 1-BEAM GRANDSTAND Grandstand Layout 2.THREE(5)PRESSBOXES,AS 5HOWN. t. I� r.' .—nruacrecoune nvnwrmm - N/A 1 \o;� d 3.REFER TO MAtrUFAGTURER'S PLANS FOR PETAIL5. �\ y \ r _ ��'•:\ �1 HOME GRANDSTAND I .cur: wmu, 3ca., m wwc ordry la. Wl.� 3]Al L-g Gs„. GLM al Iluneress Assoeintc>,lnc. 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MERRIMACK COLLEGE r� Iwoe-�*�r%•�L Y%.,a,,,,,,,,,a„H„� Nurtlt Andover,Massachusetts reslwa noroe.ner.�x,Lv.awrtn -. omr—Y 1L/ ;F.�- "Marc.w.aewwo.}n nmaras OCte4YMyl)O rWtro JOGGb ��Y� %]'N5Tfn1'1 ) Wanrg,lt4� • i) I� narcewwru,Iave ] � _ vllwucvmrrwx mn- " Athletic District Martone Mejail Field �g1 6'-0'FUSION BOND CHAIN LINK FENCE ...... Softball Field Details t SCVL•N.tS .., - rvn+euc hT — I t �t I•I � I FRONT ELEVATION QIIIRD BASE LINE) oroo,TM]. I.;0","v rw u�i,a m M T+.vr+c nrnu<ra m,ao.x w'nm - ..� %marnss w.)w cmu. 6 Nxx•��arom"awn 24' a �'� rcAnln*ror am%usrncv. M _ _ • NaYl�W��i lNlrt wluMSw�ttN�M2� 2 CONCRETE PAVEMENT _ '•%Y"'}r""�-----------, �^�• A9XOTCO A'°^`yro FLOOR PLAN Y u«vicemn °''m ra p ['w { f 91Y t)O YYYS 4',U 4)[i]OIYW — } "t i S �{ ' t � / ... a, .� �: a�"'wis'17 ¢,,. 7P d".°fw s• m.r wry uo,vw� lib MERRIMACK COLLEGE Nor{h Andover.Massachusetts — iz .tyy 3^F t?l� { �{tiro�a r.z *?+<✓Syy .'4?7N xq�Ut�"t "�a:€ti 6 f'i 7 � +'r til"9ye � r! 't { t._ a _ a+e)a wv,u.� _ ea.cwr,ta f 11dp wo row w.ttm Athletic District Martone Me'ail Field .o)urwrx:rwniu,mewma.+ouu<oeruum[r,+ mwaw« •• ' r .'?`'..v a .Kt.'A+��. i'a`i��'.?"�i?:? � � .amanw. �� g� �. d� ra�n+e svmmvai _. �• •i� Y�� - ��, Boardwalk Details � CONCEPTUAL BOARDWALK LOCATION PLAN �ISNd71@I WOOD BOARDWALK PLAN AND ELEVATION om. - xaW. ns Yorco c�wq w. 16 _ _.. PLHNTINb NOTES PLANT LIST '^� lr C'�--rwna Ye"iiu rorl -- :., ?'i t oviwr:testa v'�in nc coavi .i rve nrY±''rcr. .en BvrNnl.Al turf COWCH N4•e att size I: -�. 1 ba � . rwww mra. � m�rni>nmr.�R��Lroa�9 oecvzc.»,lus`s •" I R -�------ 'i f 1'--�- �'• .�.era.+`c�.c+a,'�t,n"c°�ww"'w`"�.+`,so�.r lluncrcxs Asxocinlca,ln<. i _ 'T' .. -y'� �+ bsrG NMt,NaMDCo,nGUdW.t.wrGaG¢O x., I.—IV AIIN11-111i.nJ ianrJri{ • y :•.. J .�:.�� ":t - _ pr�nGaMrMCtonaWi YrIY,LLrWrt M,tWW goHeoriN.tna! I,T..I.FurySut,l \ �L; _.. -�_,_., _ -- '-- � a daMn�t�b�r�Ga«to ewT.en:}.LL NdnwndMtw Ma b M•.umitn .it+Jn,ra 4la„aFu+en,JIY10 r. of-w^x. f1Y NO YYYI YA\11Y.10 Yx'A t 1.. I'� ••_•• I� br6 o«6vW eWtl�otC�•G�v'bar to rn+.nau'+C 1 O 1 n<��t*}claf«wLoww.«tm eu rw'1 .a+Rsees «r. 1 a.:.•M. ::. - ; I avcrc�u'Ycwtr"'ir�w'�`c Noai.'u c ,ram r`c..w.s, r lR a•.,. q irj �offR�tpG�G I Y�RrCLprmi [oGnMR «} M4V2gvi.Jd,ha t,tda«�Y.pnwt ' I "�^� I ^ ,c�N,ax>Or,ma+++.pats torn nt4�tn rrrtn/t:,rdv. +��'•'�"'G � MtK N:M1rw�Sn¢Wx,o lao rx,b 1� 1 I nmACC.t t Mim¢pS�rL1Ml t � V N wtrto��oG4G n�� ,trv.trr. trl k EROSION CONTROL/WILDLIFE SEED MIXTURES u � � 1. rtpnnwr.eniwd.GuxanG®M,rn,vp,ncnnrlatcpmRn«ecpro a<y�l �°r�' pGuw+t/UN.Mnclxlvou M�nwrRnw tx,�G.t,Y MERRIMACK COLLEGE ,'cN a.ppocnmse te+.rx.m.sxcxN I , nlprat�„p_.,>nroGr�lG�r.>oNp�,m .�noro{d,GnN.,Y~ . r ;> "..., ................ '- .mr.,a.RRm�Lov,e,rG.Ra.wp•,R,wm a xwnow nu coa,Ln«e. N- r'�'• �� iN mn'Rmepin:__ a _._ 1 : 1: North Andover MassachusUt 1 F + s , ,' 1 .. �-NtNp• �xpny� ._ _. Na Na Crc+4q T¢4 Athletic District S NrLY wia,x cpalrnr�an.i raz }" Martone Mejail Field =, Planting& Restoration Plan c0o'A PLANTING B RESTORATION PLAN 1 YJAG t . euxrorcaae ro«n+o{r Da NOn Yxtl �{ brHltfNpomxtq[(b NO«,MMpxR.RNeL Wrt' pRRIK�mJtm L orMNW.��bliml[pt.riWt borvctm rpm�avLlriRRVGra..mw -s+r rps�r°r`rcuf°''" wvnwn oot. %A wrecwz�"+trmemwmn F} xi urverroa,s�'er �--ttacur,v rern nmrn nens�rne ,yn emalsarlawarms rrnrlruru - -r..�uaf.vLlrrm.w - vs•rmralmr vun luvrtn Fcns+o«s can N :�:_'_-onNp.pe.e rLw nw,a warmtvu r.,e r,ou,v.,cc -' ..�;:,, Al.YOM vl.lw vwunw�c visa � .�. e+r wrtaxrnsmml+v rmm w.w q t rx ur«,.dna.w rwsfJua F reen rtnlm r+rns�me �9n � -I1111• yl:-orttfau,:lw.rrnw ro-watmtvaa ( vn.G,Je seou, 1•.�p• aa,ly ro. '' ¢ ,I� rwantfaLw.dpvxr..uw,Gvna �� L 15 _" Ipwa�tt o�tv at�nrfo Rrrcn a _ ^�.�y1 TYPICAL SHRUB PLANTING �� MCIDUOUS TREE PLANTING AND STAKING WETLAND U FER MARKER G sU1L•0.T5 ,. NATURAL CEDAR SPLIT RAIL FENCE �� 1 �J sort Krs * scut a tv-(°-t'-v a scut t/x- 19 - � �' ' ��;' Ihunrcss Axsocintcs,Inc. 1 I �; n+ro urn r,�c v,r uonro . _" wp reN4 KtD alaAlru¢a Mol • 4`'I ..�u�/�*i, .✓". 1 1 ,r � � ..wsr I m,otirmn• t—raoc.rn.m ua.r ,..... ...� .„.�,,. � i � PO4 yr I � MERRIMACK xw:a,4�r n 1 COLLEGE r _u — Norllt Andover,Massachusetts r .r: YX 17 '� ^•^^KK Athletic District = � I.=� Marione Mejai(Field J J b ,lm1 ��,� ;d� Boardwalk Details • a= Id •ma �� CONCEPTUAL BOARpWALK LOCATION PLAN �� W0011 80AROWALK PLAN AND ELEVATION J•'y' " i vm,nMucassm ,s,.rt vesa acven corcm.re s,n xca ns wrev oro,n.y ro. L 19 a, _ 19 Long�-Term Pollution Prevention This Long-Term Pollution Prevention Plan has been developed to establish site management practices that improve the quality of stormwater discharges from the Project. Pollutant Control Approach Maintenance of Pavement Systems Regular maintenance of pavement surfaces will prevent pollutants such as oil and grease,trash,and sediments from entering the stormwater management system.The following practices should be performed: • Routinely pick up and remove litter from the parking areas,islands,and perimeter landscaping and vegetated areas. Maintenance of Vegetated Areas Proper maintenance of vegetated areas can prevent the pollution of stormwater runoff by controlling the source of pollutants such as suspended sediments,excess nutrients,and chemicals from landscape care products.Practices that should be followed under the regular maintenance of the vegetated landscape include: ® Inspect planted areas on a semi-annual basis and remove any litter. ® Maintain planted areas adjacent to pavement to prevent soil washout. ® Immediately clean any soil deposited on pavement. ® Re-seed bare areas;install appropriate erosion control measures when native soil is exposed or erosion channels are forming. • Plant alternative mixture of grass species in the event of unsuccessful establishment. Management of Snow and Ice Storage and Disposal Snow shall be stockpiled on standard pavement surfaces and/or upland lawn areas upstream of stormwater systems so sand and salt may be swept in the spring or removed as snow melts and drains through the stormwater management system. Key practices for the safe storage and disposal of snow include: • Under no circumstances shall snow be disposed or stored in wetland resource areas. • Under no circumstances shall snow be disposed or stored in stormwater basins, ponds,rain gardens,swales,channels,or trenches. Salt and Deicing Chemicals The amount of salt and deicing chemicals to be used on the site shall be reduced to the minimum amount needed to provide safe pedestrian and vehicle travel.The following practices should be followed to control the amount of salt and deicing materials that come into contact with stormwater runoff: r • Devices used for spreading salt and deicing chemicals should be capable of varying the rate of application based on the site specific conditions. • Sand and salt should be stockpiled under covered storage facilities that prevent precipitation and adjacent runoff from coming in contact with the deicing materials Spill Prevention and Response Plan Spill prevention equipment and training will be provided by Merrimack College Initial Notification In the event of a spill the facility and/or construction manager or supervisor will be notified immediately. Facility Manager(name): James Finn-Director Physical Plant Facility Manager(phone):(978)835-7023 Construction Manager(name): Construction Manager(phone): The supervisor will first contact the Fire Department and then notify the Police Department,the Public Health Commission and the Conservation Commission.The Fire Department is ultimately responsible for matters of public health and safety and should be notified immediately. Further Notification Based on the assessment from the Fire Chief,additional notification to a cleanup contractor may be made.The Massachusetts Department of Environmental Protection(DEP)and the EPA may be notified depending upon the nature and severity of the spill.The Fire Chief will be responsible for determining the level of cleanup and notification required.The attached list of emergency phone numbers shall be posted in the main construction/facility office and readily accessible to all employees.A hazardous waste spill report shall be completed as necessary using the attached form. Emergency Notification Phone Numbers 1. FACILITY MANAGER PHONE: NAME: BEEPER/CELL: HOME PHONE: ALTERNATE CONTACT: NAME: PHONE: BEEPER/CELL: HOME PHONE: 2. FIRE&POLICE DEPARTMENT EMERGENCY: 911 3. CLEANUP CONTRACTOR: PHONE: ADDRESS: 4. MASSACHUSETTS DEPARTMENT OF EMERGENCY PHONE:(978)694-3200 ENVIRONMENTAL PROTECTION DEP 5. NATIONAL RESPONSE CENTER PHONE: (800)424-8802 6. ANDOVER HEALTH DIVISION: PHONE:978-623-8295 ANDOVER CONSERVATION COMMISSION: PHONE:978-623-8311 NORTH ANDOVER HEALTH DEPARTMENT: PHONE:978-688-9540 NORTH ANDOVER CONSERVATION DEPARTMENT: PHONE:978-688-9530 Hazardous Waste/Oil Spill Report Date: / / Time: AM/PM Exact location Type of equipment: Make: Size: License or S/N: Weather Conditions: On or near water ❑ Yes If yes,name of body of water: ❑ No Type of chemical/ oil spilled: Amount of chemical/ oil spilled: Cause of spill: Measures taken to contain or clean up spill: Amount of chemical/ oil recovered: Method: Material collected as a result of clean up drums containing: drums containing: drums containing: Location and method of debris disposal: Name and address of any person,firm,or corporation suffering damages: Procedures,method,and precautions instituted to prevent a similar occurrence from recurring:: Spill reported to General Office by: Time: AM/PM Spill reported to DEP/ National Response Center by: DEP Date: / / Time: AM/PM Inspector: NRC Date: / J Time: AM/PM Inspector: Additional comments: WAWA[LVa liM.124epataibtcemn&L &hadlvona0174"7-Rc Py-to Peer Reels Cm tM1-LvgTennPEAan Prere W Pla2do Assessment-Initial Containment The supervisor or manager will assess the incident and initiate containment control measures with the appropriate spill containment equipment included in the spill kit kept on-site.A list of recommended spill equipment to be kept on site is included on the following page. Emergency Response Equipment The following equipment and materials shall be maintained at all tunes and stored in a secure area for long- term emergency response need. Supplies Recommended Suppliers > SORBENT PILLOWS/"PIGS" 2 http.11?mmo.ne7upig.com > SORBENT BOOM/SOCK 25 FEET Item#KIT276 — mobile container with hoo pigs,26 feet > SORBENT PADS 50 of sock,50 pads,and five pounds of absorbent(or > LITE-DRI®ABSORBENT SPOUNDS equivalent) > SHOVEL 1 http.lAmmv.forestiy-stippliers.com > PRY BAR 1 Item#43210 — Manhole cover pick(or equivalent) > GOGGLES 1 PAIR Item#33934 — Shovel(or equivalent) > GLOVES—HEAVY 1 PAIR Item#90926 — Gloves(or equivalent) Item#23334 — Goggles(or equivalent) n.tnwnLawns2s.lzo-ePasstsc«mnmieti SibmWz,.i2017-407-Repo to Peer Rerun Ow nwhiD1-L.WT—Pcgft Pm� MMmdo Stormwater Operation and Maintenance Plan Project Information Site Athletics District Merrimack College 315 Tumpike Street North Andover,MA Owner Name: Jeff Doggett-Chief of Staff-Merrimack College Telephone: (978)837-5118 Email: dogget @menimack.edu Site Supervisor Name: James Finn-Director of Physical Plant-Merrimack College Telephone: (978)837-5275 Cell,phone: (978)852-0394 Email: finnj@merrimack.edu twavfuwmltszs.tmporotswm:ro� Sihmksa W17407-Resp bPeer ReviewC mm.9+0I-Lap Tum PdR4. P-Kdi.Pt-dx Description of Stormwater Maintenance Measures The following Operation and Maintenance(O&M)program is proposed to ensure the continued effectiveness of the stormwater management system.Attached to this plan are a Stormwater Best Management Practices Checklist for use during the long term operation and maintenance of the stormwater management system. Annual reports of this maintenance/evaluation shall be submitted to the Town of Andover Planning Division. Structural Water Quality Devices • Inspect devices in accordance with manufacturer requirements but no less than twice a year following installation,and no less than once a year thereafter. • Remove sediment and other trapped pollutants at frequency or level specified by the manufacturer. • Sediment and/or floatable pollutants shall be pumped from the basin and disposed of at an approved offsite facility in accordance with all applicable regulations. • Follow manufacturer instructions for inspection and cleaning and contact manufacturer if system is malfunctioning. Deep Sump&Hooded Catch Basins,Area Drains and Trench Drains • All catch basins,area drains and trench drains shall be inspected at least quarterly • All catch basins,area drains and trench drains shall be cleaned quarterly or whenever the depth of the sediment deposits are greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. • Sediment(as described above)and/or floatable pollutants shall be pumped from the basin and disposed of at an approved offsite facility in accordance with all applicable regulations. • Any structural damage or other indication of malfunction will be reported to the site manager and repaired as necessary • During colder periods,the grates must be kept free of snow and ice. • During warmer periods,the grates must be kept free of leaves,litter,sand,and debris. Roof Drain Leaders Roof runoff from the proposed building is directed to the closed drainage system. • Perform routine roof inspections quarterly IWAWALDMI 1525.1nWW313lortm WL &6m4du.i2017-007.Respm NPeet RevimC--tAD1-tag Term PdMm Pta dm Plamdw • Keep roofs clean and free of debris • Keep roof drainage systems clear • Keep roof access limited to authorized personnel • Clean inlets twice per year or as necessary 1UMWALAM71625.12trepatASI WL SLhmis*,,0174"7-R*Vp to P.0 Renew Cm t,10I-long Tenn PdM. Merrimack College —Athletics District Improvements, Andover/North Andover, Massachusetts Long Term Best Management Practices — Maintenance/ Evaluation Checklist *Note: Annual reports of this maintenance%valuation shall be submitted to the Town of Andover Planning Division, Best Management Inspection Frequency ®ate Practice q y Inspected Inspector Minimum Maintenance and Key Items to Chec In accordance with • Remove sediment from sediment storage facility (per mane Structural Water manufacturer's recommendations guidelines) Quality Devices but no less than twice a year . Remove oil and floatables in the oil/inspection port(per manufa, following installation and no less guidelines) than once a year thereafter. Deep Sump and Hooded Catch basins, Four times per year • Clean accumulated sand and sediment whenever the depth of c Area Drains and greater than orequal to one half the depth from the bottom of tl- Trench Drains for pipe of the lowest i e in the basin; plazas and synthetic Floatables field drainage system. Roof Drain Leaders 4x per year Remove roof debris, clean inlets Stormwater Control Manager ., ,�'•�, � ® f,, !`�Se }�,`:S�'�«�..-►,,,_•cam`'_ �►►•►�.-�—r"..i-- �"'� it wr � �• ///, nr Stormceptor Inspection and Maintenance. Easy. Convenlent. .-: r_:_�AS.•...-..t""" ---------•-- „ -r ,u,. may .,.- - r ,i =1_ - - - i When it rains, oils, sediment and other contaminants are captured ~= ' and contained by over 20,000 Stormceptor units operating worldwide. While Stormceptor's patented scour prevention technology ensures captured pollutants remain in the unit during all rainfall events, the accumulated pollutants must eventually be removed as part of a regular maintenance program. If neglected, oil and sediment gradually build up and diminish any BMP's efficiency, harming the environment and leaving owners and operators vulnerable to fines, surcharges and bad publicity. Maintenance is a must Ease, frequency and cost of maintenance are often overlooked by specifiers when considering the merits of a stormwater treatment system. In reality, maintenance is fundamental to the long-term performance of any stormwater quality treatment device. While regular maintenance is•crucial, it shouldn't = : be complicated. An ongoing maintenance *` program with Stormceptor is convenient and practically effortless. With virtually no disruptions, you can concentrate on _ 4; ` n: your core business. 4A. Quick inspections Inspections are easily carried out above ground from any standard surface access cover through a visual inspection of the orifice and drop tee components. A sludge judge and oil dip-stick are all that are needed for 'll sediment and oil depth measurements. Easy unit access Maintenance is typically conducted from the same surface access cover, M' eliminating the need for confined space entry into the unit. Your site remains undisturbed, saving you time and money: t im nu No muss, no fuss and fast, Maintenance is performed quickly and inexpensively with a standard vacuum truck. Servicing usually takes less than two hours, with no disruption to your site. A complete stormwater management plan for Stormceptor extends beyond installation and performance to regular maintenance. It's the smart, cost-effective way to ensure your unit continues to remove more pollutants than any other separator for decades to come. Stormceptor maintenance recommendations • Units should be inspected post-construction, prior to being put-into service. Inspect every six months for the first year of operation to determine the oil and sediment accumulation rate. In subsequent years, inspections can be based on first-year observations or local requirements. • Cleaning is required once the,sediment depth reaches 15% of storage capacity, (generally taking one year or longer. Local regulations for maintenance frequency may vary. • Inspect the unit immediately after an oil,fuel or chemical spill. • A licensed waste management company should remove captured petroleum waste products from any oil, chemical or fuel spills and dispose responsibly. With over 20,000 units operating worldwide, Stormceptor performs and protects every day, In every storm, c OR J Iiriu . Ito...r.,.,. ... .. ... .._....... ........ .... ...... Peak Flow Credit Summary by Project t,,VWpmf.Wat-LD11625.16 Mem—k 5p Parkingimportv,StormwateM 1625.16- J Stormwater ReportAx DEP File No. 090-0750 Campus Parking Improvements June 2018 The following summary table has been prepared to document the credits applied for associated projects from the Stormwater Master Plan banking system, initially established at a rate of 62.0 c.f.s under the Merrimack College, Master Drainage Study and Hydrologic Analysis, dated April 26, 1999 and approved under DEP File No. 090-0750. Net Increase in 100-yr Remaining Peak Flow Project Date Peak Rate(cfs) Credit Sophomore Housing 2/2002 3.4 58.60 Lot D Parking Lot Extension 3/2003 11.5 47.10 Monican Boulevard Relocation 5/2004 -2.54 49.64 Game Field Renovations 3/2005 0.00 49.64 Elm Street Entrance 5/2006 -0.69 50.33 Volpe Center Expansion 1012011 1.6 48.73 Student Residences Project 7/2012 4.4 44.33 * WyQ 4-4 14 1� 30.29 * 8/294b 9.9 -38:i8 North Campus Updated Phase 1 Residential,Academic Buildings A, 2/2017 25.8 18.53 B, C and Sakowich Expansion* Athletics District Improvements 3/2017 1.20 17.33 Campus Parkin" Improvements 6/2018 3.1 1423 *Peak Flow Credit deducted from 712014 and 812076 North Campus superseded by current updated model for North Campus Updated Phase 1 Residential,Academic Buildings A,B, C and Sakowich Expansion,as noted above. tormwater Flow Monitoring Summary Memorandum ',1Vhbtproj`:Wat-LD111625.16 Memmack C n Parking)mpod,Stormwatetl11625.16- 54 Stomavater Repadd. June 04, 2018 vhb.. Ref: 11625.16 Mr. Robert Douglas, Director Andover Conservation Commission Town Office 36 Bartlet Street Andover, MA 01810 Re: Merrimack College Detention Basin Flow Monitoring Dear Mr. Douglas, Merrimack College has been conducting a stormwater monitoring program since 2012 in accordance with the Stormwater Master plan approved by the Andover Conservation Commission in 2001 (DEP #090-075).The program requires outflow monitoring from two detention basins to confirm that they are functioning as designed.To monitor the flow, Merrimack College contracted EST Associates, Inc. who installed two continuous area velocity flow meters on April 20, 2012; one flow meter is located at the Football Field Detention Basin outlet and the other at the Elm Street Detention Basin outlet. In addition, EST installed a rainfall gauge to record local rainfall depths. VHB regularly reviews the monitoring data and evaluates the detention basins performance following rainfall events. EST provides regular inspection and calibration of the equipment to insure it is functioning properly. The Merrimack College Stormwater Management Plan included predicted peak flow values discharging from each detention basin for various 24-hour storm events,with a 2-year storm (3.4 inches) being the smallest. The peak outflows from the stormwater basins are expected to be 43.95 cfs for the Elm St Basin and 12.01 cfs for the Football Field under 2020 full-build conditions in a 24-hour, 2-year storm event. On April 11, 2017 VHB submitted a letter to the Conservation Commission that outlined the detention basin monitoring process and summarized the results from 2012-2017 monitoring period which were in line with Merrimack's Stormwater Management Plan. This letter serves to update the Conservation Commission on the monitoring results. 101 Walnut Street PO Box 9151 Engineers I Scientists I Planners I Designers Watertown,Massachusetts 02-1 P 617.924.1770 - „h' F 617.924,2286 Mr_ Robert Douglas. (Director 0 Ref: 1162516 Fla ge 2 vhb Table 1 below summarizes the storm events since April 2017 that have had over 0.5 inches of rainfall within a 24-hour period, along with the associated peak flows from the Football Field Basin and then Elm Street basins.The peak flows measured from the Elm Street and Football field basin never exceeded the expected flow for the proposed full-build conditions for the 2-year event under the Stormwater Master Plan. A full list of storm events and the detention basin peak flows can be found in Appendix A. Table 1: 2017-2018 Merrimack College Detention Basin Monitoring Results 24-hr Elm Street Football Field Storm Event rainfall(in) peak flow(cfs) peak flow(cfs) Notes 2-year24-hour 3.40 43.95 12.01 Modeled Peak Flow design event 4/9/2017 0.88 3.57 6.87 4/25/2017 0.78 5.04 3.76 5/5/2017 0.80 3.37 5.44 5/14/2017 0.76 1.40 3.82 5/25/2017 0.88 3.26 4.91 6/5/2017& 1.63 5.53 1.94 1.63"in 48 hours or 1.56"in 28 hours. 6/6/2017 Most intense 24-hour period had 1.4" 6/16/2017 0.54 1.30 3.00 7/1/2017 0.78 7/26/2017 0,73 9/5/2017 1.37 3.70 4.88 9/17/2017 0.74 2.60 3.74 10/4/2017 0.66 10/9/2017 0.51 10/25/2017 0.67 0.78 1.76 10/29/2017 1.36 8.46 7.48 11/22/2017 0.56 1.31 4.49 1/12/2018 0.51 2.42 7.64 2/10/2018& 1.23 2.97 6.43 1.23"in 35 hours. 2/11/2018 Most intense 24-hour period had 0.89" 3/2/2018 1.52 4.38 7.30 4/16/2018 1.70 8.02 8.94 4/25/2018 0.70 1.88 5.55 *Data not available due to technical issues with monitoring equipment Mr. Robert Douglas, Director Ref: 11625.1 h June 4, 2018 Page 3 %rhb Overall,the monitoring data has shown that the basins are functioning as designed.The predicted build out for the portion of the college campus that drains to the Football Field Basin is close to complete which will cap the amount of stormwater routed to the basin.The majority of all future plans for the Merrimack College Campus have the stormwater routing to the Elm Street Basin which has capacity when compared to the predicted flows. Sincerely, Vanasse Hangen Brustlin, Inc. Jeff Koetteritz, P.E. Senior Project Engineer jkoetteritz@vhb.com P E N D I A AM spa mm I& m On& IAPPI: NLJIX A APPENDIX A Table A: 2012-2018 Merrimack College Detention Basin Monitoring Results for storms over 0.5 inches in a 24-hour period 24-hr Elm Street Football Field Storm Event rainfall(in) peak flow(cfs) peak flow(cfs) Notes 2-year 24-hour 3.40 43.95 12.01 Modeled Peak Flow design event 4/22/2012 2.08 4.60 20.14 (Flow constriction control installed at football field 5/1/2012 0.56 * 2.82 basin on 5/10/2012-Monitoring equipment relocated 5/10/2012 0.94 0.61 16.71 downstream from outlet control structure on 6/2/2012 1.35 0.32 3.72 5/12/2012) 10/29/2012 2.33t 0.47 9.75 (Hurricane Sandy) 12/18/2012 0.83 0.37 12/27/2012 1.37 1.38 2/27/2013 0.76 2.07 7.S0 6/8/2013 2.04 1.75 8.06 6/13/2013 0.95 0.92 6.27 7/1/2013 1.35 2.21 9.59 7/23/2013 0.92 1.68 7.01 8/9/2013 0.68 1.05 4.62 9/12/2013 0.93 0.47 3.89 11/27/2013 0.96 0.56 4.58 12/20/2013 0.74 0.19 2.07 12/29/2013 0.78 1.52 5.99 2/20/2014 0.68 0.44 2.04 3/30/2014 1.57 4.55 9.05 4/15/2014 0.55 0.43 3.43 4/30/2014 0.53 0.15 1.38 7/4/2014 0.96# 0.23 3.85 7/15/2014 0.90 2.70 5.84 7/28/2014 0.68 1.52 3.60 8/13/2014 0.76 0.90 2.67 9/7/2014 0.63 0.23 4.14 10/2/2014 0.56 0.17 10/22/2014 3.66 8.00 10.63 11/17/2014 0.99 0.86 4.58 12/6/2014 1.07 0.96 4.80 12/9/2014 2.20 8.40 11.02 all precip in a 9-hour period 1/4/2015 0.78 1.52 3.90 4/20/2015 0.61 1.50 4.24 24-hr Elm Street Football Field Storm Event rainfall(in) peak flow(cfs) peak flow(cfs) Notes 5/31/2015 1.59 2.53 5.57 Could be reported as a 2.85"storm in 48 hours or 6/1/2015 1.33 3.21 6.57 2.96"storm in 50-hour storm 6/21/2015 0.81 1.25 5.13 6/28/2015 0.96 0.96 4.30 8/22/2015 0.82 1.59 3.47 9/30/2015 1.65 5.68 8.10 10/29/2015 0.57 0.89 3.19 11/20/2015 0.56 1.09 3.28 12/24/2015 0.61 2.64 5.15 1/10/2016 0.76 5.87 7.03 2/16/2016 0.56 4.64 5.91 2/24/2016 0.68 3.36 5.22 3/15/2016 0.62 1.33 4.27 3/28/2016 0.50 1.22 3.83 4/7/2016 0.61 3.88 6.67 8/10/2016 0.64 2.88 3.42 All precip in a 3-hour period,0.5"in a 1-hour period 8/22/2016 0.70 4.78 4.27 All precip in a 3-hour period,0.65"in a 1.5-hour period 9/19/2016 0.56 0.59 1.62 9/30/2016 0.73 0.69 0.88 10/8/2016 1.34 0.42 4.36 10/21/2016 1.81 14.67 6.13 1.54"in 6 hours,1.05"in 1 hour,0.76"in 30 mins. 10/28/2016 1.06 2.35 5.30 11/15/2016 0.80 2.39 4.33 11/30/2016 0.81 2.16 5.68 12/30/2016 0.59 4.34 4.67 1/4/2016 0.56 1.87 5.12 1/23/2017 1.00 1.73 5.87 2/15/2017 0.51 0.13 0.54 3/28/2017 0.63 2.02 5.26 4/9/2017 0.88 3.57 6.87 4/25/2017 0.78 5.04 3.76 5/5/2017 0.80 3.37 5.44 5/14/2017 0.76 1.40 3.82 5/25/2017 0.88 3.26 4.91 6/5/2017& 1.63 5.53 1.94 1.63"in 48 hours or 1.56"in 28 hours. 6/6/2017 Most intense 24-hour period had 1.4" 6/16/2017 0.54 1.30 3.00 7/1/2017 0.78 APPENDIX 24-hr Elm Street Football Field Storm Event rainfall(in) peak flow(cfs) peak flow(cfs) Notes 7/26/2017 0.73 9/5/2017 1.37 3.70 4.88 9/17/2017 0.74 2.60 3.74 10/4/2017 0.66 10/9/2017 0.51 10/25/2017 0.67 0.78 1.76 10/29/2017 1.36 8.46 7.48 11/22/2017 0.56 1.31 4.49 1/12/2018 0.51 2.42 7.64 2/10/2018& 1.23 2.97 6.43 1.23"in 35 hours. 2/11/2018 Most intense 24-hour period had 0.89" 3/2/2018 1.52 4.38 7.30 4/16/2018 1.70 8.02 8.94 4/25/2018 0.70 1.88 5.55 *Data not available due to technical issues with monitoring equipment $Rainfall from Nashua NH Airport rain gauge Appendix • Abutter Notification Letter • Town of Andover Abutters List • Town of North Andover Abutters List Mh6ipmfWat-LDM625.16 Memmack 55 Parking�repcdslStormwateM 1625.16- Strnmwaler Report,doc Abutter Notification Letter 11VWproj`.Wat-LO\11625.16Merrimack 56 Parking\reportsStormwatW 1625.16- Stonnwater Report.doc NOTIFICATION TO ABUTTERS UNDER THE MASSACHUSETTS WETLANDS PROTECTION ACT AND THE TOWN OF ANDOVER WETLANDS PROTECTION BYLAW In accordance with the second paragraph of Massachusetts General Laws Chapter 131,section 40 and the Town of Andover Wetlands Protection Bylaw,you are hereby notified of the following: The Applicant,Merrimack College,has filed a request for an Amended Order of Conditions with the Andover Conservation Commission pertaining to alteration of stormwater flows within areas subject to the Wetlands Protection Act. This work is proposed at the Merrimack College campus located at 315 Turnpike Street in North Andover. The request for an Amended Order of Conditions relates to the rehabilitation and expansion of the existing parking lot along Aherne Road within the Merrimack College Campus, known as Campus Lot C. Upgrades are proposed to repair failing conditions of the existing pavement, revise the parking lot and drive aisle configuration to improve vehicular and pedestrian circulation, upgrade the stormwater management system and water quality, and formalize approximately 127 parking spaces currently utilized for overflow parking to meet current on-campus demands. The request is being submitted as an amendment to the Merrimack College Stormwater Management Master Plan. Copies of the Request for Amended Order may be examined at the Andover Conservation Commission office located in the Town Hall at 36 Bartlett Street between the hours of 8:00 am to 3:00 pm Monday through Friday. For more information, call the Andover Conservation Commission at(978) 623-8630. The Request for Amended Order may also be examined at the offices of Vanasse Hangen Brustlin,Inc.by appointment.For more information call Jeff Koetteritz at(617) 607-0094. Copies of the Request for Amended Order of Conditions may be obtained from the Andover Conservation Commission or by calling Jeff Koetteritz at Vanasse Hangen Brustlin, Inc. at (617) 607-0094.You may be charged for the cost of the copy. Notice of the Public Hearing, including its date, time and place, will be published in a local newspaper at least 5 days in advance,and will be posted in the Town Hall not less than 48 hours in advance of the Hearing. You may also contact the Department of Environmental Protection Northeast Regional Office at (978) 694-3200 for more information about this application or the Wetlands Protection Act. Town of Andover Abutters List 6VWp,.PMt-LMl 1625.16 Me n—k Parkinghapods�5tormwated11625.16- 57 Sto—vater Reportdoc UPDATED AT ANDOVER ASSESSORS OFFICE FEBRUARY 16, 2017 Parcel ID Owner - Co=Owner Address City/State/Zip ✓1 0 5 AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 ✓2 0 103 AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 ,/2 0 104 -BGW44&^N64*-T�T Jc0Am yA?1CjW XANW C t1 29 BROOKFIELD RD ANDOVER MA 01810 ./ 20105 LYNCH CAROLYN 27 BROOKFIELD RD ANDOVER MA 01810 .✓2 0 106 HARRER WILLIAM M HARRER ANNA V TE 23 BROOKFIELD RD ANDOVER MA 01810 ✓2 0 107 GIBSON CRAIG D LESLEY G GIBSON TE 17 BROOKFIELD RD ANDOVER MA 01810 ✓2 0 108 LEVINE STEPHEN H LEVINE SANDRA K TE 13 BROOKFIELD RD ANDOVER MA 01810 /2 0 109 BUSTA THOMAS GRACE BUSTA, 9 BROOKFIELD RD ANDOVER MA 01810 ✓2 0 110 BEAN CURTIS H SARA H BEAN 5 BROOKFIELD RD ANDOVER MA 01810 ✓ 2 0 111 Nxi AQ r ^'_""' '" � 1 BROOKFIELD RD ANDOVER MA 01810 2 0 112 HUDKINS THOMAS R JUDITH K HUDKINS TE 151 ELM ST ANDOVER MA 01810 ✓ 2045 KARNIK ASHUTOSH P SMITA A KARNIK TE 188 ELM ST ANDOVER MA 01810 ✓ 2 0 46 CARLEO JR ROBERT A MCCARRON TE DIANE M 1 NAPIER RD ANDOVER MA 01810 ✓ 2 0 48 MERRIMACK COLLEGE INC 315 TURNPIKE ST NORTH ANDOVER MA 01845 2 0 49 WILSON MATTHEW R WILSON MARIA TE 200 ELM ST ANDOVER MA 01810 205 GRACE M BERNARDIN IRREVOC TR BERNARDIN ROBERT+PETER TRS 138 ELM ST ANDOVER MA 01810 2051 AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 ✓ 2 0 51 A AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 2052 SALLY SHOCKRO 33 ROCK RIDGE RD ANDOVER MA 01810 2053 GE MBP.R.1 1E '3ASTUA"q'11GE Sr 27 ROCK RIDGE RD ANDOVER MA 01810 ✓ 2054 -RIffI ' 8-� IMf X1AA4Cr- COLL646 'SS 1VJLW11Ch ST" 23 ROCK RIDGE RD ANDOVER MA 01810 ✓ 2055 RECK JOANNA 15 ROCK RIDGE RD ANDOVER MA 01810 ✓ 2 0 56 DAVID JOHNSON 61 BROOKFIELD RD ANDOVER MA 01810 ✓ 206 EVERETT HOME BUILDERS PO BOX 508 MALDEN MA 02148 ✓ 2064 HASKELL BETH C RAYMOND R JEFFREY JT 18 FOX HILL RD ANDOVER MA 01810 2065 DIETZ JOHN P 24 FOX HILL RD ANDOVER MA 01810 2066 OUELLETTE BERTRAND A CAMILLE L OUELLETTE TE 30 FOX HILL RD ANDOVER MA 01810 e/ 2067 LANDRY JR JAMES L LANDRY TE KIMBERLY R 15 WOODCLIFF RD ANDOVER MA 01810 ve 2 0 68 HASKELL BETH RAYMOND RICHARD J TE 14 FOX HILL RD ANDOVER MA 01810 V 2076 MERRIMACK COLLEGE 7 ROCK RIDGE RD ANDOVER MA 01810 ✓ 2077 MERRIMACK COLLEGE 185 ELM ST ANDOVER MA 01810 ✓ 2096 MORAVA NORMAL 11 FOX HILL RD ANDOVER MA 01810 v" 2 0 97 THOMSON ALAN W SUSAN THOMSON TE 41 FOX HILL RD ANDOVER MA 01810 2 0 98 GRUNDEEN PAULETTE 37 FOX HILL RD ANDOVER MA 01810 ✓ 2099 HAYWOOD CLAIRE F LE 33 FOX HILL RD ANDOVER MA 01810 ✓ 210139 MAYE ROBERT J LISA HOLIHAN MAYE TE 139 143 ELM ST ANDOVER MA 01810 21 0 144 MAYE LISA H UbeRT ' NAyIS 143 ELM ST ANDOVER MA 01810 210147 AVIS PO BOX 5097 ANDOVER MA 01810 ✓ 21 0 156 WANG HANLI JHANG JU TE 63 LUCERNE DR ANDOVER MA 01810 d 21 0 157 Ri' -MARGI 1A E FHC4+-TE 59 LUCERNE DR ANDOVER MA 01810 ✓ 210158 �g�_F.J LWA IAXKd AIR LAU2W A 55 LUCERNE DR ANDOVER MA 01810 21 0 159 M USAN H 10* 49 LUCERNE DR ANDOVER MA 01810 ✓ 21 0 160 SPURR GREGORY W III BONNIE A SPURR TE 43 LUCERNE DR ANDOVER MA 01810 210161 J 3REt riEME18JT 39 LUCERNE DR ANDOVER MA 01810 d 3 0 1 OWNER UNKNOWN TT % COLLECTOR/TREASURER 36 BARTLET ST ANDOVER MA 01810 �- 302 PAGLIA PETER M PAGLIA LORI M TE 3 FARNSWORTH5RD ANDOVER MA 01810 3 0 3 ONE 47 ELM ST REALTY TRUST WILLIAM + BERNICE DOWNS TRS 147 ELM ST ANDOVER MA 01810 v 304 AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 3 0 5 AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 ✓ 3 0 5 A AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 ./ 3 0 5 B AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 3 0 6 MERRIMACK COLLEGE INC 315 TURNPIKE ST NORTH ANDOVER MA 01845 ✓. 4061 TOWN OF ANDOVER CONSERVATION COMMISSION 36 BARTLET ST ANDOVER MA 01810 4062 KWOLYK DONA M 124 SUMMER ST ANDOVER MA 01810 4063 KARLBERG JEFFREY A KARLBERG TE MICHELE 1 134 SUMMER ST ANDOVER MA 01810 4064 WOODWARD GEORGE S HOPE P WOODWARD TE 138 SUMMER ST ANDOVER MA 01810 ✓ 4065 ST JEAN DAVID L 144 SUMMER ST ANDOVER MA 01810 �✓ 4066 MERRIMACK COLLEGE C/O DONNA COUTURE 315 TURNPIKE ST NORTH ANDOVER MA 01845 ✓ 4067 KEIL MARK A ELIZABETH L ANDERSON TE 148 SUMMER ST ANDOVER MA 01810 ✓ 4068 EDHOLM JAMES L EDHOLM KATHLEEN D TE 158 SUMMER ST ANDOVER MA 01810 ✓ . 4069 VALLEAU A REED LOUISE D VALLEAU TE 166 SUMMER ST ANDOVER MA 01810 ✓ 4070 DONALD E JOHNSON IRREV TRUST JANE W JOHNSON IRREV TRUST 4 APPLECREST RD ANDOVER MA 01810 ✓ 4071 BANZI FREDERICK J JEAN M BANZI TE 6 APPLECREST RD ANDOVER MA 01810 4072 AUGUSTINIAN COLLEGE THE MERRIMACK VALLEY 315 TURNPIKE ST NORTH ANDOVER MA 01845 ✓ . 4073 MERRIMACK COLLEGE JumTN A SAu�3'E 315 TURNPIKE ST NORTH ANDOVER MA 01845 4077 T Aw0o-Zo�a3T 19 DOWNING ST ANDOVER MA 01810 4078 PELTIER LEONARD J VERONICA C PELTIER 17 DOWNING ST ANDOVER MA 01810 4079 LAHOOD JOSEPH W SANDRA J LAHOOD TE 15 DOWNING ST ANDOVER MA 01810 ✓ 4080 THIRTEEN DOWNING STREET RT II O'BRIEN THOMAS+GERALDINE TRS 13 DOWNING ST ANDOVER MA 01810 d 4081 5 SASSWO �'+►l-%AJ S&SWb 11 DOWNING ST ANDOVER MA 01810 ✓ 4082 ROMAN REALTY TRUST" BARBARA L ROMAN TR 9 DOWNING ST ANDOVER MA 01810 4083 MONTANI ANN M GEORGE V O'REILLY ETAL 7 DOWNING ST ANDOVER MA 01810 4084 "'rc cy c i cn io TE 5 DOWNING ST ANDOVER MA 01810 A St-VIA,y LgsL4ekt D sGuwy 4 0 85 LEO G FEN RAJ 3 DOWNING ST ANDOVER MA 01810 4086 LYNCH JOHN K LYNCH JANE B TE 1 DOWNING ST ANDOVER MA 01810 Town of North Andover Abutters List 1Nhblpq.Wat-LW 1625.16 Merrimack 5p Parkiaglrep.l,lStormwated11625.16- 58 St—ate,Repad.dac Abutter to Abutter( )Building Dept, ( ) Conservation ( } Zoning ( ) REQUIREMENT: MGL 3pA,Section I I states in pad'Parties in Interest as esed in tFvs chaptersha3l mean the peti&oner, abutter;,orsncrs of Land arrectly opposileon any pubrc or private way,and abutters to abutters wiNin Three hundred aOg)feet of the properly line of the petitfoner es they appear on the most recent applicable tax list,not withstanding that the land of any such oveler is located in another city or term,the plarning board of the city or town,and(he planning hoard of every abutting city or Irmo," Subject Property: MAP PARCEL Name Address 25 13 Merrimack College 315 Turnpike Street North Andover,MA 01845 Abutters Properiles Map Parcel Name Address '"'SEE ATTACHED SHEETS" Date 5/10/2019 This cel-tifie„ ttiat the names appoaring on the Page 1 of 8 records of the A se5sol's Office ag Of h C �f_� Ditzt_`.a ��rtific-;i i` 7 .f � )24.0-0008-0000.0 024.0-0028-0001.E 024.0-0028-0002.E SIC KALLAGAT,STEPHEN F LABUSA,INC. NEOS,LLC 'AMELA A MC KALLAGAT 108R MERRIMACK STREET 203 TURNPIKE STREET,STE.G2 I WILSON ROAR HAVERHILL,MA 01830 NORTH ANDOVER,MA 01845 \TORTH ANDOVER,MA 01845 )24.0-0028-0003.A 024.0-0028-0003.E 024.0-0028-0004.A VAOP,LLC NAOP,LLC NAOP,LLC )3 UNION STREET 93 UNION STREET 93 UNION STREET NEWTON,MA 02459 NEWTON,MA 02459 NEWTON,MA.02459 )24.0-0028-0005.0 024,0-0028-OOOS.A 024.0-0028-0006.A 151 ANDOVER STREET LLC 451 ANDOVER STREET LLC NAOP,LLC /0 TALLMAN EYE ASSOCIATES CIO TALLMAN EYE ASSOCIATES 93 UNION STREET 15I ANDOVER STREET 45 451 ANDOVER STREET#5 NEWTON,MA 02459 NORTH ANDOVER,MA 01845 NORTH ANDOVER,MA 0184.5 )24.0-0028-000TA 024.0-0028-0008.A 024.0-N28-001 LA IS ANDOVER STREET,LLC HERITAGE DRIVE INVESTMENTS LLC NAOP,LLC 151 ANDOVER STREET#G7 80 HERITAGE DRIVE 93 UNION STREET 'NORTH ANDOVER,MA 01845 LOWELL,MA 01853 NEWTON,MA 02459 324.0-0028-0100.A 024.0-0028-0100.E 024.0-0028-0105.A I51 ANDOVER STREET SUITE 100 RLTY NANO PROPERTIES,LLC NA PROPERTY,LLC yffci-IAEL S.CALHOUN,TRUSTEE 203 TURNPIKE STREET,STE. 100 446 DUDLEY ROAD 451 ANDOVER STREET SUITE 100 NORTH ANDOVER,MA 01845 NEWTON,MA 02459 NORTH ANDOVER,MA 0184-S 324.0-0028-0110.A 024.0-0028-0115.11 024.0-0028-0120.A NAOP,LLC 230 TURNPIKE ST SUITE 115 LLC NAOP,LLC 93 UNION STREET 203 TURNPIKE STREET 4115 C/O LISBRIA REALTY,LLC NEWTON,MA 02459 NORTH ANDOVER,MA 01845 40 SUGARCANE LANE NORTH ANDOVER,MA 01845 024.0-0028-0120.E 024.0-0028-0125_A 024.0-0028-0125.E NANO PROPERTIES,LLC SUITE 125 REAL ESTATE,LLC 125 NAOP LLC 203 TURNPIKE STREE,STE.120 C/O SEAM CONNOLLY,MANAGER 203 TURNPIKE STREET U:125 B NORTH ANDOVER,MA 01845 451 ANDOVER STREET U:125 NORTH ANDOVER,MA 01845 NORTH ANDOVER,MA 01845 024,0-0028-0130.A 024,0-0028-0150.A 024.0-0028-0160.A CERULLI&ASSOCIATES,LLC HASSEY,DAVID J. HASSEY,DAVID J. 451 ANDOVER STREET C/O MILL CITY INSURANCE C/O MILL CITY INSURANCE NORTH ANDOVER,MA 01845 493 WESTFORD STREET 493 WESTFORD STREET LOWELL,MA 01851 LOWELL,MA 01851 024.0-0028-0165.A 024.0-0028-0170.A 024.0-0028-0185.A NAOP,LLC HERNANDEZ,CARIDAD VERSIE GROUP LLC 93 UNION STREET 451 ANDOVER STREET U:170A 451 ANDOVER STREET U:185 NEWTON,MA 02459 NORTH ANDOVER,MA 01845 NORTH ANDOVER,MA 01845 024.0-0028-0190.A 024.0-0028-0195.A 024.0-0028-0200.A KISHORE REAL ESTATE NA,LLC NAOP,LLC NAOP,LLC C/O NAOP 93 UNION STREET#315 93 UNION STREET 93 UNION STREET NEWTON,MA 02459 NEWTON,MA 02459 NEWTON CENTER,MA 02459 [o 024.0-0028-0200.B 024.0-0028-020 LA 024.0-0028-W02A LOWELL GENERAL HOSPITAL NAOP,LLC NAOP,LLC 295 VARNUlt4 AVENUE 93 UNION STREET 93 UNION STREET LOWELL,MA 01854 NEWTON,MA 02459 NEWTON,MA 02459 024.0-0028-0205.A 024.0-0028-0206.A 024.0-0028-0207.A NAOP,LLC NAOP,LLC INPAKI LLC 93 UNION STREET C/O N@TRUST,LLC 451 ANDOVER STREET U:207 NEWTON,MA 02459 PO BOX 2105 NORTFI ANDOVER,MA 01845 ANDOVER,MA 01810 024.0-0028-0208.A 024.0-0028-0209.A 024.0-0028-0210-A INPAKI LLC GB&MOE LLC NAOP,LLC 451 ANDOVER STREET U:208 302 E.BROADWAY 93 UNION STREET NORTH ANDOVER,MA 01845 HAVERHILL,MA 01830 NEWTON,MA 02459 024.0-0028-021I.A 024.0-0028-0213.A 024.0-0028-02I4_A NAOP,LLC NAOP,LLC NAOP,LLC 93 UNION STREET 93 UNION STREET 93 UNION STREET NEWTON,MA 02459 NEWTON,MA 02459 NEWTON,MA 02459 024-0-0028-0301.A 024.0-0028-030LB 024.0-0028-0302.A WACHTEL REALTY,LLC NAOP,LLC NAOP,LLC 451 ANDOVER STREET U:301 A 93 UNION STREET 93 UNION STREET NORTH ANDOVER,MA 01845 NEWTON,MA 02459 NEWTON,MA 02459 024.0-0028-030111 024.0-0028-0303.E 024.0-0028-0305.A NAOP,LLC NAOP,LLC NAOP,LLC 93 UNION STREET 93 UNION STREET 93 UNION STREET NEWTON,MA 02459 NEWTON,MA 02459 NEWTON,MA 02459 024.0-0028-0315.A 024.0-0028-0330.A 024.0-0028-0335.A NAOP,LLC NAOP,LLC NAOP,LLC 93 UNION STREET 93 UNION STREET 93 UNION STREET NEWTON,MA 02459 NEWTON,MA 02459 NEWTON,MA 02459 024.0-0028-0400.B 024.0-0028-0401_11 024.0-0028-0402.8 NAOP,LLC NAOP,LLC NAOP,LLC 93 UNION STREET 93 UNION STREET 93 UNION STREET NEWTON,MA 02459 NEWTON,MA 02459 NEWTON,MA 02459 024.0-0028-0403.B 024.0-0028-0404.B 024.0-0028-0406.B NAOP LLC 203-404 TURNPIKE STREET RLTY TRST NAOP,LLC 93 UNION STREET MICHAEL I.LAROCQUE,TRUSTEE 93 UNION STREET NEWTON,MA 02459 203 TURNPIKE STREET U:404 NEWTON,MA 02459 NORTII ANDOVER,MA 01845 024.0-0028-0407.11 024.0-0029-0000.0 024.0-0030-0000.0 NAOP,LLC MERRIMACK COLLEGE WHOVILLE HOLDINGS,LLC 93 UNION STREET 315 TURNPIKE STREET PO BOY 6087 NEWTON,MA 02459 NORTH ANDOVER,MA 01845 MOSS BEACH,CA 94038 24.0-0031-OOOU.O 024.0-0032-0000.0 024.0-0044-0000.0 i 1 ANDOVER STREET LLC THOMPSONS RESTAURANT,INC FIANNA,COLETTE,Y. 171 ANDOVER STREET P 0 BOX 155 246 TURNPIKE STREET 171 ANDOVER OVERANDO STREET 01 fi4S NORTH ANDOVER,MA 01845 NORTH ANDOVER,MA 01845 I24.0-QQ45-0000.0 024.0-0046-0000-0 024.0-0047-0000.0 A,MICHAE OUDR ,J. 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