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HomeMy WebLinkAboutConsultant Review - 1077 OSGOOD STREET 5/25/2007 [YINfIELD [NEIN11RIN614C integrating design, expertise and technology s1' May 25, 2007 Town of North Andover Planning Department RECEIVED 1600 Osgood Street North Andover, MA 01845 JUG 2007 Attention: Mr. Lincoln Daley, Town Planner NORIHpND gR MENT Subject: Response to Comments PLANNING DEp Proposed Parking Lot Expansion 1077 Osgood Street North Andover, MA LEI Job No. 335-60 Dear Mr. Daley: Lynnfield Engineering, Inc. (LEI) Danvers, MA has prepared this response to comments received from Lincoln Daley, Town Planner, dated April 30, 2007 and the Planning Board's Consultant, Timothy B. MacIntosh, P.E. Vanasse Hangen Brustlin, Inc. (VHB) Watertown, MA dated April 27, 2007. WATERSHED SPECIAL PERMIT REVIEW - TOWN PLANNER 1. SECTION 3 ZONING DISTRICTS AND BOUNDARIES. The parcel of land is located within the Watershed Protection District of Lake Cochichewick and is located in a designated GB, 82, and R-1 Districts. Although the project area lies within the GB Zoning District, the Applicant will be required to revise the plans accordingly to include all relevant zoning districts. Drawing No. 1 has been revised to reflect the correct zoning districts. 2. SECTION 4.136 WATERSHED PROTECTION DISTRICT. Section 2 — Boundaries and Zones: The proposed activities are located within the 100- foot and 250-foot Non-Disturbance Zone and 325-foot Non-Discharge Zone associated with bordering vegetated wetlands and Lake Cochichewick in the Watershed Protection District. The limit of work for the proposed 67-space parking lot is approximately 90 feet from the bordering vegetated wetland/Lake. The Non-Disturbance Zone associated with Lake Cochichewick is correctly labeled on the plan. However, the Applicant should consider labeling setback to state Non-Disturbance Setback (Lake Cochichewick). The Non- Disturbance Zone associated with the delineated wetland resource area (Lake Cochichewick) is labeled 100-foot Wetland Setback. The Plans will need to be revised to change the 100-foot Wetland Setback line to 100-foot Non- Disturbance Setback (Wetland Resource Area), The Plans should be revised to include the 325 foot Non-Discharge Zone Setback. 199 Newbury Street, Suite 115 • Danvers, MA 01923 • 978.777.7250 • fax 978.777.8650 • www.lynnfieldeng.com Mr. Lincoln Daley May 25, 2007 Town of North Andover Planning Department Page 2 of 7 Drawings Nos. C-2, C-3 and C-4 have been revised to depict the 100-foot Non-Disturbance Setback, 250-foot Non-Disturbance Zone and 325-foot Non-Discharge Zone Setback. 3. 4.136 (4)(c)(vi&vii). The Applicant has provided written documentation stating proposed activities will not create concentrations of nitrogen, phosphorous and other relevant chemicals on and off-site the property. The decision will continue the condition requiring a deed restriction for the use of pesticides, fertilizers and chemicals on the site. Given the location of the parking area to the Lake, the Planning Board should request that the Applicant develop an Emergency Response Plan similar in nature to the plan created for the 1025 Osgood Street (Treadwell's) project currently being constructed. A copy of the Emergency Response Plan (ERP) prepared is presented in Attachment No. 1. SITE PLAN SPECIAL PERMIT REVIEW 4. SURVEY OF LOT/PARCEL: The parcel area is displayed on the plan. The Applicant will include a signed boundary survey of the property. It is recommended that the Applicant submit a surveyed plot plan signed/stamped from a Licensed AL.S. A stamped Plot Plan, titled "1077 Osgood Street Plot Plan of Land located in North Andover, MA" prepared for Angus Realty Corporation is attached. S. ZONING INFORMATION: A zoning chart has been included on the Plans submitted located on C-4. 1. The application indicates that the site is located within the General Business (GB) zoning district. However, the Plot Plan (Sheet C-1) indicates multiple zoning districts. The Applicant should review and correct zoning district labeling, as it appears to be mislabeled. Refer to Response No. 1. 6. STORMWATER DRAINAGE: Stormwater from the proposed additional pavement, as well as paved areas formerly routed into CB53, will not be routed into two new catch basins (PCB #2 and PCB #3). These catch basins will convey runoff into a subsurface stormwater detention system (Pond 100) made up of a network of 24-inch HDPE pipes. This system is designed to detain the first 0.5 inch of stormwater runoff volume from the contributing impervious area (1,320 cf of runoff). It will also temporarily detain the stormwater runoff, while a concrete outlet control structure built into PDMH #1 will allow stormwater to pass into the existing system at a controlled rate. This rate will match the existing flows from CB #53, thereby having no effect on the total rate of runoff from the site for the 1-year, 10-year, and 100-year 24-hour storm events. For the purposes of the drainage study, only the flow that enters the pipe connected to C8 #53 was analyzed, since this was the only portion of the existing system that will be affected by the proposed design. The Applicant states that the stormwater system has been designed to remove 82.75% of the Total Suspended Solids (TSS). K:\335-60\Corr\Daley L_052507_let_response to Planning Dept.doc Mr. Lincoln Daley May 25, 2007 Town of North Andover Planning Department Page 3 of 7 VHB reviewed the stormwater management plan and provided the following comments: 1. The existing conditions plan shows various sizes of existing drainage pipe, ranging from 15-inch to 24-inch diameter, on the existing site. The proposed drainage layout shows a proposed 24-inch pipe connecting to an existing 15-inch pipe via a drain manhole. The Applicant may wish to upgrade this existing 15-inch pipe to a 24-inch pipe. A similar situation exists at the main site drive and across Osgood Street (i.e., 24-inch pipes connecting to 15-inch pipes). The 24-inch pipe part of the stormwater detention system is laid flat (s=0.00) and enters a manhole which contains a weir. The detention basin is directly connected to the manhole containing the weir which controls the volume of water leaving the manhole with low flow orifices and an overflow. The size of the pipe (24-inch) entering into the manhole is irrelevant since the weir controls stormwater flow to the existing drainage system. The existing 15-inch pipes across Osgood Street were utilized due to limited clearances available between existing utilities in the roadway. Does the site experience any flooding issues?At a minimum, the Applicant should verify that the existing pipe system has sufficient capacity to handle any additional volume of water generated from the expanded parking lot. The site does not experience any flooding. As indicated in the Stormwater Report, no increase in flows to the existing stormwater management system is proposed. 2. The Applicant should provide supporting documentation for the TSS removal rate of 77% for the proposed Stormceptor. Copies of supporting documentation are presented in Attachment No. 2, Stormwater Analysis and Calculations. Please note the stormwater management system design and Stormwater Analysis and Calculations have been revised based on comments received from the North Andover Conservation Commission and its Consultant. 7. LOCATION OF PARKING/WALKWAYS: The site currently contains 158 parking spaces which satisfies Section 8. Off Street Parking. VHB has reviewed the plans and provided the following comments: 1. VHB would expect that additional handicap spaces would be proposed given that the total number of parking spaces has increased. The Applicant should confirm, based on ADA criteria, that the number of handicap spaces is adequate. Two additional handicap spaces have been provided to comply with 321 CMR 23.1, Architectural Access Board. Refer to Drawing No. C-7, Parking Layout Plan. K;\335-60\Corr\Daley L 052507_let_response to Planning Dept.doc Mr. Lincoln Daley May 25, 2007 Town of North Andover Planning Department Page 4 of 7 2. Assuming that additional handicap spaces are required, the Applicant should clearly locate these spaces. If these spaces are to be located within the proposed parking lot expansion, the Applicant should ensure that an accessible path is provided connecting the spaces to the building. As an alternative, existing parking spaces could be converted to handicap spaces. Comment noted. 8. LOCATION OF WETLANDS/NOTICE OF INTENT: The site plan states that wetlands exist within 100 feet of the project. As such, the Applicant will be required to file with the Conservation Commission for a Notice of Intent. A Notice of Intent has been filed for the project with the North Andover Conservation Commission and Department of Environmental Protection Northeast Regional Office (DEP NERO). DEP NERO has assigned the project File No. NE 242-1391 9. LOCATIONS OF WALLS/SIGNS: NA 10. LOCATION OF ROADWAYS/DRIVES: Access to the site will be from existing curb cut off of Great Pond Road. VHB has reviewed the plans and provided the following comments: 1. Passenger cars can easily maneuver the parking lot expansion. Single unit vehicles (snow plow, small fire truck, ambulance) can also maneuver the parking lot expansion with some minor encroachment onto opposing travel lanes. Vehicles larger than a single unit vehicle will have difficulty negotiating the proposed parking lot. The parking lot is intended for customer and employee parking only. 2. VHB assumes that the reconfigured, northwesterly site drive is one-way into the site. The Applicant should confirm. Also, the Applicant should consider a "one-way"sign in addition to the signing (Do Not Enter) already proposed. The site access drive is one way. As requested, a one-way sign has been added. Refer to Drawing No. C-4, Grading/Utility Plan. 11. LANDSCAPING PLAN: The proposal calls for relocating the existing planting and shrubberies from their existing locations throughout the perimeter of the new parking lot. Does the Applicant intend to plant any new trees or shrubs? More detail is required to explain which plantings are to be relocated. The Applicant should seriously consider adding to the existing landscape plan to provide a visual buffer to the expansion of the impervious area ("Sea of Parking"). Plantings to be relocated are detailed on Drawing No. L-1, Landscape Plan. Replacement trees and shrubs will be planted should relocated planting not become reestablished. The proposed landscaping design has been revised to maximize the opportunity for infiltration within planting beds. K:\335-60\Corr\Daley L 052507_let_response to Planning Dept.doc Mr. Lincoln Dale y Y Ma 25 2007 Town of North Andover Planning Department Page 5 of 7 1 12. LIGHTING FACILITIES: The proposal calls for the addition of 9 lights located along the perimeter of the new parking area. The light poles will be approximately 27 feet in height and are essentially a continuation of the existing style and type of light that currently exists on site. The Applicant should verify that the additional lighting has no impact on adjacent properties. Drawing No. LTG Calc presents a photometric plan of the proposed site lighting. l As indicated, no impact on adjacent property will result from the proposed lighting. 13. GENERAL COMMENTS: 1. Stormwater Management and Best Management Practices: The proposal includes an Inspection and Maintenance Plan that takes into account Storm Drain Inlet Protection, Surface Stabilization, Inspection and Maintenance of Stormcepter Units, and Long-Term Inspection and Maintenance Measures Post Construction. Planning Staff has reviewed the plan and determines that more information is needed and will work with applicant. The Inspection and Maintenance Plan has been updated based on comments received. A copy of the updated Inspection and Maintenance Plan is presented in Attachment No. 3. 2. Storage Trailers Onsite: The applicant is currently storing their products within two trailers located behind the main building. Upon a request from Chairman Nardella, I examined the past decisions involving the site and there was no reference or condition allowing the outside storage of supplies and products. The Planning Board should inquire what measures are being taken by applicant to eliminate these storage trailers. The legal status of the trailers is currently the subject of a pending lawsuit between the abutter, the Town of North Andover and Angus Realty Corporation. Angus Realty Corporation is evaluating the conversion of retail space within the existing building to storage space to provide additional refrigerated/non-refrigerated storage for the Butcher Boy Market. TOWN OF NORTH ANDOVER ZONING BYLAW — VHB REVIEW 14. The application indicates that the site is located within the General Business (GB) zoning district. However, the Plot Plan (Sheet C-1) indicates multiple zoning districts. The Applicant should review and correct zoning district labeling as it appears to be mislabeled. Refer to Response No. 1. K;\335-60\Corr\Daley 1._052507-let-response to Planning Dept.doc l Mr. Lincoln Daley May 25, 2007 Town of North Andover Planning Department Page 6 of 7 I 15, The Applicant states that the reason for the parking lot expansion is to alleviate congestion during peak operating periods for the facility. Is the current parking supply in conformance with current zoning requirements for this type of facility? Based on the square footage of the building and assuming all retail use, the site would require 153 parking spaces. Currently 210 spaces exist. The proposed project will provide a total of 269 spaces. Refer to Drawing No. C-7, Parking Layout Plan. 16. Osgood Street is State highway. The Applicant should verify that an access permit from MassHighway is not required. Based on a telephone conversation regarding the project with Stephen MacVicar, MassHighway District 4 Permitting Group, since no work is being proposed within the State Highway layout and the parking lot expansion is less than 200 spaces, no permit from MassHighway is required. GENERAL SITE PLAN/DRAINAGE COMMENTS 17. VHB would expect that additional handicap spaces would be proposed given that the total number of parking spaces has increased. The Applicant should confirm, based on ADA criteria, that the number of handicap spaces is adequate. Refer to Response No. 7. 18, Assuming that additional handicap spaces are required, the Applicant should clearly locate these spaces. If these spaces are to be located within the proposed parking lot expansion, the Applicant should ensure that an accessible path is provided connecting the spaces to the building. As an alternative, existing parking spaces could be converted to handicap spaces. Refer to Response No. 7. 19. Passenger cars can easily maneuver the parking lot expansion. Single unit vehicles (snow plow, small fire truck, ambulance) can also maneuver the parking lot expansion with some minor encroachment onto opposing ravel lanes. Vehicles larger than a single unit vehicle will have difficulty negotiating the proposed parking lot. Refer to Response No. 10. 20. VHB assumes that the reconfigured, northwesterly site drive is one-way into the site. The Applicant should confirm. Also, the Applicant should consider a "one-way"sign in addition to the signing (Do Not Enter) already proposed. Refer to Response No. 10. K:\335-60\Corr\Daley L.052507—let—response to Planning Dept.doc l Mr. Lincoln Daley May 25, 2007 Town of North Andover Planning Department Page 7 of 7 21. The landscaping plans seem to indicate that all planting will be relocated plantings. Does the Applicant intend to plant any new trees or shrubs? Refer to Response No. 11. 22. The proposed parking lot expansion includes site lighting. The Applicant should verify that the additional lighting has no impact on adjacent properties. Refer to Response No. 12. 23. The existing conditions plan shows various sizes of existing drainage pipe, ranging from 15-inch to 24-inch diameter, on the existing site. The proposed drainage layout shows a proposed 24-inch pipe connecting to an existing 15- inch pipe via a drain manhole. The Applicant may wish to upgrade this existing 15-inch pipe to a 24-inch pipe. A similar situation exists at the main site drive and across Osgood Street(i.e., 24-inch pipes connecting to 15-inch pipes). Does the site experience any flooding issues?At a minimum, the Applicant should verify that the existing pipe system has sufficient capacity to handle any additional volume of water generated from the expanded parking lot. Refer to Response No. 6. 24. The Applicant should provide supporting documentation for the TSS removal rate of 77% for the proposed Stormceptor. Refer to Response No. 6. If you have any questions or desire any additional information regarding this matter, please do not hesitate to contact me at 978.777.7250 Ext. 12. Very truly yours, L nnfield Engineering, Inc. JZ4chara ihel� , P.E. attachments c: Timothy B. MacIntosh, P.E., VHB Ken Yameen, Angus Realty Corp. w/attachments K:\335-60\Corr\Daley L_052507_let_response to Planning Dept.doc FIGURES ATTACHMENT Emergency Response Plan EMERGENCY RESPONSE PLAN BUTCHER BOY MARKETPLACE 1077 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS Prepared For: Angus Realty 1077 Osgood Street North Andover, Massachusetts 01845 Prepared By: Lynnfieid Engineering, Inc. 199 Newbury Street, Suite 115 Danvers, Massachusetts 01923 May 24, 2007 TABLE OF CONTENTS EMERGENCY CONTACTS SECTION 1.0: INTRODUCTION 1 PURPOSE 1 SECTION 2.0: GENERAL FACILITY INFORMATION 3 2.1 Facility Description (40 CFR 112.7(a)(3)) 3 2.1.1 Location and Activities 3 SECTION 3.0: DISCHARGE RESPONSE 6 3.1 Response to a Minor Discharge 6 3.2 Response to a Major Discharge 7 3.3 Waste Disposal 8 l 3.4 Discharge Notification 8 3.5 Cleanup Contractors and Equipment Suppliers 9 TABLES 1 Emergency Contacts 5 FIGURES 1 Locus Plan APPENDICES A Discharge Notification Form Agency Notification Standard Report -i- K:\335-60\Reports\May 2007_Emergency Response Plan\toc.doc EMERGENCY CONTACTS Designated person responsible for emergency response: Facility Response Coordinator - Alan Yameen 978.688.1511 General Manager - Dave Barry 978.688.1511 EMERGENCY TELEPHONE NUMBERS: North Andover Fire Department 978.688.9590 or 911 Massachusetts State Police (Andover Barracks) 978.475.3800 MADEP Emergency Response Center 888.304.1133 MADEP Oil Remediation and Compliance Bureau 888.304.1133 National Response Center (U.S. Coast Guard) 800.424.8802 MADEP 617.292.5500 USEPA, Region 1 617.223.7265 Local Hospital: Lawrence General Hospital 1 General Street Lawrence, MA 01842 978.683.4000 or 911 Poison Control Center 800.442.6305 Emergency Response Contractor: CYN Environmental Services, Inc. 800.622.6365 ENPRO Services, Inc. 800.966.1102 CHEMTREC Emergency 800.424.9300 K:\335-60\Reports\May 2007_Emergency Response Plan\tab emergency contacts.doc SECTION 1.0 INTRODUCTION 1.1 PURPOSE The purpose of this Emergency Response Plan (ERP) is to describe measures to be implemented by Butcher Boy Marketplace (BMP) to prevent oil or hazardous material discharges from occurring, and to prepare BMP to respond in. a safe, effective, and timely manner to mitigate the impacts of a discharge. This ERP Plan is used as a reference for oil storage information and testing records, as a tool to communicate practices on preventing and responding to discharges with employees, as a guide to facility inspections, and as a resource during emergency response. -1- K:\335-60\Reports\May 2007—Emergency Response Plan\txt.doc SECTION 2.0 GENERAL FACILITY INFORMATION Name: Butcher Boy Marketplace (BMP) Address: 1077 Osgood Street North Andover, Massachusetts 01845 978.688.1511 Type: Retail Shopping Mall Owner/Operator: Angus Realty 1077 Osgood Street North Andover, Massachusetts 01845 Primary contact: Alan Yameen, Facility Response Coordinator 978.688.1511 2.1 FACILITY DESCRIPTION (40 CFR 112.7(A)(3)) 2.1.1 Location and Activities The Angus Realty Corporation site consists of an approximate 9 acre site occupied by a 29,934 square foot (SF) retail building and associated parking lot areas. The parcel is zoned General Business District per the Zoning Bylaw Town of North Andover last amended May 2004. The site is bound northerly by residential property; easterly by underdeveloped woodlands, and a residential home; southerly by Great Pond Road (State Route 133), and Lake Cochichewick; and, westerly by Osgood Street (State Route 125). The site is occupied by Butcher Boy Marketplace, a retail mall and associated parking lot areas. Figure No. 1, Locus Plan, presents the location of the site within the Town of North Andover. -2- K:\335-60\Reports\May 2007—Emergency Response Plan\txt.doc SECTION 3.0 DISCHARGE RESPONSE This Section describes the response and cleanup procedures in the event of an oil discharge. The uncontrolled discharge of oil to groundwater, surface water, or soil is prohibited by State and possibly federal laws. Immediate action must be taken to control, contain, and recover discharged product. In general, the following steps are taken: • Eliminate potential spark sources; • If possible and safe to do so, identify and shut down source of the discharge to stop the flow; • Contain the discharge with sorbents, berms, fences, trenches, sandbags, or other material; • Plug drain pipes downgradient from the spill to contain spilled material; • Contact the Facility Response Coordinator or his alternate; • Contact regulatory authorities and the response organization; and, • Collect and dispose of recovered products according to regulation. For the purpose of establishing appropriate response procedures, this ERP Plan classifies discharges as either"minor" or"major," depending on the volume and characteristics of the material released. Table No. 1 presents a list of Emergency Contacts. The list should be posted at prominent locations throughout the facility. If material is released outside the containment areas, it is critical that the material is accurately identified and appropriate control measures are taken in the safest possible manner. Consult the MSDSs file in the Facility office. TABLE No. 1: Emergency Contacts Designated person responsible for emergency response activities: Facility Response Coordinator - Alan Yameen 978.688.1511 General Manager - Dave Barry 978.688.1511 EMERGENCY TELEPHONE NUMBERS: North Andover Fire Department 978.688.9590 or 911 Massachusetts State Police (Andover Barracks) 978.475.3800 MADEP Emergency Response Center 888.304.1133 -3- K:\335-60\Reports\May 2007_Emergency Response Plan\txt.doc MADEP Oil Remediation and Compliance Bureau 888.304.1133 National Response Center (U.S. Coast Guard) 800.424.8802 MADEP 617.292.5000 USEPA, Region 1 617.223.7265 Local Hospital: Lawrence General Hospital 1 General Street Lawrence, MA 01842 978.683.4000 or 911 Poison Control Center 800.442.6305 Emergency Response Contractor: CYN Environmental Services, Inc. 800.622.6365 ENPRO Services, Inc. 800.966.1102 CHEMTREC Emergency 800.424.9300 3.1 RESPONSE TO A MINOR DISCHARGE A"minor" discharge is defined as one that poses no significant harm (or threat) to human health and safety or to the environment. Minor discharges are generally those where: • The quantity of product discharged is small (e.g., may involve less than 10 gallons of oil or gasoline); • Discharged material is easily stopped and controlled at the time of the discharge; • Discharge is localized near the source; • Discharged material is not likely to reach water; • There is little risk to human health or safety; and, • There is little risk of fire or explosion. Minor discharges can usually be cleaned up by BMP personnel. The following guidelines apply: • Immediately notify the Facility Response Coordinator; • Under the direction of the Facility Response Coordinator, contain the discharge with discharge response materials and equipment. Place discharge debris in properly labeled waste containers; -4- K:\335-60\Reports\May 2007—Emergency Response Plan\txt.doc • Inspect stormwater management system catch basins, manholes and Stormceptor units to insure they are free of debris and/or contaminants; • Cleaning of the Stormceptor units shall be completed in accordance with the manufacturer's recommendations. Refer to Owner's Manual presented in the Inspection and Maintenance Plan; • The Facility Response Coordinator will complete the Discharge Notification Form presented in Appendix A; and, • If the discharge involves more than 10 gallons of gasoline or diesel fuel, the Facility Response Coordinator will notify the MADEP Emergency Response Center at 888.304.1133. 3.2 RESPONSE TO A MAJOR DISCHARGE A"major" discharge is defined as one that cannot be safely controlled or cleaned up by facility personnel, such as when: • The discharge is large enough to spread beyond the immediate discharge area; • The discharged material enters water; • The discharge requires special equipment or training to clean up; • The discharged material poses a hazard to human health or safety; or, • There is a danger of fire or explosion. In the event of a major discharge, the following guidelines apply: • All workers must immediately evacuate the discharge site via the designated exit routes and move to the designated staging areas at a safe distance from the discharge. Exit routes are included on the facility diagram and posted in the maintenance building, in the office building, and on the outside wall of the outside shed that contains the spill response equipment; • If the Facility Response Coordinator is not present at the facility, the senior on- site person notifies the Facility Response Coordinator of the discharge and has authority to initiate notification and response. Certain notifications are dependent on the circumstances and type of discharge. For example, if oil reaches a sanitary sewer, the publicly owned treatment works (POTW) should be notified immediately. A discharge that threatens Lake Cochichewick may require immediate notification to the Town Department of Public Works; • The Facility Response Coordinator (or senior on-site person) must call for medical assistance if workers are injured; • The Facility Response Coordinator (or senior on-site person) must notify the Fire Department or Police Department; • The Facility Response Coordinator (or senior on-site person) must call the spill response and cleanup contractors listed in the Emergency Contacts list presented at the front of this Plan; • The Facility Response Coordinator (or senior on-site person) must immediately contact the MADEP Emergency Response Center (888.304.1133) and the National Response Center (888-424-8802); • The Facility Response Coordinator (or senior on-site person) must record the call on the Discharge Notification Form in Appendix A; • The Facility Response Coordinator (or senior on-site person) coordinates cleanup and obtains assistance from a cleanup contractor or other response organization as necessary; and -5- K:\335-60\Reports\May 2007_Emergency Response Plan\txt.doc The Facility Response Coordinator (or senior onsite person) shall inspect all components of the stormwater management system including manholes, catchbasins and Stormceptor units to insure that they are free of debris and contaminants and are functioning properly; and • Cleaning of the Stormceptor units shall be performed in accordance with the manufacturer's recommendations. Refer to the Owner's Manual presented in the Inspection and Maintenance Plan. If the Facility Response Coordinator is not available at the time of the discharge, then the next highest person in seniority assumes responsibility for coordinating response activities. 3.3 WASTE DISPOSAL Wastes resulting from a minor discharge response will be containerized in impervious bags, drums, or buckets. The Facility Response Coordinator will characterize the waste for proper disposal and ensure that it is removed from the facility by a licensed waste hauler within two weeks. Wastes resulting from a major discharge response will be removed and disposed of by a cleanup contractor. 3.4 DISCHARGE NOTIFICATION Any size discharge (i.e., one that creates a sheen, emulsion, or sludge) that affects or threatens to affect navigable waters or adjoining shorelines must be reported immediately to the National Response Center (1-800-424-8802). The Center is staffed 24-hours a day. The person reporting the discharge must provide the following information: • Name, location, organization, and telephone number; • Name and address of the party responsible for the incident; • Date and time of the incident; • Location of the incident; • Source and cause of the release or discharge; • Types of material(s) released or discharged; • Quantity of materials released or discharged; • Danger or threat posed by the release or discharge; • Number and types of injuries (if any); • Media affected or threatened by the discharge (i.e., water, land, air); • Weather conditions at the incident location; and, • Any other information that may help emergency personnel respond to the incident. Contact information for reporting a discharge to the appropriate authorities is listed on the Emergency Contacts sheet at the front of this Plan and is also posted in prominent locations throughout the facility. In addition to the above reporting, 40 CFR 112.4 requires that information be submitted to the EPA Regional Administrator and the appropriate State agency in charge of oil pollution control activities whenever the facility discharges (as defined -6- K:\335-60\Reports\May 2007—Emergency Response Plan\txt.doc in 40 CFR 112.1(b)) more than 1,000 gallons of oil in a single event, or discharges (as defined in 40 CFR 112.1(b)) more than 42 gallons of oil in each of two discharge incidents within a 12-month period. The following information must be submitted to the EPA Regional Administrator and to MADEP within 60 days: • Name of the facility; • Name of the owner/operator; • Location of the facility; • Maximum storage or handling capacity and normal daily throughput; • Corrective action and countermeasures taken, including a description of equipment repairs and replacements; • Description of facility, including maps, flow diagrams, and topographical maps; • Cause of the discharge(s) to navigable waters and adjoining shorelines, including a failure analysis of the system and subsystem in which the failure occurred; • Additional preventive measures taken or contemplated to minimize possibility of recurrence, and, Other pertinent information requested by the Regional Administrator. An Agency Notification Standard Report Form for submitting the information MADEP to the EPA Regional Administrator and to MADEP is included in App requirements for Reporting Oil and Hazardous Waste Spills and Groundwater Contamination to MADEP is presented in Appendix A. 3.5 CLEANUP CONTRACTORS AND EQUIPMENT SUPPLIERS Contact information for specialized spill response and cleanup contractors are provided in Table No. 1. These contractors have the necessary equipment to respond to a discharge of oil at BMP. -7- K:\335-60\Reports\May 2007—Emergency Response Plan\txt.doc tls r e Jr� t 41 ro R �u rdfnr. wre�, yr lro, o o p : AI yn(� fir a VI 11 f "N r �r /, TM'" If li p IV o (ml r dl y (f J 1,�,,gi�pp �� y�u ✓� naJ/ I4°j� r I� a nl Jy' �, �� WW ✓ wvfi (I r, if J e NItio-f ry 1 r /u Cpl i� �� rvlu /,/ ij Ova O yu r(wavvy"" vi;, n rr!m , Y N � /r / n,Ov da % �a 'e pine , p ml /Vl,y p ar , r / / r ir oil 1 p a. Or y'p Jw w r 1 u yf� b �, Ap j," r ry Zvi r �1p i I mil A �G A.Al l rv, p °,,,a I r la` l r �» Ili �N ir 171%,` / / m m Tf as eo. y air u„ i a �" e p�it a' � ��� s� 'rr"j✓"�w G,~f ?i�, o pf�n p r, C`I; nu er i r �aJ / p , 114 b °r 71I YY�Ij/ Ym r E Pu(y aqn G% ,fi I N Figure No. 1 I LOCUS PLAN BUTCHER BOY MARKETPLACE 1077 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS BASED ON U.S.G.S. QUADRANGLE: WORCESTER SOUTH LYNNFIELD ENGINEERING, INC. LATITUDE: 42' 42' 52.45°N DANVERS, MASSACHUSETTS LONGITUDE: 71' 06' 52.07"W JUNE 2007 APPENDIX A Discharge Notification Form/ Agency; Notification Staneard Report Discharge Notification Form Past A D' Gharge;Ifofmatori..._ General information when reporting a spill to outside authorities: Name: Butcher Boy Marketplace Address: 1077 Osgood Street North Andover, MA 01845 Telephone: 978.688.1511 Owner/Operator: Angus Realty 1077 Osgood Street North Andover, MA 01845 Primary Contact: Alan Yameen, Facility Response Coordinator Work: 978.688.1511 Type of oil: Discharge Date and Time: Quantity released: Discovery Date and Time: Quantity released to a water body: Discharge Duration: Location/Source: Actions taken to stop, remove, and mitigate impacts of the discharge: Affected media: ❑ air ❑ water ❑ soil ❑ storm water sewer/POTW ❑ dike/berm/oil-water separator ❑ other: Notification person: Telephone contact: Business: 24-hr: Nature of discharges, environmental/health effects, and damages: Injuries, fatalities or evacuation required? Page 1 of 4 K:\335-60\Reports\May 2007_Emergency Response Plan\app A.doc Part:B Notification CheckFist:: Date and time Name of person receiving call Discharge in any amount Alan Yameen, Facility Response Coordinator 978.688.1511 Discharge in amount exceeding 25 gallons Local Fire Department 978.688.9590 or 911 MADEP Hazardous Materials and Waste Spills 888.304.1133 Discharge in any amount and affecting (or threatening to affect) a water body Local Fire Department 978.688.9590 or 911 MADEP Hazardous Materials and Waste Spills 888.304.1133 National Response Center 800.424.8802 CHEMTREC Emergency 800.424.9300 Page 2 of 4 K:\335-60\Reports\May 2007_Emergency Response Plan\app A.doc Agency Notification Standard Report Information contained in this report, and any supporting documentation, must be submitted to the EPA Region 1 Regional Administrator, and to MADEP, within 60 days of the qualifying discharge incident. Facility: Butcher Boy Marketplace Owner/operator: Angus Realty 1077 Osgood Street North Andover, MA 01845 Name of person filing report: Location: 1077 Osgood Street North Andover, MA 01845 Maximum storage capacity: Daily throughput: Nature of qualifying incident(s): ❑ Discharge to navigable waters or adjoining shorelines exceeding 1,000 gallons ❑ Second discharge exceeding 42 gallons within a 12-month period. Description of facility (attach maps, flow diagrams, and topographical maps): Page 3 of 4 K;\335-60\Reports\May 2007_Emergency Response Plan\app A.doc Cause of the discharge(s), including a failure analysis of the system and subsystems in which the failure occurred: Corrective actions and countermeasures taken, including a description of equipment repairs and replacements: Additional preventive measures taken or contemplated to minimize possibility of recurrence: Other pertinent information: K:\335-60\Reports\May 2007_Emergency Response Plan\app A.doc ATTACHMENT NO. Stormwater Analysis and Calculations a STORMWATER ANALYSIS AND CALCi,TLATIONS located at BUTCHER BOY MARKETS 1077 OSGOOD STREET (ROUTE 125) NORTH ANDOVER, MASSACHUSETTS Owner: Angus Realty Corporation 1077 Osgood Street North Andover, Massachusetts 01845 February 9, 2007 Revised: May 18, 2007 TABLE'OF CONTENTS Calculation Methods Source of Data Report Summary: * Calculation Objectives * Selection of Storm Events * Classification of Soils * Existing Conditions Overview * Proposed Conditions Overview * Performance of Stormwater Management Facility * Weighted TSS Removal * Summary of Peak Runoff Rates * North Andover Bylaw Standards Stormwater Analysis: * Existing Conditions • Watershed Routing Diagram • 1-Year 24-Hour Storm Event Analysis • 10-Year 24-Hour Storm Event Analysis • 100-Year 24-Hour Storm Event Analysis * Proposed Conditions Watershed Routing Diagram 1-Year 24-Hour Storm Event Analysis • 10-Year 24-Hour Storm Event Analysis 100-Year 24-Hour Storm Event Analysis Appendix: * TSS Removal Worksheet * Stormceptor Sizing Tables * Stormwater Management Form—WPA Appendix C * Inspection and Maintenance Plan * Existing Watershed Plan * Proposed Watershed Plan CALCULATION OBJECTIVE ill both The purpose of this analysis is to design a stormwater managemntsystem flow t os,construction lower pollutant loads in the stormwater as well as reducing the peak. p drainage below that of the existing conditions peak flow at selected design points. Drainage maps are included to.depict existing and proposed watershed (or subcatchment) areas. SELECTION OF STORM EVENTS The storm events have been compiled from the Soil Conservation Service Technical Report No. 55 and the U.S. Department of Commerce Technical Paper No. 40. Rainfall frequency data has been provided as follows: Frequency Rainfall 1 2.5" 10 4.25" 100 6.5" CLASSIFICATION OF SOILS Based on Soil Conservation Service Mapes Essex he total nwatershed o area for analysis: following soil types have been identified WrB - Woodbridge Fine Sandy Loam—Moderately Well Drained—Hydrologic Group C Ur - Urban Land— Soils Altered'or Obscured by Urban Works and Structures —Hydrologic Group C EXISTING CONDITIONS OVERVIEW Great The subject property is located at the intersection of Osgood and Street Ro to 125) But her Boy Pond Road(Route 133) in North Andover,Massachusetts, Markets. The property has an area of 9.129± acres, and the existing site predominately impervious'surfaces. The northern 3/4 of the site is occupied by the building of But of the site c retains a det ntaon d parking areas around the building. The southwestern comer basin designed as an overflow area for the existing drainage system. Runoff from the paved areas is collected in catch basins around the site and eventually crosses Osgood Street via underground pipe and proceeds in a northwesterly direction into the Clark Street storm drain system. The property is abutted by an area of bordering vegetated wetlands to the east, a similar area of wetlands to the west across Osgood Street, and Lake Cochichewick to the south across Great Pond Road. PROPOSED CONDITIONS OVERVIEW The applicant is proposing the construction of a new parking lot in the southwest corner of the property. This lot would increase overall parking on site by,a total of 67 spaces. A portion of the southern property entrance will have to be shifted north to make room for this new parking layout, but the curb cut and pavement within the right-of-way of Osgood Street would remain unchanged. Stormwater from the proposed additional pavement, as well as paved areas formerly routed into C1353, will now be routed into two (2) new catch Basins (PCB#2 and PCB#3). These catch basins are connected to Stormceptor Model 900i water quality inlets and will convey runoff into a subsurface stormwater detention system(Pond 100) made up of a network of 24" HDPE pipes. This system is designed to detain the first 0.5" of stormwater runoff volume from the contributing impervious area(1,320 CF of runoff). It will also temporarily detain the stormwater runoff, while a concrete outlet control structure built into PDMH#1 will allow stormwater to pass into the existing system at a controlled rate. This rate will match the existing flows from CB#53 and the other CB in the entrance drive,thereby having no effect on the total rate of runoff from the site for the 1-year, 10-year, and 100-year 24- hour storm events. For the purposes of this drainage study, only the flow that enters the pipes connected to CB53and the second existing catch basin in the entry drive were analyzed, since this was the only portion of the existing system that will be affected by the proposed design. DESIGN POINTS Three design points (DP) were chosen for this analysis. Design Point#1 is defined as the drainage reaches connected to the two catch basins in the existing entrance driveway. Design Point#2 is the property line where the entry drive connects to Osgood St. (Rte 125). Design Point# 3 is the southern property line next to Rte.133. 2 PERFORMANCE OF THE PROPOSED STORMWATER MANAGEMENT.FACILITY. POND#100 Peak Peak Peak Peak Inflow Storage Elevation Outflow g � Storm Event (CFS) CFS) ((CF) , 1 1.6 0.4 2,126 129.86 10 2.9 0.7 3,693 130.26 100 4.5 1.1 5,845 130.92 SUMMARY OF PEAK RUNOFF RATES The table below illustrates the predicted peak storrnwater flows from the site with comparison to existing conditions. DESIGN POINT#1-Existing vs.Prop.osed Proposed CFS Storm Event Existin CFS 1 0.4 0.4 10 0.8 0.7 100 2.2 1.1 DESIGN POINT#2-Existing vs.Proposed Storm Event Existing(CFS) Proposed (CFS) 1 0.0 0.1 10 0.1 0.1 100 0.1 0.1 3 DESIGN POINT#3-Exisitng vs.Proposed Storm Event Exist in CFS Pro osed(CFS 1 0.8 0.7 10 2.5 2.0 100 5.0 4.1 Weighted TSS Removal Rate SC#25 + SC#26+94%of Impervious Area(87%TSS Removal) Difference between existing SC#36 and proposed SC#40=2% of Impervious Area(0%TSS Removal) Runoff to proposed SC#38 =4% of Impervious Area(25%TSS Removal) (0.94)(87)+(0.02)(0)+(0.04)(25)= 82.8%Weighted TSS Removal from Impervious Areas. North And BYlaw Standards 1. The proposal does not introduce untreated storinwater directly to or cause erosion in a wetland resource area. Stormwater is collected into stormwater quality lets (Stormceptor mod el 900 conveyed to an extended detention pond. ) s 2. The post-development peak rates for the 1-year, 10-year, and 100-year 24-hour storm events do not exceed the overall pre-development rates. The attached table entitled "Summary of Peak Runoff Rate" depicts the peak flow rates for pre and post conditions. 3. In accordance with the DEP Stormwater Manual Volume I,Page 1-27 infiltration is restricted within a Zone A of a reservoir. The proposed parking field is located within a Zone A,therefore infiltration has not been proposed. average)of the 4. The stormwater system has been The attached TSS worksheet summarizes Total Suspended Solids (TSS) es the removal rates. 5. The runoff volume to be treated and the removal rates have been based upon the DEP Stormwater Manual. 6. This project is not considered a land use with higher potential pollutant lands. 7. Lake Cochichewick is locatedstem which flows across Osg000f Street, nd into the is directed into a closed dram system, Clarke Street drainage system. The stormwater does not flow into Lake Cochichewick and is directed towards the Merrimack River. 8. This project is not considered a redevelopment. 9. See the attached plans for the details on the erosion and sediment control devices. CAR\eew\F:\\4804\WORD\reports\Stormwater\Narrative.doc 5 EXISTING CONDITIONS WATERSHED. ROUTING DIAGRAM N . N T N C1l N v co Q.LO o f.,,r, s. :. ` ` d Q M Cn v cq o � 00 LU _ N CD co Lo p o N ° ° tm >, a) C:) r C Q (o I--Ro //Q U � o -`a t� m co c m co m L � N W 7'3 co U o V U . .to f]! CL .... EXISTING CONDITIONS I-YEAR STORM EVENT ANALYSIS artial Type 11124-hr 9-yr Rainfall=2.50" 4804existing_p Page 1 Prepared by Meridian Associates, Inc. 6/14/2007 H droCADO 7.00 s/n 000814 ©1986-2003 Applied Microcomputer.Systems Subcatchment 30: Area into CB53 Runoff = 0.2 cfs @ 12.09 hrs, Volume= 0.01 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Areas CN Description 2,687 98 Paved parking & roofs HSG C 2,000 79 50-75% Grass cover, Fair, 4,687 90 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 6.0 Subcatchment 35: Area into Det. Basin Runoff = 0.3 cfs @ 12.10 hrs, Volume= 0.02 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt=0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Areas CN Descri tion 12,240 79 50-75% Grass cover, Fair, HSG C Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Direct Entry, 6.0 Subcatchment 36: Runoff to DP#2 Runoff = 0.0 cfs @ 12.08 hrs, Volume= 0.00 af, Depth= 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Areas CN Description 680 98 Paved Grass coverr, Good, HSG C& roofs 101 74 ° 781 95 Weighted Average Tc Length Slope Velocity Capaci Description min feet f ft- fUsec cf Direct Entry, 6.0 4804existing_partia) Type /H 24-hr 1-yr Rainfall=2.50" Page 2 Prepared by Meridian Associates, Inc. 6/14/2007 H droCAD®7.00 s/n 000814 ©1986-2003 Applied Microcom uter.S stems Subcatchment 37: Runoff to D1P#3 Runoff = 0.8 cfs @ 12.10 hrs, Volume= 0.06 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Areas CN Description 26,850 74 >75% Grass cover, Good, HSG C 21,872 79 50-75% Grass cover, Fair, HSG C 48,722 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 6.0 Subcatchment 38: Area into CB Runoff = 0.2 cfs @ 12.09 hrs, Volume= 0.01 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Areas CN Description 2,687 98 Paved parking & roofs 2.000 79 ____/o Grass cover, Fair HSG C 4,687 90 Weighted Average Tc Length Slope Velocity Capacity Description min feet (ft/ft). ft/sec cfs Direct Entry, 6.0 Reach 29: Reach into CB1 (DP#1) Inflow Area = 0.389 ac, Inflow Depth = 0.42" for 1-yr event 0.2 cfs @ 12.09 hrs, Volume= 0.01 of Inflow - ten= 1%, Lag= 1.4 min Outflow = 0.2 cfs @ 12.11 hrs, Volume= 0.01 af, At Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max.Velocity= 2.4 fps, Min. Travel Time=0.8 min Avg.Velocity = 0.8 fps, Avg. Travel Time= 2.4 min Peak Depth= 0.15' @ 12.10 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 121.0' Slope= 0.0107 '/' Type 111 24-hr 1-yr Rainfall=2.50" 4804existing_partial Page 3 Prepared by Meridian Associates, Inc. 6/14/2007 H droCADO 7.00 sin 000814 © 1986-2003 A lied Microcom uter S stems Reach 31: Reach into CB53 0.281 ac, Inflow Depth= 0.00',' for 1-yr event Inflow Area = e= 0.00 of 0,00 hrs, Volume= Inflow = 0.0 cfs @ 0.00 af, Atten= 0%, Lag= 0.0 min Outflow - 0.0 cfs @ 0.00 hrs, Volume= Routing by Stor-Ind+Trans method, Time O Spa0n= 0,00-24.00 hrs, dt= 0.01 hrs Max.Velocity=0.0 fps, Min. Travel Tim min Avg.Velocity= 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0-00' @ 0.00 hrs Capacity at bank full= 22.6 cfs 24.0" Diameter Pipe n=0.013 Length= 23.0' Slope= 0.0100 '/' Reach 40R: Reach into CB1 (DP#1) Inflow Area = . 0.108 ac, Inflow Depth = 1.53" for 1-yr event 0.01 af - 1.3min Inflow = 0.2 cfs @ 12.09 hrs, Volume= 0.01 af, Atten= 1%, Lag= Outflow = 0.2 cfs @ 12.11 hrs, Volume= Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max.Velocit 1.9 fps, Min.Travel Time=me= 2 2 m n Avg. Velocity 0.7 fps, Avg. Peak Depth= 0.19' @ 12.10 hrs Capacity at bank full= 2.5 cfs th= 85.0' Slope= 0.00497 12.0" Diameter Pipe n= 0.013 Leng Reach 41 R: DP#1 Inflow Area = 0.496 ac, Inflow Depth = 0.66" for 10 03 af Inflow = 0.4 cfs @ 12.11 hrs, Volume= 0.0 min Outflow = 0.4 cfs @ 12.11 hrs, Volume= 0.03 af, Atten=0%, Lag= Routing by Stor-Ind+Trans method, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Max.Velocity= 2.6 fps, Min.Travel I e 0 0 min Avg.Velocity 2.0 fps, Avg. ravel Time= Peak Depth= 0.11' @ 12.11 hrs Capacity at bank full= 1,170.1 cfs 99.0" Diameter Pipe n= 0.011 Length= 1.0' Slope= 0.0100 '/' Pond 21: CB 53 Inflow Area = 0.389 ac, Inflow Depth = 0.42" for 10 r of event Inflow - 0.2 cfs @ 12.09 hrs, Volume=0.2 cfs @ 12.09 hrs, Volume= 0.01 af, Atten= 0%, Lag= 0.0 min Outflow = 0.01 of Primary = 0.2 cfs @ 12.09 hrs, Volume= Routing by Stor-Ind method,Time Span= 0.00-24.00 hrs, dt=0.01 hrs 4804existing_partial Type 11124-hr 1-yr Rainfall=2.50" Prepared by Meridian Associates, Inc. Page 4 HydroCADO 7.00 s/n 000814 ©1 986-2003 Applied Microcomputer Systems 6/1 4/2007 Peak Elev= 129.60' @ 12.09 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 129.40' 15.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.2 cfs @ 12.09 hrs HW=129.60' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 0.2 cfs @ 1.5 fps) Pond 22: DIET BASIN Inflow Area = 0.281 ac, Inflow Depth = 0.84" for 1-yr event Inflow = 0.3 cfs @ 12.10 hrs, Volume= 0,02 of Outflow = 0.0 cfs @ 13,67 hrs, Volume= 0.02 af, Atten= 91%, Lag= 94.6 min Discarded = 0.0 cfs @ 13.67 hrs, Volume= 0.02 of Primary, = 0.0 cfs @ 0.00 hrs, Volume= 0.00 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs- Peak Elev= 129.33' @ 13.67 hrs Surf.Area= 1,027 sf Storage= 381 cf Plug-Flow detention time= 222.9 min calculated for 0.02 of(86% of inflow) Center-of-Mass det. time= 159.6 min ( 1,018.8-859.2) # Invert Avail.Storage Storage Description 1 129.00' 10,090 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 129.00 55 39.0 0 0 55 130.00 2,963 219.0 1,141 1,141 3,753 131.00 4,295 254.0 3,608 4,749 5,091 132.00 6,461 303.0 5,341 10,090 7,281 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Primary 129.43' 24.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.0 cfs @ 13.67 hrs HW=129.33' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=0.0 cfs @ 0.00 hrs HW=129.00' (Free Discharge) t-2=Orifice/Grate (Controls 0.0 cfs) Pond 39P: CB Inflow Area = 0.108 ac, Inflow Depth = 1.53" for 1-yr event Inflow = 0.2 cfs @ 12.09 hrs, Volume= 0.01 of Outflow = 0.2 cfs @ 12.09 hrs, Volume= 0.01 af, Atten= 0%, Lag= 0.0 min Primary = 0.2 cfs @ 12.09 hrs, Volume= 0.01 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Page 5 4804existing_Partial Inc 6/1412007 Prepared by Meridian �S4 ates,H droCAD®7.00 sln 0001986-2003 A lied Microcom uter S s ems Peak Elev= 129.81' @ 12.09 hrs Plug Flow detention time= 0.0 min calculated 1 Oj 1 of(100% of inflow) Center-of-Mass det.time= 0.0 min ( 81 # Routin Invert Outlet Devices rifi OcelGrate C= 0.600 129.60' 12.0"Vert. 1 Primary HW=129 81' (Free Discharge) OutFlow Max=0.2 cfs @ 12.09 hrs It—,=Orifice/Grate 6 f p s) Primary Orifice Controls 0.2 cfs @ EXISTING CONDITIONS 10-YEAR STORM EVENT .ANALYSIS Type /// 24-hr 10-yr RainfallPage= " 4804existing_partial Prepared by Meridian Associates, Inc. stems 5/21/2007 H droCADO 7.00 s/n 000814 © 1986 2003 A lied Microcom uter S Subcatchment 30: Area into CB53 Runoff = 0,4 cfs @ 12.09 hrs, Volume= 0.03 af, Depth= 3.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= Q.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25 Area (sD CN Description 2,687 98 Paved parking & roofs 21000 79 50-75% Grass cover Fair HSG C 4,687 90 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftIft ft/sec Direct Entry, 6.0 Subcatchment 35: Area into Det. Basin Runoff = 0.7 cfs @ 12.09 hrs, Volume= 0.05 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25 Areas CN Description HSG C 12,240 79 50-75% Grass cover, Fair, Tc Length Slope Velocity Capacity cf Description min fact ft/ft Direct Entry, 6.0 Subcatchment 36: Runoff to DP#2 Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.01 af, Depth= 3.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25 Areas CN Description & roofs 680 101 98 Paved 5�G ass parking Good, HSG C 101 74 781 95 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry,. 6.0 Type 11124-hr 10-yr Rainfal P 4 2 7" 4804existing_partiai 5/21age 7 Prepared by Meridian Associates, Inc. H droCAD®7.00 s/n 000814 © 1986-2003 Diied Microcomputer System Sub catchment 37: Runoff to DP#3 Runoff = 2.5 cfs @ 12.09 hrs; Volume= 0.18 af, Depth= 1.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25. Area (sD 26,850 74 >75% Grass cover, Good, HS G C 21,872- 79 50-75% Grass cover, Fair HSG C .48 722 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Direct Entry, 6.0 Subcatchment 38: Area into CB. Runoff = 0.4 cfs @ 12.09 hrs, Volume= 0.03 af, Depth= 3.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 111.24-hr 10=yr Rainfall=4.25 Areas CN Description 2,687, 98 Paved parking & roofs 2,000 79 50-75% Grass cover Fair, HSG C 4,687 90 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec Direct Entry, 6.0 Reach 29: Reach into"M (DP#1) Inflow Area = 0.389 ac, Inflow Depth = 1.39" for 100 05 of event Inflow = 0.5 cfs @ 12.23 hrs; Volume= 1.0 min Outflow = 0.5 cfs,@ 12.25 hrs, Volume= 0.05 af, Atten= 0%, Lag= Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.1 fps; Min. Travel Time= 0.7 min Avg. Velocity = 1.1 fps, Avg. Travel Time= 1.9 min Peak Depth= 0.22' @ 12.24 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013. Length= 121.0' Slope= 0.0107 '/' partial Type /// 24-hr 10-yr Rainfall=4.25" 4 804existin g_ Page 8 Prepared by Meridian Associates, Inc. 5/21/2007 H droCAD®7.00 s/n 000814 © 1986-2003 Applied Microcomputer 5 stems Reach 31: Reach into CB53 Inflow Area = 0.281 ac, Inflow.Depth = 0.72" for 10-yr event Inflow = 0.3 cfs @ 12.29 hrs, Volume= 0.02 of Outflow. = 0.3 cfs @ 12.30 hrs, Volume= 0.02.af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 2.5 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.2 fps, Avg. Travel Time= 0.3 min Peak Depth= 0.16' @ 12.30 hrs Capacity at.bank full= 22.6 cfs 24.0" Diameter Pipe n= 0.013 Length= 23.0' Slope= 0.0100 '/' Reach 40R: Reach into CB1 (DP#1) Inflow Area = 0.108 ac; Inflow Depth = 3.15" for J0-yr of event Inflow - 0.4 cfs @ 12.09 hrs, Volume= Outflow = 0.4 cfs @ . 12.10 hrs, Volume= 0.03 af, Atten= 0°%o, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 2.3 fps, Min. Travel Time= 0.6 min Avg. Velocity = 0.8 fps, Avg. Travel Time= 1.8 min Peak Depth= 0.27' @ 12.09 hrs Capacity at bank full= 2.5 cfs 12.0" Diameter Pipe n= 0.013 Length= 85.0' Slope= 0.0049 '/' Reach 41R: DP#1 Inflow Area = 0.496 ac, Inflow Depth = 1.77" for I 0 07 of event Inflow = 0.8 cfs @ 12.12 hrs, Volume= 0.07 af, Atten= 0%, Lag= 0.0 min Outflow = 0.8 cfs @ 12.12 hrs, Volume= Routing by Stor-Ind+Trans method, Time Span=0 m 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.1 fps, Min. Travel Tim eO Avg.Velocity = 2.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.16' @ 12.12 hrs Capacity at bank full= 1,170.1 cfs 99.0" Diameter Pipe n= 0.011 Length= 1.0' Slope= 0.0100 '/' Pond 21: CB 53 Inflow Area = 0.389 ac, Inflow Depth = 1.39" for 10 event 0. 5 of Inflow = 0.5 cfs @ 12.23 hrs, Volume= 0.-05 af, Atten= 0%, Lag= 0.0 min Outflow = 0.5 cfs @ 12.23 hrs, Volume= 0.05 of Primary = 0.5 cfs @ 12.23 hrs, Volume= Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type /// 24-hr 10-yr Rainfall=.2 9" 4804existing_partial Prepared by Meridian Associates, Inc. 5/21/2007 H droCAD®7.00 s/n 000814 © 1986-2003 A lied Microcomputer System Peak Elev= 129.71' @ 12.23 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routin Invert Outlet Devices 1 Primary 129.40' 15.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.5 cfs @ 12.23 hrs HW=129.71' (Free Discharge) t--1=Orifice/Grate (Orifice Controls 0.5 cfs @ 1.9 fps) Pond 22: DET BASIN Inflow Area = 0.281 ac, Inflow Depth = 2.17" for 10-yr event 12.09 hrs, Volume= 0.05 of 12.2 min Inflow = 0:7 cfs @ 0.05 af, Atten= 55%, .Lag= Outflow = 0.3 cfs'@ 12.29 hrs, Volume= 0.03 of Discarded = 0.0 cfs @ 12.29 hrs, Volume= 0.02 of Primary = 0,3 cfs @ 12.29 hrs, Volume= Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.64' @ 12.29 hrs Surf.Area= 1,920 sf Storage= 731 cf Plug-Flow detention time= 142.2 min calculated for 0.05 of (89% of inflow) Center-of-Mass det. time= 90.9 min ( 922.0 - 831.1 ) # Invert Avail.Stora a Storage Description 1 129.00' 10,090 cf Custom Stage Data (Irregular) Listed below Inc.Store Cum.Store Wet.Area Elevation Surf.Area Perim. cu bic fe et s -ft feet s -ft feet cubic-feet 55 0 0 129.00 55 39.0 1,141 1,141 3,753 130.00 2,963 219.0 4,749 5,091 4,295 254.0 3,3 7,281 131:00 5,341 41 10,090 132.00 6,461 303.0 # Routin Invert Outlet Devices 1 Discarded 0.00 2.0001 Vefpm rif Orifice/Grate n C= 0 600re Surface area 2 Primary .129.43 4 low Max=0.0.cfs @ 12.29 hrs HW=129.64' (Free Discharge) Discarded OutF t- -1=Exfiltration (Exfiltration Controls 0.0 cfs) Prima OutFlow Max=0.3 cfs @ 12.29 hrs HW=129 64' (Free Discharge) Primary 1.6 f t-2=Orifice/Grate (Orifice Controls 0.3 cfs @ p Pond 39P: CB Inflow Area = 0.108 ac, Inflow Depth = 3.15" for 10 03 of event Inflow = 0.4 cfs @ 12.09 hrs, Volume= 0.03 af, Atten= 0%, Lag= 0.0 min Outflow = 0.4 cfs @ 12.09 hrs, Volume= 0,03 of Primary = 0.4 cfs @ 12.09 hrs, Volume= Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 4804existing_partial Type /// 24-hr 90-yr Rainfall=4:25" Prepared by Meridian Associates, Inc. Page 10 HydroCAD®7.00 s/n 000814 Q 1986-2003 Applied Microcomputer Systems 5/21/2007 Peak Elev= 129.91' @ 12.09 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 129.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.4 cfs @ 12.09 hrs HW=129.91' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 0.4 cfs @ 1.9 fps) 1 EXISTING CONDITIONS 100-YEAR STORM EVENT ANALYSIS 4804existing_partial Type 11124-hr 100-yr Rainfall=6.50" Prepared by Meridian Associates, Inc. Page 11 HydroCAD®7 00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 5/21/2007 Subcatchment 30: Area into CB53 Runoff = 0.6 cfs @ 12.08 hrs, Volume= 0.05 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Area (sf) CN Description 2,687 98 Paved parking & roofs 2,000 79 50-75% Grass cover, Fair, HSG C 4,687 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 35: Area into Det. Basin Runoff = 1.4 cfs @ 12.09 hrs, Volume= 0.10 af, Depth= 4.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Areas CN Description 12,240 79 50-75% Grass cover, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 36: Runoff to DP#2 Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.01 af, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Areas CN Description 680 98 Paved parking & roofs 101 74 >75% Grass cover, Good, HSG C 781 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 4804existing_partial Type 11124-hr 100-yr Rainfall=6.50" Page 12 Prepared by Meridian Associates, Inc. 5/21/2007 H droCADO7.00 s/n 000814 © 1986-2003 Applied microcomputer Systems Subcatchment 37: Runoff to DP#3 Runoff = 5.0 cfs @ 12.09 hrs, Volume= 0.36 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS; Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Areas CN Description 26,850 74 >75% Grass cover, Good, HSG C 21,872 79 50-75% Grass cover Fair, HSG C 48,722 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Subcatchment 38: Area into CB Runoff = 0.6 cfs @ 12.08 hrs, Volume= 0.05 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Areas CN Description 2,687 98 Paved parking & roofs HSG C 2,000 79 50-75% Grass cover, Fair, 4,687 90 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Reach 29: Reach into CB1 (DP#1) Inflow Area = 0.389 ac, Inflow Depth = 3.11" for .100-yr event Inflow = 1.6 cfs @ 12.12 hrs, Volume= 0.10 of . 0 0.8 min Outflow = 1.6 cfs @ 12.14 hrs, Volume= 0.10 af, Atten= 0%, Lag= Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity=4.5 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 1.6 min Peak Depth= 0.41' @ 12.13 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 121.0' Slope= 0.0107 '/' Type 111 24-hr 100-yr Rainfall= 503' 4804existi n.g_partial Prepared by Meridian Associates, Inc. 5/21/2007 H droCADQ 7.00 s/n 000814 O 1986-2003 A lied Microcomputer Systems Reach 31: Reach into CB53 Inflow Area= 0.281 ac, Inflow Depth = 2.26" .for 10000-yra event Inflow = 1.0 cfs @ 12.14 hrs, Volume= 0.05 af, Atten= 0%, Lag= 0.2 min Outflow = 1.0 cfs @ 12.15 hrs, Volume= Routin by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs g Max. Velocity= 3.7 fps, Min.Travel Time= 0.1 min Avg. Velocity = 1.4 fps; Avg. Travel Time= 0.3 min Peak Depth= 0.29' @ 12.15 hrs I Capacity at bank full= 22.6 cfs 24.0" Diameter Pipe n= 0.013 Length= 23.0' Slope= 0.01007 Reach 40R: Reach into CB1 (DP#1) Inflow Area = 0.108 ac, Inflow Depth = 5.33 for 10000-yr event _ Inflow = 0.6 cfs @ 12.08 hrs, Volume= 0.05 af, Atten= 0%, Lag='0.9 min Outflow = 0.6 cfs @ 12.10 hrs, Volume= Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 2.7 fps, Min.Travel/ Ti me=�6 min Avg. Velocity = 0.9 fps, Avg. Peak Depth= 0.34' @ 12.09 hrs Capacity at bank full= 2.5 cfs 12.0" Diameter Pipe n= 0.013 Length= 85.0' Slope= 0.0049.T Reach MR: DP#1 Inflow Area = 0.496 ac, Inflow Depth = 3.59" for 1000 5r event Inflow = 2.2 cfs @ 12.12 hrs, Volume= 0.15 af, Atten= 0%, Lag= 0.0 min Outflow = 2.2 cfs @ 12.12 hrs, Volume= Routing by Stor-Ind+Trans method, Time T 0 0 m0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.2 fps, Min. T = 0.0 Time= Avg. Velocity = 2.0 fps, Avg. ravel me Peak Depth= 0.26' @ 12.12 hrs Capacity at bank full= 1,170.1 cfs 99.0" Diameter Pipe n= 0.011 Length= 1.0' Slope= 0.0100 '/' Pond 21: CB 53 Inflow Area = 0.389 ac, Inflow Depth = 3.11" for 100-yr event Inflow � = 1.6 cfs @ 12.12 hrs, Volume= 0.10 of 0.10 af, Atten= 0% , Lag= 0.0 min Outflow = 1.6 cfs @ 12.12 hrs, Volume= 0.10 of Primary = 1.6 cfs @ 12.12 hrs, Volume= Routing by Stor-Ind method,Time*Span= 0.00-24.00 hrs, dt= 0.01 hrs 4804existing_partial Type /// 24-hr 100-yr Rainfall=6.50" Page 15 Prepared by Meridian Associates, Inc. 5/21/2007 H droCAD®7.00 s/n 000814 © 1986-2003 Applied Microcom uter S stems Peak Elev= 130.00' @ 12.08 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 129.60' 12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.6 cfs @ 12.08 hrs HW=130.00' (Free Discharge) t-1=Orifice/G rate (Orifice Controls 0.6 cfs @ 2.2 fps) PROPOSED CONDI'T'IONS n�v--M CD n O O O Q. U .� 0 s Q co 00 Co.1 U N Co O co m E CL OO O 'a co -� p r o0 ca C Q Q oa~ Cl a. a U i o (�.. N . ^\ 9 y q z T� . �r Q PROPOSED CONDITIONS. 1-YEAR STORM EVENT ANALYSIS 4804proposed_partial Type 111 24-hr 1-yr Rainfall=2.50" Prepared by Meridian Associates, Inc. Pagel HydroCADQ 7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 5/21/2007 Subcatchment 25: Area into PCB#2 Runoff = 0.9 cfs @ 12.08 hrs, Volume= 0.07 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50." Area (sf) CN Description 1,373 74 >75% Grass cover, Good, HSG C 15,949 98 Paved parking & roofs 17,322 96 Weighted Average. Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 26: Area into-PCB#3 Runoff = 0.6 cfs @ 12.08 hrs, Volume= 0.05 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Area (sD CN Description 437 74 >75% Grass cover, Good, HSG C 10,968 98 Paved parking & roofs 11,405 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 39: Runoff to DP#3 Runoff - 0.7 cfs @ 12.10 hrs, Volume= 0.05 af,. Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Area (sf) CN Description 20,570 74 >75% Grass cover, Good, HSG C 18,903 79 50-75% Grass cover, Fair, HSG C 39,473 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 4804proposed_partial Type 111 24-hr 1-yr Rainfall=2.50" Prepared by Meridian Associates, Inc. Page 2 HydroCAD®7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 5/21/2007 Subcatchment 40: Runoff to DP#2 Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.00 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Area (sf) CN Description 992 . 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) .(ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 41: Area to PCB#6 Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.01 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Area (sf) CN Description 2,154 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Reach 29: DP#1 Inflow Area = 0.709 ac, Inflow Depth = 2.07" for 1-yr event Inflow = 0.4 cfs @ 12.47 hrs, Volume= 0.12 of Outflow = 0.4*cfs @ 12.48 hrs, Volume= 0.12 af, Atten= 0%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.0 fps, Min. Travel Time= 0.4 min Avg. Velocity= 1.5 fps, Avg. Travel Time= 0.9 min Peak Depth= 0.20' @ 12.48 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= 0.0107 '/' Pond 100: HDPE Pipes with Wier Manhole Inflow Area = 0.709 ac, Inflow Depth = 2.11" for 1-yr event Inflow = 1.6 cfs @ 12.08 hrs, Volume= 0.12 of Outflow = 0.4 cfs @ .12.47 hrs, Volume= 0.12 af, Atten= 76%, Lag= 23.2 min Primary = 0.4 cfs @ 12:47 hrs, Volume= 0.12 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs PROPOSED CONDITIONS 10-YEAR STORM EVENT ANALYSIS Type 11124-hr 10-yr Rainfall age 4 4804proposed_partial Prepared by Meridian Associates, Inc. 5/21/2007 H dr6CADD 7.00 s/1, 000814 Q 1986-2003.A Tied Microcom uter systems Subcatchment 25: Area into PCB#2 Runoff = 1.6 cfs @ 12.08 hrs, Volume= 0.13 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25 Area Isfi CN Description 1,373 74 >75% Grass cover, Good, HSG C 15,949 98 Paved & roofs 17,322 96 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/s Direct Entry, 6.0 Subcatchment 26: Area into PCB#3 Runoff = 1.1 cfs @ 12.08 hrs; Volume= 0.09 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Time.Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25 Areas CN Description 437 . 74 >75% Grass cover, Good, HSG C 10,968 98 Paved parking & roofs 11,405 97 Weighted Average Tc Length Slft Vselcy Cap cfs Description min feet Direct Entry, 6.0 Subcatchment 39: Runoff to DP#3 Runoff = 2.0 cfs @ 12.09 hrs, Volume= 0.15 af, Depth= 1.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfal1=4.25 Area CN Descri otion 20,570 74 . >75% Grass cover, Good, HSG G 18,903 79 50-75% Grass cover, Fair, HSG C 39,473 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 6.0 4804proposed_partial Type 11124-hr 10-yr Rainfall=4.25" Prepared by Meridian Associates, Inc. Page 5 HydroCAD®7 00' s/n 000814 © 1986-2003 Applied Microcomputer Systems 5/21/2007 Subcatchment 40: Runoff to DP#2 Runoff = 0.1. cfs @ 12.08 hrs, Volume= 0.01 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 992 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 41: Area to PCB#6 Runoff = 0.2 cfs @ 12.08 hrs, Volume= 0.02 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs. Type III 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 2,154 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Reach 29: DP#1 Inflow Area = 0.709 ac, Inflow Depth = 3.78 for 10-yr event Inflow = 0.7 cfs @ 12.45 hrs, Volume 0.22 of Outflow = 0.7 cfs @ 12.46 hrs, Volume= 0.22 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span=.0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.6 fps; Min. Travel Time= 0.4 min Avg. Velocity = 1.8 fps, Avg. Travel Time= 0.7 min Peak Depth= 0.28' @ 12.45 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= 0.0107 '/' Pond 100: HDPE Pipes with Wier Manhole Inflow Area = 0.709 ac, Inflow Depth = 3.84" for 10-yr event Inflow = 2.9 cfs @ 12.08 hrs, Volume= 0.23 of Outflow = 0.7 cfs @ 12.45 hrs, Volume= 0.22 af, Atten= 75%, Lag= 21.9 min Primary = 0.7 cfs @ 12.45 hrs, Volume= 0.22 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 4804proposed_part1al Type 111 24-hr 10-yr Rainfall=4.25" Prepared by Meridian Associates, Inca Page 6 HydroCADO 7.00 s/n:000814 © 1986-2003 Applied Microcomputer Systems 5/21/2007 Peak Elev= 130.26' @ 12.45 hrs Surf.Area= 3,848 sf. Storage= 3,693 cf Plug-Flow detention time= 99.0 min calculated for 0.22 of(98% of inflow) Center-of-Mass det. time= 87.9 min (850.0- 762.0 ) # Invert Ayail.Storage Storage Description 1 129.10' 6,126 cf 24.0"D x 150.00% Horizontal Cylinder 13 # Routing Invert Outlet Devices 1 Primary 129.10' 3.0" Vert. Orifice/Grate C= 0.600 2 Primary 131.00' 5.0' long x ON breadth Broad-Crested Rectangular Weir Head (feet). 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 . 3 Primary 129.65' 3.0" Vert. Orifice/Grate X 3.00 C= 0.600 Primary OutFlow Max=0.7 cfs @ 12.45 hrs HW=130.26' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.2 cfs @ 4.9 fps) 2=Broad-C rested Rectangular Weir(Controls 0.0 cfs) 3=Orifi ce/G rate (Orifice Controls 0,5 cfs @ 3.4 fps) PROPOSED CONDITIONS R STORM EVENT ANALYSIS 100_YEA Type III 24-hr 100-yr' Rainfall=Page• 0" _ artial 4804proposed p 5/21/2007 Prepared by Meridian Associates, Inc. H droCAD�7.00 s/n 000814 q 1986-2003 A lied Microcom uter S stems Subcatchment 25: Area into.PCB#2 2.5 cfs @ 12.08 hrs, Volume= 0.20 af, Depth= 6.02" Runoff = b SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Runoff.by Type III 24-hr 100-yr Rainfall=6.50 Areas CN Descri tion 1,373 74 . >75% LarskW�in cover, Good, HSG C 15,949 98 Paved & roofs 17,322 96 Weighted Average Tc Length Slope Velocity Capacity cf Description min feet ft/ft (ft/sec) Direct Entry, 6.0 Subcatchment 26: Area into PCB#3 Runoff. = 1.7 cfs'@ 12.08 hrs, Volume= 0.13 af, Depth= 6.14" , Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Runoff by SCS TR-20 method, UH=SCS Type III 24-hr 100-yr Rainfall=6.50" Area 's fi CN Description 437 74 >75% Grass cover, Good, HSG C 10,968 98 Paved parkincl & roofs- 11,405 97 Weighted Average Tc Length Slope Velocity Capacity Description min (feet) ft/sec cfs Direct Entry, 6.0 Subcatchment 39: Runoff to DP#3 4.1 cfs @ 12.09 hrs, Volume 0.29 af, Depth= 3.8'I" Runoff = Runoff by SCS UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-y TR-20Rainfall d--6.50 Areas CN Descri tion 20 570 74 >75% Grass cover, Good, HSG C 18 903 79 50-75% Grass cover, Fair, HSG C 39 473 76 Weighted Average Slope Velocity Tc Length locity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 6.0 4804proposed_partial Type /// 24-hr 100-yr Rainfall=6.50" Prepared by Meridian Associates, Inc. Page 8 HydrocADO 7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 5121/2007 Subcatchment 40: Runoff to DP#2 Runoff = 0.1 cfs @ 12.08 hrs, Volume= 0.01 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Area (sf) CN Description 992 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 6.0 Direct Entry, Subcatchment 41: Area to PCB#6 Runoff = 0.3 cfs @ 12.08 hrs, Volume= 0.03 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" _ Area (sf) CN Description 2,154 98 Paved parking & roofs Tc Length Slope. Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Reach 29: DP#1 Inflow Area = 0.709 ac, Inflow Depth = 5.98" for 100-yr event Inflow = 1.1 cfs @ 12.47 hrs, Volume= 0.35 of Outflow = 1.1 cfs @ 12.48 hrs, Volume= 0.35 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs; dt= 0.01 hrs Max. Velocity= 4.0 fps, Min. Travel Time= 0.3 min Avg.Velocity = 2.1 fps, Avg.Travel Time= 0.6 rein Peak Depth= 0.34' @.12.47 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= 0.0107 T Pond 100: HDPE Pipes with Wier Manhole Inflow Area = 0.709 ac, Inflow Depth =Volume= 0.36 of 6.08' for 100-yr event Inflow = 4.5 cfs @ 12.08 hrs, . ten= 76%, Lag= 23.0 min Outflow = 1.1 cfs @ 12.47 hrs, Volume= 0.35 af, At Primary = 1.1 cfs @ 12.47 hrs, Volume= 0.35 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type Ill 24-hr 100-yr Rainfall=6 50g' 4804proposed_partial Page Prepared by Meridian Associates, Inc. 5/21/2007 H droCADD 7.00 sin Q00814 © 1986-2003 A lied Microcom outer Systems Peak Elev= 130.92' @ 12.47 hrs Surf.Area= 2,253 sf Storage= 5,845 cf Plug-Flow detention time= 97.8 6.6 min calculate 752r9)35 of (98% of inflow Ceriter-of-Mass det. time $ ( # Invert Avail-Storage a 24 0��50r 00'L Horizontal Cylinder 13 1 129.10' 6,126 cf # Routin Invert Outlet Devices 1 Primary 129.10' 3.0" Vert. Orifice/Grate C= 0..600 2 Primary 131.00' 5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 3 Primary 129.65' 3.0" Vert..Orifice/Grate X 3.00 C= 0.600 OutFlow Max=1.1 cfs @ 12.47 hrs HW=130.92' (Free Discharge) Primary (Orifice Controls 0.3 cfs @ 6.3 fps) TI-1 OutFl w 2=Broad-Crested ORifice Controls cfs @ 510fps)fs) 3=Orifice/Grate APPENDIX Standards • n SECTION III W , (� m LO C � c M N ED :F;� = 0 W T _ ° o ° o � J a�i U_ 0 0 3 x c m ti � 0 D o °. o co E 0 ° ° E c a � .co E (n _ Q _ U) cz co LO I— *O co O N U m ° �c: o � -a in c/) Q U) o J co Z O � > c N C G I- •L 0.. � � � N V C N U) C O .0 OL.. ..0 +� d N J L c r o c .V N = •m W R Q. N a) 0•- co 00 tl- ' Q .9t -0 0 o. O N 0 N Cn o }a o � Inolea IoM u �a S)i c O !Tenowas SS1 0 DEP Stormwater Management Workshop Ma ssachusetts Department-of Environmental Protection Bureau of Resource Protection Wetlands water Manag•ement Form Storm Massachuse tts Wetlands Protection Act M.G.L. c. 1311 §40 A. property Information Important: 1. The proposed project is: When filling out Yes ❑ No forms on the a. New development computer,use only the tab 0 Yes ® N0 key to move b. Redevelopment (jf yes, distinguish redevelopment comp your cursor- ❑ Yes ® No from new development components on plans). do not use the Combin ation calculations' return key. 2. Stormwater runoff to be treated for water quality is based on the following r e to critical areas VO post-development site for discharge areas, pervious area of p . public water supplies, shellfish growing a. ❑ 1 inch of runoff x total imp areas of (Outstanding Resource Waters, recharge r swimming beaches, cold water fisheries). b.®0.5 inches of runoff x total impervious area of post-development site for other resource areas. Note: This November 200o version of ement Standards the Stormwater B Stormwater Manag Management Form supersedes Management P01icy(March 1997)includes andtprovide docume tat on and e are listed on earlier versions pEp's Stormwater Manag ro riate boxes for each standard including those following pages. Check the app p contained in additional information when applicable. DEP's es do not discharge untreated Stormwater Standard#1:Untreated stormwater Handbooks. a. ®The project is designed se erosion to,tWe lands and waters. stormwater into, or cause peak discharges rates Standard#2: Post-development p a.0 Not applicable—project site contains waters subject to tidal action. a point of e does not exceed pre-development end 100 yr,24t hr stormp Post-development peak discharge boundary for the 2-yrr 10-y , discharge or downgradient property b. [] Without stormwater controls rmwater controls designed for the 2-yr, and 10-yr storm, 24-hr storm. c.® With sto impacts from the 100-yr,24-hr storm. d.0 The project as designed will not increase off-site flooding p Page 1 of 1 stormwater Management Form•rev.81512004 _ Massachusetts-Department of Environmental Protection Bureau of Resource Protection -Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 �. Stormwater Management Standards (cunt.) Standard#3: Recharge to groundwater N/A Amount of impervious area(sq. ft.)to be infiltrated: a.square feet Volume to be recharged is based on: b. ❑ The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C, D, or UA)or any combination of.groups: impervious area 2.Hydrologic soil group 3.%of impervious area 4.Hydrologic sail group 5,%of impervious area 6.Hydrologic soil group 7,%of impervious area 8.Hydrologic soil group c.❑Site specific pre-development conditions: 1.Recharge rate 2.Volume d. Describe how the calculations were determined: sed to meet Standard#3 (e.g. dry well, infiltration trench). e, List each BMP or nonstructural measure u Does the annual groundwater recharge for the post-development site approximate the annual . recharge from existing site conditions? f.❑ Yes ® No Standard.#4: 80%TSS Removal a. ®The proposed stormwater management system will remove 80 6/a of the post-development site's TSS average annual Total Suspended Solids ( ) b. Identify the BMP's proposed for the project and describe how the 80%TSS removal will be achieved. Stormce for water qualit y units units, subsurface sto�mwater detention facility. Page 2 of 5 Stormwater Management Form-rev,81512004 _ Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c.' 13' 1, §40 B. Stormwater Management Standards (cont.) c. If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. N/A Standard#5: Higher potential pollutant loads See Stormwater Does the project site contain land uses with higher potential pollutant loads Policy Handbook P 1 9 p p Vol. I,page 1-23, for land uses of a. ❑Yes No b. If yes, describe land uses: high pollutant loading(see ' Instructions). c. Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed.) Stormceptor, Subsurface Detention Facility Standard#6: Protection of critical areas See Stormwater Will the project discharge to or affect a critical area? Policy Handbook Vol. I,page 1-25, a. ❑ Yes ® No b. If yes, describe areas: for critical areas (see Instructions). c. Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook—Vol. I: Stormwater Management Form•rev.8/512004 Page 3 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Storrnwater Management Form Massachusetts Wetlands Protection.Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Note: projects Standard#7: Redevelopment ro components of p p 1 redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously a. ❑ Yes ® No b. If yes, the following stormwater management standards have been met: undeveloped areas do not fall under the scope of Standard 7. c. The following stormwater standards have not been met for the following reasons: Standard#3.- No recharge allowed in Zone A of a reservoir. d. ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control. Standard#8: Erosion/sediment control a. ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard#9: Operation/maintenance plan a. An operation and maintenance plan for-the post-development stormwater controls have been developed. The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long-term maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Inspection and Maintenance Plan 2/09/07 b.Plan/Title c.Date d.Planfritle e.Date stormwater Management Form-rev.8/512004 Page 4 of 5 _ Massachusetts Department of Environmental.Protection Bureau of Resource Protection -Wetlands torrrwvater Management Form Massachusetts Wetlands Protection Act M.G.L. c.�131, §40 Ca Submittal Requirements Online Users: DEP recommends that applicants submit this form, as well as, supporting documentation and plans, Include your with the Notice of Intent to provide stormwater management information for Commission review document consistent with the wetland regulations (310 CMR 10.05 (6)(b))and DEP's Stormwater,Management transaction Policy(March 1997). If a particular stormwater management standard cannot be met, information number should be provided to demonstrate how equivalent water quality and water quantity protection will be (provided on provided. DEP encourages engineers to use this form to certify that the project meets the stormwater your receipt management standards as well as acceptable engineering standards. For more information, consult page)with all the Stormwater Management Policy. supplementary information you submit to th De p artment D. Signatures Applicant Name Date Signature Representative(if any) Date Signature Stormwater Management Form•rev.8/512004 Page 5 of 5 ti� t vi t � �� l SHRUBS \` = SHR(sE5 `n of 8 �1RUSS II 1 \\ `• * \• 12 SHRU19S DrBS 12 SHRUBS 5,3. 2;9. 1 E�. 3: ,:,_, j ;�` [ - E_DEVELO-DEVELOPMENT --tr rL'' R ;:r�r� �C al 4 �o .::�. p _ti :" WAGE PLAN � S �` A J, —` ` ' °` �� LOCATED IN 36 ANDOVER MA PREPARED FOR Bpy .MARK- ��' BUTCHER owc. No. 4804 r ai N \: eh '� `*w Nk \TOW Or NORM � ANDO (P�3fA SM QN) \ -- z C39 W ` ,a a t � • m It ; 65 ra — yy fA Il ., D ,- 4o POST—DE VELOPMENT S '# P LAN f DRAI•NAG E LOCATED IN D #z.' ANDOVER, MA -=' PREPARED FOR BUTCHER BOY MARKET �;�d I F• =sO DWG. No. 4804S1 Stormwater Design Summary Stormceptor Sizing Table . Version 3.0.0 Selected Rainfall Station Particle Size Distribution State MASSACHUSETTS Diameter(um) Percent(%) Velocity(ft/s) Name BOSTON LOGAN AP ID# 770 20 20.0 0.0013 Elev.(ft) 20 60 20.0 0.0052 Latitude N 42 deg 21 min Longitude W71 deg min 150 20.0 0.0351 400 20.0 0.2116 Site Parameters 2000 20.0 0.9416 ac 0.397 Note:Sizing Results vary with particle size Total Area (ac) distribution.BMP comparisons must use the Imperviousness(%) 92 same particle size distribution.'Please call Impervious Area(ac) .37 (800)909-7763 for sizing with other distributions Stormceptor Sizing Table Stormceptor Model %Runoff Treated %TSS Removal STC 4501 86.7 85.8 STC 900 96.8 91.3 STC 1200 96.8 91.4 STC 1800 96.8 91.6 STC 2400 99.0 93.6 STC 3600 99.0 94.0 STC 4800 99.8 95.4 STC 6000 99.8 95.6 STC 7200 . 100.0 96.5 STC 11000 100.0 97.6 STC 13000 100.0 97.7 STC 16000 100.0 98.2 Comments Sizing for area into PCB#2-Butcher Boy Markets Stormceptor Sizing Table Version 3.0.0 Selected Rainfall Station Particle Size Distribution State MASSACHUSETTS Diameter(um) Percent(%) Velocity(ft/s) Name BOSTON LOGAN AP ID# 770 20 20.0 0.0013 Elev.(ft) 20 60 20.0 0.0052 Latitude N 42 deg 21 min Longitude W 71 deg min 150 20.0 0.0351 400 20.0 0.2116 Site Parameters 2000 20.0 0.9416 Total Area(ac) 0.262 Note:Sizing Results vary with particle size distribution:BMP comparisons must use the Imperviousness(%) 96 same particle size distribution.Please call Impervious Area(ac) .25 (800)909.7763 for sizing with other distributions Stormceptor Sizing Table Stormceptor Model %Runoff Treated %TSS Removal STC 4501 91.3 87.6 STC 900 98.2 92.5 STC 1200 98.2 92.6 STC 1800 98.2 92.8 STC 2400 99.5 94.6 STC 3600 99.5 95.0 STC 4800 99.9 96.2 STC 6000 99.9 96.4 STC 7200 100.0 97.1 STC 11000 100.0 98.1 STC 13000 100.0 98.2 STC 16000 100.0 98.6 Comments: Sizing for area into PCB#3-Butcher Boy Markets TESTING SUMMARY Massachusetts Strategic Envirotechnology Partnership (STEP) Program Stormceptor® Report Summary: The Massachusetts STEP Program has completed a six-month evaluation of the function and performance tests of Stormceptor. Upon the completion of the evaluation and verification pro w 'ch occurred nd cem 97, t �_S F07, m su rzed its dings a folio • Performance data available demonstrates that the Stormceptor System can provide TSS removal rates of 77% when sized according to the "Sensitive Area"criteria. vide ce su gests t the Sto mcept System m be cap le of achi ing TSS r moval rates betwee 00 99 0 0 er ain con i ' an use i y accordingly. • Performance data available suggest that the Stormceptor System can provide TSS removal rates of 52% when sized according to the"Treatment Train" criteria. • Use of the Stormceptor System as a stand-alone device may be justified when sized according to the Sensitive Area criteria. • The Stormceptor System is useful for new and retrofit installations in Standard 7 of DEP's Stormwater Management Policy and Standards (DEP and CZM 1997), especially where space is limited: • The Stormceptor System is also suited for secondary sediment control from construction related sediment loads specified in Standard 8 of DEP's Stormwater Management Policy and Standards. In March 1997, the Massachusetts Department of Environmental Protection (DEP) issued Stormwater Management Standards*to address both qualitative and quantitative controls to protect waters of the Commonwealth of Massachusetts from impacts of untreated stormwater runoff. Local Conservation Commissions will implement DEP's new Stormwater Policy through the Standards. The Standards establish the level of required controls that can be achieved primarily through the installation of Best Management Practices (BMPs). Opportunities exist for the use of innovative stormwater technologies such as the Stormceptor System, especially in areas where site constraints make it very difficult to install the more typical BMPs such as retention ponds. With the increase in the use of innovative technologies, DEP has entered into an agreement with the Commonwealth's Strategic Envirotechnology Partnership (STEP) Program to allow for the verification of the function and performance of stormwater innovative systems. Upon verification by the STEP Program, local Conservation Commissions are allowed to accept the use of the innovative systems. DEP also allows for independent verification by local conservation commissions. The Massachusetts STEP is part of a six-state partnership for Environmental Technology including Illinois, California, Pennsylvania, New Jersey and New York. In summary, the Massachusetts STEP Program reports that the Stormceptor System "should be capable of providing an effective solution for treatment of stormwater runoff" (STEP TECHNOLOGY ASSESSMENT, DRAFT REPORT, DECEMBER 1997). 'Standards issued in March, 1997 by the Massachusetts DEP,available upon request ATTACHMENT inspection and Maintenance Plan INSPECTION AND M AINTENANCE PLAN FOR MARKETS BUTCI-IER BOY MA 125) SGOOD STREET (ROUTE TTS 1077 O MASSACI3USE NORTH. ANDOVER Prepared for: Angus Realty Corporation 1077 Osgood Street North Andover Massachusetts 0184 , 5 February 99 2007 Revised: May 249 2007 PROJECT ]DESCRIPTION parking lot and stormwater Angus Realty Corporation, is proposing expansion of the existing p implementation of The Owner,Ang management system. The Owner will be responsible for any future maintenance an d this Inspection and Maintenance Plan. Owner Angus Realty Corporation 1077 Osgood Street North Andover,MA 01845 Telephone: 978-688-1511 Eac liter Contact(Site Maintenance) Alan Yameen Angus Realty Corporation 1077 Osgood Street North Andover,MA 01845 Telephone: 978-688-1511 En i neer Richard Barthelmes,P.E. c. Lynnfield Engineering, 199 Newbury Street Suite 115 Danvers,MA 01923 Telephone: 978-777-7250 Planned Eros and Sedimentation Control Measures Durin Construction Activities ion Storm Drain Inlet Protection purpose of the units. The inlet protection filter will be placed around all cs is emas basin filter shall remain in place A temporary storm longer visibly filter is to prevent the inflow of sediments e tabl shed and the transport of sediment i after no every event. until a permanent vegetative cove apparent. The filter shall be inspected and maintained on a weekly basis and a Page 1 of 3 K:\335-40\Reports\051807 Insp and Maint plan.doc Surface Stabilization The surface of all disturbed areas shall be stabilized during and after construction. Temporary measures shall be taken during construction to prevent erosion and siltation. All disturbed slopes will be stabilized with a permanent vegetative cover. Some or all of the following measures will be utilized on this project as conditions may warrant. a. Temporary Seeding b. Temporary Mulching C. Permanent Seeding d. Placement of Sod e. Hydroseeding f. Placement of Hay g. Placement of Jute Netting Inspection and Maintenance of Stormceptor Units The performance of the these units shall be checked after every major storm event during construction. Long-Term Inspection and Maintenance Measures After Construction Erosion Control Eroded sediments can adversely affect the performance of the stormwater management system. Eroding or barren areas should be immediately re-vegetated. Subsurface Detention Facilities The detention facilities should be inspected after the first several rainfall events or first few months after construction, after all major storms (2 year), and on regular bi-annual scheduled dates. Ponded water inside the system (as visible from the observation well) may indicate settling of the system. Debris and Litter Removal Trash may collect in the BMP's,potentially causing clogging of the facilities. All debris and litter shall be removed when necessary, and after each storm event. Inspection and Maintenance of Deep Sump Catch Basins and Outlet Control Manhole(PDMH#3) The outlet control manhole shall be inspected four(4)times per year, and if necessary, any maintenance shall be performed so that it functions as designed. The manhole shall be cleaned twice per year, and when sediment in the bottom of the sump reaches 12-inches below the bottom of the lowest outlet. Inlet and outlet pipes should be checked for clogging. At a minimum, inspection of the outlet control manhole shall be performed during the last week of April and the first week of October each year. Page 2 of 3 K:\335-40\Reports\051807 Insp and Maint plan.doc Stormceptor Water Quality Treatment Unit The per of all sto rmwater quality measures decrease as they fill with ends annual main enance be 8" in depth. Oil is removed through the inspec i com the outlet maintenance frequency will be site specific, Stor pceptor generally reconirn performed or when the sediment reaches and sediment is removed through the outlet riser pipe. Alternatively,hen l level below the drop Pipes. riser pipe if water is removed from the treatment chamber, ed b a licensed liquid waste e should be In the event of any hazardous material spill,ma also be not fiedperform Y hauler. The appropriate regulatory agencies sh ould e disposal of material from a Stormceptor are similar ior tood that of any other Best disposal of the separator The requirements for th p Local guidelines should be consulted pr landfill. It is not Management Practices (BMPs). the water ts. In most areas the sediment, once dewatered Cazan ardous waste. in some areas mixing 1 contents. into a trunk sanitary sewer. In all disposa anticipated that the sediment would b tclassified can e discharged eum waste products collected in with the sediment will create a slurry agency is required. Petrol options, approval from the disposal facility ag Y a licensed waste management company. stormceptor(oil/chemical/fuel spills) should be removed by esented in A co of the Owner's Manual detailing maintenance procedures for the unit is pr PY Attachment No. 1. Catch Basin Maintenance Catch basins shall be inspected on an annual basis to determine the depth of sediment ent and the catch atch bashn ess ,to insure proper operation of the catch basin, um A minimum 12" separation shall be main�aeCed �between accumulate se for an sump. qualified contractor outlet. Accumulated debris shall be remove d3 as t not later than every three years. Accumulated debris shall be removed by a q but off site for disposal. Pavement Maintenance e ins ected on a regular basis and cleaned of accumulated cleaning shall be debris. Paved areas of the site shall b p At a minimum,paved areas shall be cleaned Tremoved transported off site for disposal. performed by a qualified contractor and all material Snow Removal./Storage performed along Great Pond Road. proposed arking lot area is to be transported to offsite by the snow removal contractor. Snow from the prop p paved areas of the site is to p No stockpiling or storage of snow from p re not to be utilized on the site.Incompliance With the existing deed restrictions, Deicing chemicals a pesticides,fertilizers and other chemical shall not be used on the site. Page 3 of 3 K,\335-40\Rep0rts\051807 Insp and Maint plan.doc ATTACHMENT NO. 1 Stormceptor's Owner's Manual Stormcepbr Owner' s Manual April 2000 The Stormceptor®System is protected by one or more of the followingpatents: Canadian Patent No.2,009,208 Canadian Patent No.2,137,942 Canadian Patent No.2,175,277 Canadian Patent No. 2,180,305 Canadian Patent No.2,206,338 U.S. Patent No. 4,985,148 U.S.Patent No. 5,498,331 U.S.Patent No. 5,725,760 U.S.Patent No. 5,753,115 U.S. Patent No. 5,849,181 U.S. Patent No. 6,068,765 Australia 693.164 Australia 707,133 New Zealand 314,646 European Paten Treaty 95 307 996.9 The Stormceptor System for Stormwater Quality Improvement Congratulations! Your selection of a Stormceptor System means that you have chosen the most recognized and efficient stormwater oil/sediment separator available. Stormceptor is a pollution control device that protects our lakes, rivers and streams from the harmful effects of non-point source pollution. Please address any questions or concerns regarding the Stormceptor Systems to Stormceptor Canada Inc at 1-800-565-4801 or visit our website at www.stormceptor.com. What is a Stormceptor? Stormceptor is a patented water quality structure that takes the place of a conventional manhole with in a storm drain system. Stormceptor removes free oil (TPI-I) and suspended solids (TSS) from stormwater preventing spills and non-point source pollution from entering downstream lakes and rivers. Key benefits of a Stormceptor include: • Capable of removing 50%to 80%of the total sediment load when properly applied as a source control for small areas • Removes free oil from stormwater during low flow conditions • Will not scour or re-suspend trapped pollutants • Excellent spill control device for commercial and industrial developments • Easy to maintain(vacuum truck) • STORMCEPTOR clearly marked on the cover(excluding inlet designs) • Engineered and continually tested • Vertical orientation therefore resulting in a smaller footprint Please Maintain Your Stormceptor To ensure long-term environmental protection through continual performance, Stormceptor must be maintained The need for maintenance is determined through inspection of the Stormceptor. Procedures for inspection are provided in this document. Maintenance of the Stormceptor is performed from the surface via vacuum truck. . If you require a list of contacts for cleaning your Stormceptor please call one of our Stormceptor offices or your nearest Stormceptor affiliate(affiliates listed in Appendix 1). Stormceptor How does Stormceptor®Work? Stormceptor can be divided into two components: • Lower treatment chamber • Upper by-pass chamber chamber via the storm drain pipe. Low flows are diverted into water. ass chain Chamber is alway i e arrangement.The treatment Chan e discharged back into the Stormwater flows mtoa weir and drop P P treatment chamber by section of the by-pass chamber is connected Water flows up through the outlet pipe base The downstream e inlet f th by-pass chamber downstream of the weir' to the outlet storm drainpipe, chamber and become entrapped ter than water will rise in the treatment Free oils and other liquids jig outlet Pipe is submerged Sediment will pre en bottom ulent eddy beneath the fiberglass insert since the ou p chamber by gravity. The circular design of the treatment chamber is critic currents and to promote settling. of the weir and be - flow in the by-pas s chamber will flow overtop high flow conditions, ectl . ser i e) ensuring that excessive u it Water that overflows the weir creates a backwater effect on During dram d Y pipe and outlet n P conveyed to the outlet storm et drop outlet pipe(head stabilization between the PPP ar ators have been noted to scour the atcnent chamber, which could scour or re-suspend the settled ma en flow will not be forced into art e Stormceptor since other oiVgrit sep The by-pass is an integral p 1993). during bi&flow conditions(Schueler and Shepp, Stormceptor Models and Identification e different sizes available. There are Currently nine for is available in both concrete and f e g. STC6000) preceding the model number. A fiberglass Stormcep STC ( •g• the model number. A concrete Stormceptor is de (ted y , 6000)preceding Stormceptor is denoted by chamber from the by-pass a fiberglass insert separates the treatment The different insert designs "disc" and the"inlet".The In the concrete Stormceptor, the«spool",the from the surface once the chamber.There is three insert designs: are easily distinguishable erring in the center Figure 1, 2 and 3. These designs e 914 mm(36")oP are illustrated in Fig ool" design you`Hill see one large „ ports located either vertically on the sides of the 914 emdim cover has been removed.In the`8P inspection p the insert with two 200 mm ( ) egg. There are sthree es versions YO will be able to see of or horizontally on either side of the op n the«di „ ection/cleanout (36 ) opening °°multiple inlet" and"submerged"' a 150 mm(6") oil insp -single inlet/outlet , to the lower chamber,the weir, and the outlet pipe insert: opening the drop pipe erring offset on the outlet side of the struc e, the inlet pipe, riser pipe-op on the"muitiple inlet" disc insert.ill be pipe, a large 610 mm (24?,) 24 outlet Pipe et„ design Y d a second inlet drop pipe. In the"inlet' from the Wit•The weir will be around the 610 mm "submerged" disc insert has a higher wen and let drop pipe and 10 0 mm(4")outlet riser Pepe as well as a centra1100mm able to see the 305 mm(1213)in [4"]oil inspection(cleanout port* from the Maintenance fr vacuuwJ surface by mhose _. truck. Vacuum R lowered through central insert opening in . spool Insert e . Concrete y. Stormceptor Figure I "Spool" Insert Concrete Stormceptor Stormceptor Oil removal can be ' performed by vacuum truck ong Sediment&oil h the oil inspection/ thr removal can be cleanout pipe performed by vacuum � � truck through the large outlet riser pipe , ,xr R a- f Disc Insert Concrete Stormceptor Figure 2 Single Inlet/Outlet"Disc" Insert Concrete Stormceptor Stormceptor Inlet Grate oil Port . k liiu3•, - .•. T Inlet Insert JA 'FI, �� fa Removable Tee W Maintenance Figure 3 STC 300/450 Inlet Insert Sizes is rovided in Table 1.Values of invert to our site.The total depth for Dimensions of the fiberglass and cleaning will be the sum of the concrete - document for ytnceptor®units are p grade are provided later in thls ocu depth from invert to grade and invert to the bottom of the unit. Table 1. Stormee for Dimensio Pi*e Invert to Bottom of Model Model Pipe Invert to Bottom of p STC Stormceptor STA Stormceptor m( ) (Metric) (US) m(in.) 1.7 (68) 300 450 1.6 (64) 1.9 (74) 750 900 1.6 (6 4) 2.2 (86) 1200 2.1 (81) 3.1 (122) 1000 2.9 (115) 31 (122) 1500 1800 2.3 (89) 4.0 (158) 2000 2400 3.2 (127) 3600 3,7 (146) 3000 2.9 (1 13) 4.3 (170) 4000 4800 3 5 (138) 6000 4,0 (158) 5000 6000 7200 3.3 (128) * Depths are approximate ca or units are Provided in Table 2. The capacities of the different Stormcept p Stormceptor Table 2. Stormce tors Ca ac es Total Holding Model Sediment Capacity Capacity Model Capacity L(US gal) (Metric) (US) L(US gal) L(1JS gal) 1775 (470) 1275(335) 325 (85) 4325 (950) 300 450 2460 (565) 915 (280) 125 (1230) 750 900 915 (280)5 1000 1200 3260 (845) 915 (280)7 525 (1830) 1500 1800 5660 (1445) 2945 (880) 10925 (2495) 2000 2400 6150 (1345) 2945 (880) 15195 (3750) 3000 3600 10415 (2600) 3490 (1025) 20180 (5020) 4000 4800 14060 (3475) 3490 (1025) 24635 (6095) 000 6000 18510 (4550) 4150 (1100) 000 31210 (7415) 5 5 7200 23445 (5425) Identi�catiOn of our storm drain system you will be able to easily identify where e Even if you do not have pians you c insert) are since the name STORMCEPTOR is clearly embossed s ool or dis with horizontal catch inline Storm ceptor unit(s) ( p e Stormceptor is not r.you will be able to determine the location will be visible The name North America. on the cove down the grate since the roved across basin inlets by looking grates used/app the still be uncertain which model numb�vith Table shComparing d help embossed on the inlet.models due, may 'lability of inlet � of the tank the Once you have found the umt' y bottom of insert)to the bottom measured dhetsi z of the uri ter level determine tag uncertainty um has been affixed to the inside of the unit.thereeiseany number as Starting in 1996,a metal serial number measurements, pleas e contact Stormceptor at 1 800 565- the model number written on it. If thlumaep es not have a serial nun? regarding the size of the interceptor g articular unit 4801 and we will help you determine the size of a p What is the Maintenance Procedure? into the unit is required for performed using vacuum trucks. No entry to the level of the disc insert Maintenance of Storm, is p models. DO NOT ENTER THE Entry maintenance of the spool insert,inlet insert earge e smaller insert mew have been trained and are may be required for servicing equipment, ations(e.S• CHAMBER unless you have the proper and Health Regul equipment and STORMCEPTOR Without the proper eq p — SOg/86"304)' �l death. Consult local, qualified to enter a confined space,as identified by local Occupational Safety Canada and Health Regulations and potenti Y Canada Occu ational Safety for confined space entry. Be aware that training) entry into confined spaces t determine the orequirement,bodily harm t have a safety grate to cover the an result in In addition,be aware that some units do no provincial,and/or state regulations the insert may be slippery submerg ed,lower treatment chamber. outlet riser pipe that leads to the Stormceptor The Vacuum Service Industry is a well-established sector of the service industry that cleans underground tanks, sewers and catch basins. Costs to clean a Stormceptor will vary based on the size of unit an transportation distances. The depth of oil in the interceptor can be determined by inserting a dipstick tube in the 150 mm (6") oil p " central access way("spool"design), or in inspection/cleanout pipe("disc"design),or in the 914 mm(36 ) the 100 mm(411)cleanout pipe (°°inlet"design). the depth of sediment can be meas ured from the . i e tube would be into inserted in the central Similarly, a dipstick tube equipped with a ball valve (Sludge Judge cleanout opening("spool" design) or in the 610 mm(24") opening("disc" design), or in the 100 mm (4") e "inlet" design). Maintenance should be performed once the sediment depth exceeds the guideline pi P ( values provided in Table 3. For the "s ool" design Stormceptor maintenance is performed through the large central 914 mm (36") F p removed through the 610 mm (24") diameter outlet diameter opening for both the oil and the sediment. In the "disc" design, oil is removed through the 1 � (6") oil inspection/cleanout pipe and sediment is rem 24" o ening if water is removed from riser pipe. Alternatively, oil could be removed pipes. For the"inlet" design, maintenance from the 610 mm ( p the lower chamber to lower the oil level nllethderlevel fort the sediment, and oil can be removed from the is performed though the 305mm(12 ) inlet P pipe 100 mm(4'�oil/inspection cleanout pipe. We recommend the following procedure to clean out the Stormceptor: 1. Check for oil(using a dipstick tube) 2. Remove any oil separately using a small portable pump rior approval is 3. Decant the water from to unit to the sanitary sewer using a portable pump (p required from the sewer authority/municipality) a vacuum truck 4. Remove the sludge from the bottom of the unit using 5. Re-fill the Stormceptor with water where required by the local jurisdiction How Often Is Maintenance Required? with the Generally, annual maintenance is recommended fuhtdrocarbon spills, amount eofesediment,�et.). It is amount of pollution on your site (number o y recommended that to frequency of maintenance be increasedu lTeCon Conversely once to site has stabilized, sediment load is high,maintenance may be required semr Y oil maintenance may be required less frequently. Maintenance should bee performed e Table 3 based onethe unit spill or once the sediment depth m Stormceptor reaches e size. the "disc" design and"inlet" design, any potential obstructions at to inlet can be observed from the In platform to facilitate maintenance of the Stormceptor surface. The "disc" insert has been designed as a p and the storm drain system. Stormceptor Table 3. Sediment Depths Indicatin Required Maintenance Model Model Sediment Depth (Metric) (LJS) mm(m.) 300 450 200 (8) 750 900 200 (8) 1000 1200 250(10) 1500 1800 375 (15) 2000 2400 300(12) 3000 3600 425 (17) 4000 4800 375 (15) 5000 6000 450(18) 6000 7200 375 (15) What Should I do in the Event of an Oil Spill? Stonnceptor is often implemented in areas where the potential for spills is great. Stormceptor should be cleaned immediately after a spill occurs by a licensed liquid waste hauler. You should also notify the appropriate regulatory agencies as required in the event of a spill. Disposal of the Trapped Material Removed from Stormceptor other Best The requirements for the disposal material Stormceptor similar t of any Management Practices (BM ). Lo cal guidelines be onsult d prior todisposalo e separator contents. In most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. In some areas, mixing all dl posal with t se sediment will create a slurry that can be discharged into a trunk sanitary approval from the dsposal facility operator/agency is required. Petroleum waste products collected in Stormceptor(oil/chemical/fuel spills)should be removed by a licensed waste management company. What if I see an oil rainbow or sheen at the Stormceptor outlet? With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the Stormceptor outlet.This may occur because a rainbow or sheen can be seen at very small oil concentrations(< 10 ppm). Stormceptor will remove over 95%of all free oil and the appearance of a sheen at the outlet with high influent oil concentrations does not mean that the unit is not working to this level of removal. In addition, if the influent oil is emulsified,the Stormceptor will not be able to remove it. The Stormceptor is designed for free oil removal and not emulsified or dissolved oil conditions. Stormceptor Appendix 1 Stormceptor Affiliates Stormceptor Stormceptor' Affiliates CANADA FIBERGLASS Stormceptor Canada Inc. 416-626-0840/ 1-800-565-4801 Todd Neff C0N_CRETE Lafarge Canada Inc. AB,MB,NW.ON, SK 403-292-9502/ 1-888-422-4022 604-502-5236 Chris Hughes BC Centennial Concrete Pipe & Products Inc. 519-622-7574/1-888-888-3222 Brian Lee ON Lecuyer et Fits We. 450-454-3928 R6jean Tremblay PQ Strescon Limited 902-494-7400 Andrew LeVatte NS Gary Bennett NB,PE,NF 506-633-8877 Stormeeptor UNITED STATES CSR Hydro Conduit 1-800-909-7763 CSR National Stormceptoro Information AK,AL,AR,AZ,CA, CT DC,DE,FL,GA, HI, s. IL,IN, KS,KY,LA,MA,MD,ME, MI,MO,MS,NC,NE,NH, NM,NV, OK,OR,RI, SC,TN, TX,VA, VT, WA The Cretex Companies 612-441-2121 Brad Fossum MN, IA,n. IL WI Camtek Construction Products 724-327-3400 Andy Virostek NY,NJ, OH, PA, WV Carder Concrete Products 303-791-1600 Don Grzesiek CO Wyoming Concrete Products 307-265-3100 John Finch ID, MT,ND, SD,UT,WY Stormceptor AUSTRALIA CONCRETE CSR Humes 617 3364-2933 Colin Roome Australia CSR Construction Materials 613 9286-2624 Keith Capom Pacific Rim Stormceptor I 0 N LL m Q �� Q N o 0 co � �� W �O �oti°0~ o �ri E_ W 1p tivm Q) U � � v :f) CL � � ° Z `t Q- Z� J o zgig C� v, J m W Q W v � Z� � p>' W ZW � o � rL UGC Q N vi 0x 4, _ E- Qz W �cn � QLOW WO oaf Z =Q to O W p (n W p � JZ W O m ti � UO� � C)Q- � eW� Q� �W v)I j z j v� N E. fO� o n P� co moma cc z?LzQ LLI Z� � � OZ ZW�Z �Qp Oj CL� � �l jOQQO ZOO � JO� Q�W �O �W O�� LO O o pWZtip I� O�- �ZZUp �Z �� Uc~i�� Up � �C � � tn �v,a►, .CL °pOW� �� ? °Q`�go�o UQ oo tips JW Q o � � 0 OHO a.zti � Q Wa, � vOi� �viQ ,III.. `u m°s Lull O ro aDn � w Ell � �� O Q � N h Q Ci Lij C) �Lk W?�rz W Z W Q O��V mQ �j Q kWQ O�W 1^ C7 16g �2 000m e'°u Q ��- ,\ 2 �h pp •cC CV � � �Z N' c�Q ° QZp Q O N W nN� �� m O O 00 p� ��t �►� V vj s mmZZZ W C) Z ~ ter I 1 Z OZZ ° W� 4 / QQ � C)C) p W W ITI Qe~ � ww •y o°` 0Q� 0 7 ^ z �� � Z� ti m 00 �/ W� oom cio CO M ��� Z o �' M �1 Z Z,� 0 >- 'TI z U 3816 _i 60 o O 0 1 �.;z� - PAVEMEN 00-, EpGE OF 60- I �h rn Z ONf07/l78 W o Q N .(NOlS 3N0 ONl1S/X3 W of W I V3R7 Vd z � �N L Cl Ld N oil m 4 Q L Q so SEA F �EE� ' `lam `LSO e J 0POE0� 0 `� �d O s z6 R�OpN G%d ¢'( �l