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20230524 12 Ballston Chipotle Site Plan SWPPP 2023 11 22
STORMWATER POLLUTION PREVENTION PLAN For The Proposed: Located At: 12 Ballston Avenue Saratoga Springs, New York 12866 Prepared On: June 9, 2023 Revised On: October 16, 2023 November 22, 2023 Prepared For: CollabDev 2 LLC 529 Main Street Boston, Massachusetts 02129 Prepared By: 11 Vanderbilt Avenue, Suite 240 Norwood, Massachusetts 02062 T: (781) 352-8491 1 TABLE OF CONTENTS 1.0 NYSDEC SWPPP FORMS ............................................................................................................... 4 1.1 Notice of Intent (NOI) ................................................................................................................... 4 1.2 SWPPP Preparer Certification Form ............................................................................................. 4 1.3 Owner/Operator Certification Form .............................................................................................. 4 1.4 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form .................................... 4 2.0 NARRATIVE REPORT (SWPPP) ................................................................................................... 5 2.1 Introduction ................................................................................................................................... 5 2.2 Site History ................................................................................................................................... 5 2.3 Project Approvals .......................................................................................................................... 6 2.4 Project Description ........................................................................................................................ 6 3.0 STORMWATER MANAGEMENT PLAN ...................................................................................... 7 3.1 Pre-Development Condition ......................................................................................................... 7 3.2 Post Development Condition ........................................................................................................ 7 4.0 EROSION AND SEDIMENT CONTROL PLAN ............................................................................ 8 4.1 General Standards ......................................................................................................................... 8 4.1.1 Construction Entrance ................................................................................................................... 8 Maintenance/Inspection .......................................................................................................................... 8 4.1.2 Temporary Construction Fencing ................................................................................................. 9 4.1.3 Silt Fence .................................................................................................................................... 19 Maintenance/Inspection ........................................................................................................................ 10 4.1.4 Soil/Material Stockpiling ............................................................................................................ 10 Maintenance/Inspection ........................................................................................................................ 10 4.1.5 Surface Stabilization ................................................................................................................... 10 4.1.6 Site Grading ................................................................................................................................ 10 4.1.7 Dust Control ................................................................................................................................ 11 4.1.8 Structural Inlet Protection ........................................................................................................... 11 Maintenance/Inspection ........................................................................................................................ 11 4.1.9 Pollution Prevention Measures ................................................................................................... 11 4.1.10 Spill Prevention and Response Plan .......................................................................................... 12 4.1.11 Concrete Truck Washout ........................................................................................................... 12 Maintenance/Inspection ........................................................................................................................ 12 5.0 CONSTRUCTION SEQUENCING ................................................................................................ 13 2 5.1 General Standards ....................................................................................................................... 13 5.1.1 General Sequencing .................................................................................................................... 13 6.0 INSPECTION AND MAINTENANCE PROGRAM ..................................................................... 15 6.1 Inspection Frequency .................................................................................................................. 15 6.2 Inspection Reports ...................................................................................................................... 16 6.3 Construction Inspection Checklist .............................................................................................. 17 6.4 Maintenance Inspection Checklist .............................................................................................. 17 7.0 POST CONSTRUCTION STORMWATER MANAGEMENT ..................................................... 18 7.1 Inspection and Maintenance of Permanent Drainage Systems & BMPs .................................... 18 7.1.1 General Stormwater Facilities ..................................................................................................... 18 7.1.2 Vegetated Areas/Swales .............................................................................................................. 18 7.1.3 Drain Inlets .................................................................................................................................. 18 7.1.4 Subsurfae Detention System ....................................................................................................... 18 8.0 NOTICE OF TERMINATION ........................................................................................................ 19 8.1 Notice of Termination Form ....................................................................................................... 20 3 LIST OF FIGURES Figure 1: Site Location Map Figure 2: FEMA Flood Map Figure 3: Soil Survey Map LIST OF DRAWINGS Sheet 2.11 – Site Layout Plan Sheet 2.21 – Grading & Drainage Plan Sheet 2.31 – Soil Erosion & Sediment Control Plan Sheet 2.41 – Soil Erosion & Sediment Control Notes & Details APPENDICES Appendix A New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity Appendix B Site Personnel Contact Information Contractor/Subcontractor Certification Statement Appendix C Site Inspection Reports Maintenance Inspection Reports Appendix D Project Narrative & Stormwater Report 1.0 NYSDEC SWPPP FORMS 4 1.0 NYSDEC SWPPP FORMS 1.1 Notice of Intent (NOI) See attached documentation. 1.2 SWPPP Preparer Certification Form See attached documentation. 1.3 Owner/Operator Certification Form See attached documentation. 1.4 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form See attached documentation. 1.1 NOTICE OF INTENT (NOI) NOTICE OF INTENT FORM TO BE INSERTED 1.2 SWPPP PREPARER CERTIFICATION FORM SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP-0-20-0 01) Project Site Information Project/Site Name Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 1.3 OWNER/OPERATOR CERTIFICATION FORM Owner/Operator Certification Form SPDES General Permit For Stormwater Discharges From Construction Activity (GP-0-15-002) Project/Site Name: ________________________________________________________ eNOI Submission Number: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator First Name M.I. Last Name ___________________________________________________________ Signature ________________________________ Date 1.4 NYSDEC MS4 STORMWATER POLLUTION PREVENTION PLAN (SWPPP) ACCEPTANCE FORM NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1.Owner/Operator Name: 2.Contact Person: 3.Street Address: 4. City/State/Zip: II. Project Site Information 5.Project/Site Name: 6.Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8.SWPPP Reviewed by: 9.Title/Position: 10.Date Final SWPPP Reviewed and Accepted: IV.Regulated MS4 Information 11.Name of MS4: 12.MS4 SPDES Permit Identification Number: NYR20A 13.Contact Person: 14.Street Address: 15. City/State/Zip: 16.Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information (NYS DEC - MS4 SWPPP Acceptance Form - January 2015) Page 2 of 2 2. 0 NARRATIVE REPORT (SWPPP) 5 2.0 NARRATIVE REPORT (SWPPP) 2.1 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared in support of the New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit for Stormwater Discharges from Construction Activity for the proposed development located at 12 Ballston Avenue in Saratoga Springs, New York. The property is located in the NC Neighborhood Center (T-5) Zoning District and the site currently contains a vacant 2,703± square foot building. The property is bound by Ballston Avenue (Route 50) to the north and west, Hamilton Street to the east, and a commercially developed property to the south. Site access is provided by a stop- controlled, full-movement driveway on Ballston Avenue (Route 50) located approximately 275 feet southwest of the intersection of Ballston Avenue (Route 50) & Hamilton Street. Refer to Figure 1, Site Location Map, for more details on the project location. The Site is not located within a 100-year floodplain boundary as delineated on the current Federal Emergency management Agency (FEA) Flood Insurance Rate Map (FIRM). The Site is within an area of minimal flood hazard, also known as Zone X, which indicated areas outside of the 500-year floodplain. Refer to Figure 2, FEMA Map, for more details. Soil types within the Site were determined according to the United States Department of Agriculture Natural Resources Conservation Service. The entirety of the Site containing the purposed development is comprised on Windsor loamy sand, characterized as a hydrologic soil group with a rating of A. Refer to Figure 3, Soil Survey Map, for more information regarding the location of the soil boundaries relative to the site. 2.2 Site History The Site has been unoccupied for years and has been maintained for landscaping purposes. No known enforcement actions have been commenced against the applicant for any alleged violations of law related to existing conditions or to the activities proposed. 6 2.3 Project Approvals TABLE 1 PROJECT PERMITS/APPROVALS AGENCY PERMIT/APPROVAL STATUS City of Saratoga Springs Planning Board 1. Site Plan Review 2. Variance Application 1. Pending 2. Pending NY-DEC 1. State Environmental Quality Review (SEQR) 2. SPDES General Permit for Stormwater Discharges from Construction Activity 1. Pending 2. Pending Source: Solli Engineering, LLC 2.4 Project Description The project proposes the demolition of the existing 2,703 square-foot building and construction a 2,344± square-foot Chipotle with associated parking, drives, drainage and utilities, infrastructure, stormwater management measures, and landscaping improvements. The project will provide site access via a proposed stop-controlled driveway on Hamilton Street and a proposed stop-controlled driveway on Ballston Avenue (Route 50). Refer to the enclosed Site Layout Plan for more details regarding the proposed development. As part of this project, a perpetual easement (totaling 3,134 SF) will be established on the property of 32 Ballston Avenue and benefiting 12 Ballston Avenue. The purpose of this perpetual easement is to provide the necessary area to establish the parking spaces for the proposed Chipotle restaurant. The development will consist of an extensive stormwater management system that includes a series of pipes, a catch basin with hooded outlet, a drainage manhole, water quality unit, and an underground stormwater detention system with an outlet control structure. For more information regarding the proposed stormwater management plan refer to Section 3.0 of this Stormwater Pollution Prevention Plan (SWPP), as well as the enclosed Grading & Drainage Plan and the Project Narrative & Stormwater Report found in Appendix D of this SWPPP. 3.0 STORMWATER MANAGEMENT PLAN 7 3.0 STORMWATER MANAGEMENT PLAN 3.1 Pre-Development Condition The site is presently developed and contains a vacant 2,703 square foot building and associated paved areas. Three drainage areas were identified to analyze the amount of runoff generated by the proposed conditions in existing conditions. Currently, in the southwestern section of the property, runoff flows towards Ballston Avenue and is captured by a catch basin approximately 250 feet from the southwest property corner. In the north and northwestern sections of the property, runoff flows towards an existing catch basin at the corner of Ballston Avenue and Hamilton Street. In the southeastern section of the property, runoff flows into Hamilton Street. For more information regarding the existing drainage patterns refer to the enclosed Project Narrative & Stormwater Report found in Appendix D of this SWPPP. 3.2 Post Development Condition The project was designed to generally maintain existing drainage patterns. The western section of the parking area will drain to Ballston Avenue to be captured by an existing catch basin approximately 250 feet from the southwest property corner. The eastern portion of the parking area, the building, as well as the area north and west of the building will drain towards the proposed drainage structures located in the parking area as well as the grass area around the building. From this point, the runoff will pass through a proposed water quality unit before entering a subsurface detention system, and eventually discharging into the existing catch basin located within Ballston Avenue (Route 50). The runoff from the portion of the property containing the site driveway along Hamilton Street will flow southeast into Hamilton Street. The proposed drainage infrastructure was designed in accordance with the New York State: Stormwater Management Design Manual (NYS-SMDM), January 2015, and Article 17 of the City of Saratoga Springs Unified Development Ordinance (UDO). For more information regarding the existing drainage patterns refer to the enclosed Project Narrative & Stormwater Report found in Appendix D of this SWPPP. In an effort to improve the quality of the stormwater discharged from the site and provide low-impact development measures, the proposed stormwater conveyance system will include the installation of a new catch basin with hooded outlets and a water quality unit. The water quality unit is designed to further filter out sediment and other materials from runoff water, then release the treated water to the drainage system. 4.0 EROSION AND SEDIMENT CONTROL PLAN 8 4.0 EROSION AND SEDIMENT CONTROL PLAN 4.1 General Standards All proposed soil erosion and sediment control practices have been designed in accordance with the following publications: New York State Standards and Specifications for Erosion and Sediment Control (Latest Edition) New York State Stormwater Management Design Manual (2015) Article 17 – Stormwater Management of the City of Saratoga Springs Unified Development Ordinance The primary objective of the soil erosion and sediment control plans (SEC plan(s)) are to reduce soil erosion from areas stripped of vegetation during and after construction as well as to prevent silt from reaching outside sources such as drainage structures, nearby wetland systems, watercourses, or adjacent properties. The SEC plans are an essential aspect of the construction phasing process and should be implemented prior to and during any earthmoving activities. Refer to the SEC Plans, Sheets 2.31 and 2.41, for more information. The contractor shall be responsible for the proper construction, stabilization, and maintenance of all soil erosion and sediment control measures during construction. These SEC plan specifications must be maintained for the duration of construction unless otherwise specified by the designing engineer. The proposed soil erosion and sediment control measures for this project, as shown on the associated SEC Plan, include the planned practices outlined below: 4.1.1 Construction Entrance Stabilized anti-tracking construction entrances shall be installed as illustrated on the SEC Plan (Sheet 2.31). The purpose of the stabilized construction entrances is to prevent vehicles leaving the site from tracking sediment or any other construction-related materials from the site onto Ballston Avenue. Maintenance/Inspection The Contractor shall maintain the construction entrances in a manner which prevents or significantly reduces the tracking of sediment/soil onto Ballston Avenue. The contractor shall inspect the construction entrances daily for 9 displacement or loss of aggregate. The Contractor shall periodically top-dress the construction entrances when displacement/loss of aggregate occurs, or if aggregate becomes clogged or silted to the extent that the entrances can no longer perform its intended function. A stockpile of rock material can be maintained on-site for this purpose. The Contractor shall inspect Ballston Avenue in the vicinity of the site every day and immediately remove any sediment dropped or washed onto the road. 4.1.2 Temporary Construction Fencing Temporary construction fencing shall be installed as illustrated on the SEC Plan (Sheet 2.31). The purposes of the temporary construction fencing is to contain the construction within in the designated project limits as well as preserve natural features of the surrounding area and limit the intrusiveness of the construction process on neighboring properties. The temporary construction fencing will include both chain link fence and orange composite fencing. 4.1.3 Silt Fence Silt fence (geotextile filter fabric) shall be installed in locations depicted on the approved plans. The purpose of the silt fence is to reduce the velocity of sediment-laden stormwater and to intercept the transported sediment. Silt fence should be used at the perimeter of disturbed areas, toe of slopes, or within obvious low-lying channelized areas where stormwater concentration would be present. Silt fence shall always be installed parallel to the contours in order to prevent concentrated flows from developing. Maintenance/Inspection The silt fence shall be inspected at a minimum once every seven (7) days or after every storm event producing ¼” inches of rainfall or greater. Inspections shall include ensuring that the fence material is tightly secured to the wood posts. In addition, overlapping filter fabric shall be secure and the fabric shall be maintained a minimum of six (6) inches below grade. In the event that any “bulges” develop in the fence, that section of fence shall be replaced immediately with a new fence section. Any visible sediment build-up against the fence shall be removed immediately when accumulations reach one-half the above ground height of fence and deposited on-site a minimum of 100 feet outside of any wetland. 10 4.1.4 Soil/Material Stockpiling All soil/material stripped from the construction area during grubbing and grading shall be stockpiled in locations illustrated on the approved plans, or in practical locations on-site. Maintenance/Inspection All stockpiles shall be inspected for signs of erosion, once every seven (7) days. Soil stockpiles shall be protected from erosion by vegetating the stockpile with a rapidly germinating grass seed and surrounded with silt fence. In the non- growing season, the stockpiles shall be protected by a tarp covering the entire stockpile. 4.1.5 Surface Stabilization All disturbed areas will be protected from erosion with the use of vegetative measures, ie: Seed Mixes or Erosion Control Blankets. In site areas where significant erosion potential exists, such as steep slopes, or where surficial drainage features are apparent, erosion control such as hay, wood fiber, soil stabilizers, erosion control blankets or sod may be placed until permanent vegetative cover can be established upon completion of construction. 4.1.6 Site Grading A qualified individual, per the NYSDEC, shall be on-site at all times when construction or grading activity takes place and shall inspect and document the effectiveness of all sediment and erosion control practices. All cut and fill slopes shall be kept to a maximum slope of 2:1. In the event that a slope must exceed a 2:1 slope, it shall be stabilized with boulder or stone rip-rap. On fill slopes, all material will be placed in layers not to exceed 12 inches depth and adequately compacted. Where practicable, diversion swales shall be constructed on the top of all fill embankments to divert any overland flows away from the fill slope. 4.1.7 Dust Control Where vegetative or mulch cover is not practicable in disturbed areas of the site, dust shall be controlled by the use of water sprinkling. The surface shall be sprayed until wet. Dust control shall continue until such time as the entire site is adequately stabilized with permanent vegetative cover. No discharge of dust 11 control water shall contain or cause visible oil sheen, floating solids, visible discoloration, or foaming. 4.1.8 Structural Inlet Protection After the driveway catch basin has been installed and the site is completely constructed and stabilized, these drain inlets will receive stormwater from the overland watersheds. At this point, all stormwater from the watersheds should be flowing clear and free from turbidity. However, if inlet protection is still warranted due to turbid stormwater flow, the Contractor shall install inlet protection as illustrated on the SEC plan (Sheet 2.31). This barrier will allow stormwater to be filtered prior to entering the drain. Maintenance/Inspection Inlet protection devices shall be inspected once every seven (7) days or after every storm event, whichever comes first. Care shall be taken to ensure that all inlet protection devices are properly located and secure and do not become displaced. Any necessary repairs shall be made immediately. Accumulated sediments shall be removed when the restraint cord of the silt sack is no longer visible to keep the filter functional. 4.1.9 Pollution Prevention Measures Pollution prevention practices for preventing litter, construction chemicals (if applicable), and construction debris from becoming a pollutant source in stormwater discharge include daily pickup of construction debris, inspection, designated storage areas, and physical controls such as temporary riser, silt fencing, and inlet protection. Inspections will also be conducted to ensure that dust control measures are utilized as necessary. All maintenance work on equipment will be conducted in the staging area. During construction, maintenance, construction, and waste materials will be stored within suitable areas/dumpsters, as appropriate, to minimize the exposure of the materials to stormwater and spill prevention. All maintenance and construction waste will be disposed of in a safe manner in accordance with all applicable regulations. 12 4.1.10 Spill Prevention and Response Plan When hazardous or toxic chemicals on-site, the safety of employees and neighbors shall be of utmost concern. Safety Data Sheets (SDS) shall be obtained for all hazardous substances that will be stored on-site. Should a spill occur, a licensed spill contractor must be contacted to mitigate the damages caused by a spill. The NYSDEC must be notified of the release of any petroleum products. In the case of a small-scale spill, the General Contractor shall have trained staff in the location of sorbent, brooms, rags, and mops. An inventory of equipment shall be posted in a visible location on-site. If the General Contractor does not have hazardous materials trained employees on site, a firm that specializes in handling spills, soil and water contamination shall be called. After any spill occurs, all personnel not trained in hazardous materials spill response shall be asked to evacuate the immediate area. The NYSDEC shall be called to investigate the spill and determine if additional actions must be taken to ensure the safety and security of the site. Should any injuries occur, a local emergency response team must be contacted immediately. 4.1.11 Concrete Truck Washout Concrete washout facilities will be provided for projects where concrete will be poured/otherwise formed on-site. Under no circumstances will wash water from these operations be allowed to infiltrate into the soil or enter surface waters. Maintenance/Inspection The contractor shall inspect the washout facility daily. Any damages or leaks shall be deactivated and repaired/replaced immediately. Excess rainwater shall be pumped to a stabilized area. Any accumulated hardened material shall be removed when 75% of the structure is filled. Hardened material shall be disposed of off- site in a construction/demolition landfill. Plastic liner shall be replaced with each cleaning. 5.0 CONSTRUCTION SEQUENCING 13 5.0 CONSTRUCTION SEQUENCING 5.1 General Standards Outlined below is a brief listing of the construction sequencing for the project. Prior to any site activity, the owner, contractor, owner’s engineer, and City Engineer shall hold a pre-construction meeting. The contractor/subcontractor(s) involved in the soil disturbance and/or stormwater management practices shall sign and date a copy of the contractor certification prior to undertaking any land development activity. A copy of the Contractor Certification Form is provided in Appendix B. The certification statement is required for all contractors and subcontractors that will perform action on this site. This certification shall be signed by each contractor and subcontractor identified and will include the name and title of the person providing the signature, the name, address, and telephone number of the contracting firm; the address of the site; and the date of the certification. Stabilization shall be defined as “covering or maintaining an existing cover over soil. Cover can be vegetative (ie. grass, trees, seed, mulch, shrubs or sod) or non-vegetative (ie. geo-textile fabric or rip-rap). 5.1.1 General Sequencing Phase I: 1. Install construction fence and stabilized construction entrance / exit. 2. Install silt fence / SEC measures as proposed (clear only those areas necessary to install SEC measures). 3. Prepare temporary parking and storage areas. 4. Halt all activities and contact the Engineer of Record / City of Saratoga Springs land use agent to perform inspection and certification of best management practices (BMP's). General contractor shall schedule and conduct the storm water pre-construction meeting with the engineer, city agencies, and ground- disturbing contractor before proceed with construction. 5. Perform pavement sawcuts. 6. Demolish and remove existing structures / foundations. 7. Remove all existing curbing, bituminous concrete pavement, concrete pads, and fencing. 8. Begin clearing and grubbing the site. 9. Establish material stockpile area and install sec barrier surrounding pile. 14 10. Begin rough grading of the site. Phase II: 1. Temporarily seed, throughout construction, denuded areas that will be inactive for 14 days or more. 2. Install proposed storm drainage system and structures (see Sheet 2.21). 3. Upon installation of drainage structures inlet protections to be installed. Install sanitary sewer piping and structures. 4. Start construction of building pad, parking areas, and structures. 5. Install curbs. 6. Permanently stabilize areas to be vegetated as they are brought to final grade. 7. Prepare site for final grading. 8. Construct concrete pads and sidewalks. 9. Install appropriate inlet protections prior to paving. 10. Pave areas shown on site layout plan (see Sheet 2.11). 11. Contractor / construction manager to coordinate with Engineer of Record to obtain stabilized site status. 12. Continue daily inspection reports until the final daily inspection report is signed by the construction manager and submitted. 6.0 INSPECTION AND MAINTENANCE PROGRAM 15 6.0 INSPECTION AND MAINTENANCE PROGRAM All construction activities submitting a registration for this general permit shall be inspected initially for plan implementation and then weekly for routine inspections. Inspectors from the NYS DEC and the appropriate District may inspect the site for compliance with this general permit at any time construction activities are ongoing and upon completion of construction activities to verify the final stabilization of the site and/or the installation of post-construction stormwater management measures. The owner, its successors and/or assigns shall completely familiarize themselves with the plans, details, and notes. The purpose of the inspection and maintenance program is to provide basic instructions to the designated personnel as to the proper inspection and maintenance of stormwater facilities and related appurtenances and to help them identify if these areas are not performing properly. 6.1 Inspection Frequency The permittee shall routinely inspect the site for compliance with the general permit and the plan for the site until a Notice of Termination has been submitted. Inspection procedures for these routine inspections shall be addressed and implemented in the following manner. Inspections will occur at least once every seven (7) calendar days or once every 14 calendar days and within 24 hours of the occurrence of a storm event of ¼” inches or greater, or the occurrence of runoff from snowmelt sufficient to cause a discharge. To determine if a storm event of ¼” inches or greater has occurred on your site, you must either keep a properly maintained rain gauge on your site, or obtain the storm event information from a weather station that is representative of your location. Within 24 hours of the occurrence of a storm event means that you must conduct an inspection once a storm event has produced ¼” inches within a 24-hour period, even if the storm event is still continuing. The site will be inspected by a qualified inspector (provided by the permittee) as defined in the general permit as “a person that is knowledgeable in the principles and practices of erosion and sediment such as a licensed Professional Engineer, Certified Professional in erosion and Sediment Control (CPESC), Registered Landscape Architect, or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control” They shall inspect, at a minimum, the following: disturbed areas of the construction activity that have not been finally stabilized; all erosion and sedimentation control measures; all structural control measures; soil stockpile areas; and locations where 16 vehicles enter or exit the site. These areas shall be inspected for evidence of, or the potential for, pollutants entering the drainage system, and impacts to the receiving waters. Locations where vehicles enter or exit the site shall also be inspected for evidence of off-site sediment tracking. The qualified inspector(s) shall evaluate the effectiveness of erosion and sediment controls, structural controls, stabilization practices, and any other controls implemented to prevent pollution and determine if it is necessary to install, maintain, or repair such controls and/or practices to improve the quality of stormwater discharges. 6.2 Inspection Reports A report shall be prepared and retained as part of this SWPPP. This report shall summarize: Date and time of inspection; name and title of person(s) performing inspection; a description of the weather and soil conditions at the time of inspection; a description of the condition of the runoff at all points of discharge from the construction site; a description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas; identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; identification of all erosion and sediment control practice and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection and areas that have been stabilized since last inspection; current phase of construction of all post- construction stormwater management practices and identification of all construction that is that is not in conformance with SWPPP and technical standards; corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s); identification and status of all corrective actions that were required by previous inspection; digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions or corrective actions that have been completed; within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame; all inspections shall be signed by the qualified inspector. 17 A copy of all inspection reports will be kept at the site or at an easily accessible location, so that it can be made available at the time of an on-site inspection or upon request by NYS DEC. All inspection reports will be kept for at least five (5) years from the date that the permit coverage expires or is terminated. 6.3 Construction Inspection Checklist See attached documentation. 6.4 Maintenance Inspection Checklist See attached documentation. 6.3 CONSTRUCTION INSPECTION CHECKLIST New York State Stormwater Management Design Manual Appendix F F-9 Infiltration Trench Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 1. Pre-Construction Pre-construction meeting Runoff diverted Soil permeability tested Groundwater / bedrock sufficient at depth 2. Excavation Size and location Side slopes stable Excavation does not compact subsoils 3. Filter Fabric Placement Fabric specifications Placed on bottom, sides, and top New York State Stormwater Management Design Manual Appendix F F-10 CONSTRUCTION SEQUENCE SATISFACTORY / UNSATISFACTORY COMMENTS 4. Aggregate Material Size as specified Clean / washed material Placed properly 5. Observation Well Pipe size Removable cap / footplate Initial depth = feet 6. Final Inspection Pretreatment facility in place Contributing watershed stabilized prior to flow diversion Outlet Comments: New York State Stormwater Management Design Manual Appendix F F-11 Actions to be Taken: LONG-TERM OPERATION & MAINTENANCE MANUAL For the Proposed: CHIPOTLE Located At: 12 Ballston Avenue Saratoga Springs, New York Prepared On: June 9, 2023 Prepared For: City of Saratoga Springs Site Plan Review Prepared By: 11 Vanderbilt Avenue, Suite 240 Norwood, Massachusetts 02062 T: (781) 352-8491 Prepared For: CollabDev 2 LLC 529 Main Street Boston, Massachusetts 02129 T: (781) 690-0275 Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 1 TABLE OF CONTENTS INTRODUCTION ........................................................................................................................................ 2 RESPONSIBILITY ................................................................................................................................... 2 DOCUMENTATION ............................................................................................................................... 2 MAINTENANCE PROGRAM .................................................................................................................... 3 SUBSURFACE STORMWATER SYSTEM ........................................................................................... 3 HYDRODYNAMIC SEPARATOR UNIT .............................................................................................. 3 CATCH BASIN ........................................................................................................................................ 4 STREET MAINTENANCE ...................................................................................................................... 5 PESTICIDES, HERBICIDES AND FERTILIZERS ................................................................................ 5 EMEREGENCY SPILL CONTAINMENT ................................................................................................. 5 Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 2 INTRODUCTION Solli Engineering (Solli) has prepared this Long-Term Operations and Maintenance (O&M), to be filed with the City of Saratoga Springs, New York for the proposed quick-service restaurant at 12 Ballston Avenue in Saratoga Springs, NY. The O&M Manual has been prepared to ensure that the stormwater management functions as designed. The owner possesses the primary responsibility for overseeing and implementing the O&M plan and assigning a Property Manager who will be responsible for the proper operation and maintenance of the stormwater structures. In case of transfer of property ownership, future property owners shall be notified of the presence of the stormwater management system and the requirements for proper implementation of the O&M plan. Included in the O&M plan identifying key components of the stormwater system as well as a log for tracking inspections and maintenance. The stormwater management system protects and enhances the stormwater runoff water quality through the removal of sediment and pollutants, and source control significantly reduces the number of pollutants entering the system. Preventive maintenance of the system will include a comprehensive source reduction program of regular vacuuming and litter removal, prohibitions on the use of pesticides, and maintenance of designated waste and recycling. RESPONSIBILITY The purpose of the Long-Term Operation and Maintenance (O&M) Manual is to ensure inspection of the system, removal of accumulated sediments, oils, and debris and implementation of corrective action and record keeping activities. The below O&M activities associated with the site will be performed by a Contract Operator for the scope of maintenance. The Contract Operator will be a professional engineer or other technical professional with expertise and experience with stormwater management facilities operation and maintenance. The ongoing responsibility is the Owner, its successors, and assigns. Adequate maintenance is defined in this document as good working condition. Responsibility for O&M (to be transferred upon sale of property / development): Contact: John Roche / CollabDev2 LLC Number: (781) 690-0275 Address: 529 Main Street City, State: Boston, MA 02129 DOCUMENTATION An inspection and maintenance record log and schedule will be kept by the Owner or Property Manager summarizing inspections, maintenance, repairs and any corrective actions taken. The log will include the date on which each inspection or maintenance task was performed, a description of the inspection findings or maintenance completed, and the name of the inspector or maintenance personnel performing the task. If a maintenance task requires the clean-out of any sediments or debris, the location where the sediment and debris was disposed after removal will be indicated. Inspection & Maintenance Logs will be kept on file at the on-site Property Management office. Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 3 MAINTENANCE PROGRAM The Owner, Property Manager and maintenance staff will conduct the Operation and Maintenance program set forth in this document. The Owner or Property Manager will ensure that inspections and record keeping are timely and accurate, and that cleaning and maintenance are performed in accordance with the recommended frequency for each stormwater component. Inspection & Maintenance Log Forms shall include the date and the amount of the last significant storm event in excess of 1-inch of rain in a 24- hour period, physical conditions of the structures, depth of sediment in structures, evidence of overtopping or debris blockage and maintenance required of each structure. The following areas, facilities, and measures will be inspected by the Owner or Property Manager and maintained as specified below. Identified deficiencies will be corrected. Accumulated sediments and debris will be properly handled and disposed of off-site, in accordance with local, state, and federal guidelines and regulations. SUBSURFACE STORMWATER SYSTEM Subsurface infiltration / detention systems are used widely for controlling the quantity of stormwater runoff as well as the quality where space is limited. Subsurface systems’ performance varies by manufacturer and system design. The stormwater management system proposes the installation of a subsurface system incorporating 3.0’ Retain-it chambers (Or approved equal). According to the Owners Maintenance Manual provided by Retain-It, the infiltration / detention chambers are “self-sufficient and operate without requiring any outside assistance, except for periodic inspection to verify optimal performance and maintenance for removal of collected pollutants.” The chambers should be inspected periodically with a greater number of inspections to take place during the system start up (just after installation). To successfully maintain the design parameters the following will be required for upkeep: Periodically: Inspector shall visually inspect the system to help identify issues of concern. The inspector should look for signs of slow flows, backed up water, visible oil, trash, and debris or an excessive amount of sediment in the storage area. During periodic inspections the inspector should visibly inspect the outlet control structure for issues of concern. If sediment is observed to be causing issues of concern, a vacuum truck should be used to suck the accumulated sediments, oils, greases, trash, and debris from the system. Sediments, trash, and debris shall be removed and disposed of in an approved manner. Any indications of hazardous material, determined by visual inspection, testing, smell or abnormality, should be reported and handled per appropriate regulations. For more information regarding the Retain-It Owners Maintenance Guide visit: http://retain-it.com/library/retain-it-sms-owners-maintenance-guide.pdf HYDRODYNAMIC SEPARATOR UNIT Hydrodynamic separators protect the environment by removing a wide range of pollutants from stormwater runoff. Periodic removal of these captures pollutants is essential to the continuous, long-term functioning of the separator. The unit will capture and retain sediment and oil until the sediment and oil storage volumes are full to capacity. When sediment and oil storage capacities are reached, the structure will no longer be able to store removed sediment and oil. Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 4 The stormwater management system proposes to incorporate a Contech water quality unit. According to the Contech Guide Operation, Design, Performance and Maintenance, inspections shall take place at regular intervals to ensure optimum performance. At a minimum, inspections shall be performed twice a year (Ex.: spring & fall) however more frequent inspections may be required depending on several things one being severity of winter (excessive sanding/salting). The frequency of cleanout is determined in the field after installation. During the first year of operation, the units should be inspected regularly and then after, every six months (twice a year) to determine the rate of sediment and floatables accumulation. A simple probe can be used to determine the level of accumulated solids stored in the sump. This information should be recorded in the inspection logs. On the log it is important to note the date, location of structure (or identification), estimated volume of floatables, and depth of sediment. Securely replace the top of the structure and take down any safety equipment. Then notify the engineer of record for any irregularities in the structure’s performance if any. The system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. Sediment and debris removal can be done manually or with approved sumpvac (or equal). For more information regarding the CDS Guide Operation, Design, Performance and Maintenance visit: https://www.conteches.com/Portals/0/Documents/Design%20Guides/CDSDesign%20Guide.pdf?ver=201 8-05-16-083621-907 CATCH BASIN Catch basins are underground concrete structures which are designed to retain removed trash, debris, and coarse sediment from stormwater runoff and serve as temporary spill containment devices for floatables such as oil and greases prior to discharge into a storm sewer pipe. The functions of a catch basin include: A grate and/or vertical notch found in the curbing that allow stormwater to enter the structure while filtering out larger objects such as trash and leaves. A two-foot (minimum) sump below the invert of the storm sewer pipe provides an area for detention time which allows sands and other sediments to settle out of the runoff prior discharge. An attached hooded outlet, that prevents floatables and sediment from entering the storm sewer pipes. At a minimum, catch basins and drain manholes shall be inspected quarterly (four times per year). Ideally, inspections should be conducted in the fall, at the end of the leaf-drop, in the spring following snowmelt and following heavy rain falls, defined as a storm event exceeding 1-inch of rain fall within a twenty- four-hour period to verify that inlet openings are not clogged by debris. Each structure should be cleaned whenever the depth of sediment deposits is greater than or equal to one half the depth of the sump from the bottom of the structure to the bottom of the lowest pipe invert. Structures shall be inspected for a buildup of sediments, oils, debris, cracks, breaks, or deformations. Any function of the catch basin and drain manhole that is not in working order will be replaced with similar materials, as per detail, to prevent the storm sewer system from failing. If floating hydrocarbons are observed during an inspection, the material should be removed immediately by skimming, absorbent materials, or other method and disposed in conformance with applicable state and federal regulations. The catch basins shall be cleaned by means of handheld shovels, scallop shovel and/or vacuum truck. Vacuum truck may be required instead of shovels to avoid damage to structure. The grate opening shall be clear of any foreign or lodged object. If floating hydrocarbons are Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 5 observed during an inspection, the material should be removed immediately by skimming, absorbent materials or other methods and salts used in the winter will be removed from the catch basin sumps in the early spring. Leaves, pine needles and branches brought down by autumn winds, rain, and cold weather will be removed from the catch basin sumps in the late fall. Collected sediment, debris and hydrocarbons will be properly disposed of per local, state and federal requirements. Damaged Hoods should be replaced when noted by inspection. STREET MAINTENANCE Street maintenance is a non-structural source control performed by mechanical means to limit sediment and particulates from impervious surfaces as an effort to control or limit the sediment migration to other stormwater BMP’s during storm events. There are three typical types of sweeping methods, including mechanical, regenerative air and vacuum filter. Mechanical sweepers are the most common and use brooms or brushes to scour the pavement. Regenerative air sweepers blow air onto the impervious surface causing sediment and other fine particles to be blown from the surface so they can be vacuumed. Vacuum filter sweepers are available in wet and dry types. Dry types use brooms to agitate the sediment prior to vacuuming. Wet types work in a similar fashion but use water to suppress dust during the collection activity. Because of street maintenance, sediment and other fine particulates are limited on the impervious surfaces and be further controlled from entering other BMP’s. They also allow for the removal and prevention of accumulation of sediment along parking or road edges. This should be done periodically during dry weather to remove excess sediments to reduce the amount of sediments that the drainage system shall have to remove from runoff. Sweeping should mostly be conducted between the months of March and November, with special attention to sweeping during the wetter (earlier) months. Salt used for de-icing should be limited as much as possible as this will reduce the need for the removal and treatment. However, sand containing the minimum amount of calcium chloride (or approved equal) needed for handling may be applied as part of the routine winter maintenance activities. PESTICIDES, HERBICIDES AND FERTILIZERS Pesticides and herbicides shall be used sparingly. Fertilizers should be restricted to the use of organic fertilizers only. Exterior storage of fertilizers, herbicides, pesticides or other toxic or hazardous materials should be prohibited. EMEREGENCY SPILL CONTAINMENT The Owner, along with the on-site Property Manager is responsible for educating staff and informing tenants on the environmental benefits associated with the use of pavement at the site. Staff must be trained, and tenants informed via the community website as to the proper spill prevention control and response procedures should a spill occur on the pavement surface. Proper spill control products, such as a granular dry absorbent, must be kept on-site at the property management office in a clean, dry chemical and corrosion resistant container. A spill of greater than 10 gallons of oil or a spill of any quantity that has reached a surface water, into a sewer, storm drain, ditch, or culvert leading to a surface water, is immediately reported to one or more municipal, state, or federal authority. In the event of a hazardous waste spill on-site, the following protocol should be followed. Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 6 If it is safe to do so, maintenance staff or tenants detecting an oil spill should immediately stop the release and use available materials to prevent the spread of oil. If there is a potentially flammable, toxic, or explosive condition, evacuate the vicinity of the spill. If it’s believed that a reportable or dangerous condition exists, immediately call your local Fire Department to notify them of the release. If it is believed that a reportable condition exists, immediately call the New York Department of Environmental Conservation (DEC) to notify them of the release. Call the NYS DEC Spill Hotline toll free statewide number, 1-800-457-7362. Be prepared to provide the following information to the DEC and the Fire Department: o Identity of the caller o Contact phone number Location of the spill o Type of product spilled o Approximate quantity or product spilled Extent of actual and/or potential water pollution o Date and time of spill o Cause of spill o Contact a Licensed Site Professional (LSP) to assist in further handling of the material(s) and DEC. 6.4 MAINTENANCE INSPECTION CHECKLIST New York State Stormwater Management Design Manual Appendix G G-6 Infiltration Trench Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY / UNSATISFACTORY COMMENTS 1. Debris Cleanout (Monthly) Trench surface clear of debris Inflow pipes clear of debris Overflow spillway clear of debris Inlet area clear of debris 2. Sediment Traps or Forebays (Annual) Obviously trapping sediment Greater than 50% of storage volume remaining 3. Dewatering (Monthly) Trench dewaters between storms 4. Sediment Cleanout of Trench (Annual) No evidence of sedimentation in trench Sediment accumulation doesn=t yet require cleanout 5. Inlets (Annual) New York State Stormwater Management Design Manual Appendix G G-7 MAINTENANCE ITEM SATISFACTORY / UNSATISFACTORY COMMENTS Good condition No evidence of erosion 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repair No evidence of erosion 7. Aggregate Repairs (Annual) Surface of aggregate clean Top layer of stone does not need replacement Trench does not need rehabilitation Comments: Actions to be Taken: 7.0 POST CONSTRUCTION STORMWATER MANAGEMENT 18 7.0 POST CONSTRUCTION STORMWATER MANAGEMENT 7.1 Inspection and Maintenance of Permanent Drainage Systems & BMPs 7.1.1 General Stormwater Facilities These stormwater facilities shall be inspected weekly for the first three months following the completion of construction. Thereafter, these facilities shall be inspected at a minimum quarterly, and always immediately following a rain event. Upon inspection, facilities shall be immediately maintained and/or cleaned as may be required. Any site areas exhibiting soil erosion of any kind shall be immediately restored and stabilized with vegetation, mulch or rip-rap stone, depending on the areas to be stabilized. Upon each inspection, all visible debris including, but not limited to, twigs, leaf, and forest litter shall be removed from the frames and grates of drainage structures. 7.1.2 Vegetated Areas Vegetative areas shall be mowed periodically. Any debris, litter or fallen trees/shrubs shall be removed at the time of each mowing, unless such debris impedes the proper flow of water, in which case all debris shall be immediately removed upon inspection. 7.1.3 Drain Inlets The catch basin has been designed with a 1-foot sump and hooded outlet to trap sediment prior to its stormwater conveyance to the water quality unit and ultimately downstream. The sump will require periodic inspection and maintenance to ensure that adequate depth is maintained with the sump. The catch basin sump shall be inspected once per month for the first three (3) month (after drainage systems have been put into service). Thereafter, the sump should be inspected every four (4) months and always immediately following a large storm event (i.e., production ½ inch of rain or greater) and all sediment pre-treatment tanks shall be inspected once every twelve (12) months. The owner shall take measurements of the sump depth. If sediment has accumulated to one-half the depth of the sump, all sediment shall be removed from the sump. Sediments can be removed with hand-labor or with a vacuum device. 19 7.1.4 Subsurface Detention System Subsurface infiltration / detention systems are used widely for controlling the quantity of stormwater runoff as well as the quality where space is limited. Subsurface infiltration systems’ performance varies by manufacturer and system design. The stormwater management system proposes the installation of a subsurface system incorporating a 3.0’ Retain-it chamber (Or approved equal). According to the Owners Maintenance Manual provided by Retain-It, the infiltration / detention chambers are “self-sufficient and operate without requiring any outside assistance, except for periodic inspection to verify optimal performance and maintenance for removal of collected pollutants.” The chambers should be inspected periodically with a greater number of inspections to take place during the system start up (just after installation). The inspector shall visually inspect the system to help identify issues of concern and should look for signs of slow flows, backed up water, visible oil, trash and debris or an excessive amount of sediment in the storage area. During periodic inspections the inspector should visibly inspect the outlet control structure for issues of concern. If sediment is observed to be causing issues of concern, a vacuum truck should be used to suck the accumulated sediments, oils and greases and trash and debris from the system. Sediments, trash, and debris shall be removed and disposed of in an approved manner. Any indications of hazardous material, determined by visual inspection, testing, smell or abnormality, should be reported and handled per appropriate regulations. 8. 0 NOTICE OF TERMINATION 20 8.0 NOTICE OF TERMINATION At the conclusion of site construction and within 30 days of the last site inspection of construction activities and cleaning out of all stormwater control structures, a Notice of Termination Form shall be completed and submitted to the DEC. 8.1 Notice of Termination Form See attached documentation. NOTICE OF TERMINATION FORM (NOT) New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR ___ ___ ___ ___ ___ ___ I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person: 4a.Telephone: 4b. Contact Person E-Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. □ All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed (month/year): 9b. □ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator’s permit identification number: NYR ___ ___ ___ ___ ___ ___ (Note: Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. □ Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? □ yes □ no ( If no, go to question 10f.) 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed? □ yes □ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? □ yes □ no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): □ Post-construction stormwater management practice(s) and any right-of-way(s) needed to maintain practice(s) have been deeded to the municipality. □ Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). □ For post-construction stormwater management practices that are privately owned, a mechanism is in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record. □ For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? □ yes □ no (If Yes, complete section VI - “MS4 Acceptance” statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: VIII. Qualified Inspector Certification - Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3 LIST OF FIGURES Figure 1: Site Location Map Figure 2: FEMA Flood Map Figure 3: Soil Survey Map ENGINEERING 21206201Project #: Plan Date: Scale:12 BALLSTON AVENUE SARATOGA SPRINGS, NEW YORK Figure: 11 Vanderbilt Ave, Norwood, MA 02062 T: (781) 352-8491 F: (203) 880-9695 1,000 0 1,000 06/09/23 1" = 1,000' 500 SITE LOCATION MAP 1 PROJECT SITE NOTE: BASE MAP INFORMATION TAKEN FROM USGS SARATOGA SPRINGS, NEW YORK QUADRANGLE 7.5-MINUTE SERIES. NGA REF. NO. USGSX24K39968 ENGINEERING 21206201Project #: Plan Date: Scale:12 BALLSTON AVENUE SARATOGA SPRINGS, NEW YORK Figure: 11 Vanderbilt Ave, Norwood, MA 02062 T: (781) 352-8491 F: (203) 880-9695 1,000 0 1,000 06/09/23 1" = 1,000' 500 FEMA FLOOD MAP 2 PROJECT SITE NOTE: BASE MAP INFORMATION TAKEN FROM FEMA FLOOD INSURANCE RATE MAP, MAP NUMBER 36091C0433E, EFFECTIVE 08/16/1995. ENGINEERING 21206201Project #: Plan Date: Scale:12 BALLSTON AVENUE SARATOGA SPRINGS, NEW YORK Figure: 11 Vanderbilt Ave, Norwood, MA 02062 T: (781) 352-8491 F: (203) 880-9695 300 0 300 06/09/23 1" = 300' 150 SOIL SURVEY MAP 3 PROJECT SITE NOTE: BASE MAP RESOURCES TAKEN FROM THE NATURAL RESOURCES CONSERVATION SERVICE, URL: https://websoilsurvey.sc.egov.usda.gov. LIST OF DRAWINGS Sheet S-1 – Topographic Survey Sheet 2.11 – Site Layout Plan Sheet 2.21 – Grading & Drainage Plan Sheet 2.31 – Soil Erosion & Sediment Control Plan CIRF CIRF WV WV WV WV WV G G FF=32 1 . 2 2 ' FF=32 0 . 7 2 'One Story Wood Frame BuildingGas Met e r Electric M e t e r EnclosureA/C G Traffic Si g n al B o x Traffic Si g n al B o x 2" Cra b a p pl e 2" Cra b a p pl e 2" Crabapple Sign-T r u c k s No Rig h t T u r n LP CB CB CB Orange Paint Lines (Faded)Traffic Signal BoxYellow P a i n t L i n e Orange Paint LinesLP LP LP Concrete Si de walk Sign-Traffic Lights AheadBrick Planter Brick PlanterBrick PlanterBrick Planter Concrete SidewalkAsphaltOrange P ai n t Li n e s Util Access Cover Rim=316.58'Util Access Cover Rim=316.71' Access Cover Rim=316.40' Catch Basin Rim=315.75'Crosswalk Signal Pole Crosswalk Signal Pole Crosswalk Signal Pole Crosswalk Signal Pole Traffic Signal Pole U.P. NM7 U.P. NM8 U.P. NM6SSAC Blue Paint L i n e 2" Cedar (4 Tr e e s ) 4" Elm Clump 4" Elm Clump Crosswalk Signal Pole D W S Bollards Concrete SidewalkConcrete Wheel Stop (Typ.) Orang e P ai n t Li n e Util Access CoverRim=316.97'Hydrant BM Bolt @ Arrow=318.45' Tr a f f i c L i g h t s 320320320320 315 3 1 5 31 6 317 318 318 317 316 319 318316 317 318 319 3183173173 1 8 Asphalt Parking U.P. NM5 Area 13959.8 Sq. Feet 0.32 Acres Deed References Karl Wolf and Wolf Hi-Roc Lanes, Inc. To Saratoga 16, LLC Dated: June 05, 2006 Recorded on: June 08, 2006 B:1759 P:260 12 Ballston Avenue, LLC To The City of Saratoga Springs Dated: September 18, 2014 Recorded on: October 07, 2014 Instrument No. 2014029210 12 Ballston Avenue, LLC To Saratoga Prime Properties, LLC Dated: March 20, 2015 Recorded on: March 20, 2015 Instrument No. 2015007841 Map Reference Map of a survey of lands of Carmen & Josephine Palma Dated: March 13, 1969 By: John B. Van Dusen Legend CIRF = Capped Iron Rod Found U.P. = Utility Pole = Overhead Utility Wire = Water Valve = Gas Valve CB = Catch Basin SSAC = Sanitary Sewer Access Cover = Traffic Control Box LP = Light Pole G WV1 (103.93'1 ( 64.60 ' 1 ( 76.4 1 '40.95'6 :78.90'6 :174.73' 6 : LP StepPorch Wood Fen c e LP Roof O v e r h a n g Roof O v e r h a n g Porch Rim=316.77' 8" PVC IN Inv.=312.38' 6" PVC IN Inv.=311.79' 8" PVC OUT Inv.=311.41'MARKED WITH AN ORIGINAL OF THE LAND SURVEYORS"ONLY COPIES FROM THE ORIGINAL OF THIS SURVEYAGENCY AND LENDING INSTITUTION LISTED HEREON, ANDON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTALTO THE PERSON FOR WHOM THE SURVEY IS PREPARED, ANDLAND SURVEYORS. SAID CERTIFICATIONS SHALL RUN ONLYBY THE NEW YORK STATE ASSOCIATION OF PROFESSIONALEXISTING CODE OF PRACTICE FOR LAND SURVEYORS ADOPTEDTHIS SURVEY WAS PREPARED IN ACCORDANCE WITH THE "CERTIFICATIONS INDICATED HEREON SIGNIFY THATSEAL SHALL BE CONSIDERED TO BE VALID TRUE COPIES."VIOLATION OF SECTION 7209, SUB-DIVISION 2, OF THEMAP BEARING A LICENSED LAND SURVEYORS SEAL IS A "UNAUTHORIZED ALTERATION OR ADDITION TO A SURVEYNEW YORK STATE EDUCATION LAW."TO THE ASSIGNEES OF THE LENDING INSTITUTION."Scale 1"=20' Date: XXX SHEET 1 OF 1 DWG. NO. 22-239MagneticSOLLI ENGINEERING 165.83-1-3 165.83-1-3D3062 6.) 3.) 4.) PARCEL IS SUBJECT TO ANY EASEMENTS OF RECORD.2.) NOTES: 1.) 7.) 5.) THIS MAP WAS PREPARED WITHOUT THE BENEFIT OF AN ABSTRACT OF TITLE OR AN UP TO DATE TITLE REPORT AND IS THEREFORE SUBJECT TO ANY STATEMENT OF FACTS SHOWN THEREON. THIS MAP WAS PREPARED FROM AN ACTUAL FIELD SURVEY MADE IN ACCORDANCE WITH THE EXISTING CODE OF PRACTICE ADOPTED BY THE NEW YORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS. 7+,60$3,6&23<5,*+79$1'86(1 67(9(6/$1' SURVEYORS. UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS VIOLATION OF SECTION 7209, SUBDIVISION 2, OF NEW YORK STATE EDUCATION LAW. DIMENSIONS BETWEEN PROPERTY LINES AND STRUCTURES ARE TO THE NEAREST HALF FOOT AND ARE FOR THE SOLE PURPOSE OF INTERPRETING THEIR CONFORMANCE WITH ZONING AND NOT INTENDED TO AID IN THE ESTABLISHMENT OR RETRACEMENT OF PROPERTY LINES. CONTOURS SHOWN HEREON ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88). THE SURVEYED PARCEL IS SUBJECT TO WHATEVER RIGHTS, TITLE OR INTEREST THE CITY OF SARATOGA SPRINGS, THE COUNTY OF SARATOGA, AND THE PEOPLE OF THE STATE OF NEW YORK MAY HAVE TO MAINTAIN THE ROADS, AND TO WHATEVER RIGHTS, TITLE OR INTEREST THE TRAVELING PUBLIC MAY HAVE TO THE BED OF THE ROADS. 8.)OFFSETS BETWEEN PROPERTY LINES AND STRUCTURES SHOWN HEREON ARE TO ROOF OVERHANGS UNLESS OTHERWISE NOTED. CIRF CIRF WV WV TR TR G 2" Craba p pl e 2" Craba p pl e 2" Crabapple Area 13959.8 Sq. Fee t 0.32 Acres Lands N/F of Saratoga 16 LLC B:1759 P:260 165.83-1-42 3 PROPOSED 2,344± SF 31'32' 74' FFE = 319.00 7 11 2 BALLST O N A V E N U E HAMILTON STREET244.9' 85.0' BUILD-OUT PERCENTAGE = 85 FT / 244.9 FT = 34.7%119.8'27.6'BUILD-OUT PERCENTAGE = 27.6 FT / 119.8 FT = 23.0% CIRF CIRF TR TR G G 2" Crab a p pl e 2" Crab a p pl e 2" Crabapple Area 13959.8 Sq. Fe e t 0.32 Acres Lands N/F of Saratoga 16 LL C B:1759 P:260 165.83-1-4231'A B PROTECT & MAINTAIN EXISTING DUMPSTER LOCATION PROPOSED PATIO AREA 12' BUILD-TO LINE (TYP.) PROPOSED 5' CONCRETE SIDEWALK PROPOSED CONCRETE DUMPSTER PAD W/ 6' HIGH TREATED WOOD FENCE ENCLOSURE 3 PROPOSED PERPETUAL EASEMENT AREA = 3,134 SF (SEE NOTE 12 HEREON)4' 8'9' PROPOSED 2,344± SF 31'32' 74' 3' 3' PROPOSED BENCHES BALLST O N A V E N U E HAMILTON STREETPROPOSED CONCRETE STEPS W/ HANDRAIL PROPOSED BRICK PLANTER LIMITS OF PERPETUAL EASEMENT (TYP.) PROPOSED CONCRETE CURB PROPOSED PATIO RAILING (TYP.) PROPOSED CONCRETE BOLLARD (TYP.) PROPOSED PAINTED ARROW PAVEMENT MARKINGS (TYP.)17' 17'5' 5'11' 9' (TYP.) 18'(TYP.)6'8'8' ADA ACCESSIBLE RAMPS APPLY 4" SSWL 2' O.C. @ 45° ANGLE (TYP.)24'PROPOSED PAINTED ADA PARKING SYMBOL 4' 6' PROPOSED CONCRETE CURB R1 0 'R3'24'R1 0 ' PROPOSED BITUMINOUS CONCRETE CURB TIE PROPOSED SIDEWALK INTO EXISTING SIDEWALK (MATCH GRADE) TIE PROPOSED SIDEWALK INTO EXISTING SIDEWALK (MATCH GRADE) FFE = 319.00 R20' TIE PROPOSED SIDEWALK INTO EXISTING SIDEWALK (MATCH GRADE) INSTALL DETECTABLE WARNING STRIP WITHIN R.O.W. (TYP.) PROPOSED MONUMENT SIGN PROPOSED CONCRETE CURB 4" SSWL (TYP.) PROPOSED PAVEMENT SAWCUT (TYP.) 4" SSWL (TYP.) R 3 ' 4" SSWL (TYP.) PROTECT AND MAINTAIN EXISTING TREE R32' 5' 5'5'5' 7 11 2 TIE PROPOSED SIDEWALK INTO EXISTING SIDEWALK (MATCH GRADE) PROTECT AND MAINTAIN EXISTING TRAFFIC SIGN EXISTING PROPERTY LINE & REAR SETBACK LINE R2' R 3 'R3'R 3 'R3'R 3 ' R5' R 2 ' A PROPOSED SIDEWALK REPAIR (MATCH GRADE) PROPOSED TRANSITION CURB (TYP.) PROPOSED TRANSITION CURB (TYP.) PROPOSED TRANSITION CURB (TYP.)22' PROPOSED STOP SIGN52'PROPOSED CONCRETE APPROACH APRONHAMILTON STREETBALLST O N A V E N U E PROPERTY LINE (TYP.) 300' PROPERTY BUFFER (TYP.) (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (21) (22) (17)(18) (19) (20) (23) BUILDING OVERHANG LINE / CANOPY PAVEMENT ARROW MARKINGS PARKING SPACE COUNT15 LEGEND PROPERTY LINE RIGHT-OF-WAY LINE ADJOINING LOT LINE BUILD-TO-LINE LANDSCAPE BUFFER LIMIT OF EASEMENT CONCRETE CURB SIDEWALK LIMITS BUILDING LIMITS BUILDING HATCH PAVEMENT STRIPING - WHITE STANDARD AND ADA PARKING SPACES CONCRETE SIDEWALK / PAVEMENT CONCRETE BOLLARD BUILDING DOOR PATIO RAILING PATIO SEATING PAVEMENT SAWCUT 501 Main Street, Monroe, CT 06468 11 Vanderbilt Ave, Norwood, MA 02062 Sheet Title:Sheet #: Project: Drawn By: Checked By: Approved By: Project #: Plan Date: Scale: PROPOSED CHIPOTLE 12 BALLSTON AVENUE (M-B-L: 165.83-1-3) SARATOGA SPRINGS, NEW YORK OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831 APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET, BOSTON, MA 02129 Graphic Scale: Rev. #:Date Description KMS 21206201 ENGINEERING Kevin Solli, P.E. NY 092156 T: (203) 880-5455 F: (203) 880-9695 T: (781) 352-8491 F: (203) 880-9695 10 0 10 20 AWC CJB 06/09/23 1" = 10' SITE LAYOUT PLAN 2.112,344± SFPROPOSED RESTAURANT CITY PARKING REQUIREMENT 1 SPACE / 100 SF OF GFA REQUIRED 23 SPACES PROVIDED 23 SPACES PARKING SUMMARY GFA/SEATS/OCCUPANCYPROPERTY 12 BALLSTON AVENUE (SUBJECT SITE) USE ZONING COMPLIANCE TABLE ZONE: NC NEIGHBORHOOD DISTRICT (T-5) ZONING REQUIREMENT EXISTING CONDITIONS ZONING STANDARD 1.1 TIMES THE R.O.W. OR 50 FT (WHICHEVER IS LESS) < 50 FT PROPOSED CONDITIONS < 50 FTMAXIMUM BUILDING HEIGHT 24 FT < 24 FT 24 FT MINIMUM SETBACK FROM PUBLIC R.O.W. 3,000 SF 2,703 SF 2,344 SF MINIMUM BUILD OUT PERCENTAGE (BALLSTON) 0 FT TO 12 FT BUILD TO ZONE 0 FT 4 FT MINIMUM SIDE/REAR YARD SETBACK 70%0%34.7%* 0 FT 7 FT 52 FT MINIMUM BUILDING HEIGHT MAXIMUM CUMULATIVE BUILDING AREA (ONE-STORY STRUCTURES) MINIMUM BUILD OUT PERCENTAGE (HAMILTON)70%60%23.0%* LIST OF ADJACENT PROPERTY OWNERS 1.MAP-BLOCK-LOT: 165.83-1-42 / OWNER: SARATOGA 16 LLC 2.MAP-BLOCK-LOT: 165.83-1-17 / OWNER: BLUE STAR ENTERPRISES LLC 3.MAP-BLOCK-LOT: 165.83-1-16 / OWNER: BLUE STAR ENTERPRISES LLC 4.MAP-BLOCK-LOT: 165.83-1-15 / OWNER: BLUE STAR ENTERPRISES LLC 5.MAP-BLOCK-LOT: 165.83-1-12 / OWNER: DALBEY, JEFFERY A 6.MAP-BLOCK-LOT: 165.83-1-11 / OWNER: CB ENTERPRISES OF SARATOGA INC 7.MAP-BLOCK-LOT: 165.83-1-10 / OWNER: CB ENTERPRISES OF SARATOGA INC 8.MAP-BLOCK-LOT: 165.83-1-39 / OWNER: J LARRY FUGATE REV TRUST 9.MAP-BLOCK-LOT: 165.83-1-4 / OWNER: J LARRY FUGATE REV TRUST 10.MAP-BLOCK-LOT: 165.83-1-21 / OWNER: BLUE STAR ENTERPRISES LLC 11.MAP-BLOCK-LOT: 165.83-1-38 / OWNER: MICZEK, RICHARD J 12.MAP-BLOCK-LOT: 165.83-1-7 / OWNER: CB ENTERPRISES OF SARATOGA INC 13.MAP-BLOCK-LOT: 165.83-1-6 / OWNER: BROADWAY SARATOGA CO 14.MAP-BLOCK-LOT: 165.83-1-5.1 / OWNER: CROWN OIL #1 COMPANY INC 15.MAP-BLOCK-LOT: 165.75-1-18 / OWNER: STONE, TARA L 16.MAP-BLOCK-LOT: 165.75-1-48 / OWNER: JAKUBIAK, MARK A 17.MAP-BLOCK-LOT: 165.75-1-21 / OWNER: SMITH, WALTER J 18.MAP-BLOCK-LOT: 165.75-1-22 / OWNER: RIVER FUNCHEON LLC 19.MAP-BLOCK-LOT: 165.75-1-23 / OWNER: WALSH, DAVID M 20.MAP-BLOCK-LOT: 165.75-1-24 / OWNER: MARY FRANCES JORDAN IRR TRUST 21.MAP-BLOCK-LOT: 165.83-1-40 / OWNER: JENKS, JOSIAH D 22.MAP-BLOCK-LOT: 165.83-1-41 / OWNER: MINALODA FARM LLC 23.MAP-BLOCK-LOT: 165.83-1-1 / OWNER: RW HOUSING DEVELOPMENT, FUND COMPANY INC SITE VICINITY MAP SCALE: 1" = 150' GENERAL NOTES 1.THESE PLANS ARE FOR PERMITTING PURPOSES ONLY AND ARE NOT FOR CONSTRUCTION. NO CONSTRUCTION OR DEMOLITION SHALL BEGIN UNTIL APPROVAL OF THE FINAL PLANS IS GRANTED BY ALL GOVERNING AND REGULATORY AGENCIES. 2.ALL PROPOSED SITE WORK IS TO BE COMPLETED IN ACCORDANCE WITH ALL PERMITS, APPROVALS, AND CONDITIONS OF APPROVALS ISSUED BY LOCAL, STATE AND/OR FEDERAL REVIEWING AGENCIES. 3.EXISTING BOUNDARY INFORMATION TAKEN FROM A PLAN TITLED "MAP OF A TOPOGRAPHIC SURVEY MADE FOR SOLLI ENGINEERING, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK", SCALE: 1" = 20', DATED OCTOBER 24, 2022, PREPARED BY VAN DUSEN & STEVES LAND SURVEYORS. *RELIEF REQUIRED FROM THE CITY OF SARATOGA SPRINGS. RELIEF REQUIRED ·§4.4 (TABLE 4-C) - 70% MINIMUM BUILD-OUT PERCENTAGE ABUTTING ANY PUBLIC RIGHT-OF-WAY. SITE PLAN NOTES 1.PRIOR TO DEMOLITION OR CONSTRUCTION, THE CONTRACTOR SHALL CONTACT "DIG SAFE" 72 HOURS BEFORE THE COMMENCEMENT OF WORK AT "811" AND VERIFY ALL UTILITY AND STORM DRAINAGE SYSTEM LOCATIONS. INFORMATION ON EXISTING UTILITIES AND STORM DRAINAGE SYSTEMS HAS BEEN COMPILED FROM AVAILABLE INFORMATION INCLUDING UTILITY PROVIDER AND MUNICIPAL RECORD MAPS AND/OR FIELD SURVEY AND IS NOT GUARANTEED CORRECT OR COMPLETE. UTILITIES AND STORM DRAINAGE SYSTEMS ARE SHOWN TO ALERT THE CONTRACTOR TO THEIR PRESENCE AND THE CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS AND ELEVATIONS OF ALL UTILITIES AND STORM DRAINAGE SYSTEMS INCLUDING SERVICES. 2.SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED, EXISTING PIPING OR OTHER UTILITY BE UNCOVERED DURING EXCAVATION, CONSULT THE ENGINEER OF RECORD IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA. 3.CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SAFETY AND SECURITY OF THE SITE DURING ALL PHASES OF CONSTRUCTION. THE ARCHITECT ANDENGINEER OF RECORD HAVE NO CONTRACTUAL DUTY TO CONTROL THE SAFEST METHODS OR MEANS OF THE WORK, JOB SITE RESPONSIBILITIES, SUPERVISION OR TO SUPERVISE SAFETY AND DOES NOT VOLUNTARILY ASSUME ANY SUCH DUTY OR RESPONSIBILITY. 4.THE OWNER IS RESPONSIBLE FOR OBTAINING ALL NECESSARY ZONING PERMITS REQUIRED BY GOVERNMENT AGENCIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL OBTAIN ALL LOCAL AND STATE PERMITS. THE CONTRACTOR SHALL POST ALL BONDS, PAY ALL FEES, PROVIDE PROOF OF INSURANCE AND PROVIDE TRAFFIC CONTROLS NECESSARY FOR THIS PROJECT. 5.CONTRACTOR SHALL REFERENCE ARCHITECTURAL PLANS FOR EXACT DIMENSIONS AND CONSTRUCTION DETAILS OF BUILDING AND SIDEWALKS ADJACENT TO THE BUILDING. 6.TRAFFIC CONTROL SIGNAGE SHALL CONFORM TO THE STATE DOT STANDARD DETAIL SHEETS AND THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. SIGNS SHALL BE INSTALLED PLUMB WITH THE EDGE OF THE SIGN 2' OFF THE FACE OF THE CURB, AND WITH 7' VERTICAL CLEARANCE UNLESS OTHERWISE DETAILED OR NOTED. 7.PAVEMENT MARKING KEY: 4" SSWL 4" SINGLE SOLID WHITE LINE 4" DSYL 4" DOUBLE SOLID YELLOW LINE 12" SSWSB 12" SINGLE SOLID WHITE STOP BAR 24" SSWSB 24" SINGLE SOLID WHITE STOP BAR 8.PARKING SPACES SHALL BE STRIPED WITH 4" SSWL; HATCHED AREA SHALL BE STRIPED WITH 4” SSWL AT A 45° ANGLE, 2' ON CENTER. HATCHING, SYMBOLS, AND STRIPING FOR HANDICAPPED SPACES SHALL BE PAINTED BLUE AND WHITE. OTHER MARKINGS SHALL BE PAINTED WHITE OR AS NOTED. 9.THE CONTRACTOR SHALL RESTORE ANY DRAINAGE STRUCTURE, PIPE, UTILITY, PAVEMENT, CURBS, SIDEWALKS, LANDSCAPED AREAS OR SIGNAGE DISTURBED DURING CONSTRUCTION TO THEIR ORIGINAL CONDITION OR BETTER, AS APPROVED BY THE ENGINEER OF RECORD. DURING CONSTRUCTION CONTRACTOR IS TO HAVE THE SITE MAINTAINED FREE OF ALL TRASH, LITTER, DEBRIS, AND OVERGROWN VEGETATION. 10.THE OWNER SHALL BE RESPONSIBLE TO HAVE THE SITE MAINTAINED FREE OF ALL TRASH, LITTER, DEBRIS AND OVERGROWN VEGETATION. 11.PAVEMENT MARKINGS SHALL BE HOT APPLIED TYPE IN ACCORDANCE WITH NEW YORK DOT SPECIFICATIONS, UNLESS WHERE EPOXY RESIN PAVEMENT MARKINGS ARE INDICATED. 12.REFERENCE EASEMENT PLAN BY SURVEYORS. BUILD-OUT PERCENTAGE INSET MAP SCALE: 1" = 40' SIGN LEGEND A SIZES (IN)SUPPORTS 30"1R1-1 MUTCD # SIZES (IN)SUPPORTS MUTCD # SIZES (IN)SUPPORTS 12"x18" 12"x6"1R7-8 R7-8A B PARKING RESERVED ACCESSIBLE VAN 1 10/16/23 Revised Per Engineering Comments 2 11/22/23 Revised Per Engineering Comments WV WV TR TR TR G FF= 3 2 1 . 2 2 ' FF= 3 2 0 . 7 2 ' G 2" Craba p pl e 2" Craba p pl e 2" Crabapple Rim=316.58' Rim=316.71'Rim=316.97'320320320320 31 53153 1 6 317 318 318 317 319 318316 317 318 319 318317317318Rim=316.77' 8" PVC IN Inv. = 3 1 2 . 3 8 ' 6" PVC IN Inv. = 3 1 1 . 7 9 ' 8" PVC OUT Inv . = 3 1 1 . 4 1 ' BALLST O N A V E N U E HAMILTON STREETPROPOSED 2,344± SF 31'32' 74' 316.19 317.07 316.75 317.34 317.49 318.25 316 CONNECT TO EXISTING CATCH BASIN W/ KOR-N-SEAL CONNECTOR TF = 316.48 PR INV (SW) = 310.94 EX 15" INV (N) = 309.52 EX 15" INV (SE) = 309.42 PR 18 LF OF 12" HDPE @ S = 2.0% 318.30 318.65 3 1 8 317317317 318317318 317.07 316.57 316.75 317.34 318.25 318.00 316.15 317.50 316.15 FFE = 319.00 317.50 318.30 318.20 318.10 317.90 316.75 317.15 318.32 318.42 318.70 318.95 319.30 319.50 319.40 319.20 319.00 318.60 317.90 31831 7 317 317 PR CATCH BASIN TF = 316.50 PR INV (N) = 313.50 PR WATER QUALITY UNIT TF = 317.10 PR INV (SW) = 313.21 PR INV (NE) = 313.11 317.25 PR 58 LF OF 12" HDPE @ S = 0.5% PR 57 LF OF 12" HDPE @ S = 0.5% PR 3' OPEN-BOTTOM RETAIN-IT DETENTION SYSTEM (OR APPROVED EQUAL) W/ 6" STONE BOTTOM TOTAL NUMBER OF CHAMBERS: 3 CHAMBERS TOC ELEV: 316.47' BOC ELEV: 312.80' BOS ELEV: 312.30' 12" PVC OUTLET CONTROL RISER INV: 313.85 4" LOW-FLOW ORIFICE: 312.30 12" HDPE OUTLET INV: 311.30 318.35 CONTRACTOR TO CONSTRUCT ADA PARKING SPACES / LOADING AREA W/ MAXIMUM SLOPE OF 2% IN ANY DIRECTION 318.80 318.90 318.80 317.63 315.50 315.90314.40 318.40 318.00 318.40 318.90 318.60 318.80 319.00 319.00 318.50 PR 9 LF OF 6" HDPE ROOF LEADER @ S = 1.0% MIN 318.75 318.65 318RISER TF: 318.00 RISER TF: 318.00 318317.10 318 PROTECT AND MAINTAIN EXISTING TREE TC: 318.85 BC: 318.35 TC: 318.60 BC: 318.10 TC: 318.95 BC: 318.45 TC: 318.25 BC: 317.75 TC: 318.90 BC: 318.40 TC: 318.70 BC: 318.20 TC: 318.00 BC: 317.50 TC: 317.75 BC: 317.25 TC: 317.75 BC: 317.25 TC: 317.18 BC: 316.68 TC: 318.00 BC: 317.50 TC: 317.33 BC: 316.83 TC: 317.90 BC: 317.40 318.20 TC: 317.07 BC: 316.57 319 319 317.50 317.05 CATCH BASIN STORM DRAIN PIPE MAJOR CONTOURS MINOR CONTOURS PERFORATED UNDERDRAIN 420 PROPOSED SPOT ELEVATION EXISTING MAJOR CONTOURS EXISTING MINOR CONTOURS WATER QUALITY UNIT LEGEND PROPERTY LINE RIGHT-OF-WAY LINE ADJOINING LOT LINE CONTOUR LABEL 421 420 568.85 EXISTING SPOT ELEVATION 568.85 501 Main Street, Monroe, CT 06468 11 Vanderbilt Ave, Norwood, MA 02062 Sheet Title:Sheet #: Project: Drawn By: Checked By: Approved By: Project #: Plan Date: Scale: PROPOSED CHIPOTLE 12 BALLSTON AVENUE (M-B-L: 165.83-1-3) SARATOGA SPRINGS, NEW YORK OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831 APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET, BOSTON, MA 02129 Graphic Scale: Rev. #:Date Description KMS 21206201 ENGINEERING Kevin Solli, P.E. NY 092156 T: (203) 880-5455 F: (203) 880-9695 T: (781) 352-8491 F: (203) 880-9695 GRADING & DRAINAGE PLAN 2.21 10 0 10 20 06/09/23 1" = 10' CJB AWC GENERAL NOTES 1.THESE PLANS ARE FOR PERMITTING PURPOSES ONLY AND ARE NOT FOR CONSTRUCTION. NO CONSTRUCTION OR DEMOLITION SHALL BEGIN UNTIL APPROVAL OF THE FINAL PLANS IS GRANTED BY ALL GOVERNING AND REGULATORY AGENCIES. 2.ALL SITE WORK TO BE COMPLETED IN ACCORDANCE WITH ALL PERMITS, APPROVALS AND CONDITIONS OF APPROVALS ISSUED BY THE CITY OF SARATOGA SPRINGS FOR THIS PROJECT. 3.EXISTING BOUNDARY INFORMATION TAKEN FROM A PLAN TITLED "MAP OF A TOPOGRAPHIC SURVEY MADE FOR SOLLI ENGINEERING, CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK", SCALE: 1" = 20', DATED OCTOBER 24, 2022, PREPARED BY VAN DUSEN & STEVES LAND SURVEYORS. 4.THE PROJECT SITE CONSISTS OF ONE (1) PARCEL WITH A TOTAL LAND AREA OF APPROXIMATELY 0.32± ACRES LOCATED WITHIN THE NEIGHBORHOOD CENTER (T-5) ZONING DISTRICT OF THE CITY OF SARATOGA SPRINGS, NY. EATING AND DRINKING ESTABLISHMENTS ARE PERMITTED AS OF RIGHT WITHIN SAID ZONING DISTRICT. GRADING & DRAINAGE NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL NECESSARY CONSTRUCTION PERMITS REQUIRED BY GOVERNMENT AGENCIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL OBTAIN ALL LOCAL AND STATE PERMITS. THE CONTRACTOR SHALL POST ALL BONDS, PAY ALL FEES, PROVIDE PROOF OF INSURANCE AND PROVIDE TRAFFIC CONTROLS NECESSARY FOR THIS PROJECT. 2.UTILITIES AND STORM DRAINAGE SYSTEMS ARE SHOWN TO ALERT THE CONTRACTOR TO THEIR PRESENCE AND THE CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS AND ELEVATIONS OF ALL UTILITIES AND STORM DRAINAGE SYSTEMS INCLUDING SERVICES. PRIOR TO DEMOLITION OR CONSTRUCTION, THE CONTRACTOR SHALL CONTACT "811" 72 HOURS BEFORE COMMENCEMENT OR WORK AT "811" AND VERIFY ALL UTILITY AND STORM DRAINAGE SYSTEM LOCATIONS. 3.SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED, EXISTING PIPING OR OTHER UTILITY BE UNCOVERED DURING EXCAVATION, CONSULT THE ENGINEER OF RECORD IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA. 4.THE CONTRACTOR SHALL PROVIDE AND MAINTAIN TRAFFIC DEVICES FOR PROTECTION OF VEHICLES AND PEDESTRIANS CONSISTING OF DRUMS, BARRIERS, SIGNS, LIGHTS, FENCES AND UNIFORMED TRAFFIC CONTROLLERS AS REQUIRED, ORDERED BY THE ENGINEER OF RECORD OR REQUIRED BY THE STATE AND LOCAL GOVERNING AUTHORITIES. 5.ALL UTILITY WORK PROPOSED WITHIN THE CITY OF SARATOGA SPRINGS RIGHT-OF-WAY SHALL COMPLY WITH CITY OF SARATOGA SPRINGS DPW AND ENGINEERING STANDARDS AND SPECIFICATIONS. PROPOSED UTILITY WORK WILL REQUIRE LANE CLOSURES. THE CONTRACTOR WILL BE RESPONSIBLE FOR COORDINATING WITH THE APPROPRIATE CITY DEPARTMENTS PRIOR TO CONSTRUCTION. 6.ALL DISTURBANCE TO CITY, COUNTY, OR STATE PROPERTY DUE TO CONSTRUCTION SHALL BE RESTORED TO ITS PREVIOUS CONDITION OR BETTER. 7.IF IMPACTED OR CONTAMINATED SOIL IS ENCOUNTERED BY THE CONTRACTOR, THE CONTRACTOR SHALL SUSPEND EXCAVATION WORK OF IMPACTED SOIL AND NOTIFY THE OWNER AND/OR OWNER'S ENVIRONMENTAL CONSULTANT PRIOR TO PROCEEDING WITH FURTHER WORK IN THE IMPACTED SOIL LOCATION UNTIL FURTHER INSTRUCTED BY THE OWNER AND/OR OWNER'S ENVIRONMENTAL CONSULTANT. 8.ALL PIPE LENGTHS ARE HORIZONTAL DISTANCES AND ARE APPROXIMATE. 9.GRADING CONTRACTOR SHALL RESTORE TO GRADE AND COMPACTION ALL AREAS DISTURBED BY BUILDING CONSTRUCTION PRIOR TO PAVING OPERATIONS COMMENCING. 10.THE PROPOSED STORMWATER MANAGEMENT SYSTEMS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE STATE OF NEW YORK STORMWATER STANDARDS. 11.ALL CATCH BASINS ARE TO BE INSTALLED WITH MINIMUM OF 1-FOOT SUMPS. ABBREVIATIONS @ B BOC BOS CB CF DMH EX FES FFE GTD HDPE INV LF MIN PR PVC RCP S SF STRM TC TOC TF TYP UG VIF WQU (N) (NE) (SW) W/ AT BOTTOM OF CURB BOTTOM OF CHAMBER BOTTOM OF STONE CATCH BASIN CUBIC FEET DRAINAGE MANHOLE EXISTING FLARED END SECTION FINISHED FLOOR ELEVATION GRADE TO DRAIN HIGH DENSITY POLYETHYLENE INVERT LINEAR FEET MINIMUM PROPOSED POLYVINYL CHLORIDE REINFORCED CONCRETE PIPE SLOPE SQUARE FOOT STORM TOP OF CURB TOP OF CHAMBER TOP OF FRAME TYPICAL UNDERGROUND SYSTEM VERIFY IN FIELD WATER QUALITY UNIT NORTH NORTHEAST SOUTHWEST WITH 1 10/16/23 Revised Per Engineering Comments CIRFCIRF 2" Craba p p l e 2" Craba p p l e 2" Crabapple Lands N/F o f Saratoga 16 L L C B:1759 P:26 0 165.83-1-42 MAINTAIN 6' HIGH TEMPORARY CONSTRUCTION FENCE. MODIFY AS NEEDED (TYP.) MAINTAIN SILT FENCE UNTIL STABILIZATION OF THE SITE. CONTRACTOR TO MODIFY AS NECESSARY THROUGHOUT CONSTRUCTION (TYP.) MAINTAIN STONE STABILIZED CONSTRUCTION ENTRANCE UNTIL INSTALLATION OF ASPHALT PAVEMENT. MODIFY AS NECESSARY THROUGHOUT CONSTRUCTION 316 3 1 8 317317317 318 317318 318317 317 317 318318318 319 319 INSTALL SILT SACK INLET PROTECTION (TYP.) FFE = 319.00 MAINTAIN 24' WIDE CONSTRUCTION ENTRANCE GATE UNTIL INSTALLATION OF ASPHALT PAVEMENT. MODIFY AS NECESSARY THROUGHOUT CONSTRUCTION PROTECT AND MAINTAIN TREE PROTECTION FENCING UNTIL FINAL STABILIZATION CONTRACTOR TO TEMPORARILY ENCLOSE SIDEWALK AREA TO PERFORM SIDEWALK IMPROVEMENTS CONTRACTOR TO TEMPORARILY ENCLOSE SIDEWALK AREA TO PERFORM SIDEWALK IMPROVEMENTS PROTECT AND MAINTAIN SILT SACK INLET PROTECTION MAINTAIN TWO-WAY TRAFFIC CIRCULATION THROUGHOUT CONSTRUCTION MAINTAIN CONCRETE WASHOUT PIT MAINTAIN STOCKPILE AREA UNTIL STABILIZATION OF THE SITE. LOCATION AND SIZE IS SUBJECT TO CHANGE THROUGHOUT CONSTRUCTION SILT FENCE PROTECTION LEGEND PROPERTY LINE CURB REMOVAL CONSTRUCTION ENTRANCE CONSTRUCTION FENCE SAWCUT PAVEMENT LINE BUILDING / STRUCTURE DEMOLITION PAVEMENT DEMOLITION SILT SACK INLET PROTECTION STRAW WATTLE RIGHT-OF-WAY LINE ADJOINING LOT LINE CONCRETE PAVEMENT DEMOLITION TREE PROTECTION CIRFCIRFOne Story Wood Frame BuildingGas M e t e r Elect r i c M e t e r EnclosureA/C 2" Craba p p l e 2" Craba p pl e 2" Crabapple Brick Planter Brick PlanterBrick PlanterBrick Planter 2" Ced a r ( 4 T r e e s ) 4" Elm Clump 4" Elm Clump Porc h StepsStepsLands N/F o f Saratoga 16 L L C B:1759 P:26 0 165.83-1-42 Roof O v e r h a n g Roof O v e r h a n g Step s PorchPROPOSED STOCKPILE AREA FOR DEMOLITION DEBRIS WITH TEMPORARY COMPOSITE FILTER SOCK BARRIER. LOCATION AND SIZE OF STOCKPILE AREA IS SUBJECT TO CHANGE THROUGHOUT CONSTRUCTION PROPOSED TEMPORARY STONE STABILIZED CONSTRUCTION PAD (MIN. LENGTH 50') REMOVE AND DISPOSE OF EXISTING STRUCTURE REMOVE AND DISPOSE OF EXISTING STRUCTURE PROPOSED SILT FENCE (TYP.) PROPOSED 6' HIGH TEMPORARY CONSTRUCTION FENCE (TYP.) MAINTAIN PEDESTRIAN ACCESS UNTIL PHASE II MAINTAIN PEDESTRIAN ACCESS UNTIL PHASE II PROPOSED TREE PROTECTION FENCING (TYP.) PROPOSED BUILDING DEMOLITION INSTALL SILT SACK INLET PROTECTION (TYP.) CONTRACTOR TO CLEAR SITE OF ALL TREES, SHRUBS, GROUNDWATER, TRASH, AND DEBRIS WITHIN SILT FENCE LIMITS PROPOSED SILT FENCE WITHIN AREAS OF EXISTING PAVEMENT TO BE INSTALLED IMMEDIATELY UPON REMOVAL OF SAID PAVEMENT. CONTRACTOR TO REMOVE PAVEMENT ALONG SILT FENCE LIMIT PRIOR TO DEMO TO ENSURE EROSION CONTROL. REMOVE AND DISPOSE EXISTING CURB STOP (TYP.) REMOVE AND DISPOSE EXISTING CURB STOP REMOVE AND DISPOSE OF EXISTING CURB MAINTAIN TWO-WAY TRAFFIC CIRCULATION THROUGHOUT CONSTRUCTION PROPOSED TEMPORARY 24' WIDE CONSTRUCTION ENTRANCE GATE (TYP.) REMOVE AND DISPOSE OF EXISTING PAVEMENT, CONCRETE, AND FOUNDATIONS INSTALL CONCRETE WASHOUT PIT REMOVE AND DISPOSE OF ALL EXISTING UTILITY LATERALS PER SARATOGA SPRINGS DPW REQUIREMENTS. EXACT LOCATION OF UNDERGROUND UTILITIES TO BE VERIFIED IN FIELD 501 Main Street, Monroe, CT 06468 11 Vanderbilt Ave, Norwood, MA 02062 Sheet Title:Sheet #: Project: Drawn By: Checked By: Approved By: Project #: Plan Date: Scale: PROPOSED CHIPOTLE 12 BALLSTON AVENUE (M-B-L: 165.83-1-3) SARATOGA SPRINGS, NEW YORK OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831 APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET, BOSTON, MA 02129 Graphic Scale: Rev. #:Date Description KMS 21206201 ENGINEERING Kevin Solli, P.E. NY 092156 T: (203) 880-5455 F: (203) 880-9695 T: (781) 352-8491 F: (203) 880-9695 2.31 20 0 20 40 06/09/23 1" = 20' CJB JEP PHASE I - DEMOLITION & SOIL EROSION & SEDIMENT CONTROL PLAN SCALE: 1" = 20' PHASE II - SOIL EROSION & SEDIMENT CONTROL PLAN SCALE: 1" = 20' SEDIMENT & EROSION CONTROL NOTES 1.THESE PLANS ARE FOR PERMITTING PURPOSES ONLY AND ARE NOT FOR CONSTRUCTION. NO CONSTRUCTION OR DEMOLITION SHALL BEGIN UNTIL APPROVAL OF THE FINAL PLANS IS GRANTED BY ALL GOVERNING AND REGULATORY AGENCIES. 2.ALL SITE WORK TO BE COMPLETED IN ACCORDANCE WITH ALL PERMITS, APPROVALS, AND CONDITIONS OF APPROVALS ISSUED BY THE CITY OF SARATOGA SPRINGS FOR THIS PROJECT. 3.EXISTING BOUNDARY, TOPOGRAPHY AND SITE CONDITIONS INFORMATION TAKEN FROM A PLAN ENTITLED "MAP OF A TOPOGRAPHIC SURVEY MADE FOR SOLLI ENGINEERING, CITY OF SARATOGA SPRINGS (I.D.), SARATOGA COUNTY, NEW YORK," DATED OCTOBER 24, 2022, SCALE: 1"=20', BY VAN DUSEN & STEVES LAND SURVEYORS. 4.PRIOR TO STARTING ANY OTHER WORK ON SITE, THE CONTRACTOR SHALL NOTIFY APPROPRIATE AGENCIES AND SHALL INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND AS IDENTIFIED, STATE, AND LOCAL APPROVAL DOCUMENTS PERTAINING TO THIS PROJECT. EROSION CONTROLS TO BE INSTALLED AT THE EDGE OF PROPOSED WORK. 5.EROSION CONTROLS TO ACT AS A LIMIT OF WORK LINE TO ENSURE THAT NO EQUIPMENT ENCROACHES ON THE ADJACENT PROPERTIES. 6.EROSION CONTROLS SHALL REMAIN IN PLACE AND BE MAINTAINED FOR THE DURATION OF THE PROJECT TO LIMIT THE MOVEMENT OF SILTATION AND SEDIMENTS FROM ENTERING EXISTING DRAINAGE SYSTEMS OR FROM LEAVING THE PARCEL. ANY ACCUMULATED SEDIMENTS ARE TO BE REMOVED FROM THE EROSION CONTROLS AND DISPOSED TO PROPERLY. ADDITIONALLY, ALL EROSION CONTROLS ARE TO BE INSPECTED AFTER A STORM EVENT AND THE CONTROLS REPLACED OR ARMORED AS NECESSARY AND ACCUMULATED SEDIMENTS REMOVED. 7.ADDITIONAL EROSION CONTROLS ARE TO BE UTILIZED AS NECESSARY AND AS DIRECTED BY THE ENGINEER OF RECORD TO LIMIT SEDIMENTS FROM DISCHARGING TO ADJACENT PROPERTIES OR INTO EXISTING STORM DRAIN SYSTEMS. 8.CONTRACTOR SHALL BE RESPONSIBLE TO CONTROL CONSTRUCTION SUCH THAT EROSION SHALL NOT AFFECT OFF-SITE AREAS, WHETHER SUCH EROSION IS CAUSED BY WATER, WIND, OR DIRECT DEPOSIT. 9.A RESERVE AMOUNT OF EROSION CONTROL MATERIALS ARE TO BE KEPT WITHIN EASY ACCESS ON SITE AT ALL TIMES. 10.CONTRACTOR SHALL PERFORM CONSTRUCTION SEQUENCING SUCH THAT EARTH MATERIALS ARE EXPOSED FOR A MINIMAL AMOUNT OF TIME BEFORE THEY ARE COVERED, SEEDED, OR OTHERWISE STABILIZED TO PREVENT EROSION. 11.TEMPORARY STOCKPILING OF MATERIALS RELATED TO THE CONSTRUCTION ACTIVITIES ARE TO BE PROPERLY STABILIZED, PROTECTED, AND DEMARCATED TO LIMIT MOVEMENT OF MATERIAL INTO STORM DRAIN SYSTEM OR ONTO ADJACENT PARCELS 12.REFUELING AND ANY WORK ASSOCIATED WITH THE MAINTENANCE OF CONSTRUCTION EQUIPMENT TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE REGULATIONS. 13.THE AREAS OF CONSTRUCTION SHALL REMAIN IN A STABLE CONDITION AT THE CLOSE OF EACH CONSTRUCTION DAY. EROSION CONTROLS SHALL BE CHECKED AT THIS TIME AND MAINTAINED OR REINFORCED IF NECESSARY. 14.EROSION CONTROLS SHALL REMAIN IN PLACE UNTIL ALL DISTURBED AREAS HAVE BEEN STABILIZED WITH PAVEMENT, PLANTINGS, OR WITH AN ESTABLISHED STAND OF GRASS. EROSION CONTROLS SHALL NOT BE REMOVED UNTIL SITE STABILIZATION IS COMPLETE. CONTRACTOR SHALL REMOVE AND DISPOSE OF EROSION CONTROL MEASURES AND CLEAN SEDIMENT AND DEBRIS FROM ENTIRE DRAINAGE AND SEWER SYSTEMS AS DIRECTED BY THE ENGINEER OF RECORD, DPW, AND/OR LOCAL LAND USE AGENT. 15.UTILIZE APPROPRIATE DEWATERING SYSTEMS AND TECHNIQUES TO MAINTAIN THE EXCAVATED AREA SUFFICIENTLY DRY FROM GROUNDWATER AND/OR SURFACE RUNOFF SO AS TO NOT ADVERSELY AFFECT CONSTRUCTION PROCEDURES OR CAUSE EXCESSIVE DISTURBANCE OF UNDERLYING NATURAL GROUND. 16.WATER FROM TRENCHES AND EXCAVATIONS SHALL NOT BE DISCHARGED DIRECTLY TO STORM DRAIN SYSTEMS. PROPER TREATMENT TO A SEDIMENTATION AREA IS TO TAKE PLACE PRIOR TO DISCHARGE TO ANY DRAINAGE SYSTEMS. 17.THE CONTRACTOR SHALL REPAIR ANY DAMAGE RESULTING FROM THE FAILURE OF THE DEWATERING OPERATIONS OR FROM FAILURE TO MAINTAIN ALL THE AREAS OF WORK IN SUITABLE DRY CONDITION. 18.PRECAUTIONS SHALL BE TAKEN TO PROTECT NEW WORK FROM FLOODING DURING STORMS OR FROM OTHER CAUSES. GRADING IN THE AREAS SURROUNDING ALL EXCAVATIONS SHALL BE PROPERLY SLOPED TO PREVENT WATER FROM RUNNING INTO THE EXCAVATED AREA OR TO ADJACENT PROPERTIES. WHERE REQUIRED, TEMPORARY DITCHES SHALL BE PROVIDED FOR DRAINAGE. UPON COMPLETION OF THE WORK AND WHEN DIRECTED, ALL AREAS SHALL BE RESTORED IN A SATISFACTORY MANNER AND AS DIRECTED. 19.ALL PIPELINES OR STRUCTURES NOT STABLE AGAINST UPLIFT DURING CONSTRUCTION OR PRIOR TO COMPLETION SHALL BE THOROUGHLY BRACED OR OTHERWISE PROTECTED. 20.REFER TO SHEET 2.41 FOR DETAILS OF THE PROPOSED SOIL EROSION AND SEDIMENT CONTROL (SEC) MEASURES AND ADDITIONAL INFORMATION REGARDING SEC MEASURE INSTALLATION AND MAINTENANCE. DEMOLITION NOTES 1.CONTRACTOR SHALL SECURE ANY PERMITS, PAY ALL FEES AND PERFORM CLEARING AND GRUBBING AND DEBRIS REMOVAL PRIOR TO COMMENCEMENT OF GRADING OPERATIONS. 2.ALL BUILDINGS, INCLUDING FOUNDATIONS WALLS, FOOTINGS, AND BASEMENT SLABS INDICATED ON PLAN ARE TO BE REMOVED FROM THE SITE. 3.ALL SEDIMENT AND EROSION CONTROLS AS SHOWN ON THE PLAN HEREON SHALL BE INSTALLED BY THE DEMOLITION CONTRACTOR PRIOR TO START OF DEMOLITION OPERATIONS. 4.REMOVE AND DISPOSE OF ANY SIDEWALKS, FENCES, STAIRS, WALLS, DEBRIS AND RUBBISH REQUIRING REMOVAL FROM THE WORK AREA IN AN APPROVED OFF SITE LANDFILL, BY AN APPROVED HAULER. THE HAULER SHALL COMPLY WITH ALL LOCAL, STATE AND FEDERAL REGULATORY REQUIREMENTS. 5.THE CONTRACTOR SHALL CUT AND PLUG, OR ARRANGE FOR THE APPROPRIATE UTILITY PROVIDER TO CUT AND PLUG ALL SERVICE PIPING AT THE STREET LINE OR AT THE MAIN, AS REQUIRED BY THE UTILITY PROVIDER, OR AS OTHERWISE NOTED OR SHOWN ON THE DRAWINGS. ALL SERVICES MAY NOT BE SHOWN ON THIS PLAN. THE CONTRACTOR SHALL INVESTIGATE THE SITE PRIOR TO BIDDING TO DETERMINE THE EXTENT OF SERVICE PIPING TO BE REMOVED, CUT OR PLUGGED. THE CONTRACTOR SHALL PAY ALL UTILITY PROVIDER FEES FOR ABANDONMENT AND REMOVALS. 6.THE CONTRACTOR SHALL PROTECT ALL IRON PINS, MONUMENTS, AND PROPERTY CORNERS DURING DEMOLITION ACTIVITIES. ANY CONTRACTOR DISTURBED PINS, MONUMENTS, AND OR PROPERTY CORNERS, ETC. SHALL BE RESET BY A LICENSED LAND SURVEYOR AT THE EXPENSE OF THE CONTRACTOR. 7.THE DEMOLITION CONTRACTOR SHALL STABILIZE THE SITE AND KEEP EROSION CONTROL MEASURES IN PLACE UNTIL THE COMPLETION OF HIS WORK OR UNTIL THE COMMENCEMENT OF WORK BY THE SITE CONTRACTOR, WHICHEVER OCCURS FIRST, AS REQUIRED OR DEEMED NECESSARY BY THE ENGINEER OF RECORD. THE SITE CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR THE MAINTENANCE OF EXISTING EROSION AND SEDIMENTATION CONTROLS AND FOR INSTALLATION OF ANY NEW EROSION AND SEDIMENT CONTROLS AS SHOWN HEREON. 8.THE CONTRACTOR SHALL ADHERE TO ALL OSHA, FEDERAL, STATE, AND LOCAL REGULATIONS WHEN OPERATING CRANES, BOOMS, HOISTS, ETC. IN PROXIMITY OF OVERHEAD ELECTRIC LINES. IF CONTRACTOR MUST OPERATE EQUIPMENT CLOSE TO ELECTRIC LINES, CONTACT THE POWER COMPANY TO MAKE ARRANGEMENTS FOR PROPER SAFEGUARDS. ANY UTILITY PROVIDER FEES SHALL BE PAID BY THE CONTRACTOR. 9.PRIOR TO DEMOLITION OR CONSTRUCTION, THE CONTRACTOR SHALL CONTACT "CALL BEFORE YOU DIG" 72 HOURS BEFORE THE COMMENCEMENT OF WORK AT "811" AND VERIFY ALL UTILITY AND STORM DRAINAGE SYSTEM LOCATIONS. INFORMATION ON EXISTING UTILITIES AND STORM DRAINAGE SYSTEMS HAS BEEN COMPILED FROM AVAILABLE INFORMATION INCLUDING UTILITY PROVIDER AND MUNICIPAL RECORD MAPS AND/OR FIELD SURVEY AND IS NOT GUARANTEED CORRECT OR COMPLETE. UTILITIES AND STORM DRAINAGE SYSTEMS ARE SHOWN TO ALERT THE CONTRACTOR TO THEIR PRESENCE AND THE CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS AND ELEVATIONS OF ALL UTILITIES AND STORM DRAINAGE SYSTEMS INCLUDING SERVICES. 10.CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SAFETY AND SECURITY OF THE SITE DURING ALL PHASES OF CONSTRUCTION. THE ARCHITECT AND ENGINEER OF RECORD ARE NOT RESPONSIBLE FOR SITE SAFETY MEASURES TO BE EMPLOYED DURING CONSTRUCTION. THE ARCHITECT AND ENGINEER OF RECORD HAVE NO CONTRACTUAL DUTY TO CONTROL THE SAFEST METHODS OR MEANS OF THE WORK, JOB SITE RESPONSIBILITIES, SUPERVISION OR TO SUPERVISE SAFETY AND DOES NOT VOLUNTARILY ASSUME ANY SUCH DUTY OR RESPONSIBILITY. 11.SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED, EXISTING PIPING OR OTHER UTILITY BE UNCOVERED DURING EXCAVATION, CONSULT THE ENGINEER OF RECORD IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA. 12.NO WORK ON THIS SITE SHALL BE INITIATED BY THE CONTRACTOR UNTIL A PRE-CONSTRUCTION MEETING WITH OWNER AND THE ENGINEER OF RECORD IS PERFORMED. THE CONTRACTOR SHALL HAVE MARK OUTS OF EXISTING UTILITIES COMPLETED PRIOR TO MEETING. 13.CONTRACTOR SHALL BACKFILL ALL AREAS WHERE BUILDING SLABS AND FOUNDATIONS HAVE BEEN REMOVED. THE BACKFILL SHALL BE FILLED UP TO THE LIMITS OF THE PAVEMENT SUBGRADE. SOIL EROSION & SEDIMENT CONTROL PLAN CONSTRUCTION SEQUENCE (PHASE I) 1.PHASE I: 1.1.INSTALL CONSTRUCTION FENCE AND STABILIZED CONSTRUCTION ENTRANCE / EXIT. 1.2.INSTALL SILT FENCE / SEC MEASURES AS PROPOSED (CLEAR ONLY THOSE AREAS NECESSARY TO INSTALL SEC MEASURES). REMOVE THE NECESSARY PAVEMENT TO INSTALL SILT FENCE ALONG THE NORTHERN AND EASTERN LIMIT OF SITE WORK. 1.3.PREPARE TEMPORARY PARKING AND STORAGE AREAS. 1.4.HALT ALL ACTIVITIES AND CONTACT THE ENGINEER OF RECORD / CITY OF SARATOGA SPRINGS LAND USE AGENT TO PERFORM INSPECTION AND CERTIFICATION OF BEST MANAGEMENT PRACTICES (BMP'S). GENERAL CONTRACTOR SHALL SCHEDULE AND CONDUCT THE STORM WATER PRE-CONSTRUCTION MEETING WITH THE ENGINEER OF RECORD, CITY AGENCIES AND GROUND-DISTURBING CONTRACTOR BEFORE PROCEED WITH CONSTRUCTION. 1.5.PERFORM PAVEMENT SAWCUTS. 1.6.DEMOLISH AND REMOVE EXISTING STRUCTURES / FOUNDATIONS. 1.7.REMOVE ALL EXISTING CURBING, BITUMINOUS CONCRETE PAVEMENT, CONCRETE PADS AND FENCING. 1.8.BEGIN CLEARING AND GRUBBING THE SITE. 1.9.ESTABLISH MATERIAL STOCKPILE AREA AND INSTALL SEC BARRIER SURROUNDING PILE. 1.10.BEGIN ROUGH GRADING OF THE SITE. 2.PHASE II: 1.1.TEMPORARILY SEED, THROUGHOUT CONSTRUCTION, DENUDED AREAS THAT WILL BE INACTIVE FOR 14 DAYS OR MORE.. 1.2.INSTALL PROPOSED STORM DRAINAGE SYSTEM AND STRUCTURES (SEE SHEET 2.21). 1.3.UPON INSTALLATION OF DRAINAGE STRUCTURES INLET PROTECTIONS TO BE INSTALLED. INSTALL SANITARY SEWER PIPING AND STRUCTURES (SEE SHEET 2.51). 1.4.START CONSTRUCTION OF BUILDING PAD, PARKING AREAS AND STRUCTURES. 1.5.INSTALL CURBS. 1.6.PERMANENTLY STABILIZE AREAS TO BE VEGETATED AS THEY ARE BROUGHT TO FINAL GRADE. 1.7.PREPARE SITE FOR FINAL GRADING. 1.11.CONSTRUCT CONCRETE PADS AND SIDEWALKS. 1.12.INSTALL APPROPRIATE INLET PROTECTIONS PRIOR TO PAVING. 1.13.PAVE AREAS SHOWN ON SITE LAYOUT PLAN, SEE SHEET 2.11. 1.14.CONTRACTOR / CONSTRUCTION MANAGER TO COORDINATE WITH CIVIL ENGINEER OF RECORD TO OBTAIN STABILIZED SITE STATUS. 1.15.CONTINUE DAILY INSPECTION REPORTS UNTIL THE FINAL DAILY INSPECTION REPORT IS SIGNED BY THE CONSTRUCTION MANAGER AND SUBMITTED. CONSTRUCTION SEQUENCE (PHASE II) 1 10/16/23 Revised Per Engineering Comments 501 Main Street, Monroe, CT 06468 11 Vanderbilt Ave, Norwood, MA 02062 Sheet Title:Sheet #: Project: Drawn By: Checked By: Approved By: Project #: Plan Date: Scale: Rev. #:Date Description KMS 21206201 ENGINEERING Kevin Solli, P.E. NY 091256 T: (203) 880-5455 F: (203) 880-9695 T: (781) 352-8491 F: (203) 880-9695 PROPOSED CHIPOTLE 12 BALLSTON AVENUE (M-B-L: 165.83-1-3) SARATOGA SPRINGS, NEW YORK OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831 APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET, BOSTON, MA 02129 2.41 NTS CJB JEP 06/09/23 CONSTRUCTION ENTRANCE (DETAIL ST-11) 1" REBAR FOR BAG REMOVAL FROM INLET EXPANSION RESTRAINT 1/4" NYLON ROPE 2"x2"x3/4" RUBBER BLOCK SILT SACK NOTE: REGULAR FLOW = 40 GAL./MIN./SF HIGH FLOW = 200 GAL./MIN./SF SILT SACK DETAIL SCALE: NTS 2' 3' 4' STRAW WATTLE DETAIL SCALE: NTS STRAW WATTLE (12" TYP.)SURFACE FLOWAREA TO BE PROTECTED WORK AREA PLACE A SANDBAG AT END OF WATTLE, NEAR OVERLAP, TO HOLD IN PLACE AND EVERY 10' (APPLICABLE INSTALLATION ON PAVEMENT / CONCRETE AREAS) SECURE WITH ZIP-TIE WIRE TIED (TYP.) OVERLAP ENDS OF WATTLE PER MANUFACTURERS RECOMMENDATIONS (1' MIN. - 3' MAX.)SURFACE FLOWINSTALL 1" x 1" WOOD STAKE EVERY 6'-10'; STAKE TO BE INSTALLED THROUGH STRAW WATTLE (APPLICABLE INSTALLATION FOR NON-PAVEMENT AREAS) NOTES 1. ALL EXISTING EXCAVATED MATERIAL THAT IS NOT TO BE REUSED IN THE WORK IS TO BE IMMEDIATELY REMOVED FROM THE SITE AND PROPERLY DISPOSED OF. 2. SOIL/AGGREGATE STOCKPILE SITES TO BE WHERE SHOWN ON THE DRAWINGS OR WHERE APPROVED BY CIVIL ENGINEER. 3. RESTORE STOCKPILE SITES TO PRE-EXISTING PROJECT CONDITION AND RESEED AS REQUIRED. 4. STOCKPILE HEIGHTS MUST NOT EXCEED 35'. STOCKPILE SLOPES MUST BE 2:1 OR FLATTER. SOIL/AGGREGATE STOCKPILE OF EXISTING SITE MATERIAL TO BE REUSED AND/OR NEW MATERIAL TO BE INSTALLED IN THE WORK DIRECTION OF RUN-OFF FLOW (TYP.) MATERIALS STOCKPILE DETAIL SCALE: NTS STRAW WATTLE SEDIMENT & EROSION CONTROL NARRATIVE THE SEDIMENT AND EROSION CONTROL PLAN WAS DEVELOPED TO PROTECT THE EXISTING ROADWAY AND STORM DRAINAGE SYSTEMS, ADJACENT PROPERTIES, AND ANY ADJACENT WETLAND AREA AND WATER COURSE FROM SEDIMENT LADEN SURFACE RUNOFF AND EROSION. CONSTRUCTION SCHEDULE THE ANTICIPATED STARTING DATE FOR CONSTRUCTION IS FALL 2023 WITH COMPLETION ANTICIPATED BY SPRING 2024. APPROPRIATE EROSION CONTROL MEASURES AS DESCRIBED HEREIN, SHALL BE INSTALLED BY THE CONTRACTOR PRIOR TO THE COMMENCEMENT OF ALL SITE CLEARING OR CONSTRUCTION ACTIVITY. SCHEDULE WORK TO MINIMIZE THE LENGTH OF TIME THAT BARE SOIL WILL BE EXPOSED. CONTINGENCY EROSION PLAN THE CONTRACTOR SHALL INSTALL ALL SPECIFIED EROSION CONTROL MEASURES AND WILL BE REQUIRED TO MAINTAIN THEM IN THEIR INTENDED FUNCTIONING CONDITION. THE LOCAL LAND USE AGENTS AND ENGINEER OF RECORD SHALL HAVE THE AUTHORITY TO REQUIRE SUPPLEMENTAL MAINTENANCE OR ADDITIONAL MEASURES IF FIELD CONDITIONS ARE ENCOUNTERED BEYOND WHAT WOULD NORMALLY BE ANTICIPATED. OPERATION REQUIREMENTS CLEARING, GRUBBING AND DEMOLITION OPERATIONS: 1. ALL SEDIMENTATION AND EROSION CONTROL MEASURES WILL BE INSTALLED PRIOR TO THE START OF CLEARING, GRUBBING AND DEMOLITION OPERATIONS. 2. FOLLOWING INSTALLATION OF ALL SEDIMENTATION AND EROSION CONTROL MEASURES, THE CONTRACTOR SHALL NOT PROCEED WITH GRADING, FILLING OR OTHER CONSTRUCTION OPERATIONS UNTIL THE ENGINEER OF RECORD HAS INSPECTED AND APPROVED ALL INSTALLATIONS. 3. THE CONTRACTOR SHALL TAKE EXTREME CARE DURING CLEARING, GRUBBING AND DEMOLITION OPERATIONS SO AS NOT TO DISTURB SEDIMENTATION AND EROSION CONTROL DEVICES AS WELL AS EXISTING LANDSCAPED AREAS. 4.FOLLOWING THE COMPLETION OF CLEARING, GRUBBING AND DEMOLITION OPERATIONS, ALL AREAS SHALL BE STABILIZED WITH TOPSOIL AND SEEDING, PROCESSED AGGREGATE STONE, OR DISPERSED HAY AS SOON AS PRACTICAL. ROUGH GRADING OPERATIONS: 1. DURING THE REMOVAL AND/OR PLACEMENT OF EARTH AS INDICATED ON THE GRADING PLAN, TOPSOIL SHALL BE STRIPPED AND APPROPRIATELY STOCKPILED FOR REUSE. 2. ALL STOCKPILED TOPSOIL SHALL BE SEEDED, MULCHED WITH HAY, AND ENCLOSED BY A SILTATION FENCE OR STRAW WATTLE. FILLING OPERATIONS: 1. PRIOR TO FILLING, ALL SEDIMENTATION AND EROSION CONTROL DEVICES SHALL BE PROPERLY IMPLEMENTED, MAINTAINED AND FULLY INSTALLED, AS DIRECTED BY THE ENGINEER OF RECORD AND AS SHOWN ON THIS PLAN. 2. ALL FILL MATERIAL ADJACENT TO ANY WETLAND AREAS, IF APPLICABLE TO THIS PROJECT, SHALL BE GOOD QUALITY, WITH LESS THAN 5% FINES PASSING THROUGH A #200 SIEVE (BANK RUN), AND SHALL BE PLACED IN LIFT THICKNESS NOT GREATER THAN THAT SPECIFIED IN PROJECT SPECIFICATIONS. LIFTS SHALL BE COMPACTED TO 95% MAX. DRY DENSITY MODIFIED PROCTOR OR AS SPECIFIED IN THE CONTRACT SPECIFICATIONS OR IN THE GEOTECHNICAL REPORT. PLACEMENT OF DRAINAGE STRUCTURES, UTILITIES, AND ROADWAY CONSTRUCTION OPERATIONS: 1. SILT FENCES SHALL BE INSTALLED AT THE DOWNHILL SIDES OF TEMPORARY TRAPS, MUD PUMP DISCHARGES, AND UTILITY TRENCH MATERIAL STOCKPILES. HAY BALES MAY BE USED IF SHOWN ON THE EROSION CONTROL PLANS OR IF DIRECTED BY THE ENGINEER OF RECORD. FINAL GRADING AND PAVING OPERATIONS: 1. ALL INLET AND OUTLET PROTECTION SHALL BE PLACED AND MAINTAINED AS SHOWN ON EROSION CONTROL PLANS AND DETAILS, AND AS DESCRIBED IN SPECIFICATIONS AND AS DESCRIBED HEREIN. 2. NO CUT OR FILL SLOPES SHALL EXCEED 2:1 EXCEPT WHERE STABILIZED BY ROCK FACED EMBANKMENTS OR EROSION CONTROL BLANKETS, JUTE MESH AND VEGETATION. ALL SLOPES SHALL BE SEEDED, AND ANY ROAD OR DRIVEWAY SHOULDER AND BANKS SHALL BE STABILIZED IMMEDIATELY UPON COMPLETION OF FINAL GRADING UNTIL TURF IS ESTABLISHED. 3. PAVEMENT SUB-BASE AND BASE COURSES SHALL BE INSTALLED OVER AREAS TO BE PAVED AS SOON AS FINAL SUB-GRADES ARE ESTABLISHED AND UNDERGROUND UTILITIES AND STORM DRAINAGE SYSTEMS HAVE BEEN INSTALLED. 4. AFTER CONSTRUCTION OF PAVEMENT, TOPSOIL, FINAL SEEDING, MULCH AND LANDSCAPING, REMOVE ALL TEMPORARY EROSION CONTROL DEVICES ONLY AFTER ALL AREAS HAVE BEEN PAVED AND/OR GRASS HAS BEEN WELL ESTABLISHED AND THE SITE HAS BEEN INSPECTED AND APPROVED BY THE LOCAL LAND USE AGENT AND/OR ENGINEER OF RECORD. INSTALLATION OF SEDIMENTATION AND EROSION CONTROL MEASURES I. SILTATION FENCE: A.DIG A SIX INCH TRENCH ON THE UPHILL SIDE OF THE DESIGNATED FENCE LINE LOCATION. B. POSITION THE POST AT THE BACK OF THE TRENCH (DOWNHILL SIDE), AND HAMMER THE POST AT LEAST 1.5 FEET INTO THE GROUND. C. LAY THE BOTTOM SIX INCHES OF THE FABRIC INTO THE TRENCH TO PREVENT UNDERMINING BY STORM WATER RUN-OFF. D. BACKFILL THE TRENCH AND COMPACT. II. SILT SACK INLET PROTECTION: A. REMOVE CATCH BASIN GRATE AND PROPERLY PLACE THE SILT SACK INTO THE FRAME OF THE CATCH BASIN. B. PLACE GRATE BACK ONTO FRAME AND ENSURE NO PORTIONS OF THE SILT SACK HAVE SAGGED INTO THE CATCH BASIN. C. ONCE GRATE IS PLACED BACK ONTO FRAME OBSERVE TO SEE IF SILT SACK IS INSTALLED IN A MANNER THAT WILL ALLOW FOR SEDIMENT TO BE FILTERED OUT DURING STORM EVENTS. III. STRAW WATTLE: A. STRAW WATTLE TO BE PLACED IN ACCORDANCE WITH SHEET 2.31. ALL DAMAGED WATTLES AND POSTS SHALL BE REPLACED AND PROPERLY REPOSITIONED AS NECESSARY. B. STRAW WATTLE TO BE SECURED BY EITHER SAND BAG (IMPERVIOUS AREAS) OR BY WOOD STAKE HAMMERED INTO GROUND (PERVIOUS AREAS). C. SEDIMENT DEPOSITS SHALL BE REMOVED FROM BEHIND THE WATTLE WHEN THEY EXCEED 3-4 INCHES IN HEIGHT. IV. CONSTRUCTION ENTRANCE: A. REMOVE ALL VEGETATION AND OTHER MATERIALS FROM THE FOUNDATION AREA. GRADE AND CROWN FOUNDATION FOR POSITIVE DRAINAGE. B. PLACE 1-3" STONE A MINIMUM OF 100FT ALONG THE FULL WIDTH OF THE CONSTRUCTION ACCESS ROAD. AGGREGATE SHOULD BE PLACED AT LEAST 6" THICK. C. GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN STONE FILL AND EARTH SURFACE TO REDUCE THE MIGRATION OF SOIL PARTICLES FROM THE UNDERLYING SOIL INTO THE STONE AND VICE VERSA. D. ALL SURFACE WATER THAT IS FLOWING TO OR DIVERTED TOWARD THE CONSTRUCTION ENTRANCE SHALL BE PIPED BENEATH THE ENTRANCE. E. FILTER FABRIC FENCE SHALL BE INSTALLED DOWN GRADIENT FROM THE CONSTRUCTION ENTRANCE IN ORDER TO CONTAIN ANY SEDIMENT-LADEN RUNOFF FROM THE ENTRANCE. OPERATION AND MAINTENANCE OF SEDIMENTATION AND EROSION CONTROL MEASURES I . SILTATION FENCE: A. ALL SILTATION FENCES SHALL BE INSPECTED AT A MINIMUM WEEKLY OR AFTER EACH RAINFALL. ALL DETERIORATED FABRIC AND DAMAGED POSTS SHALL BE REPLACED AND PROPERLY REPOSITIONED IN ACCORDANCE WITH THIS PLAN. B. SEDIMENT DEPOSITS SHALL BE REMOVED FROM BEHIND THE FENCE WHEN THEY EXCEED A HEIGHT OF ONE FOOT. II. SILT SACK INLET PROTECTION: A. ALL SILT SACK INLET PROTECTION DEVICES SHALL BE INSPECTED AT A MINIMUM WEEKLY OR AFTER EACH RAINFALL. ALL DETERIORATE SILT SACKS AND SACKS THAT APPEAR TO HAVE AN EXCESS OF SEDIMENT SHALL BE REPLACED AND PROPERLY REPOSITIONED IN ACCORDANCE WITH THIS PLAN. B. SEDIMENT DEPOSITS SHALL BE REMOVED FROM THE SILT SACKS WHEN THEY EXCEED A COUPLE INCHES OF SEDIMENT WITHIN THE CATCH BASIN. III. STRAW WATTLE: A. ALL COMPOSITE FILTER SOCKS SHALL BE INSPECTED AS A MINIMUM WEEKLY OR AFTER EACH RAINFALL. ALL DETERIORATED FABRIC AND DAMAGED POSTS SHALL BE REPLACED AND PROPERLY REPOSITIONED IN ACCORDANCE WITH THIS PLAN. B. SEDIMENT DEPOSITS SHALL BE REMOVED FROM BEHIND THE WATTLE WHEN THEY EXCEED A HEIGHT OF 4 INCHES. IV. CONSTRUCTION ENTRANCE: A. THE CONSTRUCTION ENTRANCE AND FENCE SHALL BE INSPECTED AT A MINIMUM WEEKLY AND AFTER HEAVY RAINS OR HEAVY USE. B. REMOVE MUD AND HEAVY SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROAD IMMEDIATELY. C. THE GRAVEL PAD SHALL BE TOPDRESSED WITH NEW STONE WHEN MUD AND SOIL PARTICLES CLOG THE VOIDS IN THE GRAVEL. D. RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL. E. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. EROSION AND SEDIMENT CONTROL PLAN 1. CATCH BASINS WILL BE PROTECTED WITH HAY BALE FILTERS, SILT SACKS, SILTATION FENCE, OR OTHER INLET PROTECTION DEVICES PER DETAILS, THROUGHOUT THE CONSTRUCTION PERIOD AND UNTIL ALL DISTURBED AREAS ARE THOROUGHLY STABILIZED. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE INSTALLED IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE NEW YORK STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL, LATEST EDITION. 3. EROSION AND SEDIMENT CONTROL MEASURES WILL BE INSTALLED PRIOR TO CONSTRUCTION WHENEVER POSSIBLE. 4. ALL CONTROL MEASURES WILL BE MAINTAINED IN EFFECTIVE CONDITION THROUGHOUT THE CONSTRUCTION PERIOD. 5. ADDITIONAL CONTROL MEASURES WILL BE INSTALLED DURING THE CONSTRUCTION PERIOD, IF NECESSARY OR REQUIRED OR AS DIRECTED BY THE ENGINEER OF RECORD OR BY LOCAL GOVERNING OFFICIALS. 6. SEDIMENT REMOVED FROM EROSION CONTROL STRUCTURES WILL BE DISPOSED IN A MANNER WHICH IS CONSISTENT WITH THE INTENT AND REQUIREMENTS OF THE EROSION CONTROL PLANS, NOTES, AND DETAILS. 7. THE OWNER IS ASSIGNED THE RESPONSIBILITY FOR IMPLEMENTING THIS EROSION AND SEDIMENT CONTROL PLAN. THIS RESPONSIBILITY INCLUDES THE INSTALLATION AND MAINTENANCE OF CONTROL MEASURES, INFORMING ALL PARTIES ENGAGED ON THE CONSTRUCTION SITE OF THE REQUIREMENTS AND OBJECTIVES OF THE PLAN. SOIL EROSION & SEDIMENT CONTROL NOTES SILT FENCE (DETAIL ST-13) SOIL EROSION & SEDIMENT CONTROL NOTES & DETAILS NOTES 1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" OR "U" TYPE HARDWOOD. 2. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACES EVERY 24" AT TOP AND MID SECTIONS. FENCE SHALL BE WOVEN WIRE, 12 1/2 GAUGE, 6" MAXIMUM MESH OPENING. 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED BY SIX (6) INCHES AND FOLDED. FILTER CLOTH SHALL BE EITHER FILET X, MIRAFI 100X, STABILINKA T140N, OR APPROVED EQUIVALENT. 4. PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUIVALENT. 5. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. DETAIL PROVIDED BY CITY OF SARATOGA SPRINGSSCALE: NTS DETAIL PROVIDED BY CITY OF SARATOGA SPRINGSSCALE: NTS TREE PROTECTION DETAIL (DETAIL L-4)TEMPORARY CONSTRUCTION FENCE DETAIL SCALE: NTS NOTES: 1.FENCING PANELS COMPLY WITH ASTM - A392-06 STANDARDS. 2.GALVANIZED STEEL, CORROSION-RESISTANT ZINC COATING. 3.36" BASE STANDS FOR STABILITY, NO DIGGING OR POST SETTING REQUIRED. SAND BAGS TO BE USED FOR ADDED STABILITY. 4.TYPICAL FENCE WIDTH: 12', TYPICAL FENCE HEIGHT: 4', 6' & 8'. 5.SCREENING MADE OF RESILIENT HDPE POLYEHTYLENE, WITH 88% BLOCKAGE. 6.REINFORCED SCREENING WITH HEMMED EDGES AND STEEL GROMMETS. 7.SCREEN HEIGHT: 5'-8" FOR 6' FENCE OR 7'-8" FOR 8' FENCE. 8.SCREEN COLORS: GREEN, TAN, BLUE OR RED. 12' (TYP.)4', 6', OR 8' (TYP.)TEMPORARY CHAIN LINK FENCE PANEL 36" FENCE BASE STAND (TYP.) STEEL FASTENERS (TYP.) CONCRETE WASH PIT DETAIL SCALE: NTS SCALE: NTS DETAIL PROVIDED BY CITY OF SARATOGA SPRINGS 1 10/16/23 Revised Per Engineering Comments APPENDIX A New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity þ{ËìûtYsËK$TÅTåOTTPPO&TIJNITYÐepartnnent *fHnvlranmantattsnseruatiðnNEW YORK STATEDEPARTMENT OF ENVI RONMENTAL CONSERVATIONSPDES GENERAL PERMITFOR STORMWATER D¡SCHARGESFromCONSTRUCTION ACTIVITYPermit No. GP- 0-20-001lssued Pursuant to Article 17, Titles 7, I and Article 70of the Environmental Conservation LawEffective Date: January 29,2020Expiration Date: January 28,2025John J. FergusonChief Permit Administrator/^ zZ -Z-öuthorized SignatureDateAddress: NYS DECDivision of Environmental Permits625 Broadway, 4th FloorAlbany, N.Y. 12233-1750 I PREFACE Pursuant to Section 402 of the Clean Water Act (“CWA”), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (“NPDES”) permit or by a state permit program. New York administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of “construction activity”, as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. I NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS ............................................................. 1 A. Permit Application ................................................................................................. 1 B. Effluent Limitations Applicable to Discharges from Construction Activities ........... 1 C. Post-construction Stormwater Management Practice Requirements .................... 4 D. Maintaining Water Quality ..................................................................................... 8 E. Eligibility Under This General Permit ..................................................................... 9 F. Activities Which Are Ineligible for Coverage Under This General Permit .............. 9 Part II. PERMIT COVERAGE ........................................................................................... 12 A. How to Obtain Coverage ..................................................................................... 12 B. Notice of Intent (NOI) Submittal .......................................................................... 13 C. Permit Authorization ............................................................................................ 13 D. General Requirements For Owners or Operators With Permit Coverage ........... 15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002 ....................... 17 F. Change of Owner or Operator ............................................................................. 17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) ........................... 18 A. General SWPPP Requirements .......................................................................... 18 B. Required SWPPP Contents ................................................................................ 20 C. Required SWPPP Components by Project Type ................................................. 24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS ..................................... 24 A. General Construction Site Inspection and Maintenance Requirements .............. 24 B. Contractor Maintenance Inspection Requirements ............................................. 24 C. Qualified Inspector Inspection Requirements ...................................................... 25 Part V. TERMINATION OF PERMIT COVERAGE ........................................................... 29 A. Termination of Permit Coverage ......................................................................... 29 Part VI. REPORTING AND RETENTION RECORDS ...................................................... 31 A. Record Retention ................................................................................................ 31 B. Addresses ........................................................................................................... 31 Part VII. STANDARD PERMIT CONDITIONS .................................................................. 31 A. Duty to Comply .................................................................................................... 31 B. Continuation of the Expired General Permit ........................................................ 32 C. Enforcement ........................................................................................................ 32 D. Need to Halt or Reduce Activity Not a Defense................................................... 32 E. Duty to Mitigate ................................................................................................... 33 F. Duty to Provide Information ................................................................................. 33 G. Other Information ................................................................................................ 33 H. Signatory Requirements ...................................................................................... 33 I. Property Rights ................................................................................................... 35 J. Severability.......................................................................................................... 35 K. Requirement to Obtain Coverage Under an Alternative Permit ........................... 35 L. Proper Operation and Maintenance .................................................................... 36 M. Inspection and Entry ........................................................................................... 36 N. Permit Actions ..................................................................................................... 37 O. Definitions ........................................................................................................... 37 P. Re-Opener Clause .............................................................................................. 37 Q. Penalties for Falsification of Forms and Reports ................................................. 37 R. Other Permits ...................................................................................................... 38 APPENDIX A – Acronyms and Definitions ....................................................................... 39 Acronyms ...................................................................................................................... 39 Definitions ..................................................................................................................... 40 APPENDIX B – Required SWPPP Components by Project Type .................................... 48 Table 1.......................................................................................................................... 48 Table 2.......................................................................................................................... 50 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ........................ 52 APPENDIX D – Watersheds with Lower Disturbance Threshold ..................................... 58 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) ........... 59 APPENDIX F – List of NYS DEC Regional Offices .......................................................... 65 (Part I) 1 Part 1. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.B.1. (a) – (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part I.B.1.(a) – (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan (“SWPPP”) the reason(s) for the (Part I.B.1) 2 deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments (Part I.B.1.b) 3 listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (Part I.B.1.e.iii) 4 (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices (“SMPs”) are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume (“RRv”): Reduce the total Water Quality Volume (“WQv”) by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. (Part I.C.2.a.ii) 5 For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shal l be treated by application of standard SMPs. (iii) Channel Protection Volume (“Cpv”): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (“Qp”): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (“Qf”): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1 -year, 24 hour design storm over the post-developed watershed and shall be (Part I.C.2.b.i) 6 calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (Part I.C.2.c) 7 c. Sizing Criteria for Redevelopment Activity (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 – 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are n o changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site (Part I.C.2.d) 8 d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Comp ilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. (Part I.E) 9 E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; waters to which other components have not been added that are used to control dust in accordance with the SWPPP ; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or (Part I.F.4) 10 operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non -jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase “D” (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. (Part I.F.8) 11 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.D.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ▪ 1-5 acres of disturbance - 20 feet ▪ 5-20 acres of disturbance - 50 feet ▪ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (Part I.F.8.c) 12 (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. PERMIT COVERAGE A. How to Obtain Coverage 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have the SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. (Part II.B) 13 B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eNOI) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department’s website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA’s 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department’s online NOI. 3. The owner or operator shall have the SWPPP preparer sign the “SWPPP Preparer Certification” statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act (“SEQRA”) have been satisfied, when SEQRA is applicable. See the Department’s website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act (“UPA”) (see 6 NYCRR Part 621), or the equivalent from another New York State agency, have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits (Part II.C.2.b) 14 must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C. (Part II.C.3.b) 15 b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed “MS4 SWPPP Acceptance” form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed “MS4 SWPPP Acceptance” form. 4. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (“NOT”) has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor’s or subcontractor’s certification statement (see Part III.A.6.), and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land (Part II.D.3) 16 use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than fi ve (5) acres of soil at any one time: a. The owner or operator shall have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site-specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner’s or operator’s coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the (Part II.D.6) 17 regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-20-001. F. Change of Owner or Operator 1. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. 3. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or (Part II.F.3) 18 operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; (Part III.A.4.b) 19 b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notificati on, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department’s comments in the specified time frame, the Department may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with (Part III.A.6) 20 the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project (Part III.B.1.b) 21 b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection (Part III.B.1.i) 22 schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and l. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component – The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; (Part III.B.2.b) 23 b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post - development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alt ernative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. (Part III.B.3) 24 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part III.B.2 or 3 of this permit. Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post-construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall (Part IV.B.1) 25 begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: ▪ licensed Professional Engineer, ▪ Certified Professional in Erosion and Sediment Control (CPESC), ▪ New York State Erosion and Sediment Control Certificate Program holder ▪ Registered Landscape Architect, or ▪ someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located (Part IV.C.1.a) 26 in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.D.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. (Part IV.C.2.d) 27 d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.B.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall includ e and/or address the following: (Part IV.C.4.a) 28 a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post- construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and (Part IV.C.4.l) 29 l. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.D.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.B.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; (Part V.A.2.b) 30 b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the “MS4 Acceptance” statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) required in Part V.A.3. of this permit. 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right-of- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, (Part V.A.5.b) 31 b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT sub mitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.B.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water (Part VII.A) 32 Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non - compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non -compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Reg ional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. (Part VII.E) 33 E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. th e scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post-construction stormwater management practice, or there is an increase in the disturbance ar ea or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOIs and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (Part VII.H.1.a) 34 (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, (Part VII.H.2.b) 35 superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or reg ulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall (Part VII.K.1) 36 include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operator to achieve compliance with the conditions of this permit and with the requirements of the SW PPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be k ept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and (Part VII.M.3) 37 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750 -1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. (Part VII.R) 38 R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 39 APPENDIX A – Acronyms and Definitions Acronyms APO – Agency Preservation Officer BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control Cpv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW – Division of Water EAF – Environmental Assessment Form ECL - Environmental Conservation Law EPA – U. S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review SEQRA - State Environmental Quality Review Act SHPA – State Historic Preservation Act SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume Appendix A 40 Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property –means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post-Development Conditions - means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both “sewage” and “stormwater”. Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activit ies; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site – means the land area where construction activity(ies) will occur. See definition for “Commence (Commencement of) Construction Activities” and “Larger Common Plan of Development or Sale” also. Dewatering – means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system Appendix A 41 and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Embankment –means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species – see 6 NYCRR Part 182 of the Department’s rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) – means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) - means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property – means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – means not technologically possible, or not economically practicable and achievable in light of best industry practices. Appendix A 42 Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term “plan” in “larger common plan of development or sale” is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. Minimize – means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer; and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) - means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). Natural Buffer –means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. Appendix A 43 New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department’s receipt and acceptance of a complete Notice of Intent. This letter documents the owner’s or operator’s authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Nonpoint Source - means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank –means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Performance Criteria – means the design criteria listed under the “Required Elements” sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . Appendix A 44 Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department en dorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC’s Appendix A 45 SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: ▪ Re-grading of gravel roads or parking lots, ▪ Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, ▪ Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), ▪ Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment, ▪ Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, ▪ Long-term use of equipment storage areas at or near highway maintenance facilities, ▪ Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, ▪ Existing use of Canal Corp owned upland disposal sites for the canal, and ▪ Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations – means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) - means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Appendix A 46 Steep Slope – means land area designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank – as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post-construction stormwater management controls); and identifies procedures the owner or operator will implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor - means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed Appendix A 47 training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard - means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 48 APPENDIX B – Required SWPPP Components by Project Type Table 1 Construction Activities that Require the Preparation of a SWPPP That Only Includes Erosion and Sediment Controls The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber -optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics Appendix B 49 Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) excluding projects that alter hydrology from pre to post development conditions, • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established, and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the “Agricultural Management Practices Catalog f or Nonpoint Source Pollution in New York State”, excluding projects that involve soil disturbances of greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activit y is complete Appendix B 50 Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family home that disturbs five (5) or more acres of land • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) and structural practices as identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW’s, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 Appendix B 51 Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project, wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 52 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual (“Design Manual”). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed – Figure 4 • Kinderhook Lake Watershed – Figure 5 Appendix C 53 Figure 1 - New York City Watershed East of the Hudson Appendix C 54 Figure 2 - Onondaga Lake Watershed Appendix C 55 Figure 3 - Greenwood Lake Watershed Appendix C 56 Figure 4 - Oscawana Lake Watershed Appendix C 57 Figure 5 - Kinderhook Lake Watershed 58 APPENDIX D – Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 59 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using ”The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy” dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 60 Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 61 Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment - West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 62 Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 63 Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 303(d) Segments Impaired by Construction Related Pollutant(s) 64 Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients 65 APPENDIX F – List of NYS DEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 100 HILLSIDE AVENUE, SUITE 1W WHITE PLAINS, NY 10603 TEL. (914) 428 - 2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1150 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 7 BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7438 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7500 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES 6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7165 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070 APPENDIX B Site Personnel Contact Information Contractor/Subcontractor Certification Statement SWPPP CONTACT LIST CONTACTS FOR PROJECT LOCATED AT – 12 Ballston Avenue, Saratoga Springs, NY 12866 Owner/Operator for the Site: John Roche Phone: (781) 690-0275 Responsible for coordinating oversight of this project for CollabDev 2 LLC Engineer of Record: Kevin Solli, P.E. Phone: (203) 880-5455 Responsible for coordinating the oversight of the project construction as required and otherwise oversee compliance with all permits. City Engineer: Deborah LaBreche, P.E. Phone: (518) 587-3550 ext. 2616 Responsible for the supervision and revision of all work proposed by the Engineer of Record. City Inspector: Patrick Cogan Phone: (518) 587-3550 ext. 2491 Responsible for the supervision of all construction activity on and off site. STORM WATER POLLUTION PREVENTION PLAN GENERAL CONTRACTOR’S CERTIFICATION Project Site: 12 Ballston Avenue, Saratoga Springs, New York GENERAL CONTRACTOR’S CERTIFICATION: “I certify under penalty of the law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations.” Name: (Print) Signature: Title: Company Name: Address: Telephone Number: Date: Scope of Services: APPENDIX C Site Inspections Reports Maintenance Inspection Reports CONSTRUCTION INSPECTIONS TO BE INSERTED MAINTENANCE REPORTS TO BE INSERTED APPENDIX D Project Narrative & Stormwater Report PROJECT NARRATIVE & STORMWATER REPORT For the Proposed: CHIPOTLE Located At: 12 Ballston Avenue Saratoga Springs, New York 12866 Prepared On: June 9, 2023 Revised On: October 16, 2023 November 22, 2023 Prepared By: 11 Vanderbilt Avenue, Suite 240 Norwood, Massachusetts 02062 T: (781) 352-8491 Prepared For: CollabDev 2 LLC 529 Main Street Boston, Massachusetts 02129 T: (781) 690-0275 Kevin Solli, P.E. NY 092156 Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 1 TABLE OF CONTENTS INTRODUCTION ........................................................................................................................................ 4 EXISTING CONDITIONS ........................................................................................................................... 4 PROJECT SITE ........................................................................................................................................ 4 SITE LOCATION ................................................................................................................................. 4 SITE CHARACTERISTICS ................................................................................................................. 4 REGULATED AREAS ............................................................................................................................ 4 FEMA FLOODPLAIN ......................................................................................................................... 4 ZONING ASSESSMENT ......................................................................................................................... 5 NC NEIGHBORHOOD CENTER (T-5) ZONING DISTRICT ........................................................... 5 PARKING REGULATIONS ................................................................................................................ 5 PROPOSED CONDITIONS ......................................................................................................................... 5 PROJECT DESCRIPTION ....................................................................................................................... 5 SITE ACCESS / EGRESS .................................................................................................................... 6 PARKING, LOADING & OPERATIONS ........................................................................................... 6 TRAFFIC IMPACT STATEMENT ......................................................................................................... 7 SITE UTILITIES ...................................................................................................................................... 7 WATER ................................................................................................................................................ 7 SANITARY .......................................................................................................................................... 7 ELECTRIC / CABLE / TELECOMMUNICATIONS ......................................................................... 8 GAS ...................................................................................................................................................... 8 SITE LANDSCAPING & LIGHTING ..................................................................................................... 8 STORMWATER MANAGEMENT & SOIL EROSION CONTROL ......................................................... 9 METHODOLOGY ................................................................................................................................... 9 HYDROLOGY ....................................................................................................................................... 10 EXISTING CONDITIONS ................................................................................................................. 10 PROPOSED CONDITIONS ............................................................................................................... 11 HYDROLOGIC CONCLUSIONS ..................................................................................................... 12 HYDRAULICS ....................................................................................................................................... 12 EXISTING CONDITIONS ................................................................................................................. 12 PROPOSED CONDITIONS ............................................................................................................... 12 HYDRAULIC CONCLUSIONS ........................................................................................................ 12 WATER QUALITY ................................................................................................................................ 13 Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 2 SOIL EROSION & SEDIMENT CONTROL ........................................................................................ 13 LIST OF TABLES & CALCULATIONS Table 1: Neighborhood Center (T-5) Zoning District Dimensional Requirements ....................................................... 5 Table 2: Sewer Design Flow .......................................................................................................................................... 7 Table 3: Rainfall Data .................................................................................................................................................... 9 Table 4: IDF Table ........................................................................................................................................................ 9 Table 5: Existing Drainage Areas ................................................................................................................................ 10 Table 6: Proposed Drainage Areas .............................................................................................................................. 11 Table 7: Peak Flow Comparison Table ........................................................................................................................ 12 Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 3 APPENDICES APPENDIX A: FIGURES Site Location Map (Figure 1) FEMA Flood Map (Figure 2) Soil Survey Map (Figure 3) Truck Turning Figure (Figure 4) APPENDIX B: SUPPORTING DOCUMENTS Property Card APPENDIX C: STORMWATER CALCULATIONS Hydrology Calculations (2-, 5-, 10-, 25-, 50-, 100-year storm events) NOAA Atlas Precipitation Data Watershed Model Schematic HydroCAD Reporting – Existing & Proposed Conditions Storm Sewer Calculations (10-year storm event) Proposed Storm Sewer System – Schematic, DOT Reporting, Profiles Best Management Practices WQS TSS Removal Calculations Water Quality Flow Calculations Hydrodynamic Separator Details APPENDIX D: DETAILED DESIGN PLANS Property Survey of 12 Ballston Avenue, Saratoga Springs, New York Prepared by Van Dusen & Steves Land Surveyors Existing Drainage Area Map (DA-1) Proposed Drainage Area Map (DA-2) Subcatchment Drainage Area Map (DA-3) For more information regarding the Design Plans, refer to the Permitting Plan Set, prepared by Solli Engineering, submitted in conjunction with this Report. APPENDIX E: LONG-TERM OPERATION & MAINTENANCE Long-Term Operation & Maintenance Manual Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 4 INTRODUCTION Solli Engineering (Solli) has prepared this Project Narrative & Stormwater Report (Report) to provide an analysis of the zoning regulations, the project’s stormwater management, utility design and coordination, soil erosion and sediment control measures, and subsurface conditions for the proposed Commercial Redevelopment located at 12 Ballston Avenue (Route 50) in the City of Saratoga Springs, New York (Site). The proposed redevelopment has been designed in compliance with the City of Saratoga Springs Zoning Ordinances, the City’s Stormwater Management Program Plan, dated August 2016, the 2015 New York State Stormwater Design Manual, the 2016 New York State Standards and Specifications for Erosion and Sediment Control, as well as all other applicable state and federal requirements and regulations. EXISTING CONDITIONS PROJECT SITE SITE LOCATION The Site consists of a 0.32-acre parcel situated at the corner of Ballston Avenue (Route 50) and Hamilton Street. The Site is located within the NC Neighborhood Center District (T-5) Zoning District of the City of Saratoga Springs. The Site is bound by Ballston Avenue (Route 50) to the north and west, Hamilton Street to the east, and a commercially developed property occupied by Saratoga Strike Zone Bowling Alley to the south. For more information regarding the Site location, refer to Appendix A, Figure 1 - Site Location Map. SITE CHARACTERISTICS The Site is currently improved with a vacant 2,703± square-foot building formerly occupied by Paddy Duggan’s Irish Pub. The Site is almost entirely developed and is improved with a building, areas of pavement, utilities, and areas of landscaping. Based on record mapping, the Site appears to have natural gas, water, and sewer services. The Site is accessed from a 31-foot curb cut off Ballston Avenue (Route 50). Currently, the Site is improved with approximately 13,447± square feet of impervious surfaces. The site currently drains to three discharge points; southwest to the Ballston Avenue drainage system, north to the Ballston Avenue drainage system, and southeast across Hamilton Street. Slopes on site range from approximately 1 percent to 33 percent, with a high elevation of approximately 320 feet near the western edge of the building and a low elevation of approximately 317 feet on the southwestern property edge. According to the United States Department of Agriculture Natural Resources Conservation Service, the entirety of the site in which the development is proposed is comprised of Windsor loamy sand, characterized as a hydrologic soil group rating of A. A breakdown of all the soils, located within the property limits, as well as the NRCS Soil Survey Map for the site, can be found in Appendix A, Figure 3. For more information regarding the existing conditions of the Site, refer to the Property Survey in Appendix D of this Report. REGULATED AREAS FEMA FLOODPLAIN According to FEMA Flood Insurance Rate Map, Map Number 36091C0433E, effective date August 16, 1995, the Site is within an area of minimal flood hazard, also known as Zone X, which indicates areas outside of the 0.2% annual chance floodplain: also known as the 500-year floodplain. The site is not within Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 5 a 100-year floodplain. For more information regarding the FEMA Floodplain Boundaries refer to Appendix A, Figure 2 – FEMA Flood Map. ZONING ASSESSMENT As shown on the City of Saratoga Springs Unified Development Ordinance Zoning Map (2023), the Site is located entirely within the NC Neighborhood Center District (T-5) Zoning District. The Site is bordered on the north, east, and south by properties zoned NC Neighborhood Center District (T-5) and to the west by a property zoned Urban Residential 4 (UR-4). NC NEIGHBORHOOD CENTER (T-5) ZONING DISTRICT The general purpose of the NC Neighborhood Center (T-5) Zoning District, in accordance with the City of Saratoga Springs Zoning Ordinances, is to accommodate a wide variety of residential and non-residential uses, building and frontage types and to provide quality streetscape amenities and civic spaces to enhance pedestrian activity. All developments within the T-5 Zoning District are required to comply with the dimensional standards set forth in Article 4.4 of the Saratoga Springs Zoning Ordinances; the T-5 dimensional standards are provided below: Table 1: NC Neighborhood Center (T-5) Zoning District Dimensional Standards Zoning District Min. Setback from Lot Line Abutting Public ROW Min. Build- Out Percentage Abutting any Public ROW Min. Side Setback Min. Rear Setback Min. Building Height Max. Building Height Max. Area of New & Existing Structures on One Lot T-5 0 ft to 12 ft build-to- zone 70% 0 ft 0 ft 24 ft 1.1 x Width of ROW or 50 ft, whichever is less 3,000 sf PARKING REGULATIONS According to Article 10.5, Required Off-Street Vehicles and Bicycle Parking Spaces, of the City of Saratoga Springs Unified Development Ordinance, eating & drinking establishments are required to provide one (1) parking space per 100 square feet of gross floor area (GFA). Perpendicular parking spaces shall be 9’ wide and 18’ long in accordance with Article 10.3. No loading spaces are required for commercial uses under 10,000 square feet according to Article 10.8. PROPOSED CONDITIONS PROJECT DESCRIPTION The Applicant, CollabDev 2 LLC, is proposing to demolish the existing 2,703± square foot building and construct a 2,344± square foot quick-service restaurant with twenty-three (23) parking spaces, located at 12 Ballston Avenue (Route 50) in Saratoga Springs, New York. The proposed project includes various site improvements, including associated parking, drives, drainage, utilities, landscaping, and lighting features to support the proposed use. As part of this project, a perpetual easement (totaling 3,134 SF) will be established on the property of 32 Ballston Avenue (M-B-L: 165.83-1-42 / Owner: Saratoga 16 LLC) and benefiting 12 Ballston Avenue. The purpose of this perpetual easement is to provide the necessary area to establish the parking spaces for the proposed Chipotle restaurant. The area currently located within the easement is comprised of a landscaped buffer between the properties as well as a portion of paved area used for an existing parking lot drive aisle at 32 Ballston Avenue. Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 6 ZONING COMPLIANCE The purposed redevelopment accommodates the City of Saratoga Springs Zoning Ordinances for the NC Neighborhood Center (T-5) Zoning District standards as listed in Table 1. The compliances to these standards are provided below: Table 2: NC Neighborhood Center (T-5) Zoning District Compliance Zoning District Min. Setback from Lot Line Abutting Public ROW Min. Build- Out Percentage Abutting any Public ROW Min. Side Setback Min. Rear Setback Min. Building Height Max. Building Height Max. Area of New & Existing Structures on One Lot T-5 0 ft to 12 ft build-to- zone 70% 0 ft 0 ft 24 ft 1.1 x Width of ROW or 50 ft, whichever is less 3,000 sf Proposed 12 ft build- to-zone on both ROW 34.7% (Ballston) (23.0% (Hamilton) 0 ft 50 ft 24 ft < 50 ft 2,344 sf SITE ACCESS / EGRESS The redevelopment proposes to modify the access and egress for the Site and improve the Site with a full- movement, 24-foot-wide driveway off Hamilton Street and maintain the full-movement 31-foot-wide driveway off Ballston Avenue (Route 50). The driveway off Hamilton Street is proposed to be located 170± feet to the south of the Ballston Avenue (Route 50) & Hamilton Street intersection. Traffic signage and painted markings are proposed throughout the site to improve traffic flow and vehicular safety. For more information pertaining to the Site’s access and egress, refer to the Site Layout Plan (Sheet 2.11) within the Permitting Plan Set, submitted in conjunction with this Report. PARKING, LOADING & OPERATIONS The project proposes to demolish the existing 2,703± square-foot building for a new 2,344± square foot quick-service restaurant. The proposed redevelopment will provide a total of twenty-three (23) passenger parking spaces, including one (1) ADA accessible parking space. The parking spaces have been designed in accordance with Chapter 6.2.6, Off-Street Parking Schedule, of the Saratoga Springs Zoning Ordinances and have been located to provide efficient and adequate access to the building’s entrances. The ADA accessible parking space has been designed in accordance with the US Access Board Accessibility Standards, and the space is proposed to be a width of 8-feet with an 8-foot-wide loading aisle. The project proposes a concrete dumpster pad and cedar enclosure (gray stain) to store the quick-service restaurant’s dumpster. The dumpster enclosure is proposed to be located mostly within the property expansion along the southern property line and a stainless steel wire trellis will be added to the outside face of dumpster enclosure to support flowering trumpet vine (campsis radicans) or similar alternate to grow up the sides of the enclosure and provide natural screening. For more information pertaining to the proposed parking and operations refer to the Site Layout Plan (Sheet 2.11) within the Permitting Plan Set, submitted in conjunction with this Report. Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 7 TRAFFIC IMPACT STATEMENT To evaluate the potential traffic impact of the proposed redevelopment, the potential trips to be generated by the proposed quick-service restaurant were estimated using data from the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition. The trip generation was calculated for the PM and Saturday peak hours. Based on the proposed use, it is anticipated that the proposed quick-service restaurant will generate 29 new roadway network trips (16 entering, 13 exiting) during the PM peak hour and 77 trips (42 entering, 35 exiting) during the Saturday midday peak hour. A detailed breakdown of the proposed trip generation is included in Appendix F of this Report. Based on existing traffic volume data along Ballston Avenue (Route 50) from TMC Traffic Data, there is a weekday PM peak hour volume of approximately 382 vehicles eastbound and 437 vehicles westbound and a Saturday midday peak hour volume of 442 vehicles eastbound and 350 vehicles westbound. The proposed development is expected to result in less than a 9% increase to traffic volumes along Ballston Avenue (Route 50) during the peak hours. Based on the number of trips estimated to be generated by the proposed development, it is anticipated that the new trips can be accommodated by the adjacent roadway network. SITE UTILITIES WATER The City of Saratoga Springs Utilities Group is the utility provider for water service in the City of Saratoga Springs. The proposed restaurant requires a 2-inch domestic water service per prototypical requirements. The Site has an existing domestic water service that is proposed to be abandoned in place. The restaurant’s water service is proposed off the existing lateral water main within Hamilton Street. Prior to construction the Site general contractor will coordinate with the utility provider to receive approval and confirmation of location, size, and adequate capacity of the proposed service. For more information pertaining to the proposed utility layout refer to the Utility Plan (Sheet 2.51) within the Permitting Plan Set, submitted in conjunction with this Report. SANITARY The City of Saratoga Springs Utilities Group is the utility provider for sanitary sewer service in the City of Saratoga Springs. The redevelopment proposes to tie into the municipal sewer system via a single discharge into the existing sewer manhole located to the southeast of the property within Hamilton Street. Based upon perspective tenant prototypical requirements, a 2,000-gallon grease interceptor has been proposed downstream of the kitchens sanitary discharge. The proposed redevelopment is expected to generate approximately 1,350 gallons of effluent per day based upon the rates provided in the New York State Design Standards for Intermediate Sized Wastewater Treatment Systems (March 5, 2014). Table 3: Sewer Flow Design Type of Establishment Total Seat Count Unit Gallons Per Day Per Unit* Total Gallons Per Day Fast-Casual Restaurant 54 Seats Per Seat 25 GPD 1,350 GPD Total 1,350 GPD Rates were taken from the Typical Per-Unit Hydraulic Loading Rates provided in the New York State Design Standards for Intermediate Sized Wastewater Treatment Systems (March 5, 2014). The proposed sanitary system will utilize gravity lines from the building’s Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 8 inverts to the proposed discharge point. The proposed sanitary system design will be submitted to the City of Saratoga Springs Engineering Department and Department of Public Work’s for review and approval prior to construction. For more information pertaining to the proposed utility layout refer to the Utility Plan (Sheet 2.51) within the Permitting Plan Set, submitted in conjunction with this Report. ELECTRIC / CABLE / TELECOMMUNICATIONS The Project proposes secondary electrical conduit to be fed underground from a proposed utility pole along the frontage of Hamilton Street assuming the utility provider will utilize an existing pole mounted transformer or install a new one for the redevelopment. The secondary electrical conduit will tie into the building in the prototypical locations for the perspective tenant. Prior to construction, detailed conduit plans will be designed in accordance with utility providers standards and requirements following approvals from the City of Saratoga Springs. The Project proposes cable and telecommunications to be fed underground from the proposed utility pole along Hamilton Street. The cable and telecommunications conduit will tie into the building in the prototypical locations for the perspective tenant. Prior to construction, detailed conduit plans will be designed in accordance with utility providers standards and requirements following approvals from the City of Saratoga Springs. For more information pertaining to the proposed utility layout refer to the Utility Plan (Sheet 2.51) within the Permitting Plan Set, submitted in conjunction with this Report. GAS The project proposes to utilize natural gas as a source of energy for the building. The project proposed gas service off an existing gas main that is located in Hamilton Street. An existing gas service is located on the property that enters the existing building along its eastern side. The project proposes to relocate the existing service. Prior to construction, detailed plans will be designed in accordance with utility providers standards and requirements as well as design recommendations regarding the existing service relocation following approvals from the City of Saratoga Springs. For more information pertaining to the proposed utility layout refer to the Utility Plan (Sheet 2.51) within the Permitting Plan Set, submitted in conjunction with this Report. SITE LANDSCAPING & LIGHTING A comprehensive landscape plan has been provided. The proposed landscaping improvements include a variety of native species containing trees, shrubs, ground cover, and seed mixes. The landscaping plan has been designed to provide vegetative screening surrounding the dumpster enclosures and provides as much shade within the proposed parking areas as possible. The landscape plan has been designed in compliance with the landscape regulations within the City of Saratoga Springs Unified Development Ordinance. The proposed Site Lighting Plan is comprised of pole mounted light fixtures and wall mounted building lights. The proposed wall mounted building lights and canopy lights are consistent with prototypical light fixtures for the restaurant. All fixtures area proposed to be LED and meet “dark sky” principles. The lighting plan has been designed to ensure the Site has adequate light levels within parking areas, sidewalks, pedestrian area, while also minimizing light spillage across the property lines. For more information pertaining to the landscape and lighting for the Site refer to the Planting Plan (Sheet 2.61), Planting Details (Sheet 2.62), and Lighting Plan (Sheet 2.71) within the Permitting Plan Set, submitted in conjunction with this Report. Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 9 STORMWATER MANAGEMENT & SOIL EROSION CONTROL The Stormwater Management & Soil Erosion Control section of this Report has been designed for the proposed commercial redevelopment at 12 Ballston Avenue (Route 50) in Saratoga Springs, New York. The proposed stormwater management has been designed to be in compliance with the City’s Stormwater Management Program Plan, dated August 2016, Article 17 – Stormwater Management of the City of Saratoga Springs Unified Development Ordinance, the New York State Stormwater Management Design Manual (January 2015) and the New York State Standards and Specifications for Erosion and Sediment Control Manual (November 2016). The commercial redevelopment is considered a “Redevelopment Activity” in accordance with Chapter 9 of The New York State Stormwater Design Manual and has been evaluated as such. The redevelopment of the Site will provide approximately 13,378± square feet of impervious area, a decrease in overall impervious surfaces compared to existing conditions. The proposed hydraulics have been designed to accommodate the 10-year storm event without surcharging the structure’s rim/grate. The proposed stormwater conveyance system has been designed with a catch basin with hooded outlet, a water quality unit, and an underground stormwater detention system. For more information regarding the stormwater management improvements refer to the Stormwater Management & Soil Erosion Control section of this Report. METHODOLOGY Stormwater runoff analysis, for both existing and proposed conditions, was performed using the software package HydroCAD. This software uses a computer implementation of the SCS / NRCS – TR-55 methodology to compute volumes and rates of runoff. The watershed area, rainfall depths and intensity, curve number, and time of concentration are factors that influence the computed results. Rainfall depths for the site were used for calculating the volumes and rates of runoff for this project. The depths were taken from the NOAA Atlas documents (Latitude: 43.0747º, Longitude: -73.7887º, approximate elevation of 318.29 ft) and the rainfall values are listed in Table 4 below. Table 4: Rainfall Data Return Period (Storm Event) 24-hr Rainfall Depth (inches) 2-year 2.66 5-year 3.28 10-year 3.79 25-year 4.49 50-year 5.02 100-year 5.57 HydroCAD automatically computes the rainfall intensity from its own IDF curves when the rainfall intensity data is provided. This information was taken from the NOAA Atlas documents (Latitude: 43.0747º, Longitude: -73.7887º, approximate elevation of 318.29 ft) and the rainfall values are listed in Table 5 below. Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 10 Table 5: IDF Table Intermediate Intensity Values (in/hr) Return Period (Storm Event) 5-Minute 15-Minute 30-Minute 60-Minute 2-year 4.18 2.32 1.60 1.02 5-year 5.36 2.98 2.04 1.30 10-year 6.34 3.52 2.42 1.54 25-year 7.68 4.27 2.93 1.86 50-year 8.70 4.83 3.32 2.11 100-year 9.77 5.43 3.72 2.36 SCS / NRCS uses the runoff curve number (CN) method to estimate runoff from storm rainfall. The major factors that determine CN are the watershed’s soil and cover conditions, cover type, treatment, and hydrologic condition. The higher percentage of impervious cover within a watershed will result in a higher curve number. A composite curve number was calculated for each analyzed watershed. Refer to Appendix C for the calculations used in determining the existing and proposed curve numbers for the individual drainage areas. The time of concentration is the time it takes for runoff to travel from the hydraulically most distant point of the watershed to a point of interest within the watershed. The time of concentration is calculated by adding the travel times of sheet flow, shallow concentrated flow, and open channel flow, or some combination of these depending on the watershed and its features. According to the SCS / NRCS – TR-55 methodology for stormwater runoff analysis, the minimum time of concentration used shall be 0.1 hour (6 minutes). Calculations performed by Solli yielded a value less than the minimum time concentration, therefore the minimum time was used. HYDROLOGY EXISTING CONDITIONS A total of 0.39-acres were analyzed for stormwater management purposes. Based on existing drainage patterns, the 0.39-acre area was divided into three (3) contributing drainage areas, labeled Existing Drainage Area 1 (EDA-1), Existing Drainage Area 2 (EDA-2) and Existing Drainage Area 3 (EDA-3). EDA-1 has a contributing drainage area of approximately 0.20 acres. The area of EDA-1 includes the southwestern portion of the existing parking area for the existing building and landscaped area south of the parking area. The majority of the runoff from EDA-1 flows to the southwest off-site and is captured by an existing catch basin located approximately 250 feet from the southwest property corner in Ballston Avenue. EDA-2 has a contributing drainage area of approximately 0.11 acres. The area of EDA-2 includes the north and northwestern portion of the existing parking area for the existing building The majority of the runoff from EDA-2 flows to the northeast off-site and is captured by an existing drainage structure located at the corner of Ballston Avenue and Hamilton Street. EDA-3 has a contributing drainage area of approximately 0.08 acres. The area of EDA-3 includes the existing building and a portion of the area to the south and east of the building. The majority of the runoff from EDA-3 flows to the southeast and sheet flows off the property into Hamilton Street. Characteristics of these drainage areas are summarized in Table 6: Table 6: Existing Drainage Areas Drainage Area Label Drainage Area Curve Number Time of Concentration Existing Drainage Area 1 (EDA-1) 0.20 AC 83 6.00 Min. Existing Drainage Area 2 (EDA-2) 0.11 AC 98 6.00 Min. Existing Drainage Area 3 (EDA-3) 0.08 AC 91 6.00 Min. Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 11 Total 0.39 AC - - For more information regarding the existing drainage conditions of the Site refer to the Existing Drainage Area Map (DA-1) within Appendix D of this Report. PROPOSED CONDITIONS The redevelopment of the Site proposes a new drainage structure within a low spot of the proposed quick- service restaurant as well as a water quality unit and an underground detention system located on the northern portion of the Site. This drainage structures will discharge runoff into the three (3) open-bottom, concrete chambers before entering the existing drainage system that is located within Ballston Avenue (Route 50). Prior to discharging into the existing catch basin within Ballston Avenue (Route 50), the stormwater runoff will be conveyed through a proposed water quality unit that will provide treatment to the runoff. Similar to existing conditions, a total of 0.39 acres were analyzed for proposed conditions. Based on the proposed drainage patterns, the 0.39-acre area was divided into four (4) contributing drainage areas, labeled Proposed Drainage Area 1 (PDA-1), Proposed Drainage Area 2A (PDA-2A), Proposed Drainage Area 2B (PDA-2B), and Proposed Drainage Area 3 (PDA-3). PDA-1 has a contributing area of approximately 0.12 acres. This area encompasses the western portion of the proposed parking area. The majority of runoff from PDA-1 travels southwest off-site into an existing catch basin located within Ballston Avenue (Route 50), approximately 250 feet from the southwest property corner. PDA-2A has a contributing area of approximately 0.15 acres. This area encompasses the central portion of the parking area as well as the pervious/impervious area to the west of the proposed restaurant, and the restaurant roof area. Runoff from PDA-2A travels into the proposed drainage structures located in the parking area. From this point, the runoff passes through a water quality unit and the underground detention system before it eventually discharges to the existing catch basin located within Ballston Avenue (Route 50). PDA-2B has a contributing area of approximately 0.04 acres. This area encompasses the pervious/impervious area to the north and east of the proposed restaurant. Runoff from PDA-2B travels north overland and into the existing catch basin located within Ballston Avenue (Route 50). PDA-3 has a contributing area of approximately 0.08 acres, which includes the eastern portion of the parking area and the site driveway along Hamilton Street. The majority of the runoff from EDA-3 flows to the southeast and sheet flows off the property into Hamilton Street. Characteristics of these drainage areas are summarized in Table 7: Table 7: Proposed Drainage Areas Drainage Area Label Drainage Area Curve Number Time of Concentration Proposed Drainage Area 1 (PDA-1) 0.12 AC 78 6.00 Min. Proposed Drainage Area 2A (PDA-2A) 0.15 AC 94 6.00 Min. Proposed Drainage Area 2B (PDA-2B) 0.04 AC 54 6.00 Min. Proposed Drainage Area 3 (PDA-3) 0.08 AC 91 6.00 Min. Total 0.39 AC - - Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 12 For more information regarding the existing drainage conditions of the Site refer to the Proposed Drainage Area Map (DA-2) within Appendix D of this Report. HYDROLOGIC CONCLUSIONS In existing conditions, the Site has no stormwater drainage structures, water quality, or attenuation measures in place. The redevelopment proposes a decrease in impervious area compared to existing conditions, and the proposed stormwater management system includes the installation of one catch basin, water quality unit, and an underground detention system. The redevelopment results in decreased peak flows, in all storm events, compared to existing conditions. Refer to Table 8A, 8B, and 8C for more information. Table 8A: Peak Flow Comparison Table (DA-1) Peak Flow (cfs) Storm Event Total Drainage Areas Percent Reduction in Peak Flow EDA-1 PDA-1 2-Year 0.27 0.12 55.6% 5-Year 0.38 0.18 52.6% 10-Year 0.48 0.24 50.0% 25-Year 0.62 0.31 50.0% 50-Year 0.73 0.38 47.9% 100-Year 0.84 0.44 47.6% Table 8B: Peak Flow Comparison Table (DA-2) Peak Flow (cfs) Storm Event Total Drainage Areas Percent Reduction in Peak Flow EDA-2 PDA-2 2-Year 0.28 0.27 3.6% 5-Year 0.34 0.33 2.9% 10-Year 0.40 0.38 5.0% 25-Year 0.47 0.44 6.4% 50-Year 0.53 0.49 7.5% 100-Year 0.59 0.54 8.5% Table 8C: Peak Flow Comparison Table (DA-3) Peak Flow (cfs) Storm Event Total Drainage Areas Percent Reduction in Peak Flow EDA-3 PDA-3 2-Year 0.16 0.16 N/A 5-Year 0.21 0.21 N/A 10-Year 0.25 0.25 N/A 25-Year 0.31 0.31 N/A 50-Year 0.35 0.35 N/A 100-Year 0.40 0.40 N/A For more information regarding the hydrological analysis, refer to Appendix C. HYDRAULICS PROPOSED CONDITIONS The redevelopment of the Site proposes a new drainage structure within a low spot of the proposed quick- service restaurant. The catch basin will capture runoff from its respective drainage area and convey runoff into an existing catch basin that is located off-site within Ballston Avenue (Route 50). Prior to discharging into the existing catch basin within Ballston Avenue (Route 50), the Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 13 stormwater runoff will be conveyed through a water quality unit that will provide treatment to the runoff and an underground detention system to attenuate peak flows from the Site. Improvements to the off-site drainage network are not proposed as part of this project. The stormwater management system proposes the installation of a subsurface system incorporating 3.0’ Retain-it chambers (Or approved equal). The chambers have a total height of 3.0’, with an additional 6” of stone bedding provided below the bottom of the chambers. The system has a total storage capacity of 568 cf. The system has been designed with an outlet riser that controls the rate of runoff. The outlet riser contains a 4” low-flow orifice at the bottom of stone elevation (312.30’) and 12” riser at an elevation of 313.85’. More information regarding the system can be found in the Permitting Plan Set (Sheet 2.21 & 3.03). The proposed hydraulics were sized and analyzed based upon the 10-year storm event in accordance with Chapter 4: Unified Stormwater Sizing Criteria within The New York State Stormwater Design Manual. The hydraulic analysis provided assumed “crown” flow conditions of the discharge pipe, located down gradient of the proposed water quality unit. This conservative approach was utilized due to the lack of information regarding the off-site stormwater management system. In conclusion, the proposed hydraulics satisfies the sizing criteria outlined in The New York State Stormwater Design Manual and the system does not surcharge any of the proposed structures rim or grate in the 10-year storm event. For more information refer to the Storm Sewer analysis provided in Appendix C. WATER QUALITY In existing conditions, the Site’s stormwater runoff discharges into the Ballston Avenue (Route 50) drainage network with no water quality structures or devices. In an effort to improve the quality of stormwater discharge associated with the proposed parking area, the Project has been designed with catch basins with 1-foot-deep sumps and hooded outlets and a water quality unit. The water quality treatment objective has been achieved using Option IV, Chapter 9 from the NYS Stormwater Management Design Manual: The plan proposes a combination of impervious cover (IC) reduction and standard or alternative SMPs that provide a weighted average of at least two of the above methods. The redevelopment currently reduces the existing impervious cover of the project area by approximately 9.1%. In addition, the proposed hydrodynamic separator will treat the water quality volume (WQV) associated with the first inch of rainfall for PDA-2A. The unit is sized to treat the water quality flow (WQF) which is the peak flow rate associated with the water quality volume of PDA-2A. Refer to Appendix C for more information related to Water Quality Volume and Water Quality Flow. SOIL EROSION & SEDIMENT CONTROL The proposed plans for soil erosion and sediment control prepared for this project have been developed in accordance with the City’s Stormwater Management Program Plan, dated August 2016, Article 17 – Stormwater Management of the City of Saratoga Springs Unified Development Ordinance, the 2015 New York State Stormwater Management Design Manual, and the New York State Standards and Specifications for Erosion and Sediment Control, prepared by the New York State Department of Environmental Conservation, dated July 2016. The soil erosion and sediment control measures that will be proposed as part of this project include geotextile silt fences, composite filter socks, construction entrance, concrete truck washout, dust control measures, and inlet protection for existing and proposed drainage features. The soil erosion and sediment control measures on site will be implemented in two (2) phases. Phase I measures are associated with the clearing, grubbing and demolition of the existing Site features. Phase II measures are associated with fine grading and installation of the building, hardscape and utilities on-site. Proposed Redevelopment 12 Ballston Avenue (Route 50) Saratoga Springs, New York 12866 14 For more information pertaining to the soil erosion and sediment control plans for the Site refer to Sheets 2.31 and 2.41 within the Permitting Plan Set, submitted in conjunction with this Report. APPENDICES Appendix A – Figures Appendix B – Supporting Documents Appendix C – Stormwater Calculations Appendix D – Detailed Design Plans Appendix E – Long-Term Operation & Maintenance Appendix A – Figures Figure 1 – Site Location Map Figure 2 – FEMA Flood Map Figure 3 – Soil Survey Map Figure 4 – Truck Turning Figure ENGINEERING 21206201Project #: Plan Date: Scale:12 BALLSTON AVENUE SARATOGA SPRINGS, NEW YORK Figure: 11 Vanderbilt Ave, Norwood, MA 02062 T: (781) 352-8491 F: (203) 880-9695 1,000 0 1,000 06/09/23 1" = 1,000' 500 SITE LOCATION MAP 1 PROJECT SITE NOTE: BASE MAP INFORMATION TAKEN FROM USGS SARATOGA SPRINGS, NEW YORK QUADRANGLE 7.5-MINUTE SERIES. NGA REF. NO. USGSX24K39968 ENGINEERING 21206201Project #: Plan Date: Scale:12 BALLSTON AVENUE SARATOGA SPRINGS, NEW YORK Figure: 11 Vanderbilt Ave, Norwood, MA 02062 T: (781) 352-8491 F: (203) 880-9695 1,000 0 1,000 06/09/23 1" = 1,000' 500 FEMA FLOOD MAP 2 PROJECT SITE NOTE: BASE MAP INFORMATION TAKEN FROM FEMA FLOOD INSURANCE RATE MAP, MAP NUMBER 36091C0433E, EFFECTIVE 08/16/1995. ENGINEERING 21206201Project #: Plan Date: Scale:12 BALLSTON AVENUE SARATOGA SPRINGS, NEW YORK Figure: 11 Vanderbilt Ave, Norwood, MA 02062 T: (781) 352-8491 F: (203) 880-9695 300 0 300 06/09/23 1" = 300' 150 SOIL SURVEY MAP 3 PROJECT SITE NOTE: BASE MAP RESOURCES TAKEN FROM THE NATURAL RESOURCES CONSERVATION SERVICE, URL: https://websoilsurvey.sc.egov.usda.gov. 2" Crabapple 2" Crabapp le 2" CrabapplePROPOSED2,344± SF31'32'74'BALLSTON AVENUE HA M I L T O N S T R E E T 2" Crabapple 2" Crabapple 2" CrabapplePROPOSED2,344± SF31'32'74'BALLSTON AVENUE HA M I L T O N S T R E E TENGINEERINGDrawn By:21206201Project #:Plan Date:Scale:SHEET #:Sheet Title:Rev. #:DateDescriptionProject:PROPOSED CHIPOTLE12 BALLSTON AVENUE (M-B-L: 165.83-1-3)SARATOGA SPRINGS, NEW YORKOWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET,BOSTON, MA 02129Checked By:KMS501 Main Street, Monroe, CT 06468T: (203) 880-5455 F: (203) 880-969510/16/231" = 30'AWCFIG. 4TRUCK TURNINGFIGURE3003015TRASH TRUCK (DUMPSTER #1)TRASH TRUCK (DUMPSTER #2) Appendix B – Supporting Documents Property Record Card 6/27/23, 12:22 PM Printer Friendly Report - Image Mate Online https://saratoga.sdgnys.com/report.aspx?file=4115/vollocal\T000005/411501165083000100300000000001.JPG&swiscode=411501&printkey=1650830…1/2 LLC Saratoga Prime Properties 215 Ballard Rd Gansevoort NY 12831 Property Description Report For: 12 Ballston Ave, Municipality of City of Saratoga Springs, Inside Status:Active Roll Section:Taxable Swis:411501 Tax Map ID #:165.83-1-3 Property Class:485 - >1use sm bld Site:COM 1 In Ag. District:No Site Property Class:485 - >1use sm bld Zoning Code:C3 Neighborhood Code:15194 Total Acreage/Size:0.32 School District:Saratoga Springs Land Assessment:2023 - Tentative $306,000 2022 - $306,000 Total Assessment:2023 - Tentative $484,800 2022 - $484,800 Full Market Value:2023 - Tentative $932,308 2022 - $881,455 Equalization Rate: ----Property Desc:S-14 B-K L-1Pta Inside Deed Book:2015 Deed Page:7841 Grid East:682101 Grid North:1545968 Owners Sales No Sales Information Available Utilities Sewer Type:Comm/public Water Supply:Comm/public Utilities:Gas & elec Inventory Overall Eff Year Built:2000 Overall Condition:Normal Overall Grade:Average Overall Desirability:3 Buildings AC%Sprinkler%Alarm%Elevators Basement Type Year Built Eff Year Built Condition Quality Gross Floor Area (sqft)Stories 100 0 0 0 Unfinished 1962 2000 Normal Average 2538 1 6/27/23, 12:22 PM Printer Friendly Report - Image Mate Online https://saratoga.sdgnys.com/report.aspx?file=4115/vollocal\T000005/411501165083000100300000000001.JPG&swiscode=411501&printkey=1650830…2/2 Improvements Structure Size Grade Condition Year Pavng-asphlt 15000 × 4 Average Normal 1975 Porch-enclsd 36.00 sq ft Average Normal 1940 Special Districts for 2023 (Tentative) Description Units Percent Type Value SE010-County sewer dist #1 0 0%0 Special Districts for 2022 Description Units Percent Type Value SE010-County sewer dist #1 0 0%0 Exemptions Year Description Amount Exempt %Start Yr End Yr V Flag H Code Own % Taxes Year Description Amount 2023 County $5,151.91 2022 County $5,030.00 * Taxes reflect exemptions, but may not include recent changes in assessment. Appendix C – Stormwater Calculations Hydrology Calculations (2-, 10-, 25-, 50-, 100-year storm events) NOAA Atlas Precipitation Data Watershed Model Schematic HydroCAD Reporting – Existing & Proposed Conditions Hydraulic Calculations (10-year storm event) Storm Sewer Model Schematic & Reporting Hydraulic Profiles Best Management Practices TSS Removal Worksheets Water Quality Unit TSS Removal, Sizing & Details 11/17/22, 5:00 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=43.0747&lon=-73.7887&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: Saratoga Springs, New York, USA* Latitude: 43.0747°, Longitude: -73.7887° Elevation: 318.29 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.287 (0.222‑0.372) 0.348 (0.268‑0.451) 0.447 (0.343‑0.581) 0.528 (0.403‑0.690) 0.640 (0.475‑0.869) 0.725 (0.527‑1.00) 0.814 (0.576‑1.16) 0.915 (0.614‑1.33) 1.06 (0.685‑1.58) 1.18 (0.745‑1.79) 10-min 0.407 (0.314‑0.528) 0.493 (0.379‑0.639) 0.633 (0.485‑0.823) 0.748 (0.571‑0.977) 0.907 (0.672‑1.23) 1.03 (0.747‑1.42) 1.15 (0.816‑1.65) 1.30 (0.869‑1.88) 1.50 (0.971‑2.24) 1.67 (1.06‑2.54) 15-min 0.479 (0.369‑0.621) 0.580 (0.446‑0.752) 0.744 (0.571‑0.967) 0.880 (0.672‑1.15) 1.07 (0.791‑1.45) 1.21 (0.878‑1.67) 1.36 (0.960‑1.94) 1.52 (1.02‑2.21) 1.77 (1.14‑2.64) 1.96 (1.24‑2.98) 30-min 0.661 (0.509‑0.856) 0.798 (0.614‑1.03) 1.02 (0.785‑1.33) 1.21 (0.923‑1.58) 1.47 (1.09‑1.99) 1.66 (1.20‑2.29) 1.86 (1.32‑2.65) 2.09 (1.40‑3.03) 2.42 (1.56‑3.61) 2.69 (1.70‑4.08) 60-min 0.842 (0.649‑1.09) 1.02 (0.782‑1.32) 1.30 (0.999‑1.69) 1.54 (1.17‑2.01) 1.86 (1.38‑2.53) 2.11 (1.53‑2.91) 2.36 (1.67‑3.37) 2.65 (1.78‑3.85) 3.07 (1.99‑4.59) 3.41 (2.16‑5.18) 2-hr 1.07 (0.836‑1.38) 1.28 (0.998‑1.65) 1.62 (1.26‑2.09) 1.91 (1.47‑2.46) 2.30 (1.72‑3.08) 2.59 (1.90‑3.54) 2.90 (2.07‑4.09) 3.25 (2.20‑4.65) 3.76 (2.45‑5.55) 4.18 (2.67‑6.28) 3-hr 1.23 (0.965‑1.57) 1.46 (1.14‑1.86) 1.84 (1.43‑2.35) 2.15 (1.67‑2.76) 2.58 (1.94‑3.44) 2.90 (2.14‑3.94) 3.24 (2.33‑4.55) 3.63 (2.47‑5.17) 4.20 (2.75‑6.16) 4.68 (2.99‑6.97) 6-hr 1.54 (1.22‑1.94) 1.82 (1.44‑2.29) 2.26 (1.78‑2.85) 2.63 (2.06‑3.33) 3.13 (2.38‑4.13) 3.51 (2.62‑4.71) 3.91 (2.84‑5.43) 4.38 (3.00‑6.15) 5.06 (3.34‑7.32) 5.63 (3.63‑8.29) 12-hr 1.91 (1.53‑2.38) 2.23 (1.78‑2.78) 2.76 (2.19‑3.44) 3.19 (2.52‑4.00) 3.79 (2.91‑4.93) 4.24 (3.19‑5.62) 4.71 (3.44‑6.45) 5.26 (3.63‑7.30) 6.06 (4.02‑8.65) 6.72 (4.36‑9.77) 24-hr 2.29 (1.85‑2.81) 2.66 (2.15‑3.28) 3.28 (2.64‑4.05) 3.79 (3.03‑4.70) 4.49 (3.48‑5.77) 5.02 (3.80‑6.56) 5.57 (4.10‑7.52) 6.20 (4.32‑8.50) 7.11 (4.76‑10.0) 7.85 (5.13‑11.3) 2-day 2.65 (2.16‑3.22) 3.08 (2.51‑3.75) 3.79 (3.08‑4.62) 4.37 (3.53‑5.36) 5.18 (4.04‑6.57) 5.79 (4.42‑7.46) 6.42 (4.75‑8.53) 7.12 (5.00‑9.64) 8.12 (5.48‑11.3) 8.93 (5.88‑12.7) 3-day 2.90 (2.38‑3.50) 3.36 (2.75‑4.05) 4.11 (3.36‑4.97) 4.73 (3.84‑5.76) 5.59 (4.39‑7.03) 6.23 (4.79‑7.98) 6.91 (5.14‑9.11) 7.65 (5.40‑10.3) 8.70 (5.90‑12.0) 9.55 (6.31‑13.4) 4-day 3.11 (2.56‑3.73) 3.58 (2.95‑4.31) 4.37 (3.58‑5.26) 5.01 (4.09‑6.07) 5.90 (4.66‑7.39) 6.58 (5.07‑8.38) 7.28 (5.43‑9.54) 8.05 (5.70‑10.8) 9.14 (6.22‑12.6) 10.0 (6.64‑14.0) 7-day 3.68 (3.07‑4.38) 4.20 (3.49‑5.00) 5.04 (4.17‑6.02) 5.74 (4.72‑6.88) 6.70 (5.33‑8.30) 7.43 (5.77‑9.36) 8.18 (6.15‑10.6) 9.01 (6.42‑11.9) 10.2 (6.96‑13.8) 11.1 (7.41‑15.4) 10-day 4.27 (3.57‑5.05) 4.81 (4.02‑5.70) 5.70 (4.75‑6.76) 6.43 (5.32‑7.67) 7.44 (5.95‑9.16) 8.21 (6.41‑10.3) 9.00 (6.79‑11.6) 9.86 (7.07‑13.0) 11.1 (7.60‑14.9) 12.0 (8.03‑16.5) 20-day 6.14 (5.19‑7.17) 6.75 (5.70‑7.89) 7.74 (6.52‑9.08) 8.57 (7.17‑10.1) 9.71 (7.83‑11.7) 10.6 (8.32‑13.0) 11.5 (8.68‑14.4) 12.3 (8.93‑16.0) 13.5 (9.36‑18.0) 14.4 (9.69‑19.5) 30-day 7.72 (6.58‑8.96) 8.38 (7.13‑9.73) 9.46 (8.02‑11.0) 10.4 (8.72‑12.1) 11.6 (9.40‑13.9) 12.6 (9.92‑15.3) 13.5 (10.2‑16.8) 14.4 (10.5‑18.5) 15.5 (10.8‑20.5) 16.3 (11.0‑21.9) 45-day 9.70 (8.31‑11.2) 10.4 (8.92‑12.0) 11.6 (9.89‑13.4) 12.6 (10.7‑14.6) 13.9 (11.3‑16.5) 15.0 (11.9‑18.0) 16.0 (12.2‑19.7) 16.9 (12.4‑21.5) 18.0 (12.6‑23.5) 18.7 (12.7‑24.9) 60-day 11.3 (9.77‑13.0) 12.1 (10.4‑13.9) 13.4 (11.5‑15.4) 14.4 (12.3‑16.6) 15.9 (13.0‑18.7) 17.0 (13.6‑20.4) 18.1 (13.8‑22.1) 19.0 (14.0‑24.0) 20.1 (14.1‑26.1) 20.7 (14.2‑27.5) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 11/17/22, 5:00 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=43.0747&lon=-73.7887&data=depth&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 11/17/22, 5:00 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=43.0747&lon=-73.7887&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 11/17/22, 5:00 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=43.0747&lon=-73.7887&data=depth&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 1S EDA-1 2S EDA-2 3S EDA-3 4S PDA-1 5S PDA-2A 6S PDA-3 8S PDA-2B 7P UGS 9L PDA-2 TOTAL Routing Diagram for 12 Ballston Avenue Hydrology Prepared by Solli Engineering, Printed 11/14/2023 HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 2HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.200 ac 75.00% Impervious Runoff Depth=1.18"Subcatchment 1S: EDA-1 Tc=6.0 min CN=83 Runoff=0.27 cfs 0.020 af Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=2.43"Subcatchment 2S: EDA-2 Tc=6.0 min CN=98 Runoff=0.28 cfs 0.022 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=1.76"Subcatchment 3S: EDA-3 Tc=6.0 min CN=91 Runoff=0.16 cfs 0.012 af Runoff Area=0.120 ac 66.67% Impervious Runoff Depth=0.89"Subcatchment 4S: PDA-1 Tc=6.0 min CN=78 Runoff=0.12 cfs 0.009 af Runoff Area=0.150 ac 93.33% Impervious Runoff Depth=2.02"Subcatchment 5S: PDA-2A Tc=6.0 min CN=94 Runoff=0.34 cfs 0.025 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=1.76"Subcatchment 6S: PDA-3 Tc=6.0 min CN=91 Runoff=0.16 cfs 0.012 af Runoff Area=0.040 ac 25.00% Impervious Runoff Depth=0.10"Subcatchment 8S: PDA-2B Tc=6.0 min CN=54 Runoff=0.00 cfs 0.000 af Peak Elev=312.89' Storage=0.001 af Inflow=0.34 cfs 0.025 afPond 7P: UGS Outflow=0.27 cfs 0.025 af Inflow=0.27 cfs 0.026 afLink 9L: PDA-2 TOTAL Primary=0.27 cfs 0.026 af Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 3HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA-1 Runoff = 0.27 cfs @ 12.10 hrs, Volume= 0.020 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=2.66" Area (ac) CN Description 0.150 98 Paved parking, HSG A 0.050 39 >75% Grass cover, Good, HSG A 0.200 83 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 1S: EDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=2.66" Runoff Area=0.200 ac Runoff Volume=0.020 af Runoff Depth=1.18" Tc=6.0 min CN=83 0.27 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 4HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EDA-2 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=2.66" Area (ac) CN Description 0.110 98 Paved parking, HSG A 0.110 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 2S: EDA-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=2.66" Runoff Area=0.110 ac Runoff Volume=0.022 af Runoff Depth=2.43" Tc=6.0 min CN=98 0.28 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 5HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EDA-3 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=2.66" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 3S: EDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-yr Rainfall=2.66" Runoff Area=0.080 ac Runoff Volume=0.012 af Runoff Depth=1.76" Tc=6.0 min CN=91 0.16 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 6HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PDA-1 Runoff = 0.12 cfs @ 12.10 hrs, Volume= 0.009 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=2.66" Area (ac) CN Description 0.080 98 Paved parking, HSG A 0.040 39 >75% Grass cover, Good, HSG A 0.120 78 Weighted Average 0.040 33.33% Pervious Area 0.080 66.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 4S: PDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.13 0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-yr Rainfall=2.66" Runoff Area=0.120 ac Runoff Volume=0.009 af Runoff Depth=0.89" Tc=6.0 min CN=78 0.12 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 7HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PDA-2A Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 2.02" Routed to Pond 7P : UGS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=2.66" Area (ac) CN Description 0.140 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.150 94 Weighted Average 0.010 6.67% Pervious Area 0.140 93.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ab Subcatchment 5S: PDA-2A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=2.66" Runoff Area=0.150 ac Runoff Volume=0.025 af Runoff Depth=2.02" Tc=6.0 min CN=94 0.34 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 8HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PDA-3 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=2.66" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 6S: PDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-yr Rainfall=2.66" Runoff Area=0.080 ac Runoff Volume=0.012 af Runoff Depth=1.76" Tc=6.0 min CN=91 0.16 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 9HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: PDA-2B Runoff = 0.00 cfs @ 12.50 hrs, Volume= 0.000 af, Depth= 0.10" Routed to Link 9L : PDA-2 TOTAL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-yr Rainfall=2.66" Area (ac) CN Description 0.010 98 Paved parking, HSG A 0.030 39 >75% Grass cover, Good, HSG A 0.040 54 Weighted Average 0.030 75.00% Pervious Area 0.010 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 8S: PDA-2B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 2-yr Rainfall=2.66" Runoff Area=0.040 ac Runoff Volume=0.000 af Runoff Depth=0.10" Tc=6.0 min CN=54 0.00 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 10HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: UGS Inflow Area = 0.150 ac, 93.33% Impervious, Inflow Depth = 2.02" for 2-yr event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 0.025 af Outflow = 0.27 cfs @ 12.15 hrs, Volume= 0.025 af, Atten= 19%, Lag= 3.6 min Primary = 0.27 cfs @ 12.15 hrs, Volume= 0.025 af Routed to Link 9L : PDA-2 TOTAL Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 312.89' @ 12.15 hrs Surf.Area= 0.005 ac Storage= 0.001 af Plug-Flow detention time= 6.2 min calculated for 0.025 af (100% of inflow) Center-of-Mass det. time= 6.2 min ( 799.6 - 793.4 ) Volume Invert Avail.Storage Storage Description #1A 312.30' 0.002 af 9.00'W x 25.00'L x 4.17'H Field A 0.022 af Overall - 0.016 af Embedded = 0.005 af x 40.0% Voids #2A 312.80' 0.011 af retain_it retain_it 3.0' x 3 Inside #1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 0.013 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 311.30'12.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.30' / 310.94' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 312.30'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 313.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 12.15 hrs HW=312.89' (Free Discharge) 1=Culvert (Passes 0.27 cfs of 3.12 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.27 cfs @ 3.14 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 11HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS - Chamber Wizard Field A Chamber Model = retain_it retain_it 3.0' (retain-it®) Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 3 Chambers/Row x 8.00' Long = 24.00' Row Length +6.0" End Stone x 2 = 25.00' Base Length 1 Rows x 96.0" Wide + 6.0" Side Stone x 2 = 9.00' Base Width 6.0" Stone Base + 44.0" Chamber Height = 4.17' Field Height 4.7 cf Sidewall x 3 x 2 + 4.7 cf Endwall x 1 x 2 = 37.8 cf Perimeter Wall 3 Chambers x 170.6 cf - 37.8 cf Perimeter wall = 474.1 cf Chamber Storage 3 Chambers x 234.7 cf = 704.0 cf Displacement 937.5 cf Field - 704.0 cf Chambers = 233.5 cf Stone x 40.0% Voids = 93.4 cf Stone Storage Chamber Storage + Stone Storage = 567.5 cf = 0.013 af Overall Storage Efficiency = 60.5% Overall System Size = 25.00' x 9.00' x 4.17' 3 Chambers 34.7 cy Field 8.6 cy Stone Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 12HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.150 ac Peak Elev=312.89' Storage=0.001 af 0.34 cfs 0.27 cfs Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 13HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Discharge for Pond 7P: UGS Elevation (feet) Primary (cfs) 312.30 0.00 312.32 0.00 312.34 0.00 312.36 0.01 312.38 0.02 312.40 0.02 312.42 0.03 312.44 0.04 312.46 0.06 312.48 0.07 312.50 0.08 312.52 0.10 312.54 0.11 312.56 0.13 312.58 0.14 312.60 0.15 312.62 0.17 312.64 0.17 312.66 0.18 312.68 0.19 312.70 0.20 312.72 0.21 312.74 0.22 312.76 0.23 312.78 0.24 312.80 0.24 312.82 0.25 312.84 0.26 312.86 0.26 312.88 0.27 312.90 0.28 312.92 0.28 312.94 0.29 312.96 0.30 312.98 0.30 313.00 0.31 313.02 0.31 313.04 0.32 313.06 0.32 313.08 0.33 313.10 0.33 313.12 0.34 313.14 0.34 313.16 0.35 313.18 0.35 313.20 0.36 313.22 0.36 313.24 0.37 313.26 0.37 313.28 0.38 313.30 0.38 313.32 0.39 313.34 0.39 Elevation (feet) Primary (cfs) 313.36 0.40 313.38 0.40 313.40 0.41 313.42 0.41 313.44 0.41 313.46 0.42 313.48 0.42 313.50 0.43 313.52 0.43 313.54 0.44 313.56 0.44 313.58 0.44 313.60 0.45 313.62 0.45 313.64 0.46 313.66 0.46 313.68 0.46 313.70 0.47 313.72 0.47 313.74 0.47 313.76 0.48 313.78 0.48 313.80 0.49 313.82 0.49 313.84 0.49 313.86 0.50 313.88 0.50 313.90 0.51 313.92 0.53 313.94 0.55 313.96 0.57 313.98 0.59 314.00 0.62 314.02 0.65 314.04 0.68 314.06 0.72 314.08 0.76 314.10 0.80 314.12 0.84 314.14 0.89 314.16 0.94 314.18 0.99 314.20 1.05 314.22 1.10 314.24 1.16 314.26 1.22 314.28 1.29 314.30 1.35 314.32 1.42 314.34 1.49 314.36 1.56 314.38 1.63 314.40 1.70 Elevation (feet) Primary (cfs) 314.42 1.78 314.44 1.85 314.46 1.93 314.48 2.00 314.50 2.08 314.52 2.16 314.54 2.24 314.56 2.32 314.58 2.40 314.60 2.48 314.62 2.56 314.64 2.63 314.66 2.71 314.68 2.79 314.70 2.86 314.72 2.93 314.74 3.01 314.76 3.07 314.78 3.14 314.80 3.20 314.82 3.26 314.84 3.30 314.86 3.35 314.88 3.41 314.90 3.46 314.92 3.51 314.94 3.57 314.96 3.62 314.98 3.67 315.00 3.72 315.02 3.77 315.04 3.82 315.06 3.86 315.08 3.91 315.10 3.96 315.12 4.00 315.14 4.05 315.16 4.09 315.18 4.14 315.20 4.18 315.22 4.22 315.24 4.27 315.26 4.31 315.28 4.35 315.30 4.39 315.32 4.43 315.34 4.47 315.36 4.52 315.38 4.56 315.40 4.59 315.42 4.63 315.44 4.67 315.46 4.71 Elevation (feet) Primary (cfs) 315.48 4.75 315.50 4.79 315.52 4.82 315.54 4.86 315.56 4.90 315.58 4.94 315.60 4.97 315.62 5.01 315.64 5.04 315.66 5.08 315.68 5.11 315.70 5.15 315.72 5.18 315.74 5.22 315.76 5.25 315.78 5.29 315.80 5.32 315.82 5.35 315.84 5.39 315.86 5.42 315.88 5.45 315.90 5.49 315.92 5.52 315.94 5.55 315.96 5.58 315.98 5.62 316.00 5.65 316.02 5.68 316.04 5.71 316.06 5.74 316.08 5.77 316.10 5.80 316.12 5.83 316.14 5.86 316.16 5.90 316.18 5.93 316.20 5.96 316.22 5.99 316.24 6.02 316.26 6.04 316.28 6.07 316.30 6.10 316.32 6.13 316.34 6.16 316.36 6.19 316.38 6.22 316.40 6.25 316.42 6.28 316.44 6.30 316.46 6.33 Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 14HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: UGS Elevation (feet) Storage (acre-feet) 312.30 0.000 312.35 0.000 312.40 0.000 312.45 0.000 312.50 0.000 312.55 0.001 312.60 0.001 312.65 0.001 312.70 0.001 312.75 0.001 312.80 0.001 312.85 0.001 312.90 0.001 312.95 0.002 313.00 0.002 313.05 0.002 313.10 0.002 313.15 0.002 313.20 0.003 313.25 0.003 313.30 0.003 313.35 0.003 313.40 0.003 313.45 0.004 313.50 0.004 313.55 0.004 313.60 0.004 313.65 0.004 313.70 0.005 313.75 0.005 313.80 0.005 313.85 0.005 313.90 0.005 313.95 0.006 314.00 0.006 314.05 0.006 314.10 0.006 314.15 0.006 314.20 0.007 314.25 0.007 314.30 0.007 314.35 0.007 314.40 0.007 314.45 0.008 314.50 0.008 314.55 0.008 314.60 0.008 314.65 0.008 314.70 0.009 314.75 0.009 314.80 0.009 314.85 0.009 314.90 0.009 Elevation (feet) Storage (acre-feet) 314.95 0.009 315.00 0.010 315.05 0.010 315.10 0.010 315.15 0.010 315.20 0.010 315.25 0.011 315.30 0.011 315.35 0.011 315.40 0.011 315.45 0.011 315.50 0.012 315.55 0.012 315.60 0.012 315.65 0.012 315.70 0.012 315.75 0.013 315.80 0.013 315.85 0.013 315.90 0.013 315.95 0.013 316.00 0.013 316.05 0.013 316.10 0.013 316.15 0.013 316.20 0.013 316.25 0.013 316.30 0.013 316.35 0.013 316.40 0.013 316.45 0.013 Type III 24-hr 2-yr Rainfall=2.66"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 15HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Link 9L: PDA-2 TOTAL Inflow Area = 0.190 ac, 78.95% Impervious, Inflow Depth = 1.62" for 2-yr event Inflow = 0.27 cfs @ 12.15 hrs, Volume= 0.026 af Primary = 0.27 cfs @ 12.15 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 9L: PDA-2 TOTAL Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.190 ac 0.27 cfs0.27 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 16HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.200 ac 75.00% Impervious Runoff Depth=1.68"Subcatchment 1S: EDA-1 Tc=6.0 min CN=83 Runoff=0.38 cfs 0.028 af Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=3.05"Subcatchment 2S: EDA-2 Tc=6.0 min CN=98 Runoff=0.34 cfs 0.028 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=2.33"Subcatchment 3S: EDA-3 Tc=6.0 min CN=91 Runoff=0.21 cfs 0.016 af Runoff Area=0.120 ac 66.67% Impervious Runoff Depth=1.33"Subcatchment 4S: PDA-1 Tc=6.0 min CN=78 Runoff=0.18 cfs 0.013 af Runoff Area=0.150 ac 93.33% Impervious Runoff Depth=2.62"Subcatchment 5S: PDA-2A Tc=6.0 min CN=94 Runoff=0.43 cfs 0.033 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=2.33"Subcatchment 6S: PDA-3 Tc=6.0 min CN=91 Runoff=0.21 cfs 0.016 af Runoff Area=0.040 ac 25.00% Impervious Runoff Depth=0.25"Subcatchment 8S: PDA-2B Tc=6.0 min CN=54 Runoff=0.00 cfs 0.001 af Peak Elev=313.07' Storage=0.002 af Inflow=0.43 cfs 0.033 afPond 7P: UGS Outflow=0.33 cfs 0.033 af Inflow=0.33 cfs 0.034 afLink 9L: PDA-2 TOTAL Primary=0.33 cfs 0.034 af Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 17HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA-1 Runoff = 0.38 cfs @ 12.09 hrs, Volume= 0.028 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 5-yr Rainfall=3.28" Area (ac) CN Description 0.150 98 Paved parking, HSG A 0.050 39 >75% Grass cover, Good, HSG A 0.200 83 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 1S: EDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 5-yr Rainfall=3.28" Runoff Area=0.200 ac Runoff Volume=0.028 af Runoff Depth=1.68" Tc=6.0 min CN=83 0.38 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 18HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EDA-2 Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.028 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 5-yr Rainfall=3.28" Area (ac) CN Description 0.110 98 Paved parking, HSG A 0.110 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 2S: EDA-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 5-yr Rainfall=3.28" Runoff Area=0.110 ac Runoff Volume=0.028 af Runoff Depth=3.05" Tc=6.0 min CN=98 0.34 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 19HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EDA-3 Runoff = 0.21 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 5-yr Rainfall=3.28" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 3S: EDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 5-yr Rainfall=3.28" Runoff Area=0.080 ac Runoff Volume=0.016 af Runoff Depth=2.33" Tc=6.0 min CN=91 0.21 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 20HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PDA-1 Runoff = 0.18 cfs @ 12.10 hrs, Volume= 0.013 af, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 5-yr Rainfall=3.28" Area (ac) CN Description 0.080 98 Paved parking, HSG A 0.040 39 >75% Grass cover, Good, HSG A 0.120 78 Weighted Average 0.040 33.33% Pervious Area 0.080 66.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 4S: PDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 5-yr Rainfall=3.28" Runoff Area=0.120 ac Runoff Volume=0.013 af Runoff Depth=1.33" Tc=6.0 min CN=78 0.18 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 21HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PDA-2A Runoff = 0.43 cfs @ 12.09 hrs, Volume= 0.033 af, Depth= 2.62" Routed to Pond 7P : UGS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 5-yr Rainfall=3.28" Area (ac) CN Description 0.140 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.150 94 Weighted Average 0.010 6.67% Pervious Area 0.140 93.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ab Subcatchment 5S: PDA-2A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 5-yr Rainfall=3.28" Runoff Area=0.150 ac Runoff Volume=0.033 af Runoff Depth=2.62" Tc=6.0 min CN=94 0.43 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 22HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PDA-3 Runoff = 0.21 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 2.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 5-yr Rainfall=3.28" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 6S: PDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 5-yr Rainfall=3.28" Runoff Area=0.080 ac Runoff Volume=0.016 af Runoff Depth=2.33" Tc=6.0 min CN=91 0.21 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 23HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: PDA-2B Runoff = 0.00 cfs @ 12.34 hrs, Volume= 0.001 af, Depth= 0.25" Routed to Link 9L : PDA-2 TOTAL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 5-yr Rainfall=3.28" Area (ac) CN Description 0.010 98 Paved parking, HSG A 0.030 39 >75% Grass cover, Good, HSG A 0.040 54 Weighted Average 0.030 75.00% Pervious Area 0.010 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 8S: PDA-2B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 5-yr Rainfall=3.28" Runoff Area=0.040 ac Runoff Volume=0.001 af Runoff Depth=0.25" Tc=6.0 min CN=54 0.00 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 24HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: UGS Inflow Area = 0.150 ac, 93.33% Impervious, Inflow Depth = 2.62" for 5-yr event Inflow = 0.43 cfs @ 12.09 hrs, Volume= 0.033 af Outflow = 0.33 cfs @ 12.16 hrs, Volume= 0.033 af, Atten= 24%, Lag= 4.4 min Primary = 0.33 cfs @ 12.16 hrs, Volume= 0.033 af Routed to Link 9L : PDA-2 TOTAL Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 313.07' @ 12.16 hrs Surf.Area= 0.005 ac Storage= 0.002 af Plug-Flow detention time= 5.9 min calculated for 0.033 af (100% of inflow) Center-of-Mass det. time= 5.9 min ( 792.2 - 786.3 ) Volume Invert Avail.Storage Storage Description #1A 312.30' 0.002 af 9.00'W x 25.00'L x 4.17'H Field A 0.022 af Overall - 0.016 af Embedded = 0.005 af x 40.0% Voids #2A 312.80' 0.011 af retain_it retain_it 3.0' x 3 Inside #1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 0.013 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 311.30'12.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.30' / 310.94' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 312.30'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 313.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.32 cfs @ 12.16 hrs HW=313.06' (Free Discharge) 1=Culvert (Passes 0.32 cfs of 3.35 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.32 cfs @ 3.71 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 25HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS - Chamber Wizard Field A Chamber Model = retain_it retain_it 3.0' (retain-it®) Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 3 Chambers/Row x 8.00' Long = 24.00' Row Length +6.0" End Stone x 2 = 25.00' Base Length 1 Rows x 96.0" Wide + 6.0" Side Stone x 2 = 9.00' Base Width 6.0" Stone Base + 44.0" Chamber Height = 4.17' Field Height 4.7 cf Sidewall x 3 x 2 + 4.7 cf Endwall x 1 x 2 = 37.8 cf Perimeter Wall 3 Chambers x 170.6 cf - 37.8 cf Perimeter wall = 474.1 cf Chamber Storage 3 Chambers x 234.7 cf = 704.0 cf Displacement 937.5 cf Field - 704.0 cf Chambers = 233.5 cf Stone x 40.0% Voids = 93.4 cf Stone Storage Chamber Storage + Stone Storage = 567.5 cf = 0.013 af Overall Storage Efficiency = 60.5% Overall System Size = 25.00' x 9.00' x 4.17' 3 Chambers 34.7 cy Field 8.6 cy Stone Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 26HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.150 ac Peak Elev=313.07' Storage=0.002 af 0.43 cfs 0.33 cfs Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 27HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Discharge for Pond 7P: UGS Elevation (feet) Primary (cfs) 312.30 0.00 312.32 0.00 312.34 0.00 312.36 0.01 312.38 0.02 312.40 0.02 312.42 0.03 312.44 0.04 312.46 0.06 312.48 0.07 312.50 0.08 312.52 0.10 312.54 0.11 312.56 0.13 312.58 0.14 312.60 0.15 312.62 0.17 312.64 0.17 312.66 0.18 312.68 0.19 312.70 0.20 312.72 0.21 312.74 0.22 312.76 0.23 312.78 0.24 312.80 0.24 312.82 0.25 312.84 0.26 312.86 0.26 312.88 0.27 312.90 0.28 312.92 0.28 312.94 0.29 312.96 0.30 312.98 0.30 313.00 0.31 313.02 0.31 313.04 0.32 313.06 0.32 313.08 0.33 313.10 0.33 313.12 0.34 313.14 0.34 313.16 0.35 313.18 0.35 313.20 0.36 313.22 0.36 313.24 0.37 313.26 0.37 313.28 0.38 313.30 0.38 313.32 0.39 313.34 0.39 Elevation (feet) Primary (cfs) 313.36 0.40 313.38 0.40 313.40 0.41 313.42 0.41 313.44 0.41 313.46 0.42 313.48 0.42 313.50 0.43 313.52 0.43 313.54 0.44 313.56 0.44 313.58 0.44 313.60 0.45 313.62 0.45 313.64 0.46 313.66 0.46 313.68 0.46 313.70 0.47 313.72 0.47 313.74 0.47 313.76 0.48 313.78 0.48 313.80 0.49 313.82 0.49 313.84 0.49 313.86 0.50 313.88 0.50 313.90 0.51 313.92 0.53 313.94 0.55 313.96 0.57 313.98 0.59 314.00 0.62 314.02 0.65 314.04 0.68 314.06 0.72 314.08 0.76 314.10 0.80 314.12 0.84 314.14 0.89 314.16 0.94 314.18 0.99 314.20 1.05 314.22 1.10 314.24 1.16 314.26 1.22 314.28 1.29 314.30 1.35 314.32 1.42 314.34 1.49 314.36 1.56 314.38 1.63 314.40 1.70 Elevation (feet) Primary (cfs) 314.42 1.78 314.44 1.85 314.46 1.93 314.48 2.00 314.50 2.08 314.52 2.16 314.54 2.24 314.56 2.32 314.58 2.40 314.60 2.48 314.62 2.56 314.64 2.63 314.66 2.71 314.68 2.79 314.70 2.86 314.72 2.93 314.74 3.01 314.76 3.07 314.78 3.14 314.80 3.20 314.82 3.26 314.84 3.30 314.86 3.35 314.88 3.41 314.90 3.46 314.92 3.51 314.94 3.57 314.96 3.62 314.98 3.67 315.00 3.72 315.02 3.77 315.04 3.82 315.06 3.86 315.08 3.91 315.10 3.96 315.12 4.00 315.14 4.05 315.16 4.09 315.18 4.14 315.20 4.18 315.22 4.22 315.24 4.27 315.26 4.31 315.28 4.35 315.30 4.39 315.32 4.43 315.34 4.47 315.36 4.52 315.38 4.56 315.40 4.59 315.42 4.63 315.44 4.67 315.46 4.71 Elevation (feet) Primary (cfs) 315.48 4.75 315.50 4.79 315.52 4.82 315.54 4.86 315.56 4.90 315.58 4.94 315.60 4.97 315.62 5.01 315.64 5.04 315.66 5.08 315.68 5.11 315.70 5.15 315.72 5.18 315.74 5.22 315.76 5.25 315.78 5.29 315.80 5.32 315.82 5.35 315.84 5.39 315.86 5.42 315.88 5.45 315.90 5.49 315.92 5.52 315.94 5.55 315.96 5.58 315.98 5.62 316.00 5.65 316.02 5.68 316.04 5.71 316.06 5.74 316.08 5.77 316.10 5.80 316.12 5.83 316.14 5.86 316.16 5.90 316.18 5.93 316.20 5.96 316.22 5.99 316.24 6.02 316.26 6.04 316.28 6.07 316.30 6.10 316.32 6.13 316.34 6.16 316.36 6.19 316.38 6.22 316.40 6.25 316.42 6.28 316.44 6.30 316.46 6.33 Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 28HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: UGS Elevation (feet) Storage (acre-feet) 312.30 0.000 312.35 0.000 312.40 0.000 312.45 0.000 312.50 0.000 312.55 0.001 312.60 0.001 312.65 0.001 312.70 0.001 312.75 0.001 312.80 0.001 312.85 0.001 312.90 0.001 312.95 0.002 313.00 0.002 313.05 0.002 313.10 0.002 313.15 0.002 313.20 0.003 313.25 0.003 313.30 0.003 313.35 0.003 313.40 0.003 313.45 0.004 313.50 0.004 313.55 0.004 313.60 0.004 313.65 0.004 313.70 0.005 313.75 0.005 313.80 0.005 313.85 0.005 313.90 0.005 313.95 0.006 314.00 0.006 314.05 0.006 314.10 0.006 314.15 0.006 314.20 0.007 314.25 0.007 314.30 0.007 314.35 0.007 314.40 0.007 314.45 0.008 314.50 0.008 314.55 0.008 314.60 0.008 314.65 0.008 314.70 0.009 314.75 0.009 314.80 0.009 314.85 0.009 314.90 0.009 Elevation (feet) Storage (acre-feet) 314.95 0.009 315.00 0.010 315.05 0.010 315.10 0.010 315.15 0.010 315.20 0.010 315.25 0.011 315.30 0.011 315.35 0.011 315.40 0.011 315.45 0.011 315.50 0.012 315.55 0.012 315.60 0.012 315.65 0.012 315.70 0.012 315.75 0.013 315.80 0.013 315.85 0.013 315.90 0.013 315.95 0.013 316.00 0.013 316.05 0.013 316.10 0.013 316.15 0.013 316.20 0.013 316.25 0.013 316.30 0.013 316.35 0.013 316.40 0.013 316.45 0.013 Type III 24-hr 5-yr Rainfall=3.28"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 29HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Link 9L: PDA-2 TOTAL Inflow Area = 0.190 ac, 78.95% Impervious, Inflow Depth = 2.12" for 5-yr event Inflow = 0.33 cfs @ 12.16 hrs, Volume= 0.034 af Primary = 0.33 cfs @ 12.16 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 9L: PDA-2 TOTAL Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.190 ac 0.33 cfs0.33 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 30HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.200 ac 75.00% Impervious Runoff Depth=2.10"Subcatchment 1S: EDA-1 Tc=6.0 min CN=83 Runoff=0.48 cfs 0.035 af Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=3.56"Subcatchment 2S: EDA-2 Tc=6.0 min CN=98 Runoff=0.40 cfs 0.033 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=2.82"Subcatchment 3S: EDA-3 Tc=6.0 min CN=91 Runoff=0.25 cfs 0.019 af Runoff Area=0.120 ac 66.67% Impervious Runoff Depth=1.72"Subcatchment 4S: PDA-1 Tc=6.0 min CN=78 Runoff=0.24 cfs 0.017 af Runoff Area=0.150 ac 93.33% Impervious Runoff Depth=3.12"Subcatchment 5S: PDA-2A Tc=6.0 min CN=94 Runoff=0.51 cfs 0.039 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=2.82"Subcatchment 6S: PDA-3 Tc=6.0 min CN=91 Runoff=0.25 cfs 0.019 af Runoff Area=0.040 ac 25.00% Impervious Runoff Depth=0.41"Subcatchment 8S: PDA-2B Tc=6.0 min CN=54 Runoff=0.01 cfs 0.001 af Peak Elev=313.23' Storage=0.003 af Inflow=0.51 cfs 0.039 afPond 7P: UGS Outflow=0.37 cfs 0.039 af Inflow=0.38 cfs 0.040 afLink 9L: PDA-2 TOTAL Primary=0.38 cfs 0.040 af Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 31HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA-1 Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.035 af, Depth= 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=3.79" Area (ac) CN Description 0.150 98 Paved parking, HSG A 0.050 39 >75% Grass cover, Good, HSG A 0.200 83 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 1S: EDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=3.79" Runoff Area=0.200 ac Runoff Volume=0.035 af Runoff Depth=2.10" Tc=6.0 min CN=83 0.48 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 32HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EDA-2 Runoff = 0.40 cfs @ 12.09 hrs, Volume= 0.033 af, Depth= 3.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=3.79" Area (ac) CN Description 0.110 98 Paved parking, HSG A 0.110 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 2S: EDA-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=3.79" Runoff Area=0.110 ac Runoff Volume=0.033 af Runoff Depth=3.56" Tc=6.0 min CN=98 0.40 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 33HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EDA-3 Runoff = 0.25 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=3.79" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 3S: EDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=3.79" Runoff Area=0.080 ac Runoff Volume=0.019 af Runoff Depth=2.82" Tc=6.0 min CN=91 0.25 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 34HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PDA-1 Runoff = 0.24 cfs @ 12.10 hrs, Volume= 0.017 af, Depth= 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=3.79" Area (ac) CN Description 0.080 98 Paved parking, HSG A 0.040 39 >75% Grass cover, Good, HSG A 0.120 78 Weighted Average 0.040 33.33% Pervious Area 0.080 66.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 4S: PDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10-yr Rainfall=3.79" Runoff Area=0.120 ac Runoff Volume=0.017 af Runoff Depth=1.72" Tc=6.0 min CN=78 0.24 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 35HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PDA-2A Runoff = 0.51 cfs @ 12.09 hrs, Volume= 0.039 af, Depth= 3.12" Routed to Pond 7P : UGS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=3.79" Area (ac) CN Description 0.140 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.150 94 Weighted Average 0.010 6.67% Pervious Area 0.140 93.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ab Subcatchment 5S: PDA-2A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=3.79" Runoff Area=0.150 ac Runoff Volume=0.039 af Runoff Depth=3.12" Tc=6.0 min CN=94 0.51 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 36HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PDA-3 Runoff = 0.25 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=3.79" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 6S: PDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=3.79" Runoff Area=0.080 ac Runoff Volume=0.019 af Runoff Depth=2.82" Tc=6.0 min CN=91 0.25 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 37HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: PDA-2B Runoff = 0.01 cfs @ 12.16 hrs, Volume= 0.001 af, Depth= 0.41" Routed to Link 9L : PDA-2 TOTAL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-yr Rainfall=3.79" Area (ac) CN Description 0.010 98 Paved parking, HSG A 0.030 39 >75% Grass cover, Good, HSG A 0.040 54 Weighted Average 0.030 75.00% Pervious Area 0.010 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 8S: PDA-2B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10-yr Rainfall=3.79" Runoff Area=0.040 ac Runoff Volume=0.001 af Runoff Depth=0.41" Tc=6.0 min CN=54 0.01 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 38HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: UGS Inflow Area = 0.150 ac, 93.33% Impervious, Inflow Depth = 3.12" for 10-yr event Inflow = 0.51 cfs @ 12.09 hrs, Volume= 0.039 af Outflow = 0.37 cfs @ 12.17 hrs, Volume= 0.039 af, Atten= 28%, Lag= 4.8 min Primary = 0.37 cfs @ 12.17 hrs, Volume= 0.039 af Routed to Link 9L : PDA-2 TOTAL Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 313.23' @ 12.17 hrs Surf.Area= 0.005 ac Storage= 0.003 af Plug-Flow detention time= 5.8 min calculated for 0.039 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 787.5 - 781.7 ) Volume Invert Avail.Storage Storage Description #1A 312.30' 0.002 af 9.00'W x 25.00'L x 4.17'H Field A 0.022 af Overall - 0.016 af Embedded = 0.005 af x 40.0% Voids #2A 312.80' 0.011 af retain_it retain_it 3.0' x 3 Inside #1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 0.013 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 311.30'12.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.30' / 310.94' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 312.30'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 313.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.36 cfs @ 12.17 hrs HW=313.22' (Free Discharge) 1=Culvert (Passes 0.36 cfs of 3.55 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.36 cfs @ 4.17 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 39HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS - Chamber Wizard Field A Chamber Model = retain_it retain_it 3.0' (retain-it®) Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 3 Chambers/Row x 8.00' Long = 24.00' Row Length +6.0" End Stone x 2 = 25.00' Base Length 1 Rows x 96.0" Wide + 6.0" Side Stone x 2 = 9.00' Base Width 6.0" Stone Base + 44.0" Chamber Height = 4.17' Field Height 4.7 cf Sidewall x 3 x 2 + 4.7 cf Endwall x 1 x 2 = 37.8 cf Perimeter Wall 3 Chambers x 170.6 cf - 37.8 cf Perimeter wall = 474.1 cf Chamber Storage 3 Chambers x 234.7 cf = 704.0 cf Displacement 937.5 cf Field - 704.0 cf Chambers = 233.5 cf Stone x 40.0% Voids = 93.4 cf Stone Storage Chamber Storage + Stone Storage = 567.5 cf = 0.013 af Overall Storage Efficiency = 60.5% Overall System Size = 25.00' x 9.00' x 4.17' 3 Chambers 34.7 cy Field 8.6 cy Stone Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 40HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.150 ac Peak Elev=313.23' Storage=0.003 af 0.51 cfs 0.37 cfs Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 41HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Discharge for Pond 7P: UGS Elevation (feet) Primary (cfs) 312.30 0.00 312.32 0.00 312.34 0.00 312.36 0.01 312.38 0.02 312.40 0.02 312.42 0.03 312.44 0.04 312.46 0.06 312.48 0.07 312.50 0.08 312.52 0.10 312.54 0.11 312.56 0.13 312.58 0.14 312.60 0.15 312.62 0.17 312.64 0.17 312.66 0.18 312.68 0.19 312.70 0.20 312.72 0.21 312.74 0.22 312.76 0.23 312.78 0.24 312.80 0.24 312.82 0.25 312.84 0.26 312.86 0.26 312.88 0.27 312.90 0.28 312.92 0.28 312.94 0.29 312.96 0.30 312.98 0.30 313.00 0.31 313.02 0.31 313.04 0.32 313.06 0.32 313.08 0.33 313.10 0.33 313.12 0.34 313.14 0.34 313.16 0.35 313.18 0.35 313.20 0.36 313.22 0.36 313.24 0.37 313.26 0.37 313.28 0.38 313.30 0.38 313.32 0.39 313.34 0.39 Elevation (feet) Primary (cfs) 313.36 0.40 313.38 0.40 313.40 0.41 313.42 0.41 313.44 0.41 313.46 0.42 313.48 0.42 313.50 0.43 313.52 0.43 313.54 0.44 313.56 0.44 313.58 0.44 313.60 0.45 313.62 0.45 313.64 0.46 313.66 0.46 313.68 0.46 313.70 0.47 313.72 0.47 313.74 0.47 313.76 0.48 313.78 0.48 313.80 0.49 313.82 0.49 313.84 0.49 313.86 0.50 313.88 0.50 313.90 0.51 313.92 0.53 313.94 0.55 313.96 0.57 313.98 0.59 314.00 0.62 314.02 0.65 314.04 0.68 314.06 0.72 314.08 0.76 314.10 0.80 314.12 0.84 314.14 0.89 314.16 0.94 314.18 0.99 314.20 1.05 314.22 1.10 314.24 1.16 314.26 1.22 314.28 1.29 314.30 1.35 314.32 1.42 314.34 1.49 314.36 1.56 314.38 1.63 314.40 1.70 Elevation (feet) Primary (cfs) 314.42 1.78 314.44 1.85 314.46 1.93 314.48 2.00 314.50 2.08 314.52 2.16 314.54 2.24 314.56 2.32 314.58 2.40 314.60 2.48 314.62 2.56 314.64 2.63 314.66 2.71 314.68 2.79 314.70 2.86 314.72 2.93 314.74 3.01 314.76 3.07 314.78 3.14 314.80 3.20 314.82 3.26 314.84 3.30 314.86 3.35 314.88 3.41 314.90 3.46 314.92 3.51 314.94 3.57 314.96 3.62 314.98 3.67 315.00 3.72 315.02 3.77 315.04 3.82 315.06 3.86 315.08 3.91 315.10 3.96 315.12 4.00 315.14 4.05 315.16 4.09 315.18 4.14 315.20 4.18 315.22 4.22 315.24 4.27 315.26 4.31 315.28 4.35 315.30 4.39 315.32 4.43 315.34 4.47 315.36 4.52 315.38 4.56 315.40 4.59 315.42 4.63 315.44 4.67 315.46 4.71 Elevation (feet) Primary (cfs) 315.48 4.75 315.50 4.79 315.52 4.82 315.54 4.86 315.56 4.90 315.58 4.94 315.60 4.97 315.62 5.01 315.64 5.04 315.66 5.08 315.68 5.11 315.70 5.15 315.72 5.18 315.74 5.22 315.76 5.25 315.78 5.29 315.80 5.32 315.82 5.35 315.84 5.39 315.86 5.42 315.88 5.45 315.90 5.49 315.92 5.52 315.94 5.55 315.96 5.58 315.98 5.62 316.00 5.65 316.02 5.68 316.04 5.71 316.06 5.74 316.08 5.77 316.10 5.80 316.12 5.83 316.14 5.86 316.16 5.90 316.18 5.93 316.20 5.96 316.22 5.99 316.24 6.02 316.26 6.04 316.28 6.07 316.30 6.10 316.32 6.13 316.34 6.16 316.36 6.19 316.38 6.22 316.40 6.25 316.42 6.28 316.44 6.30 316.46 6.33 Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 42HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: UGS Elevation (feet) Storage (acre-feet) 312.30 0.000 312.35 0.000 312.40 0.000 312.45 0.000 312.50 0.000 312.55 0.001 312.60 0.001 312.65 0.001 312.70 0.001 312.75 0.001 312.80 0.001 312.85 0.001 312.90 0.001 312.95 0.002 313.00 0.002 313.05 0.002 313.10 0.002 313.15 0.002 313.20 0.003 313.25 0.003 313.30 0.003 313.35 0.003 313.40 0.003 313.45 0.004 313.50 0.004 313.55 0.004 313.60 0.004 313.65 0.004 313.70 0.005 313.75 0.005 313.80 0.005 313.85 0.005 313.90 0.005 313.95 0.006 314.00 0.006 314.05 0.006 314.10 0.006 314.15 0.006 314.20 0.007 314.25 0.007 314.30 0.007 314.35 0.007 314.40 0.007 314.45 0.008 314.50 0.008 314.55 0.008 314.60 0.008 314.65 0.008 314.70 0.009 314.75 0.009 314.80 0.009 314.85 0.009 314.90 0.009 Elevation (feet) Storage (acre-feet) 314.95 0.009 315.00 0.010 315.05 0.010 315.10 0.010 315.15 0.010 315.20 0.010 315.25 0.011 315.30 0.011 315.35 0.011 315.40 0.011 315.45 0.011 315.50 0.012 315.55 0.012 315.60 0.012 315.65 0.012 315.70 0.012 315.75 0.013 315.80 0.013 315.85 0.013 315.90 0.013 315.95 0.013 316.00 0.013 316.05 0.013 316.10 0.013 316.15 0.013 316.20 0.013 316.25 0.013 316.30 0.013 316.35 0.013 316.40 0.013 316.45 0.013 Type III 24-hr 10-yr Rainfall=3.79"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 43HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Link 9L: PDA-2 TOTAL Inflow Area = 0.190 ac, 78.95% Impervious, Inflow Depth = 2.55" for 10-yr event Inflow = 0.38 cfs @ 12.17 hrs, Volume= 0.040 af Primary = 0.38 cfs @ 12.17 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 9L: PDA-2 TOTAL Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.190 ac 0.38 cfs0.38 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 44HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.200 ac 75.00% Impervious Runoff Depth=2.72"Subcatchment 1S: EDA-1 Tc=6.0 min CN=83 Runoff=0.62 cfs 0.045 af Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=4.25"Subcatchment 2S: EDA-2 Tc=6.0 min CN=98 Runoff=0.47 cfs 0.039 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=3.49"Subcatchment 3S: EDA-3 Tc=6.0 min CN=91 Runoff=0.31 cfs 0.023 af Runoff Area=0.120 ac 66.67% Impervious Runoff Depth=2.28"Subcatchment 4S: PDA-1 Tc=6.0 min CN=78 Runoff=0.31 cfs 0.023 af Runoff Area=0.150 ac 93.33% Impervious Runoff Depth=3.81"Subcatchment 5S: PDA-2A Tc=6.0 min CN=94 Runoff=0.61 cfs 0.048 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=3.49"Subcatchment 6S: PDA-3 Tc=6.0 min CN=91 Runoff=0.31 cfs 0.023 af Runoff Area=0.040 ac 25.00% Impervious Runoff Depth=0.69"Subcatchment 8S: PDA-2B Tc=6.0 min CN=54 Runoff=0.02 cfs 0.002 af Peak Elev=313.48' Storage=0.004 af Inflow=0.61 cfs 0.048 afPond 7P: UGS Outflow=0.42 cfs 0.048 af Inflow=0.44 cfs 0.050 afLink 9L: PDA-2 TOTAL Primary=0.44 cfs 0.050 af Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 45HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA-1 Runoff = 0.62 cfs @ 12.09 hrs, Volume= 0.045 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.150 98 Paved parking, HSG A 0.050 39 >75% Grass cover, Good, HSG A 0.200 83 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 1S: EDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=4.49" Runoff Area=0.200 ac Runoff Volume=0.045 af Runoff Depth=2.72" Tc=6.0 min CN=83 0.62 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 46HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EDA-2 Runoff = 0.47 cfs @ 12.09 hrs, Volume= 0.039 af, Depth= 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.110 98 Paved parking, HSG A 0.110 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 2S: EDA-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=4.49" Runoff Area=0.110 ac Runoff Volume=0.039 af Runoff Depth=4.25" Tc=6.0 min CN=98 0.47 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 47HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EDA-3 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 3S: EDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=4.49" Runoff Area=0.080 ac Runoff Volume=0.023 af Runoff Depth=3.49" Tc=6.0 min CN=91 0.31 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 48HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PDA-1 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.080 98 Paved parking, HSG A 0.040 39 >75% Grass cover, Good, HSG A 0.120 78 Weighted Average 0.040 33.33% Pervious Area 0.080 66.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 4S: PDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=4.49" Runoff Area=0.120 ac Runoff Volume=0.023 af Runoff Depth=2.28" Tc=6.0 min CN=78 0.31 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 49HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PDA-2A Runoff = 0.61 cfs @ 12.09 hrs, Volume= 0.048 af, Depth= 3.81" Routed to Pond 7P : UGS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.140 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.150 94 Weighted Average 0.010 6.67% Pervious Area 0.140 93.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ab Subcatchment 5S: PDA-2A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=4.49" Runoff Area=0.150 ac Runoff Volume=0.048 af Runoff Depth=3.81" Tc=6.0 min CN=94 0.61 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 50HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PDA-3 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 6S: PDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=4.49" Runoff Area=0.080 ac Runoff Volume=0.023 af Runoff Depth=3.49" Tc=6.0 min CN=91 0.31 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 51HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: PDA-2B Runoff = 0.02 cfs @ 12.12 hrs, Volume= 0.002 af, Depth= 0.69" Routed to Link 9L : PDA-2 TOTAL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-yr Rainfall=4.49" Area (ac) CN Description 0.010 98 Paved parking, HSG A 0.030 39 >75% Grass cover, Good, HSG A 0.040 54 Weighted Average 0.030 75.00% Pervious Area 0.010 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 8S: PDA-2B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-yr Rainfall=4.49" Runoff Area=0.040 ac Runoff Volume=0.002 af Runoff Depth=0.69" Tc=6.0 min CN=54 0.02 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 52HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: UGS Inflow Area = 0.150 ac, 93.33% Impervious, Inflow Depth = 3.81" for 25-yr event Inflow = 0.61 cfs @ 12.09 hrs, Volume= 0.048 af Outflow = 0.42 cfs @ 12.17 hrs, Volume= 0.048 af, Atten= 31%, Lag= 5.2 min Primary = 0.42 cfs @ 12.17 hrs, Volume= 0.048 af Routed to Link 9L : PDA-2 TOTAL Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 313.48' @ 12.17 hrs Surf.Area= 0.005 ac Storage= 0.004 af Plug-Flow detention time= 5.7 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 782.3 - 776.6 ) Volume Invert Avail.Storage Storage Description #1A 312.30' 0.002 af 9.00'W x 25.00'L x 4.17'H Field A 0.022 af Overall - 0.016 af Embedded = 0.005 af x 40.0% Voids #2A 312.80' 0.011 af retain_it retain_it 3.0' x 3 Inside #1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 0.013 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 311.30'12.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.30' / 310.94' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 312.30'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 313.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.42 cfs @ 12.17 hrs HW=313.46' (Free Discharge) 1=Culvert (Passes 0.42 cfs of 3.85 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.42 cfs @ 4.80 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 53HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS - Chamber Wizard Field A Chamber Model = retain_it retain_it 3.0' (retain-it®) Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 3 Chambers/Row x 8.00' Long = 24.00' Row Length +6.0" End Stone x 2 = 25.00' Base Length 1 Rows x 96.0" Wide + 6.0" Side Stone x 2 = 9.00' Base Width 6.0" Stone Base + 44.0" Chamber Height = 4.17' Field Height 4.7 cf Sidewall x 3 x 2 + 4.7 cf Endwall x 1 x 2 = 37.8 cf Perimeter Wall 3 Chambers x 170.6 cf - 37.8 cf Perimeter wall = 474.1 cf Chamber Storage 3 Chambers x 234.7 cf = 704.0 cf Displacement 937.5 cf Field - 704.0 cf Chambers = 233.5 cf Stone x 40.0% Voids = 93.4 cf Stone Storage Chamber Storage + Stone Storage = 567.5 cf = 0.013 af Overall Storage Efficiency = 60.5% Overall System Size = 25.00' x 9.00' x 4.17' 3 Chambers 34.7 cy Field 8.6 cy Stone Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 54HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.150 ac Peak Elev=313.48' Storage=0.004 af 0.61 cfs 0.42 cfs Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 55HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Discharge for Pond 7P: UGS Elevation (feet) Primary (cfs) 312.30 0.00 312.32 0.00 312.34 0.00 312.36 0.01 312.38 0.02 312.40 0.02 312.42 0.03 312.44 0.04 312.46 0.06 312.48 0.07 312.50 0.08 312.52 0.10 312.54 0.11 312.56 0.13 312.58 0.14 312.60 0.15 312.62 0.17 312.64 0.17 312.66 0.18 312.68 0.19 312.70 0.20 312.72 0.21 312.74 0.22 312.76 0.23 312.78 0.24 312.80 0.24 312.82 0.25 312.84 0.26 312.86 0.26 312.88 0.27 312.90 0.28 312.92 0.28 312.94 0.29 312.96 0.30 312.98 0.30 313.00 0.31 313.02 0.31 313.04 0.32 313.06 0.32 313.08 0.33 313.10 0.33 313.12 0.34 313.14 0.34 313.16 0.35 313.18 0.35 313.20 0.36 313.22 0.36 313.24 0.37 313.26 0.37 313.28 0.38 313.30 0.38 313.32 0.39 313.34 0.39 Elevation (feet) Primary (cfs) 313.36 0.40 313.38 0.40 313.40 0.41 313.42 0.41 313.44 0.41 313.46 0.42 313.48 0.42 313.50 0.43 313.52 0.43 313.54 0.44 313.56 0.44 313.58 0.44 313.60 0.45 313.62 0.45 313.64 0.46 313.66 0.46 313.68 0.46 313.70 0.47 313.72 0.47 313.74 0.47 313.76 0.48 313.78 0.48 313.80 0.49 313.82 0.49 313.84 0.49 313.86 0.50 313.88 0.50 313.90 0.51 313.92 0.53 313.94 0.55 313.96 0.57 313.98 0.59 314.00 0.62 314.02 0.65 314.04 0.68 314.06 0.72 314.08 0.76 314.10 0.80 314.12 0.84 314.14 0.89 314.16 0.94 314.18 0.99 314.20 1.05 314.22 1.10 314.24 1.16 314.26 1.22 314.28 1.29 314.30 1.35 314.32 1.42 314.34 1.49 314.36 1.56 314.38 1.63 314.40 1.70 Elevation (feet) Primary (cfs) 314.42 1.78 314.44 1.85 314.46 1.93 314.48 2.00 314.50 2.08 314.52 2.16 314.54 2.24 314.56 2.32 314.58 2.40 314.60 2.48 314.62 2.56 314.64 2.63 314.66 2.71 314.68 2.79 314.70 2.86 314.72 2.93 314.74 3.01 314.76 3.07 314.78 3.14 314.80 3.20 314.82 3.26 314.84 3.30 314.86 3.35 314.88 3.41 314.90 3.46 314.92 3.51 314.94 3.57 314.96 3.62 314.98 3.67 315.00 3.72 315.02 3.77 315.04 3.82 315.06 3.86 315.08 3.91 315.10 3.96 315.12 4.00 315.14 4.05 315.16 4.09 315.18 4.14 315.20 4.18 315.22 4.22 315.24 4.27 315.26 4.31 315.28 4.35 315.30 4.39 315.32 4.43 315.34 4.47 315.36 4.52 315.38 4.56 315.40 4.59 315.42 4.63 315.44 4.67 315.46 4.71 Elevation (feet) Primary (cfs) 315.48 4.75 315.50 4.79 315.52 4.82 315.54 4.86 315.56 4.90 315.58 4.94 315.60 4.97 315.62 5.01 315.64 5.04 315.66 5.08 315.68 5.11 315.70 5.15 315.72 5.18 315.74 5.22 315.76 5.25 315.78 5.29 315.80 5.32 315.82 5.35 315.84 5.39 315.86 5.42 315.88 5.45 315.90 5.49 315.92 5.52 315.94 5.55 315.96 5.58 315.98 5.62 316.00 5.65 316.02 5.68 316.04 5.71 316.06 5.74 316.08 5.77 316.10 5.80 316.12 5.83 316.14 5.86 316.16 5.90 316.18 5.93 316.20 5.96 316.22 5.99 316.24 6.02 316.26 6.04 316.28 6.07 316.30 6.10 316.32 6.13 316.34 6.16 316.36 6.19 316.38 6.22 316.40 6.25 316.42 6.28 316.44 6.30 316.46 6.33 Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 56HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: UGS Elevation (feet) Storage (acre-feet) 312.30 0.000 312.35 0.000 312.40 0.000 312.45 0.000 312.50 0.000 312.55 0.001 312.60 0.001 312.65 0.001 312.70 0.001 312.75 0.001 312.80 0.001 312.85 0.001 312.90 0.001 312.95 0.002 313.00 0.002 313.05 0.002 313.10 0.002 313.15 0.002 313.20 0.003 313.25 0.003 313.30 0.003 313.35 0.003 313.40 0.003 313.45 0.004 313.50 0.004 313.55 0.004 313.60 0.004 313.65 0.004 313.70 0.005 313.75 0.005 313.80 0.005 313.85 0.005 313.90 0.005 313.95 0.006 314.00 0.006 314.05 0.006 314.10 0.006 314.15 0.006 314.20 0.007 314.25 0.007 314.30 0.007 314.35 0.007 314.40 0.007 314.45 0.008 314.50 0.008 314.55 0.008 314.60 0.008 314.65 0.008 314.70 0.009 314.75 0.009 314.80 0.009 314.85 0.009 314.90 0.009 Elevation (feet) Storage (acre-feet) 314.95 0.009 315.00 0.010 315.05 0.010 315.10 0.010 315.15 0.010 315.20 0.010 315.25 0.011 315.30 0.011 315.35 0.011 315.40 0.011 315.45 0.011 315.50 0.012 315.55 0.012 315.60 0.012 315.65 0.012 315.70 0.012 315.75 0.013 315.80 0.013 315.85 0.013 315.90 0.013 315.95 0.013 316.00 0.013 316.05 0.013 316.10 0.013 316.15 0.013 316.20 0.013 316.25 0.013 316.30 0.013 316.35 0.013 316.40 0.013 316.45 0.013 Type III 24-hr 25-yr Rainfall=4.49"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 57HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Link 9L: PDA-2 TOTAL Inflow Area = 0.190 ac, 78.95% Impervious, Inflow Depth = 3.15" for 25-yr event Inflow = 0.44 cfs @ 12.17 hrs, Volume= 0.050 af Primary = 0.44 cfs @ 12.17 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 9L: PDA-2 TOTAL Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.190 ac 0.44 cfs0.44 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 58HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.200 ac 75.00% Impervious Runoff Depth=3.19"Subcatchment 1S: EDA-1 Tc=6.0 min CN=83 Runoff=0.73 cfs 0.053 af Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=4.78"Subcatchment 2S: EDA-2 Tc=6.0 min CN=98 Runoff=0.53 cfs 0.044 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=4.00"Subcatchment 3S: EDA-3 Tc=6.0 min CN=91 Runoff=0.35 cfs 0.027 af Runoff Area=0.120 ac 66.67% Impervious Runoff Depth=2.73"Subcatchment 4S: PDA-1 Tc=6.0 min CN=78 Runoff=0.38 cfs 0.027 af Runoff Area=0.150 ac 93.33% Impervious Runoff Depth=4.33"Subcatchment 5S: PDA-2A Tc=6.0 min CN=94 Runoff=0.69 cfs 0.054 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=4.00"Subcatchment 6S: PDA-3 Tc=6.0 min CN=91 Runoff=0.35 cfs 0.027 af Runoff Area=0.040 ac 25.00% Impervious Runoff Depth=0.93"Subcatchment 8S: PDA-2B Tc=6.0 min CN=54 Runoff=0.03 cfs 0.003 af Peak Elev=313.67' Storage=0.004 af Inflow=0.69 cfs 0.054 afPond 7P: UGS Outflow=0.46 cfs 0.054 af Inflow=0.49 cfs 0.057 afLink 9L: PDA-2 TOTAL Primary=0.49 cfs 0.057 af Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 59HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA-1 Runoff = 0.73 cfs @ 12.09 hrs, Volume= 0.053 af, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-yr Rainfall=5.02" Area (ac) CN Description 0.150 98 Paved parking, HSG A 0.050 39 >75% Grass cover, Good, HSG A 0.200 83 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 1S: EDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=5.02" Runoff Area=0.200 ac Runoff Volume=0.053 af Runoff Depth=3.19" Tc=6.0 min CN=83 0.73 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 60HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EDA-2 Runoff = 0.53 cfs @ 12.09 hrs, Volume= 0.044 af, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-yr Rainfall=5.02" Area (ac) CN Description 0.110 98 Paved parking, HSG A 0.110 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 2S: EDA-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=5.02" Runoff Area=0.110 ac Runoff Volume=0.044 af Runoff Depth=4.78" Tc=6.0 min CN=98 0.53 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 61HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EDA-3 Runoff = 0.35 cfs @ 12.09 hrs, Volume= 0.027 af, Depth= 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-yr Rainfall=5.02" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 3S: EDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=5.02" Runoff Area=0.080 ac Runoff Volume=0.027 af Runoff Depth=4.00" Tc=6.0 min CN=91 0.35 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 62HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PDA-1 Runoff = 0.38 cfs @ 12.09 hrs, Volume= 0.027 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-yr Rainfall=5.02" Area (ac) CN Description 0.080 98 Paved parking, HSG A 0.040 39 >75% Grass cover, Good, HSG A 0.120 78 Weighted Average 0.040 33.33% Pervious Area 0.080 66.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 4S: PDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=5.02" Runoff Area=0.120 ac Runoff Volume=0.027 af Runoff Depth=2.73" Tc=6.0 min CN=78 0.38 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 63HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PDA-2A Runoff = 0.69 cfs @ 12.09 hrs, Volume= 0.054 af, Depth= 4.33" Routed to Pond 7P : UGS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-yr Rainfall=5.02" Area (ac) CN Description 0.140 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.150 94 Weighted Average 0.010 6.67% Pervious Area 0.140 93.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ab Subcatchment 5S: PDA-2A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=5.02" Runoff Area=0.150 ac Runoff Volume=0.054 af Runoff Depth=4.33" Tc=6.0 min CN=94 0.69 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 64HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PDA-3 Runoff = 0.35 cfs @ 12.09 hrs, Volume= 0.027 af, Depth= 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-yr Rainfall=5.02" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 6S: PDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=5.02" Runoff Area=0.080 ac Runoff Volume=0.027 af Runoff Depth=4.00" Tc=6.0 min CN=91 0.35 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 65HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: PDA-2B Runoff = 0.03 cfs @ 12.11 hrs, Volume= 0.003 af, Depth= 0.93" Routed to Link 9L : PDA-2 TOTAL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 50-yr Rainfall=5.02" Area (ac) CN Description 0.010 98 Paved parking, HSG A 0.030 39 >75% Grass cover, Good, HSG A 0.040 54 Weighted Average 0.030 75.00% Pervious Area 0.010 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 8S: PDA-2B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 50-yr Rainfall=5.02" Runoff Area=0.040 ac Runoff Volume=0.003 af Runoff Depth=0.93" Tc=6.0 min CN=54 0.03 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 66HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: UGS Inflow Area = 0.150 ac, 93.33% Impervious, Inflow Depth = 4.33" for 50-yr event Inflow = 0.69 cfs @ 12.09 hrs, Volume= 0.054 af Outflow = 0.46 cfs @ 12.18 hrs, Volume= 0.054 af, Atten= 33%, Lag= 5.6 min Primary = 0.46 cfs @ 12.18 hrs, Volume= 0.054 af Routed to Link 9L : PDA-2 TOTAL Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 313.67' @ 12.18 hrs Surf.Area= 0.005 ac Storage= 0.004 af Plug-Flow detention time= 5.7 min calculated for 0.054 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 779.1 - 773.4 ) Volume Invert Avail.Storage Storage Description #1A 312.30' 0.002 af 9.00'W x 25.00'L x 4.17'H Field A 0.022 af Overall - 0.016 af Embedded = 0.005 af x 40.0% Voids #2A 312.80' 0.011 af retain_it retain_it 3.0' x 3 Inside #1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 0.013 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 311.30'12.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.30' / 310.94' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 312.30'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 313.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.46 cfs @ 12.18 hrs HW=313.66' (Free Discharge) 1=Culvert (Passes 0.46 cfs of 4.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.46 cfs @ 5.26 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 67HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS - Chamber Wizard Field A Chamber Model = retain_it retain_it 3.0' (retain-it®) Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 3 Chambers/Row x 8.00' Long = 24.00' Row Length +6.0" End Stone x 2 = 25.00' Base Length 1 Rows x 96.0" Wide + 6.0" Side Stone x 2 = 9.00' Base Width 6.0" Stone Base + 44.0" Chamber Height = 4.17' Field Height 4.7 cf Sidewall x 3 x 2 + 4.7 cf Endwall x 1 x 2 = 37.8 cf Perimeter Wall 3 Chambers x 170.6 cf - 37.8 cf Perimeter wall = 474.1 cf Chamber Storage 3 Chambers x 234.7 cf = 704.0 cf Displacement 937.5 cf Field - 704.0 cf Chambers = 233.5 cf Stone x 40.0% Voids = 93.4 cf Stone Storage Chamber Storage + Stone Storage = 567.5 cf = 0.013 af Overall Storage Efficiency = 60.5% Overall System Size = 25.00' x 9.00' x 4.17' 3 Chambers 34.7 cy Field 8.6 cy Stone Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 68HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.150 ac Peak Elev=313.67' Storage=0.004 af 0.69 cfs 0.46 cfs Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 69HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Discharge for Pond 7P: UGS Elevation (feet) Primary (cfs) 312.30 0.00 312.32 0.00 312.34 0.00 312.36 0.01 312.38 0.02 312.40 0.02 312.42 0.03 312.44 0.04 312.46 0.06 312.48 0.07 312.50 0.08 312.52 0.10 312.54 0.11 312.56 0.13 312.58 0.14 312.60 0.15 312.62 0.17 312.64 0.17 312.66 0.18 312.68 0.19 312.70 0.20 312.72 0.21 312.74 0.22 312.76 0.23 312.78 0.24 312.80 0.24 312.82 0.25 312.84 0.26 312.86 0.26 312.88 0.27 312.90 0.28 312.92 0.28 312.94 0.29 312.96 0.30 312.98 0.30 313.00 0.31 313.02 0.31 313.04 0.32 313.06 0.32 313.08 0.33 313.10 0.33 313.12 0.34 313.14 0.34 313.16 0.35 313.18 0.35 313.20 0.36 313.22 0.36 313.24 0.37 313.26 0.37 313.28 0.38 313.30 0.38 313.32 0.39 313.34 0.39 Elevation (feet) Primary (cfs) 313.36 0.40 313.38 0.40 313.40 0.41 313.42 0.41 313.44 0.41 313.46 0.42 313.48 0.42 313.50 0.43 313.52 0.43 313.54 0.44 313.56 0.44 313.58 0.44 313.60 0.45 313.62 0.45 313.64 0.46 313.66 0.46 313.68 0.46 313.70 0.47 313.72 0.47 313.74 0.47 313.76 0.48 313.78 0.48 313.80 0.49 313.82 0.49 313.84 0.49 313.86 0.50 313.88 0.50 313.90 0.51 313.92 0.53 313.94 0.55 313.96 0.57 313.98 0.59 314.00 0.62 314.02 0.65 314.04 0.68 314.06 0.72 314.08 0.76 314.10 0.80 314.12 0.84 314.14 0.89 314.16 0.94 314.18 0.99 314.20 1.05 314.22 1.10 314.24 1.16 314.26 1.22 314.28 1.29 314.30 1.35 314.32 1.42 314.34 1.49 314.36 1.56 314.38 1.63 314.40 1.70 Elevation (feet) Primary (cfs) 314.42 1.78 314.44 1.85 314.46 1.93 314.48 2.00 314.50 2.08 314.52 2.16 314.54 2.24 314.56 2.32 314.58 2.40 314.60 2.48 314.62 2.56 314.64 2.63 314.66 2.71 314.68 2.79 314.70 2.86 314.72 2.93 314.74 3.01 314.76 3.07 314.78 3.14 314.80 3.20 314.82 3.26 314.84 3.30 314.86 3.35 314.88 3.41 314.90 3.46 314.92 3.51 314.94 3.57 314.96 3.62 314.98 3.67 315.00 3.72 315.02 3.77 315.04 3.82 315.06 3.86 315.08 3.91 315.10 3.96 315.12 4.00 315.14 4.05 315.16 4.09 315.18 4.14 315.20 4.18 315.22 4.22 315.24 4.27 315.26 4.31 315.28 4.35 315.30 4.39 315.32 4.43 315.34 4.47 315.36 4.52 315.38 4.56 315.40 4.59 315.42 4.63 315.44 4.67 315.46 4.71 Elevation (feet) Primary (cfs) 315.48 4.75 315.50 4.79 315.52 4.82 315.54 4.86 315.56 4.90 315.58 4.94 315.60 4.97 315.62 5.01 315.64 5.04 315.66 5.08 315.68 5.11 315.70 5.15 315.72 5.18 315.74 5.22 315.76 5.25 315.78 5.29 315.80 5.32 315.82 5.35 315.84 5.39 315.86 5.42 315.88 5.45 315.90 5.49 315.92 5.52 315.94 5.55 315.96 5.58 315.98 5.62 316.00 5.65 316.02 5.68 316.04 5.71 316.06 5.74 316.08 5.77 316.10 5.80 316.12 5.83 316.14 5.86 316.16 5.90 316.18 5.93 316.20 5.96 316.22 5.99 316.24 6.02 316.26 6.04 316.28 6.07 316.30 6.10 316.32 6.13 316.34 6.16 316.36 6.19 316.38 6.22 316.40 6.25 316.42 6.28 316.44 6.30 316.46 6.33 Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 70HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: UGS Elevation (feet) Storage (acre-feet) 312.30 0.000 312.35 0.000 312.40 0.000 312.45 0.000 312.50 0.000 312.55 0.001 312.60 0.001 312.65 0.001 312.70 0.001 312.75 0.001 312.80 0.001 312.85 0.001 312.90 0.001 312.95 0.002 313.00 0.002 313.05 0.002 313.10 0.002 313.15 0.002 313.20 0.003 313.25 0.003 313.30 0.003 313.35 0.003 313.40 0.003 313.45 0.004 313.50 0.004 313.55 0.004 313.60 0.004 313.65 0.004 313.70 0.005 313.75 0.005 313.80 0.005 313.85 0.005 313.90 0.005 313.95 0.006 314.00 0.006 314.05 0.006 314.10 0.006 314.15 0.006 314.20 0.007 314.25 0.007 314.30 0.007 314.35 0.007 314.40 0.007 314.45 0.008 314.50 0.008 314.55 0.008 314.60 0.008 314.65 0.008 314.70 0.009 314.75 0.009 314.80 0.009 314.85 0.009 314.90 0.009 Elevation (feet) Storage (acre-feet) 314.95 0.009 315.00 0.010 315.05 0.010 315.10 0.010 315.15 0.010 315.20 0.010 315.25 0.011 315.30 0.011 315.35 0.011 315.40 0.011 315.45 0.011 315.50 0.012 315.55 0.012 315.60 0.012 315.65 0.012 315.70 0.012 315.75 0.013 315.80 0.013 315.85 0.013 315.90 0.013 315.95 0.013 316.00 0.013 316.05 0.013 316.10 0.013 316.15 0.013 316.20 0.013 316.25 0.013 316.30 0.013 316.35 0.013 316.40 0.013 316.45 0.013 Type III 24-hr 50-yr Rainfall=5.02"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 71HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Link 9L: PDA-2 TOTAL Inflow Area = 0.190 ac, 78.95% Impervious, Inflow Depth = 3.61" for 50-yr event Inflow = 0.49 cfs @ 12.17 hrs, Volume= 0.057 af Primary = 0.49 cfs @ 12.17 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 9L: PDA-2 TOTAL Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.190 ac 0.49 cfs0.49 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 72HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=0.200 ac 75.00% Impervious Runoff Depth=3.69"Subcatchment 1S: EDA-1 Tc=6.0 min CN=83 Runoff=0.84 cfs 0.062 af Runoff Area=0.110 ac 100.00% Impervious Runoff Depth=5.33"Subcatchment 2S: EDA-2 Tc=6.0 min CN=98 Runoff=0.59 cfs 0.049 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=4.54"Subcatchment 3S: EDA-3 Tc=6.0 min CN=91 Runoff=0.40 cfs 0.030 af Runoff Area=0.120 ac 66.67% Impervious Runoff Depth=3.20"Subcatchment 4S: PDA-1 Tc=6.0 min CN=78 Runoff=0.44 cfs 0.032 af Runoff Area=0.150 ac 93.33% Impervious Runoff Depth=4.87"Subcatchment 5S: PDA-2A Tc=6.0 min CN=94 Runoff=0.77 cfs 0.061 af Runoff Area=0.080 ac 87.50% Impervious Runoff Depth=4.54"Subcatchment 6S: PDA-3 Tc=6.0 min CN=91 Runoff=0.40 cfs 0.030 af Runoff Area=0.040 ac 25.00% Impervious Runoff Depth=1.21"Subcatchment 8S: PDA-2B Tc=6.0 min CN=54 Runoff=0.05 cfs 0.004 af Peak Elev=313.89' Storage=0.005 af Inflow=0.77 cfs 0.061 afPond 7P: UGS Outflow=0.51 cfs 0.061 af Inflow=0.54 cfs 0.065 afLink 9L: PDA-2 TOTAL Primary=0.54 cfs 0.065 af Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 73HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA-1 Runoff = 0.84 cfs @ 12.09 hrs, Volume= 0.062 af, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=5.57" Area (ac) CN Description 0.150 98 Paved parking, HSG A 0.050 39 >75% Grass cover, Good, HSG A 0.200 83 Weighted Average 0.050 25.00% Pervious Area 0.150 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 1S: EDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=5.57" Runoff Area=0.200 ac Runoff Volume=0.062 af Runoff Depth=3.69" Tc=6.0 min CN=83 0.84 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 74HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: EDA-2 Runoff = 0.59 cfs @ 12.09 hrs, Volume= 0.049 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=5.57" Area (ac) CN Description 0.110 98 Paved parking, HSG A 0.110 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 2S: EDA-2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=5.57" Runoff Area=0.110 ac Runoff Volume=0.049 af Runoff Depth=5.33" Tc=6.0 min CN=98 0.59 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 75HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: EDA-3 Runoff = 0.40 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=5.57" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 3S: EDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-yr Rainfall=5.57" Runoff Area=0.080 ac Runoff Volume=0.030 af Runoff Depth=4.54" Tc=6.0 min CN=91 0.40 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 76HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: PDA-1 Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=5.57" Area (ac) CN Description 0.080 98 Paved parking, HSG A 0.040 39 >75% Grass cover, Good, HSG A 0.120 78 Weighted Average 0.040 33.33% Pervious Area 0.080 66.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 4S: PDA-1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-yr Rainfall=5.57" Runoff Area=0.120 ac Runoff Volume=0.032 af Runoff Depth=3.20" Tc=6.0 min CN=78 0.44 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 77HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PDA-2A Runoff = 0.77 cfs @ 12.09 hrs, Volume= 0.061 af, Depth= 4.87" Routed to Pond 7P : UGS Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=5.57" Area (ac) CN Description 0.140 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.150 94 Weighted Average 0.010 6.67% Pervious Area 0.140 93.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ab Subcatchment 5S: PDA-2A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=5.57" Runoff Area=0.150 ac Runoff Volume=0.061 af Runoff Depth=4.87" Tc=6.0 min CN=94 0.77 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 78HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: PDA-3 Runoff = 0.40 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=5.57" Area (ac) CN Description 0.070 98 Paved parking, HSG A 0.010 39 >75% Grass cover, Good, HSG A 0.080 91 Weighted Average 0.010 12.50% Pervious Area 0.070 87.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 6S: PDA-3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-yr Rainfall=5.57" Runoff Area=0.080 ac Runoff Volume=0.030 af Runoff Depth=4.54" Tc=6.0 min CN=91 0.40 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 79HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: PDA-2B Runoff = 0.05 cfs @ 12.11 hrs, Volume= 0.004 af, Depth= 1.21" Routed to Link 9L : PDA-2 TOTAL Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-yr Rainfall=5.57" Area (ac) CN Description 0.010 98 Paved parking, HSG A 0.030 39 >75% Grass cover, Good, HSG A 0.040 54 Weighted Average 0.030 75.00% Pervious Area 0.010 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, AB Subcatchment 8S: PDA-2B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.052 0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-yr Rainfall=5.57" Runoff Area=0.040 ac Runoff Volume=0.004 af Runoff Depth=1.21" Tc=6.0 min CN=54 0.05 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 80HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Pond 7P: UGS Inflow Area = 0.150 ac, 93.33% Impervious, Inflow Depth = 4.87" for 100-yr event Inflow = 0.77 cfs @ 12.09 hrs, Volume= 0.061 af Outflow = 0.51 cfs @ 12.19 hrs, Volume= 0.061 af, Atten= 34%, Lag= 6.1 min Primary = 0.51 cfs @ 12.19 hrs, Volume= 0.061 af Routed to Link 9L : PDA-2 TOTAL Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 313.89' @ 12.18 hrs Surf.Area= 0.005 ac Storage= 0.005 af Plug-Flow detention time= 6.0 min calculated for 0.061 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 776.3 - 770.5 ) Volume Invert Avail.Storage Storage Description #1A 312.30' 0.002 af 9.00'W x 25.00'L x 4.17'H Field A 0.022 af Overall - 0.016 af Embedded = 0.005 af x 40.0% Voids #2A 312.80' 0.011 af retain_it retain_it 3.0' x 3 Inside #1 Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 0.013 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 311.30'12.0" Round Culvert L= 18.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 311.30' / 310.94' S= 0.0200 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 312.30'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 313.85'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.50 cfs @ 12.19 hrs HW=313.88' (Free Discharge) 1=Culvert (Passes 0.50 cfs of 4.31 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.50 cfs @ 5.73 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.59 fps) Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 81HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS - Chamber Wizard Field A Chamber Model = retain_it retain_it 3.0' (retain-it®) Inside= 84.0"W x 36.0"H => 21.33 sf x 8.00'L = 170.6 cf Outside= 96.0"W x 44.0"H => 29.33 sf x 8.00'L = 234.7 cf 1 Rows adjusted for 37.8 cf perimeter wall 3 Chambers/Row x 8.00' Long = 24.00' Row Length +6.0" End Stone x 2 = 25.00' Base Length 1 Rows x 96.0" Wide + 6.0" Side Stone x 2 = 9.00' Base Width 6.0" Stone Base + 44.0" Chamber Height = 4.17' Field Height 4.7 cf Sidewall x 3 x 2 + 4.7 cf Endwall x 1 x 2 = 37.8 cf Perimeter Wall 3 Chambers x 170.6 cf - 37.8 cf Perimeter wall = 474.1 cf Chamber Storage 3 Chambers x 234.7 cf = 704.0 cf Displacement 937.5 cf Field - 704.0 cf Chambers = 233.5 cf Stone x 40.0% Voids = 93.4 cf Stone Storage Chamber Storage + Stone Storage = 567.5 cf = 0.013 af Overall Storage Efficiency = 60.5% Overall System Size = 25.00' x 9.00' x 4.17' 3 Chambers 34.7 cy Field 8.6 cy Stone Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 82HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Pond 7P: UGS Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.150 ac Peak Elev=313.89' Storage=0.005 af 0.77 cfs 0.51 cfs Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 83HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Discharge for Pond 7P: UGS Elevation (feet) Primary (cfs) 312.30 0.00 312.32 0.00 312.34 0.00 312.36 0.01 312.38 0.02 312.40 0.02 312.42 0.03 312.44 0.04 312.46 0.06 312.48 0.07 312.50 0.08 312.52 0.10 312.54 0.11 312.56 0.13 312.58 0.14 312.60 0.15 312.62 0.17 312.64 0.17 312.66 0.18 312.68 0.19 312.70 0.20 312.72 0.21 312.74 0.22 312.76 0.23 312.78 0.24 312.80 0.24 312.82 0.25 312.84 0.26 312.86 0.26 312.88 0.27 312.90 0.28 312.92 0.28 312.94 0.29 312.96 0.30 312.98 0.30 313.00 0.31 313.02 0.31 313.04 0.32 313.06 0.32 313.08 0.33 313.10 0.33 313.12 0.34 313.14 0.34 313.16 0.35 313.18 0.35 313.20 0.36 313.22 0.36 313.24 0.37 313.26 0.37 313.28 0.38 313.30 0.38 313.32 0.39 313.34 0.39 Elevation (feet) Primary (cfs) 313.36 0.40 313.38 0.40 313.40 0.41 313.42 0.41 313.44 0.41 313.46 0.42 313.48 0.42 313.50 0.43 313.52 0.43 313.54 0.44 313.56 0.44 313.58 0.44 313.60 0.45 313.62 0.45 313.64 0.46 313.66 0.46 313.68 0.46 313.70 0.47 313.72 0.47 313.74 0.47 313.76 0.48 313.78 0.48 313.80 0.49 313.82 0.49 313.84 0.49 313.86 0.50 313.88 0.50 313.90 0.51 313.92 0.53 313.94 0.55 313.96 0.57 313.98 0.59 314.00 0.62 314.02 0.65 314.04 0.68 314.06 0.72 314.08 0.76 314.10 0.80 314.12 0.84 314.14 0.89 314.16 0.94 314.18 0.99 314.20 1.05 314.22 1.10 314.24 1.16 314.26 1.22 314.28 1.29 314.30 1.35 314.32 1.42 314.34 1.49 314.36 1.56 314.38 1.63 314.40 1.70 Elevation (feet) Primary (cfs) 314.42 1.78 314.44 1.85 314.46 1.93 314.48 2.00 314.50 2.08 314.52 2.16 314.54 2.24 314.56 2.32 314.58 2.40 314.60 2.48 314.62 2.56 314.64 2.63 314.66 2.71 314.68 2.79 314.70 2.86 314.72 2.93 314.74 3.01 314.76 3.07 314.78 3.14 314.80 3.20 314.82 3.26 314.84 3.30 314.86 3.35 314.88 3.41 314.90 3.46 314.92 3.51 314.94 3.57 314.96 3.62 314.98 3.67 315.00 3.72 315.02 3.77 315.04 3.82 315.06 3.86 315.08 3.91 315.10 3.96 315.12 4.00 315.14 4.05 315.16 4.09 315.18 4.14 315.20 4.18 315.22 4.22 315.24 4.27 315.26 4.31 315.28 4.35 315.30 4.39 315.32 4.43 315.34 4.47 315.36 4.52 315.38 4.56 315.40 4.59 315.42 4.63 315.44 4.67 315.46 4.71 Elevation (feet) Primary (cfs) 315.48 4.75 315.50 4.79 315.52 4.82 315.54 4.86 315.56 4.90 315.58 4.94 315.60 4.97 315.62 5.01 315.64 5.04 315.66 5.08 315.68 5.11 315.70 5.15 315.72 5.18 315.74 5.22 315.76 5.25 315.78 5.29 315.80 5.32 315.82 5.35 315.84 5.39 315.86 5.42 315.88 5.45 315.90 5.49 315.92 5.52 315.94 5.55 315.96 5.58 315.98 5.62 316.00 5.65 316.02 5.68 316.04 5.71 316.06 5.74 316.08 5.77 316.10 5.80 316.12 5.83 316.14 5.86 316.16 5.90 316.18 5.93 316.20 5.96 316.22 5.99 316.24 6.02 316.26 6.04 316.28 6.07 316.30 6.10 316.32 6.13 316.34 6.16 316.36 6.19 316.38 6.22 316.40 6.25 316.42 6.28 316.44 6.30 316.46 6.33 Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 84HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 7P: UGS Elevation (feet) Storage (acre-feet) 312.30 0.000 312.35 0.000 312.40 0.000 312.45 0.000 312.50 0.000 312.55 0.001 312.60 0.001 312.65 0.001 312.70 0.001 312.75 0.001 312.80 0.001 312.85 0.001 312.90 0.001 312.95 0.002 313.00 0.002 313.05 0.002 313.10 0.002 313.15 0.002 313.20 0.003 313.25 0.003 313.30 0.003 313.35 0.003 313.40 0.003 313.45 0.004 313.50 0.004 313.55 0.004 313.60 0.004 313.65 0.004 313.70 0.005 313.75 0.005 313.80 0.005 313.85 0.005 313.90 0.005 313.95 0.006 314.00 0.006 314.05 0.006 314.10 0.006 314.15 0.006 314.20 0.007 314.25 0.007 314.30 0.007 314.35 0.007 314.40 0.007 314.45 0.008 314.50 0.008 314.55 0.008 314.60 0.008 314.65 0.008 314.70 0.009 314.75 0.009 314.80 0.009 314.85 0.009 314.90 0.009 Elevation (feet) Storage (acre-feet) 314.95 0.009 315.00 0.010 315.05 0.010 315.10 0.010 315.15 0.010 315.20 0.010 315.25 0.011 315.30 0.011 315.35 0.011 315.40 0.011 315.45 0.011 315.50 0.012 315.55 0.012 315.60 0.012 315.65 0.012 315.70 0.012 315.75 0.013 315.80 0.013 315.85 0.013 315.90 0.013 315.95 0.013 316.00 0.013 316.05 0.013 316.10 0.013 316.15 0.013 316.20 0.013 316.25 0.013 316.30 0.013 316.35 0.013 316.40 0.013 316.45 0.013 Type III 24-hr 100-yr Rainfall=5.57"12 Ballston Avenue Hydrology Printed 11/14/2023Prepared by Solli Engineering Page 85HydroCAD® 10.20-3g s/n 13171 © 2023 HydroCAD Software Solutions LLC Summary for Link 9L: PDA-2 TOTAL Inflow Area = 0.190 ac, 78.95% Impervious, Inflow Depth = 4.10" for 100-yr event Inflow = 0.54 cfs @ 12.18 hrs, Volume= 0.065 af Primary = 0.54 cfs @ 12.18 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Link 9L: PDA-2 TOTAL Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.190 ac 0.54 cfs0.54 cfs Project By AWC 06/09/23 Location CJB 06/09/23 Bold one: Present Developed 1. Runoff Coefficient © Product of C x area x acres mi2 % 0.95 0.08 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Use only one C source per line 0.08 0.08 0.09 0.88total area Totals =0.09 C (weighted) =total product = = 0.88 Use C = Impervious Area 0.08 Pervious Area 0.01 hydrologic hydrologic condition; group percent impervious; (Appendix A) unconnected/connected impervious area ratio) Soil Name Cover description C 1 Area and (cover type, treatment, and Proposed Redevelopment Date 12 Ballston Avenue, Saratoga Springs, NY Checked Date CB-1 Runoff Coefficient - Saratoga.xls Project By AWC 06/09/23 Location CJB 06/09/23 Bold one: Present Developed 1. Runoff Coefficient © Product of C x area x acres mi2 % 0.95 0.05 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Use only one C source per line 0.05 0.05 0.05 0.95total area Totals =0.05 C (weighted) =total product = = 0.95 Use C = Impervious Area 0.05 Pervious Area 0.00 hydrologic hydrologic condition; group percent impervious; (Appendix A) unconnected/connected impervious area ratio) Soil Name Cover description C 1 Area and (cover type, treatment, and Proposed Redevelopment Date 12 Ballston Avenue, Saratoga Springs, NY Checked Date RF-1 Runoff Coefficient - Saratoga.xls AREA 0.08 acres CS-3 WEIGHTED C 0.88 110 microns TC 6.00 minutes RAINFALL STATION 119 Rainfall Intensity1 (in/hr) Hydraulic Loading Rate (gpm/ft2) Removal Efficiency (%) Incremental Removal (%) 0.08 0.36 100.0 44.6 0.16 0.72 100.0 22.0 0.24 1.07 100.0 10.9 0.32 1.43 100.0 4.1 0.40 1.79 100.0 3.2 0.48 2.15 100.0 2.4 0.56 2.50 100.0 2.2 0.64 2.86 100.0 1.1 0.72 3.22 100.0 1.4 0.80 3.58 100.0 0.7 1.00 4.47 100.0 1.9 1.20 5.36 100.0 1.4 1.60 7.15 100.0 1.2 2.00 8.94 100.0 1.6 98.5 0.0% 98.5% 98.5% 1 - Based on 10 years of 15-minute precipitation data from NCDC station 7514 in Schenectady County, NY 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. WQU Estimated Net Annual Solids Load Reduction Based on the Rational Rainfall Method PROPOSED CHIPOTLE SARATOGA SPRINGS, NY 2.4% CASCADE MODEL PARTICLE SIZE Percent Rainfall Volume1 44.6% 22.0% 10.9% 4.1% 3.2% 2.2% 1.1% 1.4% 0.7% 1.9% 1.4% 1.2% 1.6% Removal Efficiency Adjustment2 = Predicted % Annual Rainfall Treated = Predicted Net Annual Load Removal Efficiency = (3'-0" [914])SOLIDS STORAGE SUMP INLET PIPE (MULTIPLE INLET PIPES MAY BE ACCOMMODATED) OUTLET PIPE VARIESBB 1'-814" [514]PLAN VIEW B-B NOT TO SCALE ELEVATION A-A NOT TO SCALE FIBERGLASS OR ALUMINUM INTERNAL COMPONENTS FLOW CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RINGS/RISERS A A 36" [914] I.D. MANHOLE STRUCTURE TOP SLAB ACCESS (SEE FRAME AND COVER DETAIL) FLOW TOP OF CENTER CHAMBER (EXTENSIONS AVAILABLE AS REQUIRED) INLET PIPE(S) LOCATION MAY VARY WITHIN 256° PERMANENT POOL ELEVATION FRAME AND COVER (DIAMETER VARIES) NOT TO SCALE www.ContechES.com ® 800-338-1122 513-645-7000 513-645-7993 FAX 9100 Centre Pointe Dr., Suite 400, West Chester, OH 45069 CS-3 CASCADE SEPARATOR STANDARD DETAIL I:\COMMON\CAD\TREATMENT\21 CASCADE\40 STANDARD DRAWINGS\DWG\IN PROCESS\CS-3-DTL.DWG 6/26/2023 2:40 PMwww.contechES.com CASCADE SEPARATOR DESIGN NOTES THE STANDARD CS-3 CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW. SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. CONFIGURATION DESCRIPTION CURB INLET ONLY (NO INLET PIPE) CURB INLET WITH INLET PIPE OR PIPES GENERAL NOTES 1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2.FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com 3.CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. 4.CASCADE SEPARATOR STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2' [610], AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO. 5.CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C478 AND AASHTO LOAD FACTOR DESIGN METHOD. 6.ALTERNATE UNITS ARE SHOWN IN MILLIMETERS [mm ]. INSTALLATION NOTES A.ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CASCADE SEPARATOR MANHOLE STRUCTURE. C.CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. D.CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET AND OUTLET PIPE(S). MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES. E.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID WATER QUALITY FLOW RATE (cfs [L/s]) PEAK FLOW RATE (cfs [L/s]) RETURN PERIOD OF PEAK FLOW (yrs) RIM ELEVATION PIPE DATA:INVERT MATERIAL DIAMETER INLET PIPE 1 INLET PIPE 2 OUTLET PIPE NOTES / SPECIAL REQUIREMENTS: Appendix D – Detailed Design Plans Property Survey Prepared by Van Dusen & Steves Land Surveyors Existing Drainage Area Map (DA-1) Proposed Drainage Area Map (DA-2) Subcatchment Drainage Area Map (DA-3) For more information regarding the Design Plans refer to the Permitting Plan Set, prepared by Solli Engineering, submitted in conjunction with this Report. CIRF CIRF WV WV WV WV WV G G FF=32 1 . 2 2 ' FF=32 0 . 7 2 'One Story Wood Frame BuildingGas Met e r Electric M e t e r EnclosureA/C G Traffic Si g n al B o x Traffic Si g n al B o x 2" Cra b a p pl e 2" Cra b a p pl e 2" Crabapple Sign-T r u c k s No Rig h t T u r n LP CB CB CB Orange Paint Lines (Faded)Traffic Signal BoxYellow P a i n t L i n e Orange Paint LinesLP LP LP Concrete Si de walk Sign-Traffic Lights AheadBrick Planter Brick PlanterBrick PlanterBrick Planter Concrete SidewalkAsphaltOrange P ai n t Li n e s Util Access Cover Rim=316.58'Util Access Cover Rim=316.71' Access Cover Rim=316.40' Catch Basin Rim=315.75'Crosswalk Signal Pole Crosswalk Signal Pole Crosswalk Signal Pole Crosswalk Signal Pole Traffic Signal Pole U.P. NM7 U.P. NM8 U.P. NM6SSAC Blue Paint L i n e 2" Cedar (4 Tr e e s ) 4" Elm Clump 4" Elm Clump Crosswalk Signal Pole D W S Bollards Concrete SidewalkConcrete Wheel Stop (Typ.) Orang e P ai n t Li n e Util Access CoverRim=316.97'Hydrant BM Bolt @ Arrow=318.45' Tr a f f i c L i g h t s 320320320320 315 3 1 5 31 6 317 318 318 317 316 319 318316 317 318 319 3183173173 1 8 Asphalt Parking U.P. NM5 Area 13959.8 Sq. Feet 0.32 Acres Deed References Karl Wolf and Wolf Hi-Roc Lanes, Inc. To Saratoga 16, LLC Dated: June 05, 2006 Recorded on: June 08, 2006 B:1759 P:260 12 Ballston Avenue, LLC To The City of Saratoga Springs Dated: September 18, 2014 Recorded on: October 07, 2014 Instrument No. 2014029210 12 Ballston Avenue, LLC To Saratoga Prime Properties, LLC Dated: March 20, 2015 Recorded on: March 20, 2015 Instrument No. 2015007841 Map Reference Map of a survey of lands of Carmen & Josephine Palma Dated: March 13, 1969 By: John B. Van Dusen Legend CIRF = Capped Iron Rod Found U.P. = Utility Pole = Overhead Utility Wire = Water Valve = Gas Valve CB = Catch Basin SSAC = Sanitary Sewer Access Cover = Traffic Control Box LP = Light Pole G WV1 (103.93'1 ( 64.60 ' 1 ( 76.4 1 '40.95'6 :78.90'6 :174.73' 6 : LP StepPorch Wood Fen c e LP Roof O v e r h a n g Roof O v e r h a n g Porch Rim=316.77' 8" PVC IN Inv.=312.38' 6" PVC IN Inv.=311.79' 8" PVC OUT Inv.=311.41'MARKED WITH AN ORIGINAL OF THE LAND SURVEYORS"ONLY COPIES FROM THE ORIGINAL OF THIS SURVEYAGENCY AND LENDING INSTITUTION LISTED HEREON, ANDON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTALTO THE PERSON FOR WHOM THE SURVEY IS PREPARED, ANDLAND SURVEYORS. SAID CERTIFICATIONS SHALL RUN ONLYBY THE NEW YORK STATE ASSOCIATION OF PROFESSIONALEXISTING CODE OF PRACTICE FOR LAND SURVEYORS ADOPTEDTHIS SURVEY WAS PREPARED IN ACCORDANCE WITH THE "CERTIFICATIONS INDICATED HEREON SIGNIFY THATSEAL SHALL BE CONSIDERED TO BE VALID TRUE COPIES."VIOLATION OF SECTION 7209, SUB-DIVISION 2, OF THEMAP BEARING A LICENSED LAND SURVEYORS SEAL IS A "UNAUTHORIZED ALTERATION OR ADDITION TO A SURVEYNEW YORK STATE EDUCATION LAW."TO THE ASSIGNEES OF THE LENDING INSTITUTION."Scale 1"=20' Date: XXX SHEET 1 OF 1 DWG. NO. 22-239MagneticSOLLI ENGINEERING 165.83-1-3 165.83-1-3D3062 6.) 3.) 4.) PARCEL IS SUBJECT TO ANY EASEMENTS OF RECORD.2.) NOTES: 1.) 7.) 5.) THIS MAP WAS PREPARED WITHOUT THE BENEFIT OF AN ABSTRACT OF TITLE OR AN UP TO DATE TITLE REPORT AND IS THEREFORE SUBJECT TO ANY STATEMENT OF FACTS SHOWN THEREON. THIS MAP WAS PREPARED FROM AN ACTUAL FIELD SURVEY MADE IN ACCORDANCE WITH THE EXISTING CODE OF PRACTICE ADOPTED BY THE NEW YORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS. 7+,60$3,6&23<5,*+79$1'86(1 67(9(6/$1' SURVEYORS. UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS VIOLATION OF SECTION 7209, SUBDIVISION 2, OF NEW YORK STATE EDUCATION LAW. DIMENSIONS BETWEEN PROPERTY LINES AND STRUCTURES ARE TO THE NEAREST HALF FOOT AND ARE FOR THE SOLE PURPOSE OF INTERPRETING THEIR CONFORMANCE WITH ZONING AND NOT INTENDED TO AID IN THE ESTABLISHMENT OR RETRACEMENT OF PROPERTY LINES. CONTOURS SHOWN HEREON ARE REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88). THE SURVEYED PARCEL IS SUBJECT TO WHATEVER RIGHTS, TITLE OR INTEREST THE CITY OF SARATOGA SPRINGS, THE COUNTY OF SARATOGA, AND THE PEOPLE OF THE STATE OF NEW YORK MAY HAVE TO MAINTAIN THE ROADS, AND TO WHATEVER RIGHTS, TITLE OR INTEREST THE TRAVELING PUBLIC MAY HAVE TO THE BED OF THE ROADS. 8.)OFFSETS BETWEEN PROPERTY LINES AND STRUCTURES SHOWN HEREON ARE TO ROOF OVERHANGS UNLESS OTHERWISE NOTED. One Story Wood Frame BuildingGas M e t e r Elect r i c M e t e r EnclosureA/C 2" Craba p pl e 2" Craba p pl e 2" Crabapple Brick Planter Brick PlanterBrick PlanterBrick Planter 2" Ced a r ( 4 T r e e s ) 4" Elm Clump 4" Elm Clump 320320320320 3153 1 6 317 318 318 317 319 318316 317 318 319 318317317318Porc h StepsStepsRoof O v e r h a n g Roof O v e r h a n g Step s PorchBALLST O N A V E N U E HAMILTON STREETEXISTING DRAINAGE AREA 1 (EDA-1) TOTAL DRAINAGE AREA = 0.20 AC OPEN SPACE (GOOD, A) = 0.05 AC IMPERVIOUS AREA = 0.15 AC CURVE NUMBER = 83 TIME OF CONCENTRATION = 6.0 MIN. EXISTING DRAINAGE AREA 2 (EDA-2) TOTAL DRAINAGE AREA = 0.11 AC IMPERVIOUS AREA = 0.11 AC CURVE NUMBER = 98 TIME OF CONCENTRATION = 6.0 MIN. EXISTING DRAINAGE AREA 3 (EDA-3) TOTAL DRAINAGE AREA = 0.08 AC OPEN SPACE (GOOD, A) = 0.01 AC IMPERVIOUS AREA = 0.07 AC CURVE NUMBER = 91 TIME OF CONCENTRATION = 6.0 MIN. PERVIOUS AREA (NO PLOT) LEGEND LIMIT OF DRAINAGE AREA FLOW PATH PROPERTY LINE RIGHT-OF-WAY LINE ADJOINING LOT LINE 501 Main Street, Monroe, CT 06468 11 Vanderbilt Ave, Norwood, MA 02062 Sheet Title:Sheet #: Project: Drawn By: Checked By: Approved By: Project #: Plan Date: Scale: PROPOSED CHIPOTLE 12 BALLSTON AVENUE (M-B-L: 165.83-1-3) SARATOGA SPRINGS, NEW YORK OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831 APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET, BOSTON, MA 02129 Graphic Scale: Rev. #:Date Description KMS 21206201 ENGINEERING Kevin Solli, P.E. NY 092156 T: (203) 880-5455 F: (203) 880-9695 T: (781) 352-8491 F: (203) 880-9695 EXISTING DRAINAGE AREA MAP DA-1 10 0 10 20 06/09/23 1" = 10' CJB AWC GENERAL NOTESGENERAL NOTES 1.THE STORMWATER MANAGEMENT PLAN AND DESIGN IS INTENDED TO BE IN COMPLIANCE WITH THE 2015 NEW YORK STATE STORMWATER DESIGN MANUAL. 2.STORMWATER RUNOFF ANALYSIS WAS CALCULATED USING THE SCS TR-55 METHODOLOGY. 1 10/16/23 Revised Per Engineering Comments One Story Wood Frame BuildingGas M e t e r Elect r i c M e t e r EnclosureA/C 2" Craba p pl e 2" Craba p pl e 2" Crabapple Brick Planter Brick PlanterBrick PlanterBrick Planter 2" Ced a r ( 4 T r e e s ) 4" Elm Clump 4" Elm Clump 320320320320 31 53153 1 6 317 318 318 317 319 318316 317 318 319 318317317318Porc h StepsStepsRoof O v e r h a n g Roof O v e r h a n g Step s PorchBALLST O N A V E N U E HAMILTON STREET316 3 1 8 317317317 318317318 31831 7 317 317 318318318 319 319 PROPOSED DRAINAGE AREA 1 (PDA-1) TOTAL DRAINAGE AREA = 0.12 AC OPEN SPACE (GOOD, A) = 0.04 AC IMPERVIOUS AREA = 0.08 AC CURVE NUMBER = 78 TIME OF CONCENTRATION = 6.0 MIN. PROPOSED DRAINAGE AREA 2A (PDA-2A) TOTAL DRAINAGE AREA = 0.15 AC OPEN SPACE (GOOD, A) = 0.01 AC IMPERVIOUS AREA = 0.14 AC CURVE NUMBER = 94 TIME OF CONCENTRATION = 6.0 MIN. PROPOSED DRAINAGE AREA 3 (PDA-3) TOTAL DRAINAGE AREA = 0.08 AC OPEN SPACE (GOOD, A) = 0.01 AC IMPERVIOUS AREA = 0.07 AC CURVE NUMBER = 91 TIME OF CONCENTRATION = 6.0 MIN. PROPOSED DRAINAGE AREA 2B (PDA-2B) TOTAL DRAINAGE AREA = 0.04 AC OPEN SPACE (GOOD, A) = 0.03 AC IMPERVIOUS AREA = 0.01 AC CURVE NUMBER = 54 TIME OF CONCENTRATION = 6.0 MIN. PERVIOUS AREA (NO PLOT) LEGEND LIMIT OF DRAINAGE AREA FLOW PATH PROPERTY LINE RIGHT-OF-WAY LINE ADJOINING LOT LINE 501 Main Street, Monroe, CT 06468 11 Vanderbilt Ave, Norwood, MA 02062 Sheet Title:Sheet #: Project: Drawn By: Checked By: Approved By: Project #: Plan Date: Scale: PROPOSED CHIPOTLE 12 BALLSTON AVENUE (M-B-L: 165.83-1-3) SARATOGA SPRINGS, NEW YORK OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831 APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET, BOSTON, MA 02129 Graphic Scale: Rev. #:Date Description KMS 21206201 ENGINEERING Kevin Solli, P.E. NY 092156 T: (203) 880-5455 F: (203) 880-9695 T: (781) 352-8491 F: (203) 880-9695 PROPOSED DRAINAGE AREA MAP DA-2 10 0 10 20 06/09/23 1" = 10' CJB AWC GENERAL NOTESGENERAL NOTES 1.THE STORMWATER MANAGEMENT PLAN AND DESIGN IS INTENDED TO BE IN COMPLIANCE WITH THE 2015 NEW YORK STATE STORMWATER DESIGN MANUAL. 2.STORMWATER RUNOFF ANALYSIS WAS CALCULATED USING THE SCS TR-55 METHODOLOGY. 1 10/16/23 Revised Per Engineering Comments 2" Craba p pl e 2" Craba p pl e 2" Crabapple 2" Ced a r ( 4 T r e e s ) 4" Elm Clump 4" Elm Clump 320320320320 31 53153 1 6 317 318 318 317 319 318316 317 318 319 318317317318BALLST O N A V E N U E HAMILTON STREET316 3 1 8 317317317 318317318 319 319 318318 31 7 317 317 318318SUBCATCHMENT AREA 1 (CB-1) TOTAL DRAINAGE AREA = 0.09 AC PERVIOUS AREA = 0.01 AC IMPERVIOUS AREA = 0.08 AC RUNOFF COEFFICIENT = 0.88 TIME OF CONCENTRATION = 6.0 MIN. SUBCATCHMENT AREA 2 (RF-1) TOTAL DRAINAGE AREA = 0.05 AC PERVIOUS AREA = 0.00 AC IMPERVIOUS AREA = 0.05 AC RUNOFF COEFFICIENT = 0.95 TIME OF CONCENTRATION = 6.0 MIN. PERVIOUS AREA (NO PLOT) LEGEND LIMIT OF DRAINAGE AREA FLOW PATH PROPERTY LINE RIGHT-OF-WAY LINE ADJOINING LOT LINE 501 Main Street, Monroe, CT 06468 11 Vanderbilt Ave, Norwood, MA 02062 Sheet Title:Sheet #: Project: Drawn By: Checked By: Approved By: Project #: Plan Date: Scale: PROPOSED CHIPOTLE 12 BALLSTON AVENUE (M-B-L: 165.83-1-3) SARATOGA SPRINGS, NEW YORK OWNER: SARATOGA PRIME PROPERTIES LLC / 215 BALLARD ROAD, WILTON NY 12831 APPLICANT: COLLABDEV 2 LLC / 529 MAIN STREET, BOSTON, MA 02129 Graphic Scale: Rev. #:Date Description KMS 21206201 ENGINEERING Kevin Solli, P.E. NY 092156 T: (203) 880-5455 F: (203) 880-9695 T: (781) 352-8491 F: (203) 880-9695 SUBCATCHMENT DRAINAGE AREA MAP DA-3 10 0 10 20 06/09/23 1" = 10' CJB AWC GENERAL NOTESGENERAL NOTES 1.THE STORMWATER MANAGEMENT PLAN AND DESIGN IS INTENDED TO BE IN COMPLIANCE WITH THE 2015 NEW YORK STATE STORMWATER DESIGN MANUAL. 2.STORMWATER RUNOFF ANALYSIS WAS CALCULATED USING THE SCS TR-55 METHODOLOGY. Appendix E – Long-Term Operation & Maintenance Operation & Maintenance Manual LONG-TERM OPERATION & MAINTENANCE MANUAL For the Proposed: CHIPOTLE Located At: 12 Ballston Avenue Saratoga Springs, New York Prepared On: June 9, 2023 Prepared For: City of Saratoga Springs Site Plan Review Prepared By: 11 Vanderbilt Avenue, Suite 240 Norwood, Massachusetts 02062 T: (781) 352-8491 Prepared For: CollabDev 2 LLC 529 Main Street Boston, Massachusetts 02129 T: (781) 690-0275 Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 1 TABLE OF CONTENTS INTRODUCTION ........................................................................................................................................ 2 RESPONSIBILITY ................................................................................................................................... 2 DOCUMENTATION ............................................................................................................................... 2 MAINTENANCE PROGRAM .................................................................................................................... 3 SUBSURFACE STORMWATER SYSTEM ........................................................................................... 3 HYDRODYNAMIC SEPARATOR UNIT .............................................................................................. 3 CATCH BASIN ........................................................................................................................................ 4 STREET MAINTENANCE ...................................................................................................................... 5 PESTICIDES, HERBICIDES AND FERTILIZERS ................................................................................ 5 EMEREGENCY SPILL CONTAINMENT ................................................................................................. 5 Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 2 INTRODUCTION Solli Engineering (Solli) has prepared this Long-Term Operations and Maintenance (O&M), to be filed with the City of Saratoga Springs, New York for the proposed quick-service restaurant at 12 Ballston Avenue in Saratoga Springs, NY. The O&M Manual has been prepared to ensure that the stormwater management functions as designed. The owner possesses the primary responsibility for overseeing and implementing the O&M plan and assigning a Property Manager who will be responsible for the proper operation and maintenance of the stormwater structures. In case of transfer of property ownership, future property owners shall be notified of the presence of the stormwater management system and the requirements for proper implementation of the O&M plan. Included in the O&M plan identifying key components of the stormwater system as well as a log for tracking inspections and maintenance. The stormwater management system protects and enhances the stormwater runoff water quality through the removal of sediment and pollutants, and source control significantly reduces the number of pollutants entering the system. Preventive maintenance of the system will include a comprehensive source reduction program of regular vacuuming and litter removal, prohibitions on the use of pesticides, and maintenance of designated waste and recycling. RESPONSIBILITY The purpose of the Long-Term Operation and Maintenance (O&M) Manual is to ensure inspection of the system, removal of accumulated sediments, oils, and debris and implementation of corrective action and record keeping activities. The below O&M activities associated with the site will be performed by a Contract Operator for the scope of maintenance. The Contract Operator will be a professional engineer or other technical professional with expertise and experience with stormwater management facilities operation and maintenance. The ongoing responsibility is the Owner, its successors, and assigns. Adequate maintenance is defined in this document as good working condition. Responsibility for O&M (to be transferred upon sale of property / development): Contact: John Roche / CollabDev2 LLC Number: (781) 690-0275 Address: 529 Main Street City, State: Boston, MA 02129 DOCUMENTATION An inspection and maintenance record log and schedule will be kept by the Owner or Property Manager summarizing inspections, maintenance, repairs and any corrective actions taken. The log will include the date on which each inspection or maintenance task was performed, a description of the inspection findings or maintenance completed, and the name of the inspector or maintenance personnel performing the task. If a maintenance task requires the clean-out of any sediments or debris, the location where the sediment and debris was disposed after removal will be indicated. Inspection & Maintenance Logs will be kept on file at the on-site Property Management office. Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 3 MAINTENANCE PROGRAM The Owner, Property Manager and maintenance staff will conduct the Operation and Maintenance program set forth in this document. The Owner or Property Manager will ensure that inspections and record keeping are timely and accurate, and that cleaning and maintenance are performed in accordance with the recommended frequency for each stormwater component. Inspection & Maintenance Log Forms shall include the date and the amount of the last significant storm event in excess of 1-inch of rain in a 24- hour period, physical conditions of the structures, depth of sediment in structures, evidence of overtopping or debris blockage and maintenance required of each structure. The following areas, facilities, and measures will be inspected by the Owner or Property Manager and maintained as specified below. Identified deficiencies will be corrected. Accumulated sediments and debris will be properly handled and disposed of off-site, in accordance with local, state, and federal guidelines and regulations. SUBSURFACE STORMWATER SYSTEM Subsurface infiltration / detention systems are used widely for controlling the quantity of stormwater runoff as well as the quality where space is limited. Subsurface systems’ performance varies by manufacturer and system design. The stormwater management system proposes the installation of a subsurface system incorporating 3.0’ Retain-it chambers (Or approved equal). According to the Owners Maintenance Manual provided by Retain-It, the infiltration / detention chambers are “self-sufficient and operate without requiring any outside assistance, except for periodic inspection to verify optimal performance and maintenance for removal of collected pollutants.” The chambers should be inspected periodically with a greater number of inspections to take place during the system start up (just after installation). To successfully maintain the design parameters the following will be required for upkeep: Periodically: Inspector shall visually inspect the system to help identify issues of concern. The inspector should look for signs of slow flows, backed up water, visible oil, trash, and debris or an excessive amount of sediment in the storage area. During periodic inspections the inspector should visibly inspect the outlet control structure for issues of concern. If sediment is observed to be causing issues of concern, a vacuum truck should be used to suck the accumulated sediments, oils, greases, trash, and debris from the system. Sediments, trash, and debris shall be removed and disposed of in an approved manner. Any indications of hazardous material, determined by visual inspection, testing, smell or abnormality, should be reported and handled per appropriate regulations. For more information regarding the Retain-It Owners Maintenance Guide visit: http://retain-it.com/library/retain-it-sms-owners-maintenance-guide.pdf HYDRODYNAMIC SEPARATOR UNIT Hydrodynamic separators protect the environment by removing a wide range of pollutants from stormwater runoff. Periodic removal of these captures pollutants is essential to the continuous, long-term functioning of the separator. The unit will capture and retain sediment and oil until the sediment and oil storage volumes are full to capacity. When sediment and oil storage capacities are reached, the structure will no longer be able to store removed sediment and oil. Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 4 The stormwater management system proposes to incorporate a Contech water quality unit. According to the Contech Guide Operation, Design, Performance and Maintenance, inspections shall take place at regular intervals to ensure optimum performance. At a minimum, inspections shall be performed twice a year (Ex.: spring & fall) however more frequent inspections may be required depending on several things one being severity of winter (excessive sanding/salting). The frequency of cleanout is determined in the field after installation. During the first year of operation, the units should be inspected regularly and then after, every six months (twice a year) to determine the rate of sediment and floatables accumulation. A simple probe can be used to determine the level of accumulated solids stored in the sump. This information should be recorded in the inspection logs. On the log it is important to note the date, location of structure (or identification), estimated volume of floatables, and depth of sediment. Securely replace the top of the structure and take down any safety equipment. Then notify the engineer of record for any irregularities in the structure’s performance if any. The system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. Sediment and debris removal can be done manually or with approved sumpvac (or equal). For more information regarding the CDS Guide Operation, Design, Performance and Maintenance visit: https://www.conteches.com/Portals/0/Documents/Design%20Guides/CDSDesign%20Guide.pdf?ver=201 8-05-16-083621-907 CATCH BASIN Catch basins are underground concrete structures which are designed to retain removed trash, debris, and coarse sediment from stormwater runoff and serve as temporary spill containment devices for floatables such as oil and greases prior to discharge into a storm sewer pipe. The functions of a catch basin include: A grate and/or vertical notch found in the curbing that allow stormwater to enter the structure while filtering out larger objects such as trash and leaves. A two-foot (minimum) sump below the invert of the storm sewer pipe provides an area for detention time which allows sands and other sediments to settle out of the runoff prior discharge. An attached hooded outlet, that prevents floatables and sediment from entering the storm sewer pipes. At a minimum, catch basins and drain manholes shall be inspected quarterly (four times per year). Ideally, inspections should be conducted in the fall, at the end of the leaf-drop, in the spring following snowmelt and following heavy rain falls, defined as a storm event exceeding 1-inch of rain fall within a twenty- four-hour period to verify that inlet openings are not clogged by debris. Each structure should be cleaned whenever the depth of sediment deposits is greater than or equal to one half the depth of the sump from the bottom of the structure to the bottom of the lowest pipe invert. Structures shall be inspected for a buildup of sediments, oils, debris, cracks, breaks, or deformations. Any function of the catch basin and drain manhole that is not in working order will be replaced with similar materials, as per detail, to prevent the storm sewer system from failing. If floating hydrocarbons are observed during an inspection, the material should be removed immediately by skimming, absorbent materials, or other method and disposed in conformance with applicable state and federal regulations. The catch basins shall be cleaned by means of handheld shovels, scallop shovel and/or vacuum truck. Vacuum truck may be required instead of shovels to avoid damage to structure. The grate opening shall be clear of any foreign or lodged object. If floating hydrocarbons are Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 5 observed during an inspection, the material should be removed immediately by skimming, absorbent materials or other methods and salts used in the winter will be removed from the catch basin sumps in the early spring. Leaves, pine needles and branches brought down by autumn winds, rain, and cold weather will be removed from the catch basin sumps in the late fall. Collected sediment, debris and hydrocarbons will be properly disposed of per local, state and federal requirements. Damaged Hoods should be replaced when noted by inspection. STREET MAINTENANCE Street maintenance is a non-structural source control performed by mechanical means to limit sediment and particulates from impervious surfaces as an effort to control or limit the sediment migration to other stormwater BMP’s during storm events. There are three typical types of sweeping methods, including mechanical, regenerative air and vacuum filter. Mechanical sweepers are the most common and use brooms or brushes to scour the pavement. Regenerative air sweepers blow air onto the impervious surface causing sediment and other fine particles to be blown from the surface so they can be vacuumed. Vacuum filter sweepers are available in wet and dry types. Dry types use brooms to agitate the sediment prior to vacuuming. Wet types work in a similar fashion but use water to suppress dust during the collection activity. Because of street maintenance, sediment and other fine particulates are limited on the impervious surfaces and be further controlled from entering other BMP’s. They also allow for the removal and prevention of accumulation of sediment along parking or road edges. This should be done periodically during dry weather to remove excess sediments to reduce the amount of sediments that the drainage system shall have to remove from runoff. Sweeping should mostly be conducted between the months of March and November, with special attention to sweeping during the wetter (earlier) months. Salt used for de-icing should be limited as much as possible as this will reduce the need for the removal and treatment. However, sand containing the minimum amount of calcium chloride (or approved equal) needed for handling may be applied as part of the routine winter maintenance activities. PESTICIDES, HERBICIDES AND FERTILIZERS Pesticides and herbicides shall be used sparingly. Fertilizers should be restricted to the use of organic fertilizers only. Exterior storage of fertilizers, herbicides, pesticides or other toxic or hazardous materials should be prohibited. EMEREGENCY SPILL CONTAINMENT The Owner, along with the on-site Property Manager is responsible for educating staff and informing tenants on the environmental benefits associated with the use of pavement at the site. Staff must be trained, and tenants informed via the community website as to the proper spill prevention control and response procedures should a spill occur on the pavement surface. Proper spill control products, such as a granular dry absorbent, must be kept on-site at the property management office in a clean, dry chemical and corrosion resistant container. A spill of greater than 10 gallons of oil or a spill of any quantity that has reached a surface water, into a sewer, storm drain, ditch, or culvert leading to a surface water, is immediately reported to one or more municipal, state, or federal authority. In the event of a hazardous waste spill on-site, the following protocol should be followed. Proposed Commercial Redevelopment 12 Ballston Avenue Saratoga Springs, NY 12866 6 If it is safe to do so, maintenance staff or tenants detecting an oil spill should immediately stop the release and use available materials to prevent the spread of oil. If there is a potentially flammable, toxic, or explosive condition, evacuate the vicinity of the spill. If it’s believed that a reportable or dangerous condition exists, immediately call your local Fire Department to notify them of the release. If it is believed that a reportable condition exists, immediately call the New York Department of Environmental Conservation (DEC) to notify them of the release. Call the NYS DEC Spill Hotline toll free statewide number, 1-800-457-7362. Be prepared to provide the following information to the DEC and the Fire Department: o Identity of the caller o Contact phone number Location of the spill o Type of product spilled o Approximate quantity or product spilled Extent of actual and/or potential water pollution o Date and time of spill o Cause of spill o Contact a Licensed Site Professional (LSP) to assist in further handling of the material(s) and DEC.