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Home My WebLink About20260435 56 Duplainville Rd Regeneron Site Plan SWPPP 06.02.2026 May 20, 2026 Stormwater Pollution Prevention Plan (SWPPP) For REGENERON PHARMACEUTICALS PHASE I SITE REDEVELOPMENT 56 Duplainville Road City of Saratoga Springs Saratoga County, New York Prepared for: REGENERON PHARMACEUTICALS, INC. 1 Global View Troy, NY 12180 Prepared by: C.T. MALE ASSOCIATES 50 Century Hill Drive Latham, New York 12110 (518) 786-7400 FAX (518) 786-7299 C.T. Male Associates Project No: 25.1294 Unauthorized alteration or addition to this © Copyright 2026 Document is a violation of the New C.T. MALE ASSOCIATES York State Education Law. C.T. MALE ASSOCIATES STORMWATER POLLUTION PREVENTION PLAN (SWPPP) REGENERON PHARMACEUTICALS PHASE I SITE REDEVELOPMENT TABLE OF CONTENTS -i- Page 1.0 CERTIFICATIONS .........................................................................................................1 1.1 Contractor ............................................................................................................1 1.2 Contractor Responsibilities ...............................................................................2 1.3 Certification of SWPPP Preparer .....................................................................4 2.0 PERMIT OVERVIEW .....................................................................................................5 2.1 General .................................................................................................................5 2.2 Execution of the General Permit ......................................................................6 3.0 PROJECT OVERVIEW...................................................................................................7 3.1 Existing Conditions ............................................................................................8 3.2 General Permit Requirements ........................................................................10 4.0 STORMWATER MANAGEMENT PLANNING .....................................................12 4.1 Step 1: Site Planning ........................................................................................12 4.1.1 Preservation of Natural Features and Conservation ......................12 4.1.2 Reduction of Impervious Cover .........................................................13 4.2 Step 2: Calculation of the Water Quality Volume (WQv) ..........................13 4.3 Step 3: Runoff Reduction ................................................................................15 4.3.1 Evaluation of Green Infrastructure Techniques ..............................15 4.4 Step 4: Use of Standard Stormwater Management Practices .....................16 4.5 Step 5: Design of Volume and Peak Rate Control Practices ......................16 5.0 STORMWATER MANAGEMENT OBJECTIVES ....................................................17 5.1 Purpose and Methodology .............................................................................17 5.2 Climate Change and Resiliency Planning ....................................................18 5.2.1 Evaluation of Physical Risks of Climate Change .............................18 5.3 Stormwater Management Practices Employed............................................18 6.0 EROSION AND SEDIMENT CONTROLS ...............................................................19 6.1 Stabilization Requirements .............................................................................22 6.2 Trench De-Watering ........................................................................................22 6.3 Dust Control ......................................................................................................22 6.4 Construction Materials Management Plan ...................................................22 6.5 Maintenance and Repairs ................................................................................25 C.T. MALE ASSOCIATES STORMWATER POLLUTION PREVENTION PLAN (SWPPP) REGENERON PHARMACEUTICALS PHASE I SITE REDEVELOPMENT TABLE OF CONTENTS -ii- 7.0 INSPECTION AND MAINTENANCE REQUIREMENTS ....................................25 7.1 Contractor Requirements ................................................................................25 7.2 Qualified Inspector Requirements .................................................................26 7.3 SWPPP Inspection Requirements ..................................................................26 8.0 WINTER SHUTDOWN PLAN...................................................................................27 9.0 POST CONSTRUCTION OPERATIONS AND MAINTENANCE .......................28 9.1 Operations and Maintenance Manual ...........................................................28 FIGURE(S) FIGURE 1 Site Location Map APPENDICES APPENDIX A SPDES General Permit GP-0-25-001 APPENDIX B Soils Information APPENDIX C NOI (Notice of Intent) Application Form APPENDIX D NYS OPRHP Information APPENDIX E Drainage Maps and Supporting Calculations APPENDIX F Selected Site Plan(s) and Details APPENDIX G SWPPP Inspection Forms APPENDIX H Post-Construction Operations and Maintenance Manual (O&M Manual) APPENDIX I Erosion and Sediment Control Cutsheets APPENDIX J Bioretention Inspection and Maintenance Cutsheets C.T. MALE ASSOCIATES - 1 - 1.0 CERTIFICATIONS 1.1 Contractor All Contractors and Subcontractors who perform earth disturbance on the project site shall sign and date a copy of the following certification statement before undertaking any construction activity at the project site: “I hereby certify 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 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.” CONTRACTOR: Company ____________________________________________________________ Name/Title/Date ____________________________________________________________ SUBCONTRACTOR: Company ____________________________________________________________ Name/Title/Date ____________________________________________________________ SUBCONTRACTOR: Company ____________________________________________________________ Name/Title/Date ____________________________________________________________ If additional Contractors/Subcontractors must sign the Stormwater Pollution Prevention Plan (SWPPP), please continue on the back of this page. C.T. MALE ASSOCIATES - 2 - 1.2 Contractor Responsibilities Prior to the commencement of construction activity, the Contractor(s) and Subcontractor(s) shall be responsible for installing, constructing, repairing, inspecting, and maintaining the erosion and sediment control measures identified in this SWPPP. The following chart shall be filled out prior to commencement of construction by Owner/Operator. Task: Responsible Contractor: Installing erosion and sediment controls (ESC) ______________________________ Daily inspection of ESC ______________________________ Maintenance/Repair of ESC ______________________________ Seeding/stabilization of disturbed areas ______________________________ Each of the Contractors and Subcontractors shall identify at least one trained individual from their company who will be responsible for implementation of the SWPPP. One trained individual shall be on-site on a daily basis when soil disturbance activities are being performed. A trained contractor is defined by the General Permit as: An employee from a contracting (construction) firm that has received four (4) hours of training, which has been endorsed by the NYSDEC, from a Soil and Water Conservation District, CPESC, Inc., or other NYSDEC endorsed entity, in proper erosion and sediment control principles. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. This individual shall be responsible for implementation of the SWPPP. C.T. MALE ASSOCIATES - 3 - The following individuals have been identified on this project as trained contractors: CONTRACTOR: Company ____________________________________________________________ Trained Individual____________________________________________________________ SUBCONTRACTOR: Company ____________________________________________________________ Trained Individual____________________________________________________________ SUBCONTRACTOR: Company ____________________________________________________________ Trained Individual____________________________________________________________ C.T. MALE ASSOCIATES - 4 - 1.3 Certification of 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 General Permit (GP-0-25-001). 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.” Name: Owen Speulstra, P.E. Title: Project Engineer Signature: __________________________ Date: ___________________ C.T. MALE ASSOCIATES - 5 - 2.0 PERMIT OVERVIEW Refer to Appendix A for a copy of the SPDES General Permit GP-0-25-001. The technical standards for erosion and sediment controls are detailed in the “New York Standards and Specifications for Erosion and Sediment Control” published by the Empire State Chapter of the Soil and Water Conservation Society, dated November 2016. 2.1 General The conditions of the New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit GP-0-25-001 for Stormwater Discharges from Construction Activities (henceforth referred to as General Permit) must be adhered to on this construction project. The SWPPP and the General Permit contain specific measures to be followed by the Contractor and Subcontractors to prevent pollutants from leaving the project site. Each Contractor or Subcontractor who performs earth disturbance must sign and complete the appropriate pages in Section 1.0 prior to start of work on this site. Contractors shall maintain a complete set of the documents comprising the SWPPP at the construction site for review by NYSDEC representatives at all times during the construction process. All SWPPP inspections shall be performed by the qualified inspector. Each Contractor shall include in their bid costs necessary to comply with the requirements of the SWPPP including, but not limited to: specific practices shown on the drawings, practices not shown on the drawings but necessary for the prevention of stormwater pollution and to ensure compliance with the conditions of the General Permit, preparation of required submittals, maintenance of the required erosion and sediment control measures, and removal of non-permanent practices in accordance with the approved construction sequence. The NOI (Notice of Intent), SWPPP, and inspection reports required by this permit are public documents that the Owner/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 the NOI, SWPPP or inspection reports. Copying of documents will be done at the requester’s expense. C.T. MALE ASSOCIATES - 6 - Revisions to the SWPPP and to the Erosion and Sediment Control Plan may occur during construction. Any additional instructions or directed changes made to the contract documents must be made by the Engineer and implemented by the Contractor as soon as practicable. The costs incurred to address these items should be included in the Contractor’s bid. 2.2 Execution of the General Permit Prior to initiation of any construction-related land disturbance, the Contractor shall notify the qualified inspector to conduct this inspection prior to initiating construction. A qualified inspector shall perform the first weekly site inspection and certify that the erosion and sediment control measures are in place, and then construction may begin. Contractors shall commence land disturbing construction activities only after evidence of the qualified inspector’s acceptance to the site erosion and sediment controls. Site disturbance without installation of proper erosion and sediment control measures and certification from the qualified professional is in direct violation of the General Permit. An electronic Notice of Termination (eNOT) shall be filed by Owner/Operator only when construction is complete and permanent stabilization of disturbed areas has occurred and the MS4 has signed off on the Project. REQUIREMENTS AND TECHNICAL STANDARDS This SWPPP has been prepared in accordance with the following technical standards: x New York Standards and Specifications for Erosion and Sediment Control, published by the “Empire State Chapter of the Soil and Water Conservation Society,” dated November 2016. This is the technical standard for erosion and sediment controls. x New York State Stormwater Design Manual, published by “New York State Department of Environmental Conservation,” dated July 31, 2024. This is the technical standard for design of stormwater management practices. C.T. MALE ASSOCIATES - 7 - 3.0 PROJECT OVERVIEW Regeneron Pharmaceuticals, Inc. proposes to redevelop the existing 62.1±-acre parcel (Tax Parcel No. 177-6-66) located at 56 Duplainville Road within the Grande Industrial Park in the City of Saratoga, Saratoga County, New York. A Site Location Map is provided as Figure 1. The work addressed under this Stormwater Pollution Prevention Plan (SWPPP) consists of site work associated with Phase 1 of the proposed redevelopment. The development will involve site grading, excavation, and other construction activities as noted below. The total disturbance will be approximately 12.3± acres of the overall parcel primarily focused on the northern and western portion of the property. A summary of the work included is as follows: x Demolition pavement and misc. equipment in areas of improvement, x Removal of a rail spur, x Relocation of northern access road, x Exterior pipe racking along the northern side of the building. x Installation of trash compactors (multiple locations), x Bulk chemical and gas storage, x Sidewalk at the southeast corner of the building, x Cooling towers, transformers, generators, electrical duck banks, electrical vaults and switch gear at the northwestern portion of site, x Two Potable & Process Water Tanks, with booster pump station, at the eastern portion of the site, x Site emergency back-up generators. x Parking area restriping, x Sanitary Sewer Pump Station and forcemain, x Offsite Water and Sewer improvements. The Site Plan design package references work as designed by others or designed under separate cover for reference only. These include the following: x Guard Shack by Adams Road, designed by others x Guard Shack by Duplainville Road, designed by others x Transformers, generators, electrical vaults, and switch gear, designed by others x Pipe rack, designed by others x Two (2) Potable Water Tanks and Booster Pump, designed under separative cover x Fire Service Water Tank and Booster Pump, designed under separate cover x Offsite Water Improvement, designed under separate cover C.T. MALE ASSOCIATES - 8 - x Sanitary Sewer pump station and forcemain, designed under separate cover x Offsite sanitary sewer improvements, designed under separate cover From a stormwater management perspective, the project is classified as a redevelopment project with a net decrease in impervious area. In accordance with Chapter 9 of the Stormwater Design Manual (SWDM), redevelopment projects are required to provide treatment for (NYSDEC SMP Classification I-2)., in addition to treatment of 100 percent of the calculated WQv from newly proposed impervious areas, using standard stormwater management practices. x Overall, the proposed site will result in a 13% reduction in impervious surface compared to existing site conditions. x In accordance with the SWDM Chapter 9 redevelopment criteria (Section 9.2.1.A.V), a combination of impervious area reduction and a standard treatment practice is proposed. The site reduces the impervious area by 13% and a standard treatment practice that treats an equivalent area of the remaining 12% is required. x Northeast Portion of the site will see a local increase in impervious surfaces and a new infiltration basin is proposed (NYSDEC SMP Classification I-2) in that area. This will treat an area larger than the remaining 12% stated in the above bullet point. 3.1 Existing Conditions The site was previously home to Quad Graphics, which was a printing business that operated from the 1980s until 2023, and was the original owner and developer of the site. The site contains a principal vacant industrial building that totals 907,574± square feet (sf) and is 32.5 feet tall, excluding mechanical equipment. Ancillary site improvements include asphalt parking lots and driveways, concrete walkways, landscape and hardscape areas, a small recreational park and pavilion, and exterior mechanical equipment, tanks, and several permanent and temporary accessory structures. The site contains 823 existing parking spaces that include 10 ADA accessible spaces. Additional spaces exist for trailer parking, truck loading zones, and loading docks. The impervious coverage of the site (including buildings) is 63.1% of the parcel area (±62.1 acres). Site utilities include public water, public sewer, storm sewer, electric and site lighting, and natural gas (provided by National Grid). We note that the total existing principal building area (907,574± sf) excludes the western portion of the previously approved “Building M”, (then referred to as Building 8). The site plan for Building M was approved by the City Planning Board in December 1997, for a total area of 159,330 sf. The eastern portion of this building (80,033± sf) was subsequently constructed by C.T. MALE ASSOCIATES - 9 - Quad Graphics and added onto the facility, while only a foundation was constructed for the western portion of the building (79,297± sf), which remains today as an existing impervious surface. This remaining portion of Building M is intended to be erected by Regeneron in the same footprint, as previously approved. The proposed overall principal building area as noted in this application (986,871± sf) includes the western portion of Building M, all of which has been previously approved by the City Planning Board. The Regeneron site is served by an existing stormwater management system that includes a combination of conveyance and treatment features designed to control runoff from developed portions of the property. Stormwater runoff is routed through an established collection network to a retention basin located at the northwest corner of the site and a detention basin situated near the southeast/front parking area. Several drywells are also located on site and discharge into the previously mentioned stormwater basins. Based on available records and prior design documentation, these stormwater facilities were constructed incrementally, beginning with the original site development in approximately 1984 and continuing through successive expansions, with the most recent stormwater-related construction occurring in 2006. The 2006 improvements appear to have been designed and constructed in compliance with the New York State SPDES Stormwater General Permit GP-02-01, which required preparation and implementation of a Stormwater Pollution Prevention Plan (SWPPP). The level of SPDES stormwater permit coverage and associated stormwater management requirements applicable to the earlier construction phases is less clear, as some phases were constructed prior to the 1993 implementation of the SPDES Stormwater General Permit GP-93-06, while other phases were constructed under GP-93-06, which was in effect from 1993 through 2003. Documentation regarding permit coverage and SWPPP preparation or implementation for these earlier phases is limited or unavailable. From a stormwater modeling perspective, and given the sandy nature of the existing soils, some infiltration from the basins and drywells is expected. An infiltration rate of 9 inches per hour was used in modeling the existing basins. To remain conservative, the drywells were not assigned an infiltration rate in the model. The Northwest retention basin has a footprint of 48,200± SF, volume of 287,300±CF and a depth of 9 feet. The southeast detention basin has a footprint of 214,800± SF, volume of 151,400±CF and a depth of 5 feet. A conservative infiltration rate of 9 inches per hour was assumed pending field verification testing. Based on past experience in the area and the presence of sandy soils, higher infiltration rates are anticipated. C.T. MALE ASSOCIATES - 10 - There are no mapped wetlands or waters of the U.S. on the subject parcel. The closest surface waterbody is the Geyser Brook and its tributaries, Segment ID 1101-0071 in the Upper Hudson River basin. After a review of the USDA Web Soil Survey, it was determined that the site soils are predominantly classified as Windsor loamy sand, which have a Hydrologic Soil Group (HSG) “A” designation. Slopes across the main project area are generally gradual. Soils information from the United States Department of Agriculture’s “Web Soil Survey”, as well as on-site soils testing, has been included in Appendix B, “Soils Information”. 3.2 General Permit Requirements The total amount of physical land disturbance associated with the Project will be more than 1 acre; therefore, the Applicant is required to prepare and apply for permit coverage under the SPDES General Permit (GP-0-25-001), which requires the preparation of a SWPPP and the submission of a completed Notice of Intent (NOI) to the NYSDEC prior to starting construction. Per the General Permit, a waiver is required if disturbance at any one time is anticipated to exceed 5 acres. Although the total site disturbance will be greater than 5 acres, construction will occur in phases, limiting disturbance to no more than 5 acres at any one time; therefore, a 5-acre waiver is not anticipated to be required. The Project proposes no impacts to delineated or mapped regulated wetlands (state or federal). Per requirements of the General Permit, is it required that this SWPPP provides documentation of due diligence review by New York State Office of Parks and Recreation and Historic Preservation (OPRHP). A letter dated 3/26/2026 from OPRHP stated “Based upon this review, it is the opinion of OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project.” The letter is included in Appendix D. The Project site is not located in an enhanced phosphorus watershed, as described in Appendix C of the General Permit. The Project is located within a traditional land use control Municipal Separate Storm Sewer System (MS4), as the City of Saratoga Spring is a MS4 community. C.T. MALE ASSOCIATES - 11 - It is estimated that construction of the Project will commence in the Summer of 2026 with an estimated completion time of Winter of 2030. C.T. MALE ASSOCIATES - 12 - 4.0 STORMWATER MANAGEMENT PLANNING From a stormwater perspective this proposal will be a redevelopment project with a decrease in impervious. Overall, within the limits of disturbance, the redeveloped site reflects an approximate 13 percent reduction in impervious area, decreasing from 234,956 square feet under existing conditions to 204,238 square feet under proposed conditions. Based on the site soils and treatment/detention requirements, the stormwater infrastructure to be constructed includes one infiltration basins (NYSDEC SMP Classification I-2). The infiltration basin will be in the northeastern part of the site area to treat runoff from the new impervious areas that are being added and a portion of the existing impervious areas. This infiltration basin will be sized to accommodate the runoff from the existing and proposed impervious areas. The infiltration basin has been designed in accordance with the NYSSMDM (New York State Stormwater Management Design Manual) and will treat runoff from the WQv event and provide the required minimum Water Quality Volume (WQv). Runoff Reduction Volume (RRv) is not required for a redevelopment project with a reduction of impervious. In order to maintain the existing drainage routes as much as possible, the infiltration basin will contain overflow outlet structures, which will discharge to the existing drainage structures and ultimately to Design Point 1. The five-step stormwater management planning process described in Chapter 3 of the Stormwater Management Design Manual has been followed. The following sections describe each of the steps. 4.1 Step 1: Site Planning The following site planning measures described in the NYS Stormwater Management Design Manual have been evaluated below: 4.1.1 Preservation of Natural Features and Conservation Preservation of Undisturbed Areas – Undisturbed areas have been preserved to the maximum extent possible. Preservation of Buffers – Buffers have been preserved to the extent practicable. Reduction of Clearing and Grading - The clearing and grading limits have been reduced to the extent practical for this project. C.T. MALE ASSOCIATES - 13 - Locating Development in Less Sensitive Areas – The proposed project is not located in a sensitive area. Open Space Design - This practice is not applicable to this type of project. Soil Restoration - The grassed areas that are to be disturbed will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual, except where pavement improvements occur. 4.1.2 Reduction of Impervious Cover Roadway Reduction – The project will utilize existing access roads. Sidewalk Reduction – The new sidewalk proposed with this project on the southeast side of the building has been reduced to the extent practicable. Driveway Reduction – Not applicable to this project. Building Footprint Reduction – The project will utilize existing building footprints and are in alignment with the needs of the client and have been reduced to the extent practicable. Parking Reduction – The project will utilize existing parking areas and these areas are in alignment with the needs of the client and have been reduced to the extent practicable. 4.2 Step 2: Calculation of the Water Quality Volume (WQv) The Regeneron site is served by an existing stormwater management system that includes a combination of conveyance and treatment features designed to control runoff from developed portions of the property. Stormwater runoff is routed through an established collection network to a retention basin located at the northwest corner of the site and a detention basin situated near the southeast/front parking area. The existing site is divided into seven (7) drainage areas runoff from these drainage areas ultimately discharges to three (3) design points (DP-1, DP-2, and DP-3). DP-1 is located at the northwestern corner of the site and is where the majority of the developed site drains. DP-2 is located near the southwestern corner of the site. DP-3 is located at the southeastern corner of the site. The drainage subcatchments are shown on the existing and proposed drainage maps included in Appendix E. For stormwater management design purposes, the proposed site consists of nine (9) drainage areas. The design point will be the same under both existing and proposed conditions, runoff C.T. MALE ASSOCIATES - 14 - from these drainage areas ultimately discharges to three (3) design points (DP-1, DP-2, and DP- 3). For the purposes of this drainage report, the majority of the work area is located within the drainage areas tributary to DP-1. The drainage subcatchments are shown on the existing and proposed drainage maps included in Appendix E. Overall, within the limits of disturbance, the redeveloped site reflects an approximate 13 percent reduction in impervious area, decreasing from 234,956 square feet under existing conditions to 204,238 square feet under proposed conditions [KS7.1]. In accordance with the SWDM Chapter 9 redevelopment criteria (Section 9.2.1.A.V), a combination of impervious area reduction and a standard treatment practice is proposed. Specifically, a single infiltration basin (NYSDEC SMP Classification I-2) will be constructed in the northeastern portion of the site within Subcatchment P1.6. This area will undergo minor modification, including a localized increase in impervious surface to accommodate a truck turnaround. Despite this localized increase, the site overall will maintain a net reduction in impervious area. The applicable equation from SWDM Chapter 9 is as follows: 0%ALT = [25 – (13%ICRED+12%SMP+0%)](3) Based on the above equation, a redevelopment project that reduces disturbed impervious area by 25 percent would not be required to provide additional stormwater mitigation or treatment. In this case, the site reduces impervious surfaces by 13 percent; therefore, stormwater treatment must be provided for an area equivalent to the remaining 12 percent reduction required under the SWDM. The remaining 12 percent of the proposed impervious area (0.12 x 204,238 SF = 24,508 SF) is required to be treated using a standard stormwater management practice. The total calculated WQv requirement is approximately 2,326 CF, based on the 90-percent rainfall event (1.2 inches) and the runoff volume (0.95 inches). The required WQv will be treated by the proposed infiltration basin (NYSDEC SMP Classification I-2). The total treatment volume provided in the proposed infiltration basin is 3,624 CF, which is greater than or equal to the calculated WQv requirement of 2,326 CF; therefore, the WQv treatment requirement has been satisfied for the overall site. Supporting WQv calculations are provided in Appendix E. The proposed gatehouse project that is being designed by others and is located in the southeastern portion of the site, within Subcatchment Areas P3.1 and P3.2, was designed by C.T. MALE ASSOCIATES - 15 - others. The required SWDM requirements for that area were met through the use of a single infiltration basin (NYSDEC SMP Classification I-2), designed by others. 4.3 Step 3: Runoff Reduction For redevelopment projects with a reduction in impervious RRv is not required. However, the proposed infiltration basin (NYSDEC SMP Classification I-2) provides a runoff reduction volume of 3,624 CF. The GI worksheets are provided in Appendix E. 4.3.1 Evaluation of Green Infrastructure Techniques Conservation of Natural Areas – This practice is not included, as other GI practices were better suited to the project. Sheet flow to Riparian Buffers or Filter Strips - This practice is not included; however, all buffers will remain undisturbed. Vegetated Swale – Not applicable to this project. Tree Planting / Tree Pit – This practice is not included, as other GI practices were better suited to the project. Disconnection of Rooftop Runoff – This practice is not included, as other GI practices were better suited to the project. Stream Daylighting - This practice is not applicable. Rain Gardens – This practice is not included, as other GI practices were better suited to the project. Green Roofs - This practice is not included, as other GI practices were better suited to the project. Stormwater Planters - This practice is not included, as other GI practices were better suited to the project. Rain Barrels and Cisterns - This practice is not included, as other GI practices were better suited to the project. C.T. MALE ASSOCIATES - 16 - Porous Pavement – This practice is not included, as other GI practices were better suited to the project. Standard SMPs with RRv Capacity – one (1) infiltration basins (NYSDEC SMP Classification I-2) are included in this project. 4.4 Step 4: Use of Standard Stormwater Management Practices One (1) infiltration basin (NYSDEC SMP Classification I-2) is proposed as part of this project, located on the northeast side of the site. 4.5 Step 5: Design of Volume and Peak Rate Control Practices HydroCAD Version 10.0 was utilized to model both existing and proposed conditions scenarios and compare peak runoff rates during various storm events. The precipitation rates for the 10- and 100-year 24-hour storm events are 3.70 inches and 6.15 inches respectively. Printouts from HydroCAD are included in Appendix E of this SWPPP. The one (1) infiltration basin (NYSDEC SMP Classification I-2) and provide sufficient treatment of the water quality volume required for the site and to reduce the peak runoff rates, such that the post-redevelopment volumes and peak rates of runoff are less than or equal to existing conditions rates. Table 1 – Design Point 1 - Pre and Post Development Runoff Rates 1-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 1 7.01 4.54 10-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 1 24.63 22.60 100-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 1 39.82 38.42 C.T. MALE ASSOCIATES - 17 - Table 2 – Design Point 2 - Pre and Post Development Runoff Rates 1-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 2 0.03 0.03 10-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 2 0.63 0.63 100-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 2 2.41 2.41 Table 3 – Design Point 3 - Pre and Post Development Runoff Rates 1-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 3 0.00 0.00 10-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 3 0.03 0.03 100-year, 24-hour Rainfall Event Existing Conditions (cfs) Proposed Conditions (cfs) Design Point 3 2.22 2.00 5.0 STORMWATER MANAGEMENT OBJECTIVES 5.1 Purpose and Methodology The purpose of the Stormwater Management Controls developed for the site is as follows: A. Maintain existing drainage patterns as much as possible and continue the conveyance of upland watershed runoff. B. Control increases in stormwater runoff resulting from the proposed development without adversely altering downstream conditions. C. Mitigate potential stormwater quality impacts and prevent soil erosion and sedimentation resulting from stormwater runoff. D. Control discharge volume(s). C.T. MALE ASSOCIATES - 18 - 5.2 Climate Change and Resiliency Planning New York State is expected to experience increasing temperatures, increasing precipitation, rising sea level and shifting ecology. 5.2.1 Evaluation of Physical Risks of Climate Change Increasing Temperatures - The project utilizes vegetated conveyance systems where possible and large vegetated buffers to reduce the impacts of rising temperatures on stormwater discharges. Increasing Precipitation - The proposed SMAs (Stormwater Management Areas) are designed with spillways which prevent overtopping up to and including the 200-year storm. Increasing Variability in Precipitation - The SMAs are designed with spillways which prevent overtopping up to and including the 200-year storm. Increasing Frequency and Severity of Flooding - The SMAs are designed with spillways which prevent overtopping up to and including the 200-year storm. Rising Sea Levels - Seas levels will not have an impact on this project. Increasing Storm Surge - Storm Surge will not have an impact on this project. Shifting Ecology - Tree clearing and construction of impervious surfaces have been reduced to the greatest extent practicable. 5.3 Stormwater Management Practices Employed The Stormwater Management Practices (SMPs) to be installed include an infiltration basin (NYSDEC SMP Classification I-2). Pretreatment for the infiltration basin will be achieved by forebays prior to the runoff flowing to the infiltration basin. Stormwater generated on site will primarily travel as sheet flow and shallow concentrated flow toward the proposed storm sewer conveyance system. This system will collect and direct runoff to the designated infiltration basin for treatment and volume reduction. Collectively, these flow paths ensure that on-site stormwater is routed efficiently to the proposed treatment practices and managed in accordance with the project’s stormwater objectives. The existing drainage patterns have been maintained for the proposed development as much as possible. The stormwater management practices C.T. MALE ASSOCIATES - 19 - selected for use on this site will further help to mitigate potential stormwater quality impacts and limit soil erosion and sedimentation that can result from stormwater runoff. The software program HydroCAD, version 10.00, was utilized to perform hydrologic computations. There is one (1) design point shown on the drainage maps included in the calculations appendix. Runoff rates during the 1, 10-, and 100- year storm events have been controlled to be less than or equal to existing conditions peak runoff rates. 6.0 EROSION AND SEDIMENT CONTROLS The erosion and sediment controls for this project are in accordance with the New York Standards and Specifications for Erosion and Sediment Control, dated July 2016 (updated November 2016). Erosion control measures selected for this Project site include, but are not limited to, the following: silt fence, erosion control blanket, seeding/mulching and concrete washout(s). Refer to Appendix F, “Erosion and Sediment Control Plan and Details” for the locations of erosion and sediment control measures. The following are descriptions of each Erosion and Sediment Control practice to be used on-site and conditions of implementation: x Silt Fence/Compost Fiber Rolls – Install silt fence and/or compost fiber rolls as described in the construction sequencing notes on the ESC plan sheet, and per the silt fence detail on the ESC detail sheet. Silt fencing shall be installed prior to earth moving/soil disturbance activities and should be properly toed in. Compost fiber rolls can be used in lieu of silt fence and/or in areas where silt fence cannot be staked (i.e., on asphalt or other hardscaped area). Prefabricated silt fence units can be used in place of separate stakes/fabric rolls. Silt fence/compost fiber rolls shall be monitored throughout construction to ensure that they are functioning properly, and that sediment buildup is not excessive. Silt fence/compost fiber rolls shall remain in place until all tributary drainage areas have achieved sufficient stabilization (80% vegetative cover). Five (5) sections of silt fence totaling 426 linear feet are proposed. Maintenance Traffic shall not be permitted to cross silt fence and/or compost filter socks. Accumulated sediment shall be removed when it reaches half the above ground height of a filter sock or if sediment buildup creates any visual bulges along silt fencing. Silt fencing/filter socks shall C.T. MALE ASSOCIATES - 20 - be inspected weekly and after each runoff event. Damaged fencing/filter socks shall be repaired per manufacturer recommendations or replaced within 24 hours of inspection notification. x Stabilized Construction Entrance(s) – Stabilized construction entrances shall be installed in the locations shown on the ESC plan, and per the stabilized construction entrance detail on the ESC detail sheet. Stabilized construction entrances should be installed prior to the start of earth moving/soil disturbance activities on the project site. Construction entrances shall be maintained at all times and road sweeping at the entrances shall be conducted if sediment is tracked off-site. Stabilized construction entrances can be removed after final stabilization has been achieved and sediment tracking is no longer a concern. Maintenance The access shall be maintained in a condition which will prevent tracking of sediment onto public right-of-way or streets. This may require periodic top dressing with additional aggregate/stone. All sediment spilled, dropped or washed onto public rights-of-way must be removed immediately. When necessary, wheels must be cleaned to remove sediment prior to entrance onto public rights-of-way. When washing is required, it shall be done on an area stabilized with aggregate/stone, which drains into an approved sediment trapping device. x Concrete Washout – Concrete washouts should be installed so that concrete waste is contained and not littered around the site. The washouts should be constructed per the detail on the associated plans. Washouts should always be lined and concrete should be removed when the maximum capacity of the washout is near (when concrete waste level is within 1-foot of the top of washout). Concrete wash water may not be discharged from the washout without prior treatment for sediment removal. One (1) concrete washout is proposed. Maintenance All concrete washout facilities/areas shall be inspected daily. Damaged or leaking facilities shall be repaired or replaced immediately. Excess rainwater that has accumulated over hardened concrete within the washout area should be pumped to a stabilized area. Accumulated hardened material shall be removed when 75% of the storage capacity of the C.T. MALE ASSOCIATES - 21 - washout area is filled. Dispose of the hardened material off-site and in a legal manner. The plastic liner shall be replaced with each cleaning of the washout area. x Check Dams – Check dams should be installed where concentrated stormwater flows, which may pick up sediment, could flow offsite. Check dams should be installed in the location(s) shown on the plans and should remain in place throughout construction, or until uphill areas have been deemed stabilized (minimum 80% uniform vegetative cover or stone/impervious cover). Two (2) check dams with dimensions of 9’x3’ and 18’x3’ are proposed. Maintenance Check dams shall be inspected weekly and after each runoff event. Any damage should be corrected immediately. If significant erosion has occurred between check dams, a liner of stone should be installed in that portion of the channel, or additional check dams shall be installed. Remove sediment accumulated behind check dams as needed to allow the channel to drain through the dam itself. This is in order to prevent large flows from carrying sediment over the dam. x Erosion Control Blanket – Erosion control blanket should be installed on slopes that are equal to or steeper than 3H:1V, and as shown on the plans. Once fine grading has been performed and topsoil placed, areas should be seeded prior to the placement/staking of erosion control blanket to ensure that sufficient grass growth will become established, as seeding on top of erosion control blanket is not generally effective. Approximately 1,700 square feet of erosion control blanket is proposed. Maintenance Blanketed areas shall be inspected weekly and after each runoff event until permanent vegetation is established to a minimum uniformity of 80% coverage throughout the blanketed area. Damaged or displaced blankets shall be restored or replaced within 2 calendar days. C.T. MALE ASSOCIATES - 22 - 6.1 Stabilization Requirements Stabilization in areas to remain vegetated shall consist of seeding and straw/mulch. The Contractor shall initiate stabilization measures as soon as practical in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than fourteen (14) calendar days after construction activity in that portion of the site has temporarily or permanently ceased. This requirement does not apply in the following instances: 1. When initiation of stabilization is not practicable due to excessive snow cover – the depth of acceptable snow cover is to be determined at the discretion of the regional DEC office. 2. When construction activity on a portion of the site has temporarily ceased and earth- disturbing activities shall resume within twenty-one (21) calendar days, then temporary stabilization measures do not need to be initiated on that portion of the site. 6.2 Trench De-Watering Trench dewatering, if needed, shall be conducted using a portable pump and hose, or a vacuum tank truck, as needed. Water should be pumped to an appropriate, stabilized area, so as not to cause erosion. 6.3 Dust Control Dust shall be controlled on the Project by use of a water truck. The qualified inspector shall determine the frequency of water application in order to control dust. Chemicals or other methods of dust control are prohibited to be used on the Project, unless approved by NYSDEC Regional office. 6.4 Construction Materials Management Plan During construction, the following materials could be used and stored on-site: Concrete additives, paints/solvents, acids, cleaning products, petroleum-based products/fuel, pesticides, fertilizers, construction wastes, sanitary wastes, and tackifier for soil stabilization. The aforementioned materials shall be managed using the following procedures: C.T. MALE ASSOCIATES - 23 - 1. Good Housekeeping: 1.1. Store only products required to do the job on the site and use all of a product before disposing of the container. 1.2. All materials stored on-site shall be stored in a neat and orderly manner. Containers shall be stored with their lids on when not in use. Drip pans shall be provided under all dispensers. 1.3. Products shall be kept in their original container with manufacturers’ label. 1.4. Manufacturer’s recommendations for proper use and disposal shall be followed. 2. Hazardous Products: 2.1. Material Safety Data Sheets (MSDS) for each substance with hazardous properties shall be provided on-site. Each employee who must use the product shall be instructed on the use of MSDS Sheets and specific information applicable to that product. 2.2. If a surplus of the product must be disposed of, manufacturer’s, local/state/federal recommended methods for disposal shall be followed. 3. Petroleum Products: 3.1. All on-site vehicles shall be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. 3.2. Petroleum products shall be sealed in properly labeled containers. 4. Fertilizers: 4.1. Fertilizers shall be applied in the minimum amounts recommended by the manufacturer and be immediately worked into the soil to limit exposure to stormwater. 4.2. Storage of fertilizers shall be placed in a plastic bin and stored in a covered area to prevent spills. 5. Paints, Solvents: 5.1. Excess paint and solvents shall not be discharged into the storm sewer and shall be properly disposed of according to New York State regulations. 6. Concrete Wastes: 6.1. Washwater may be disposed of on the site in a specifically designed diked area or into forms to make other useful concrete products. C.T. MALE ASSOCIATES - 24 - 6.2. Hardened residue from the concrete washout area shall be disposed of as construction waste. 6.3. All concrete wash areas shall be located in an area where it is not likely to contribute to stormwater discharged. This determination shall be made by the Engineer or qualified professional during construction. 7. Solid/Construction Wastes: 7.1. All waste materials shall be stored in an appropriate lidded dumpster and disposed of by a licensed waste management company in the State of New York. 7.2. No construction materials shall be buried on-site, and all personnel shall be instructed on correct procedures for waste disposal. 8. Sanitary Wastes: 8.1. All sanitary waste shall be collected from portable units by a New York State licensed portable facility provider. 8.2. All portable units shall be located in a place where it is not likely to contribute to stormwater discharge. 9. Spill Response: 9.1. Spill/Waste Containment and Protection. In the event of reportable petroleum spills, most hazardous materials spills construction equipment failure, petroleum products (such as hydraulic oil or diesel fuel) could be released to the environment (i.e., ground surface). When this happens, notification of any spill must be reported to the New York State Department of Environmental Conservation (NYSDEC) Spills hotline (1- 800-457-7362) within two (2) hours after discovery unless all non-reporting criteria is met. A representative of the Owner shall be notified immediately and lead the cleanup efforts. Cleanup Procedures: x Immediate Action: Stop the source and contain the spill immediately using absorbent materials (e.g., kitty litter, pads), if safe to do so. x Dry Cleanup Only: Do not flush with water or allow materials to enter storm drains or waterways. x Soil Removal: Contaminated media must be evaluated and as warranted excavated, removed, and properly disposed of. x Equipment: Repair or replace leaking equipment immediately. x Engage with a qualified environmental professional as necessary to assist with cleanup procedures. C.T. MALE ASSOCIATES - 25 - If spill cleanup is beyond simple cleanup effort for the Owner to handle as defined by use of shovels, absorbent materials and containment in 55-gallon drums, an external remediation company and environmental engineer must be contacted for spill cleanup support and guidance, respectively. Spill cleanup materials shall be placed in 55-gallon steel drums and secured with lids. The drum(s) shall be labelled with non-hazardous labels unless otherwise determined to be hazardous waste which needs to be labelled differently. The drums shall be relocated to an area of the site where it is least likely to be struck by operating construction equipment. The contents shall be characterized for disposal following the acceptance criteria of the facility accepting the waste. Upon legal disposal of the waste, provide the Owner with proof of disposal such as manifests and/or wight tickets from the facility accepting the waste. Records of spill cleanup shall be maintained for a period of three (3) years and certain information may need to be shared with NYSDEC in order for the spill record to be closed. NYSDEC shall dictate what additional actions beyond initial spill cleanup may be required. 6.5 Maintenance and Repairs The Contractor is responsible to perform maintenance and repairs of the erosion and sediment control measures, within one (1) business day of the deficiencies being observed. The erosion and sediment control measures shall be installed and maintained by the Contractor until the vegetated areas have achieved 80% growth over the entirety of the site. 7.0 INSPECTION AND MAINTENANCE REQUIREMENTS 7.1 Contractor Requirements 1. All erosion and sediment control measures in the SWPPP and construction plans shall be maintained in effective operating condition during construction. See section 7.0 for maintenance. 2. Per the General Permit, the Contractor shall inspect the erosion and sediment control measures in the SWPPP to ensure that they are being maintained in effective operating condition during construction. If soil disturbance activities have been temporarily suspended and temporary stabilization measures have been applied to disturbed areas, the Contractor may cease these ongoing inspections. C.T. MALE ASSOCIATES - 26 - 3. The Contractor may cease ongoing inspections of erosion and sediment control measures and remove these features when the Project has been completed and areas have received final stabilization as defined in Section 7.1 Stabilization Requirements. 7.2 Qualified Inspector Requirements The qualified inspector is defined by the General Permit as the following: A person 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, or other NYSDEC 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 received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles. After receiving the initial training, the trained 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. 7.3 SWPPP Inspection Requirements The qualified inspector shall conduct site SWPPP inspections in accordance with the General Permit the following timetable: 1. Inspect the installed erosion and sediment control measures at the site prior to the start of construction activities. 2. Inspect the site once every seven (7)-calendar days during ongoing construction activities. 3. Inspect the site every thirty (30) days where soil disturbance activities have been temporarily suspended and temporary stabilization measures have been applied to disturbed areas. Owner/Operator shall contact the Reginal DEC Office in writing prior to reducing the frequency of inspections. 4. Inspect all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site. 5. Upon project completion, perform a final inspection to certify that the Project has achieved 80% vegetative cover. C.T. MALE ASSOCIATES - 27 - The inspector shall perform the SWPPP inspections in accordance with the General Permit requirements. Within one (1) business day of completing the SWPPP inspection, the qualified inspector shall notify the Owner/Operator and Contractor of any corrective actions that need to be taken. All completed SWPPP inspection forms shall be maintained in Appendix G of this SWPPP and shall be on the construction site at all times. 8.0 WINTER SHUTDOWN PLAN The Contractor shall notify the SWPPP inspector of the erosion control measures intended to stabilize the site against erosion. In preparation for winter shutdown, the Contractor shall provide and implement one (or a combination) of the following erosion control measures (within three days) on areas where vegetation has not been established: x jute/coconut fiber blankets; x geotextile; x tackifier; x hay/straw mulch; or x alternate method(s) acceptable to the Engineer and the NYSDEC. Following the SWPPP inspector’s acceptance of the erosion control measures selected for winter shutdown, the site shall have a minimum of one (1) SWPPP inspection conducted per month. Additionally, SWPPP inspections shall also be conducted after rainfalls in excess of one-half (½”) inch in a 24-hour period and after significant snowmelt occurs. If these inspections reveal areas damaged by erosion, the Contractor shall provide repairs prior to the next scheduled SWPPP inspection. If construction is to continue throughout the winter, the winter stabilization section of the NYS DEC “Blue” Book applies to all construction activities involved with ongoing land disturbance and exposure between November 15th and the following April 1st. Refer to page 2.38 of NYS DEC “Blue” Book for additional information related to stabilization requirements during this period. C.T. MALE ASSOCIATES - 28 - 9.0 POST CONSTRUCTION OPERATIONS AND MAINTENANCE 9.1 Operations and Maintenance Manual The Post Construction Operations and Maintenance Manual (O&M Manual) consists of maintenance procedures that shall be employed after construction has been completed and final stormwater management facilities are in operation. The O&M Manual identifies the components of the stormwater management system that shall be maintained on a regular basis to ensure proper function, useful life, and the design intent of the SMP(s). The Owner shall be responsible for maintenance of stormwater management facilities once construction has been completed. Refer to Appendix H “Post Construction Operations and Maintenance Manual.” C.T. MALE ASSOCIATES FIGURE 1 Site Location Map %D O O V W R Q $ Y H *UDQG$YH *H\ V H U 5 G 'XSODLQYLOOH5G $GDPV 5G 1<6,76*HRVSDWLDO6HUYLFHV SaratoJa SSrinJs SaratoJa CoXnt\, NY 3URMHFW1XPEHU 'DWD6RXUFH1<6*,6&OHDULQJKRXVH 3URMHFWLRQ6WDWH3ODQH1$'1<()HHW 'DWH$SULO )LOH'XSODLQYLOOH5GB6LWH0DSDSU[ *,6'/DQGUHYLOOH ProMect Location )iJXre MaS Note TKe Oocations and featXres deSicted on tKis PaS are aSSro[iPate and do not reSresent a fieOd sXrve\ © , ,, )T LeJend WƌŽũĞĐƚ>ŽĐĂƟŽŶ WĂƌĐĞůŽƵŶĚĂƌǇ ZŽĂĚƐ in , ft WƌŽũĞĐƚ>ŽĐĂƟŽŶ C.T. MALE ASSOCIATES APPENDIX A SPDES General Permit 0-25-001 PREFACE Pursuant to Section 402 of the Clean Water Act (CWA), and 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), 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 State 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 and 8, and Article 70, as well as 6 NYCRR Parts 621 and 750. Construction activities constitute construction of a point source and, therefore, pursuant to ECL sections 17-0505, 17-0701, and 17-0803, the owner or operator must have coverage under a SPDES permit prior to commencement of construction activities. 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. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001 FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part I. How to Obtain Coverage and General Requirements ..................................... 5 A. Eligibility Requirements...................................................................................... 5 B. Types of Discharges Authorized ........................................................................ 9 C. Prohibited Discharges ...................................................................................... 10 D. Electronic Notice of Intent (eNOI) Submittal..................................................... 10 E. General Requirements for Owners or Operators with Permit Coverage .......... 14 F. Permit Coverage for Discharges Authorized Under GP-0-20-001.................... 18 G. Change of Owner or Operator .......................................................................... 19 Part II. Water Quality-Based Effluent Limitations..................................................... 20 A. Maintaining Water Quality ................................................................................ 20 B. Effluent Limitations Applicable to Discharges from Construction Activities ...... 20 C. Post-Construction Stormwater Management Practice (SMP) Requirements ... 23 Part III. Stormwater Pollution Prevention Plan (SWPPP)......................................... 28 A. General SWPPP Requirements ....................................................................... 28 B. Required SWPPP Contents ............................................................................. 32 C. Required SWPPP Components by Project Type.............................................. 37 Part IV. Inspection and Maintenance Requirements ................................................ 37 A. General Construction Site Inspection and Maintenance Requirements ........... 37 B. Contractor Maintenance Inspection Requirements .......................................... 37 C. Qualified Inspector Inspection Requirements................................................... 38 Part V. How to Terminate CGP Coverage.................................................................. 43 A. Electronic Notice of Termination (eNOT) Submittal.......................................... 43 Part VI. Record Retention and Reporting.................................................................. 45 A. Record Retention ............................................................................................. 46 B. Reporting ......................................................................................................... 46 Part VII. Standard Permit Requirements ................................................................... 46 A. Duty to Comply................................................................................................. 46 B. Need to Halt or Reduce Activity Not a Defense................................................ 46 C. Penalties .......................................................................................................... 46 D. False Statements ............................................................................................. 47 E. Re-Opener Clause ........................................................................................... 47 F. Duty to Mitigate ................................................................................................ 47 G. Requiring Another General Permit or Individual SPDES Permit....................... 47 H. Duty to Provide Information.............................................................................. 49 I. Extension ......................................................................................................... 49 J. Signatories and Certification ............................................................................ 50 K. Inspection and Entry ........................................................................................ 52 L. Confidentiality of Information............................................................................ 53 M. Other Permits May Be Required ...................................................................... 53 N. NYSDEC Orders or Civil Decrees/Judgments.................................................. 53 O. Property Rights ................................................................................................ 53 P. Compliance with Interstate Standards.............................................................. 53 Q. Oil and Hazardous Substance Liability............................................................. 54 R. Severability....................................................................................................... 54 S. NYSDEC Approved Forms............................................................................... 54 APPENDIX A – Abbreviations and Definitions.......................................................... 55 Abbreviations............................................................................................................. 55 Definitions.................................................................................................................. 56 APPENDIX B – Required SWPPP Components by Project Type............................. 64 Table 1....................................................................................................................... 64 Table 2....................................................................................................................... 66 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal............... 68 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) ........ 74 APPENDIX E – List of NYSDEC Regional Offices..................................................... 80 APPENDIX F – SWPPP Preparer Certification Form ................................................ 81 APPENDIX G – MS4 SWPPP Acceptance Form........................................................ 83 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form ................................ 86 APPENDIX I – MS4 No Jurisdiction Form.................................................................. 89 APPENDIX J – Owner/Operator Certification Form.................................................. 91 Part I. Part I. How to Obtain Coverage and General Requirements To be covered under this permit, the owner or operator must meet all eligibility requirements in Part I.A. and follow the requirements for obtaining permit coverage in Part I.D., F., or G. A. Eligibility Requirements For a common plan of development or sale, the phase(s) that meet the eligibility requirements in Part I.A. may obtain coverage under this permit even if other phase(s) of the same common plan of development or sale do not meet the eligibility requirements and require an individual SPDES permit. 1. The owner’s or operator’s construction activities involve soil disturbances of: a. one or more acres; or b. less than one acre which are part of a common plan of development or sale that will ultimately disturb one or more acres; or c. less than one acre where NYSDEC 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. i. 5,000 square feet or more, but less than one acre, and are in the New York City Watershed located east of the Hudson River, Appendix C Figure 1; or ii. 20,000 square feet or more, but less than one acre, within the municipal boundaries of the City of New York (NYC); or iii. less than 20,000 square feet which are part of a common plan of development or sale that will ultimately disturb 20,000 square feet or more, but less than one acre, within the municipal boundaries of NYC; or iv. that creates 5,000 square feet or more of impervious area within the municipal boundaries of NYC. 5 Part I.A.2. 2. Discharges from the owner’s or operator’s construction activities are/were not: a. already covered by a different SPDES permit; or b. covered under a different SPDES permit that was denied, terminated, or revoked; or c. identified in an expired individual SPDES permit that was not renewed; or d. required to obtain an individual SPDES permit or another general SPDES permit in accordance with Part VII.K. 3. If construction activities may adversely affect a species that is endangered or threatened, the owner or operator must obtain a: a. permit issued pursuant to 6 NYCRR Part 182 for the project; or b. letter issued by NYSDEC of non-jurisdiction pursuant to 6 NYCRR Part 182 for the project. 4. If construction activities have the potential to affect an historic property, the owner or operator must obtain one of the following: a. documentation that the construction activity is not within an archeological buffer 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: i. 1-5 acres of disturbance - 20 feet; or ii. 5-20 acres of disturbance - 50 feet; or 6 Part I.A.4.a.iii. iii. 20+ acres of disturbance - 100 feet. b. NYSDEC consultation form sent to OPRHP,1 and copied to NYSDEC’s Agency Historic Preservation Officer (APO), and i. the State Environmental Quality Review Act (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 or 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). c. documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: i. No Affect; or ii. No Adverse Affect; or iii. Executed Memorandum of Agreement. d. documentation that SHPA Section 14.09 has been completed by NYSDEC or another state agency. 5. If construction activities are subject to SEQR, the owner or operator must obtain documentation that SEQR has been satisfied. 6. If construction activities are not subject to SEQR, but subject to the equivalent environmental review from another New York State or federal agency, the 1 The consultation form can be submitted, along with other project information, through OPRHP's Cultural Resource Information System (CRIS) portal. If submitted through CRIS, paper copies of the consultation form need not be mailed. 7 Part I.A.6. owner or operator must obtain documentation that project review, pursuant to a process equivalent to SEQR from another New York State or federal agency, has been satisfied. 7. If construction activities require Uniform Procedures Act (UPA) Permits (see 6 NYCRR Part 621) from NYSDEC, or the equivalent from another New York State or federal agency, the owner or operator must: a. obtain all such necessary permits; or b. receive notification from NYSDEC pursuant to 6 NYCRR 621.3(a)(4) excepting Part I.A.7.a. 8. Construction activities are not eligible if they meet the following criteria in Part I.A.8.a. or b.: a. For linear transportation and linear utility project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb two or more acres of steep slope. b. For all other project types, the construction activities: i. are within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website; and ii. are undertaken on land with no existing impervious cover; and iii. disturb one or more acres of steep slope. 8 Part I.B. B. Types of Discharges Authorized 1. The following stormwater discharges are authorized under this permit: a. Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity, are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained in accordance with Part II. and Part III. b. Stormwater discharges from construction support activities at the construction site (including concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas) if the following requirements are met: i. The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; and ii. The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; and iii. The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and iv. Stormwater controls are implemented in accordance with Part II. and Part III. for discharges from the support activity areas. 2. The following non-stormwater discharges associated with construction activity are authorized under this permit: a. Non-stormwater discharges 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”; and b. Non-stormwater discharges of waters to which other components have not been added that are used in accordance with the SWPPP to control dust or irrigate vegetation in stabilized areas; and c. Uncontaminated discharges from dewatering operations 9 Part I.B.3. 3. Authorized discharges of stormwater or authorized discharges of non- stormwater, commingled with a discharge authorized by a different SPDES permit and/or a discharge that does not require SPDES permit authorization, are also authorized under this permit. C. Prohibited Discharges 1. Non-stormwater discharges prohibited under this permit include but are not limited to: a. Wastewater from washout of concrete; and b. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; and c. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; and d. Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and e. Toxic or hazardous substances from a spill or other release. D. Electronic Notice of Intent (eNOI) Submittal To receive authorization in accordance with Part I.D.3.b., the owner or operator must submit a complete eNOI in accordance with the requirements in Part I.D. The eNOI contains questions to: ensure eligibility requirements in Part I.A. have been met; obtain owner or operator contact information; obtain the total area to be disturbed and the existing/future impervious areas (rounded to the nearest tenth of an acre); confirm Traditional Land Use Control MS4 Operator jurisdiction over construction projects; satisfy the EPA eRule requirements; confirm that the Water Quality-Based Effluent Limitations in Part II. have been met; demonstrate consideration of the future risks due to climate change in accordance with Part III.A.2.; and confirm that the other Stormwater Pollution Prevention Plan (SWPPP) requirements in Part III. have been met. 1. An eNOI may be submitted for: a. construction activities that are not part of a common plan of development or sale; or 10 Part I.D.1.b. b. an entire common plan of development or sale; or c. separate phase(s) of a common plan of development or sale if the following requirements are met: i. the common plan of development or sale meets the eligibility requirements of Part I.A.5. or 6.; and ii. the phase(s) meet(s) all other eligibility requirements of Part I.A.; and iii. Part III.C. Required SWPPP Components by Project Type is based on the common plan of development or sale, not the phase(s); or d. tree clearing that is associated with, or will support, a renewable energy generation, transmission, or storage project that meets Part I.A.5. and 6., if the tree clearing: i. meets all other eligibility requirements of Part I.A.; and ii. will occur in NYSDEC’s Regions 3-9; and iii. is not within ¼ mile of a bat hibernaculum protected pursuant to 6 NYCRR Part 182; and iv. will occur between November 1st and March 31st. 2. As prerequisites for submitting an eNOI, the owner or operator must: a. prepare a SWPPP for Part I.D.1.a., b., c., or d. in accordance with Part III.; and b. based on the following criteria, upload the following signature forms signed in accordance with Part VII.J. to the eNOI prior to submission: i. for all eNOIs: 1. the SWPPP Preparer Certification Form, Appendix F, signed by the SWPPP preparer; and 11 Part I.D.2.b.i.2. 2. the Owner/Operator Certification Form, Appendix J, signed by the owner or operator; and ii. if an eNOI includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that will discharge to the MS4(s): 1. determine if the Traditional Land Use Control MS4 Operator(s) have review authority. A Traditional Land Use Control MS4 Operator does not have review authority where: a. the owner or operator of the construction activities in Part I.D.2.b.ii. is the same entity as the Traditional Land Use Control MS4 Operator identified in Part I.D.2.b.ii.; or b. there is a statute exempting the owner or operator from zoning review by the Traditional Land Use Control MS4 Operator; or c. there is no such statute per Part I.D.2.b.ii.1.b., the Traditional Land Use Control MS4 Operator concludes, after public hearing, that it does not have zoning review authority in accordance with Legal Memorandum LU14 Updated January 2020 “Governmental Immunity from Zoning and Other Legislation”; and 2. if the Traditional Land Use Control MS4 Operator(s) have review authority, submit the SWPPP to the Traditional Land Use Control MS4 Operator(s) for review and have: a. if outside the municipal boundaries of NYC: the MS4 SWPPP Acceptance Form, Appendix G, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; or 12 Part I.D.2.b.ii.2.b. b. if within the municipal boundaries of NYC: The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval Form, Appendix H, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; and 3. if the Traditional Land Use Control MS4 Operator does not have review authority, have the MS4 No Jurisdiction Form, Appendix I, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2. 3. Submitting an eNOI: a. The owner or operator must submit a complete Notice of Intent electronically using a NYSDEC approved form.2 b. The owner or operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. i. If an eNOI is received for a SWPPP that deviates from one of the technical standards but demonstrates equivalence in accordance with Part III.B.1.a.ii. or Part III.B.2.b.ii., if the SWPPP includes construction activities that are not within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s), and/or if the SWPPP includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that do not have review authority in accordance with Part I.D.2.b.ii.1., the authorization date indicated in the LOA will be 60 business days after the eNOI submission date. 2 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 13 Part I.D.3.c. c. If Traditional Land Use Control MS4 Operator(s) have review authority in accordance with Part I.D.2.b.ii.2., the owner or operator must, within five business days of receipt of the LOA, send an electronic copy of the LOA to the Traditional Land Use Control MS4 Operator(s) with review authority. E. General Requirements for Owners or Operators with Permit Coverage 1. As of the date the LOA is received, the owner or operator must make the eNOI, SWPPP, and LOA available for review and copying in accordance with the requirements in Part VII.H. When applicable, as of the date an updated LOA is received, the owner or operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 2. The owner or operator must ensure compliance with all requirements of this permit and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until: a. all areas of disturbance have achieved final stabilization; and b. the owner’s or operator’s coverage under this permit is terminated in accordance with Part V.A.5.a. 3. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the owner or operator must maintain at the construction site, a copy of: a. all documentation necessary to demonstrate eligibility with this permit; and b. this permit; and c. the SWPPP; and d. the signed SWPPP Preparer Certification Form; and e. the signed MS4 SWPPP Acceptance Form or signed NYCDEP SWPPP Acceptance/Approval Form or signed MS4 No Jurisdiction Form (when applicable); and f. the signed Owner/Operator Certification Form; and 14 Part I.E.3.g. g. the eNOI; and h. the LOA; and i. the LOA transmittal to the Traditional Land Use Control MS4 Operator in accordance with Part I.D.3.c. (when applicable). 4. The owner or operator must maintain at the construction site, until Part I.E.2.a. and b. have been met, as of the date the documents become final or are received, a copy of the: a. responsible contractor’s or subcontractor’s certification statement(s) in accordance with Part III.A.7.; and b. inspection reports in accordance with Part IV.C.4. and 6.; and c. Request to Disturb Greater Than Five Acres and the Authorization Letter to Disturb Greater Than Five Acres in accordance with Part I.E.6. (when applicable); and d. Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4. (when applicable); and e. The updated LOA(s) in accordance with Part I.E.9. (when applicable). 5. The owner or operator must maintain the documents in Part I.E.3. and 4. 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. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the owner or operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6. The owner or operator must meet the following requirements prior to disturbing greater than five acres of soil at any one time: a. The owner or operator must submit a written Request to Disturb Greater Than Five Acres to: 15 Part I.E.6.a.i. i. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, if a Traditional Land Use Control MS4 Operator does not have review authority in accordance with Part I.D.2.b.ii.1.; or ii. the Traditional Land Use Control MS4 Operator, if a Traditional Land Use Control MS4 Operator has review authority in accordance with Part I.D.2.b.ii.1.; or iii. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, and each involved Traditional Land Use Control MS4 Operator, if the project spans multiple municipalities with more than one Traditional Land Use Control MS4 Operator involved with review authority in accordance with Part I.D.2.b.ii.1. b. The written Request to Disturb Greater Than Five Acres must include: i. The SPDES permit identification number (Permit ID); and ii. Full technical justification demonstrating why alternative methods of construction that would result in five acres of soil disturbance or less at any one time are not feasible; and iii. The phasing plan for the project and sequencing plans for all phases from the SWPPP in accordance with Part III.B.1.d.; and iv. Plans with locations and details of erosion and sediment control practices such that the heightened concern for erosion when disturbing greater than five acres at one time has been addressed; and v. Acknowledgment that “the owner or operator will comply with the requirements in Part IV.C.2.b.”; and vi. Acknowledgment that “the owner or operator will comply with the requirements in Part II.B.1.b.” c. The owner or operator must be in receipt of an Authorization Letter to Disturb Greater Than Five Acres, which will include when the 16 Part I.E.6.c. authorization begins and ends and indicate a maximum area (acres) of soil disturbance allowed at any one time, from: i. NYSDEC, if Part I.E.6.a.i. or iii. apply; or ii. the Traditional Land Use Control MS4 Operator, if Part I.E.6.a.ii. applies. 7. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 8. 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 Regional Water Engineer (RWE).3 Construction activity shall not resume until written permission to do so has been received from the RWE. 9. To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: a. notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and b. update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and c. receive an updated LOA. 10.The eNOI, SWPPP, LOA, updated LOAs (when applicable), 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 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. 3 The Regional Water Manager where a DEC Region does not have a RWE. 17 Part I.F. F. Permit Coverage for Discharges Authorized Under GP-0-20-001 When applicable: 1. Upon the effective date of this permit, an owner or operator of a construction activity, with coverage under GP-0-20-001, will have interim coverage under GP-0-25-001 for 45 calendar days starting on the effective date of GP-0-25- 001 so long as the owner or operator maintains compliance with all applicable requirements of this permit. 2. Within 30 calendar days of the effective date of this permit, the owner or operator, with coverage under GP-0-20-001, must submit a complete Request to Continue Coverage electronically using a NYSDEC approved form,4 which contains the information identified in Part I.F.3. below, if: a. the owner or operator continues to implement the SMP component in conformance with the technical standards in place at the time of initial project authorization; and b. the owner or operator will comply with all non-design requirements of GP- 0-25-001. 3. The Request to Continue Coverage form contains questions to: ensure eligibility requirements in Part I.A. have been met; verify owner or operator contact information; verify the permit identification number; verify the original eNOI submission ID, if applicable; verify Part I.F.2.a. and b.; verify the version of the Design Manual that the technical/design components conform to; and receive an updated Owner/Operator Certification Form, Appendix I. 4. The owner or operator has obtained continued coverage under GP-0-25-001 as of the date indicated in the LOCC, which is sent by NYSDEC after a complete Request to Continue Coverage form is submitted. 5. If the owner or operator does not submit the Request to Continue Coverage form in accordance with Part I.F.2. and 3., coverage under this permit is automatically terminated after interim coverage expires. 4 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 18 Part I.G. G. Change of Owner or Operator When applicable: 1. When property ownership changes, or when there is a change in operational control over the construction plans and specifications, the following process applies: a. The new owner or operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2.; and b. The new owner or operator must submit an eNOI in accordance with Part I.D.3.; and c. Permit coverage for the new owner or operator will be effective upon receipt of the LOA in accordance with Part I.D.3.b.; and d. The new owner or operator, upon receipt of their LOA, must provide their Permit ID to the original owner or operator; and e. If the original owner or operator will no longer be the owner or operator of the construction activity identified in the original owner’s or operator’s eNOI, the original owner or operator, upon receipt of the new owner’s or operator’s Permit ID in accordance with Part I.G.1.d., must submit to NYSDEC a completed eNOT in accordance with Part V. that includes the name and Permit ID of the new owner or operator; or f. If the original owner or operator maintains ownership of a portion of the construction activity, the original owner or operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. the revised area of disturbance and/or impervious area(s); and ii. the revised SMP information, if applicable; and iii. a narrative description of what has changed; and iv. the new owner’s or operator’s Permit ID for the portion of the project removed from the eNOI. Owners or operators must follow Part I.E.9. to modify the eNOI. 19 Part II. Part II. Water Quality-Based Effluent Limitations A. Maintaining Water Quality NYSDEC expects that compliance with the requirements 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 the following water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York: 1. There must be no increase in turbidity that will cause a substantial visible contrast to natural conditions; and 2. There must be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There must 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 standard, the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this permit and document in accordance with Part IV.C.4. of this permit. To address the water quality standard violation the owner or operator must include and implement appropriate controls in the SWPPP to correct the problem or obtain an individual SPDES permit. If, despite compliance with the requirements of this 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 NYSDEC determines that a modification of this permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit, and the owner or operator must obtain an individual SPDES permit prior to further discharges from the construction site. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part II.B.1.a., b., c., d., and e. These limitations represent the 20 Part II.B. 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 II.B.1.a., b., c., d., and e. and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (BB), 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 SWPPP the reason(s) for the deviation, or alternative design, and provide information in the SWPPP demonstrating that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. At a minimum, erosion and sediment controls must be selected, designed, installed, implemented, and maintained to: i. Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; and ii. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; and iii. Minimize the amount of soil exposed during construction activity; and iv. Minimize the disturbance of steep slope; and v. Minimize sediment discharges from the site; and vi. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; and vii. Minimize soil compaction. Minimizing soil compaction is not required 21 Part II.B.1.a.vii. where the intended function of a specific area of the site dictates that it be compacted; and 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 ceased, whether permanently or temporarily ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within 14 calendar days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix D, or are located in one of the watersheds listed in Appendix C, or are authorized to disturb greater than five acres in accordance with Part I.E.5.a.viii., the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven calendar days from the date the soil disturbance activity 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. Select, 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 selected, designed, installed, implemented, and maintained to: i. Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Soaps, detergents and solvents cannot be used; and 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 22 Part II.B.1.d.ii. 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. Surface Outlets. When discharging from basins and impoundments, the surface outlets must 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 (SMP) Requirements 1. The owner or operator of a construction activity that requires post- construction SMPs, in accordance with Part III.C., must select, design, install, implement, and maintain the SMPs to meet the performance criteria in the New York State Stormwater Management Design Manual, dated July 31, 2024 (DM), using sound engineering judgment. Where SMPs are not designed in conformance with the performance criteria in the DM, 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 SMPs in accordance with Part III.C., must design the practices to meet the applicable sizing criteria in Part II.C.2.a., b., c., or d. a. Sizing Criteria for New Development i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the total WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv must be calculated in accordance with the criteria in Section 4.2 of the DM; or 23 Part II.C.2.a.i.2. 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the requirements in Part II.C.2.a.i.1. due to site limitations must 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 must 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 4.4 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. 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 1-year post-development peak discharge is less than or equal to 2.0 cfs without detention or velocity controls; or 3. The site directly discharges into a fifth order or larger water body (stream, river, or lake), or tidal waters, where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. 24 Part II.C.2.a.iii. iii. 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 directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. iv. 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 directly discharges 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 Watersheds i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the 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 must be calculated in accordance with the criteria in Section 4.3 of the DM; or 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part II.C.2.b.i.1. due to site limitations must 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 must 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 25 Part II.C.2.b.i.2. 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 4.5 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. 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 1-year post-development peak discharge is less than or equal to 2.0 cfs; or 3. The site directly discharges to tidal waters, or a fifth order or larger water body (stream, river, or lake) where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. iii. 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 directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. 26 Part II.C.2.b.iv. iv. 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 directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity i. Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity must be addressed by one of the following options, as outlined in Section 9.2.1. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C) must calculate the WQv in accordance with Section 4.3 of the DM. All other redevelopment activities must calculate the WQv in accordance with Section 4.2 of the DM. 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 DM must be applied to all newly created pervious areas; or 2. Capture and treat 100% of the required WQv, for a minimum of 25% of the disturbed redevelopment impervious area, by implementation of standard SMPs or reduced by application of runoff reduction techniques; or 3. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a volume-based alternative SMP, as defined in Section 9.4 of the DM; or 4. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a flow-through alternative SMP sized to treat the peak rate of runoff from the WQv design storm; or 27 Part II.C.2.c.i.5. 5. Application of a combination of 1 through 4 above that provide a weighted average of at least two of the above methods. Application of this method must be in accordance with the criteria in Section 9.2.1(A)(V) of the DM; or 6. If there is an existing SMP 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 through 5 above. ii. Channel Protection Volume (CPv) is not required if there is 0% change to hydrology that increases the discharge rate and volume from the project site. iii. Overbank Flood Control (Qp) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. iv. Extreme Flood Control (Qf) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects, that include both new development and redevelopment activity, must use SMPs that meet the sizing criteria calculated as an aggregate of the sizing criteria in Part II.C.2.a. or b. for the new development portion of the project and Part II.C.2.c. for the redevelopment activity portion of the project. Part III. Stormwater Pollution Prevention Plan (SWPPP) A. General SWPPP Requirements 1. A SWPPP must be prepared and implemented by the owner or operator of all construction activity covered by this permit. All authorized discharges must be identified in the SWPPP. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and 28 Part III.A.1. practices that will be used to meet the effluent limitations in Part II.B. and, where applicable, the SMP requirements in Part II.C. 2. The SWPPP must demonstrate consideration in narrative format of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. a. The owner or operator must consider: i. the following physical risks due to climate change: (i) increasing temperature; and (ii) increasing precipitation; and (iii) increasing variability in precipitation, including chance of drought; and (iv) increasing frequency and severity of flooding; and (v) rising sea level; and (vi) increasing storm surge; and (vii) shifting ecology. ii. for each of the following: (i) overall site planning; and (ii) location, elevation, and sizing of: a. control measures and practices; and b. conveyance system(s); and c. detention system(s). 3. The SWPPP must describe the erosion and sediment control practices and where required, SMPs that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the 29 Part III.A.3. requirements of this permit. In addition, the SWPPP must identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 4. All SWPPPs, that require the SMP component in accordance with Part III.B.2., must be prepared by a qualified professional. 5. The owner or operator must keep the SWPPP current so that, at all times, it accurately documents the erosion and sediment control practices that are being used or will be used during construction, and all SMPs that will be constructed on the site. At a minimum, the owner or operator must modify the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; and 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; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, NYSDEC, or other regulatory authority; and d. to document the final construction conditions in an as-built drawing. 6. NYSDEC 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 must be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by NYSDEC, the owner or operator must make the required changes to the SWPPP and submit written notification to NYSDEC that the changes have been made. If the owner or operator does not respond to NYSDEC’s comments in the specified time frame, NYSDEC 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. 7. 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 30 Part III.A.7. contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: "I hereby certify under penalty of law that I understand and agree to comply with the requirements 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 the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) 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 must 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 the commencement of construction activities, they must also sign the certification statement and provide the information listed above prior to performing construction activities. 31 Part III.B. B. Required SWPPP Contents 1. Erosion and sediment control component - The owner or operator must prepare a SWPPP that includes erosion and sediment control practices. a. Erosion and sediment control practices must be designed: i. in conformance with the BB; or ii. equivalent to the BB if deviating from Part III.B.1.a.i. b. If the erosion and sediment control practices are designed in conformance with Part III.B.1.a.ii., the SWPPP must include a demonstration of equivalence to the BB. c. At a minimum, the erosion and sediment control component of the SWPPP must include the following: i. Background information about the scope of the project, including the location, type and size of project; and ii. A site map/construction drawing(s) with north arrows for the project, including a general location map. At a minimum, the site map must 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) and receiving surface water(s); and iii. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); and iv. A phasing plan for the project and sequencing plans for all phases, both of which must address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, 32 Part III.B.1.c.iv. and any other construction activity at the site that will result in soil disturbance. 1. The phasing plan must include: a. a map delineating and labeling the limits of soil disturbance for all phases of a project; and b. a table identifying the order and intended schedule of when each phase will begin and end its sequencing plan. The table must identify the total disturbed area for each phase at any one time and the total disturbed area for the overall project at any one time all on one timeline showing all overlapping quantities of disturbed area at any one time; and 2. A sequencing plan for a specific phase must include: a. a table indicating the order and intended schedule of construction activities within a phase, and corresponding construction drawings with a description of the work to be performed; and b. all permanent and temporary stabilization measures; and v. 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; and vi. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; and vii. 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 33 Part III.B.1.c.vii. temporary sediment basins and structural practices that will be used to divert flows from exposed soils; and viii. A maintenance inspection schedule for the contractor(s) and subcontractor(s) identified in Part III.A.7. to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule must be in accordance with the requirements in the BB technical standard; and ix. 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; and x. 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 xi. Identification of any elements of the design that are not in conformance with the design criteria in the BB technical standard. 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. SMP component – The owner or operator of construction activity identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs. a. SMPs must be designed in conformance with the applicable sizing criteria in Part II.C.2.a., c., or d.; and b. SMPs must be designed in conformance with the performance criteria: i. in the DM; or ii. equivalent to the DM if deviating from Part III.B.2.b.i.; or iii. in the New York State Stormwater Management Design Manual, dated January 2015 (2015 Design Manual), or equivalent to it, if the following criteria are met: 34 Part III.B.2.b.iii.1. 1. The eNOI is submitted in accordance with Part I.D. before January 29, 2027 for construction activities that are either: a. subject to governmental review and approval: i. where the owner or operator made any application to that governmental entity prior to the effective date of this permit; and ii. such application included a SWPPP developed using the 2015 Design Manual or equivalent to it; or b. not subject to governmental review and approval: i. where a fiscal allocation for the construction activities has been developed and approved by a governmental entity; and ii. the SWPPP was developed using the 2015 Design Manual or equivalent to it; and c. If SMPs are designed in conformance with Part III.B.2.b.ii., the SWPPP must include the reason(s) for the deviation or alternative design and a demonstration of equivalence to the DM; and d. If SMPs are designed in conformance with Part III.B.2.b.iii., the SWPPP must include supporting information or documentation demonstrating that Part III.B.2.b.iii.1.a. or b. apply; and e. The SMP component of the SWPPP must include the following: i. Identification of all SMPs to be constructed as part of the project, including which option the SMP designs conform to, either Part III.B.2.b.i., ii., or iii. Include the dimensions, material specifications and installation details for each SMP; and ii. A site map/construction drawing(s) showing the specific location and size of each SMP; and 35 Part III.B.2.e.iii. iii. 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; and (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and SMPs; and (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; and (iv) Summary table, with supporting calculations, which demonstrates that each SMP has been designed in conformance with the sizing criteria included in the DM; and (v) Identification of any sizing criteria that is not required based on the requirements included in Part II.C.; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the DM. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the DM. iv. Soil testing results and locations (test pits, borings); and v. Infiltration test results, when required in accordance with Part III.B.2.a.; and vi. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each SMP. The plan must identify the entity 36 Part III.B.2.e.vi. that will be responsible for the long-term operation and maintenance of each practice; and 3. Enhanced Phosphorus Removal Standards - The owner or operator of construction activity identified in Table 2 of Appendix B that is located in a watershed identified in Appendix C must prepare a SWPPP that includes SMPs designed in conformance with the applicable sizing criteria in Part II.C.2.b., c., or d. and the performance criteria Enhanced Phosphorus Removal Standards included in the DM. At a minimum, the SMP component of the SWPPP must meet the requirements of Part III.B.2. C. Required SWPPP Components by Project Type 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 accordance with Part III.B.1. Owners or operators of the construction activities, identified in Table 2 of Appendix B, must prepare a SWPPP that also includes SMPs designed in accordance with Part III.B.2 or 3. For the entire area of disturbance, including the entire common plan of development or sale if applicable, the owner or operator must evaluate every bullet from Appendix B Table 1 and Table 2 separately. If bullets from both Table 1 and Table 2 apply, the SWPPP must include erosion and sediment control practices for all construction activities but SMPs for only those portions of the construction activities that fall under Table 2 bullet(s). 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 SMPs identified in the SWPPP, are inspected and maintained in accordance with Part IV.B. and C. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity, identified in Tables 1 and 2 of Appendix B, must have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being 37 Part IV.B.1. 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 must: a. if the corrective action does not require engineering design: i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 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 in accordance with Part IV.B.1. The trained contractor must begin conducting the maintenance inspections in accordance with Part IV.B.1. 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 in accordance with Part IV.B.1. if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 1. With the exception of the following construction activities identified in Tables 1 and 2 of Appendix B, a qualified inspector must conduct site inspections for all other construction activities identified in Tables 1 and 2 of Appendix B: 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 or equal to five (5) acres and is 38 Part IV.C.1.a. 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 D; and b. the construction of a single-family home that involves soil disturbances of one (1) or more acres but less than or equal to 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 D; and c. construction on agricultural property that involves soil disturbances of one (1) or more acres but less than five (5) acres; and d. construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances of 5,000 square feet or more, but less than one acre. 2. The qualified inspector must conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector must conduct a site inspection at least once every seven (7) calendar days; or b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part I.E.6. to disturb greater than five (5) acres of soil at any one time, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days; or 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 must conduct a site inspection at least once every thirty (30) calendar days. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas under the jurisdiction of a Traditional Land Use Control MS4 Operator, the Traditional Land Use Control MS4 Operator (provided the Traditional Land Use Control MS4 Operator is not the owner or operator of the construction activity) by hard copy or email prior to reducing the inspections to this frequency and again by hard copy or email prior to re-commencing construction; or 39 Part IV.C.2.d. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the requirement to have the qualified inspector conduct inspections ceases if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1., the Traditional Land Use Control MS4 Operator(s) (provided the Traditional Land Use Control MS4 Operator(s) are not the owners or operators of the construction activity) in writing prior to the shutdown and again in writing prior to resuming construction activity. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator must terminate coverage by meeting the requirements of Part V; or e. For construction sites involving soil disturbance of one (1) or more acres that directly discharge to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector must inspect: a. all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness; and b. all SMPs under construction to ensure that they are constructed in conformance with the SWPPP; and c. all areas of disturbance that have not achieved final stabilization; and d. all points of discharge to surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site; and e. all points of discharge from the construction site. 40 Part IV.C.4. 4. The qualified inspector must prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report must include and/or address all of the following, for all construction activities except those listed in Part IV.C.1.: a. Permit identification number; and b. Date and time of inspection; and c. Name and title of person(s) performing inspection; and d. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and e. A description of the condition of the runoff at all points of discharge from the construction site. This must 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; and f. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and g. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and h. 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; and i. Description and sketch (map) 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; and j. Estimates, in square feet or acres, of the following areas: 41 Part IV.C.4.j.i. i. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and ii. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and iii. Total area that has achieved temporary stabilization; and iv. Total area that has achieved final stabilization; and k. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and l. 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 SMP(s); and m. Identification and status of all corrective actions that were required by previous inspection; and n. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach 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 must 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 must 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 must notify the owner or operator, and appropriate contractor or subcontractor identified in Part III.A.7., of any corrective actions that need to be taken. The contractor or subcontractor must: a. if the corrective action does not require engineering design: 42 Part IV.C.5.a.i. i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 6. All inspection reports must be signed by the qualified inspector. In accordance with Part I.E.3., the inspection reports must be maintained on site with the SWPPP. Part V. How to Terminate CGP Coverage A. Electronic Notice of Termination (eNOT) Submittal The eNOT contains questions to ensure requirements in Part V.A. have been met. 1. An owner or operator must terminate coverage when one or more of the following requirements have been met: a. Total project completion: i. all construction activity identified in the SWPPP has been completed; and ii. all areas of disturbance have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or 43 Part V.A.1.b. b. Planned shutdown with partial project completion: i. all soil disturbance activities have ceased; and ii. all areas disturbed as of the project shutdown date have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or c. In accordance with Part I.G. Change of Owner or Operator; or d. The owner or operator has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 2. For construction activities that require qualified inspector inspections in accordance with Part IV.C.1. and have met Part V.A.1.a. or b., the owner or operator must have the qualified inspector perform a final site inspection prior to submitting the eNOT. The qualified inspector must, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice(s)” certification statements on the eNOT, certify that all the requirements in Part V.A.1.a. or b. have been achieved. 3. For construction activities that are subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1. and meet Part V.A.1.a. or b., the owner or operator must have the Traditional Land Use Control MS4 Operator(s) sign the “MS4 Acceptance” statement on the eNOT in accordance with the requirements in Part VII.J. A Traditional Land Use Control MS4 Operator official, by signing this statement, determined that it is acceptable for the owner or operator to submit the eNOT in accordance with the requirements of this Part. A Traditional Land Use Control MS4 Operator can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) when required in Part V.A.2. 44 Part V.A.4. 4. For construction activities that require SMPs and meet Part V.A.1.a. or b., the owner or operator must, prior to submitting the eNOT, ensure one of the following: a. for SMP(s) that were constructed by a private entity, but will be owned, operated, and maintained by a public entity, the SMP(s) and any right-of- way(s) needed to operate and maintain such practice(s) have been deeded to the municipality in which the practice(s) is located; or b. for SMP(s) that are privately owned, but will be operated and maintained by a public entity, an executed operation and maintenance agreement is in place with the municipality that will operate and maintain the SMP(s); or c. for SMP(s) 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; or d. for SMP(s) 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 policies and procedures in place that ensure operation and maintenance of the practices in accordance with the operation and maintenance plan. 5. An owner or operator that has met the requirements of Part V.A.1., 2., 3., and 4. must request termination of coverage under this permit by submitting a complete Notice of Termination form electronically using a NYSDEC approved form.5 a. The owner’s or operator’s coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 5 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 45 Part VI. Part VI. Record Retention and Reporting A. Record Retention The owner or operator must retain a copy of the documents listed in Part I.E.3. and a copy of the LOT for a period of at least five years from the date that NYSDEC accepts a complete NOT submitted in accordance with Part V. B. Reporting Except for the eNOI, the signature forms associated with the eNOI, and the eNOT, all other written correspondence requested by NYSDEC, including individual permit applications, must be sent to the address of the appropriate DOW (SPDES) Program contact at the Regional Office listed in Appendix E. Part VII. Standard Permit Requirements For the purposes of this permit, examples of contractors and subcontractors include: third-party maintenance and construction contractors. A. Duty to Comply The owner or operator, and all contractors or subcontractors, must comply with all requirements of this permit. Any non-compliance with the requirements of this permit constitutes a violation of the New York State Environmental Conservation Law (ECL), and its implementing regulations, and is grounds for enforcement action. Filing of a request for termination of coverage under this permit, or a notification of planned changes or anticipated non-compliance, does not limit, diminish or stay compliance with any requirements of this permit. B. Need to Halt or Reduce Activity Not a Defense The necessity to halt or reduce the construction activity regulated by this permit, in order to maintain compliance with the requirements of this permit, must not be a defense in an enforcement action. C. Penalties There are substantial criminal, civil, and administrative penalties associated with violating the requirements of this permit. Fines of up to $37,500 per day for each 46 Part VII.C. violation and imprisonment for up to 15 years may be assessed depending upon the nature and degree of the offense. D. False Statements 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 monitoring reports or reports of compliance or noncompliance must, upon conviction, be punished in accordance with ECL §71-1933 and or New York State Penal Law Articles 175 and 210. E. Re-Opener Clause Upon issuance of this permit, a determination has been made on the basis of a submitted Notice of Intent, plans, or other available information, that compliance with the specified permit requirements will reasonably protect classified water use and assure compliance with applicable water quality standards. Satisfaction of the requirements of this permit notwithstanding, if operation pursuant to this permit causes or contributes to a condition in contravention of State water quality standards or guidance values, or if NYSDEC determines that a modification is necessary to prevent impairment of the best use of the waters or to assure maintenance of water quality standards or compliance with other provisions of ECL Article 17 or the Clean Water Act (CWA), or any regulations adopted pursuant thereto, NYSDEC may require such modification and the Commissioner may require abatement action to be taken by the owner or operator and may also prohibit such operation until the modification has been implemented. F. Duty to Mitigate The owner or operator, and its contractors and subcontractors, must 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. G. Requiring Another General Permit or Individual SPDES Permit NYSDEC may require any owner or operator authorized to discharge in accordance with this permit to apply for and obtain an individual SPDES permit or apply for authorization to discharge in accordance with another general SPDES permit. 1. Cases where an individual SPDES permit or authorization to discharge in accordance with another general SPDES permit may be required include, but is not limited to the following: 47 Part VII.G.1.a. a. the owner or operator is not in compliance with the conditions of this permit or does not meet the requirements for coverage under this permit; and b. a change has occurred in the availability of demonstrated technology or practices for the control or abatement of pollutants applicable to the point source; and c. new effluent limitation guidelines or new source performance standards are promulgated that are applicable to point sources authorized to discharge in accordance with this permit; and d. existing effluent limitation guidelines or new source performance standards that are applicable to point sources authorized to discharge in accordance with this permit are modified; and e. a water quality management plan containing requirements applicable to such point sources is approved by NYSDEC; and f. circumstances have changed since the time of the request to be covered so that the owner or operator is no longer appropriately controlled under this permit, or either a temporary or permanent reduction or elimination of the authorized discharge is necessary; and g. the discharge is in violation of section 17-0501 of the ECL; and h. the discharge(s) is a significant contributor of pollutants. In making this determination, NYSDEC may consider the following factors: i. the location of the discharge(s) with respect to surface waters of the State; and ii. the size of the discharge(s); and iii. the quantity and nature of the pollutants discharged to surface waters of the State; and iv. other relevant factors including compliance with other provisions of ECL Article 17, or the CWA. 2. When NYSDEC requires any owner or operator authorized by this permit to apply for an individual SPDES permit as provided for in this subdivision, it must notify the owner or operator in writing that a permit application is required. This notice must include a brief statement of the reasons for this decision, an application 48 Part VII.G.2. form, a statement setting a time for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from the owner’s or operator's receipt of the notification letter, whereby the authorization to discharge under this permit must be terminated. NYSDEC may grant additional time upon demonstration, to the satisfaction of the RWE,6 that additional time to apply for an alternative authorization is necessary or where NYSDEC has not provided a permit determination in accordance with 6 NYCRR Part 621. 3. When an individual SPDES permit is issued to an owner or operator authorized to discharge under this permit for the same discharge(s), this permit authorization for construction activities authorized under the individual SPDES permit is automatically terminated on the effective date of the individual SPDES permit unless termination is earlier in accordance with 6 NYCRR Part 750. H. Duty to Provide Information The owner or operator must furnish to NYSDEC, within five business days, unless otherwise set forth by NYSDEC, any information that NYSDEC may request to determine whether cause exists to determine compliance with this permit or to determine whether cause exists for requiring an individual SPDES permit in accordance with 6 NYCRR 750-1.21(e) (see Part VII.G. Requiring Another General Permit or Individual Permit). The owner or operator must make available to NYSDEC, for inspection and copying, or furnish to NYSDEC within 25 business days of receipt of a NYSDEC request for such information, any information retained in accordance with this permit. Except for Part I.D.4. and 5. and Part I.G., the following applies: where the owner or operator becomes aware that it failed to submit any relevant facts on the Notice of Intent, or submitted incorrect information in a Notice of Intent or in any report to NYSDEC, the owner or operator must submit such facts or corrected information to NYSDEC within five business days. I. Extension In the event a new permit is not issued and effective prior to the expiration of this permit, and this permit is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, then the owner or operator with coverage under this permit may continue to operate and discharge in accordance with the requirements of this permit until a new permit is issued and effective. 6 The Regional Water Manager where a DEC Region does not have a RWE. 49 Part VII.J. J. Signatories and Certification The Notice of Intent, Notice of Termination, and reports required by this permit must be signed as provided in 40 CFR §122.22. 1. All Notices of Intent and Notices of Termination must be signed as follows: a. For a corporation. By a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (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 Notice of Intent or Notice of Termination requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Note: NYSDEC does not require specific assignments or delegations of authority to responsible corporate officers identified in 40 CFR §122.22(a)(1)(i). NYSDEC will presume that these responsible corporate officers have the requisite authority to sign the Notice of Intent or Notice of Termination unless the corporation has notified NYSDEC to the contrary. Corporate procedures governing authority to sign a Notice of Intent or Notice of Termination may provide for assignment or delegation to applicable corporate positions under 40 CFR §122.22(a)(1)(ii) rather than to specific individuals. b. For a partnership or sole proprietorship. By a general partner or the proprietor, respectively. 50 Part VII.J.1.c. c. For a municipality, State, Federal, or other public agency. By either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: 1. the chief executive officer of the agency; or 2. 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. All reports required by this permit, and other information requested by NYSDEC, must be signed by a person described in Part VII.J.1., 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.J.1. or using the Duly Authorized Form, found on the DEC website; and b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, 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 is submitted to NYSDEC. 3. Changes to authorization. If an authorization under Part VII.J.2. is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization satisfying the requirements of Part VII.J.2. must be submitted to NYSDEC prior to or together with any reports, information, or applications to be signed by an authorized representative. 4. Certification. Any person signing a document under Part VII.J.1. or 2. must make the following certification: I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who 51 Part VII.J.4. manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. 5. Electronic reporting. If documents described in Part VII.J.1. or 2. are submitted electronically by or on behalf of the construction activity with coverage under this permit, any person providing the electronic signature for such documents must meet all relevant requirements of this section, and must ensure that all of the relevant requirements of 40 CFR Part 3 (including, in all cases, subpart D to Part 3) (Cross-Media Electronic Reporting) and 40 CFR Part 127 (NPDES Electronic Reporting Requirements) are met for that submission. K. Inspection and Entry The owner or operator must allow NYSDEC, the USEPA Regional Administrator, the applicable county health department, or any authorized representatives of those entities, 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 kept under the requirements of this permit; and 2. have access to and copy at reasonable times, any records that must be kept under the requirements of this permit, including records required to be maintained for purposes of operation and maintenance; and 3. inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices or operations regulated or required under this permit; and 4. sample or monitor at reasonable times, for the purposes of assuring general SPDES permit compliance or as otherwise authorized by the CWA or ECL, any substances or parameters at any location; and 5. enter upon the property of any contributor to the regulated facility or activity under authority of the owner or operator. 52 Part VII.L. L. Confidentiality of Information The following must not be held confidential: this permit, the fact sheet for this permit, the name and address of any owner or operator, effluent data, the Notice of Intent, and information regarding the need to obtain an individual permit or an alternative general SPDES permit. This includes information submitted on forms themselves and any attachments used to supply information required by the forms (except information submitted on usage of substances). Upon the request of the owner or operator, NYSDEC must make determinations of confidentiality in accordance with 6 NYCRR Part 616, except as set forth in the previous sentence. Any information accorded confidential status must be disclosed to the Regional Administrator upon his or her written request. Prior to disclosing such information to the Regional Administrator, NYSDEC will notify the Regional Administrator of the confidential status of such information. M. Other Permits May Be Required Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. N. NYSDEC Orders or Civil Decrees/Judgments The issuance of this permit by the NYSDEC, and the coverage under this permit by the owner or operator, does not supersede, revoke, or rescind any existing order on consent or civil Decree/Judgment, or modification to any such documents or to any order issued by the Commissioner, or any of the terms, conditions, or requirements contained in such order or modification therefore, unless expressly noted. O. Property Rights Coverage under this permit does not convey anypropertyrightsin either real or personal property, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of Federal, State, or local laws or regulations, nor does it obviate the necessity of obtaining the assent of any other jurisdiction as required by law for the discharge authorized. P. Compliance with Interstate Standards If the construction activity covered by this permit originates within the jurisdiction of an interstate water pollution control agency, then the construction activity must also comply with any applicable effluent standards or water quality standards promulgated by that interstate agency and as set forth in this permit for such construction activities. 53 Part VII.Q. Q. Oil and Hazardous Substance Liability Coverage under this permit does not affect the imposition of responsibilities upon, or the institution of any legal action against, the owner or operator under section 311 of the CWA, which must be in conformance with regulations promulgated pursuant to section 311 governing the applicability of section 311 of the CWA to discharges from facilities with NPDES permits, nor must such issuance preclude the institution of any legal action or relieve the owner or operator from any responsibilities, liabilities, or penalties to which the owner or operator is or may be subject pursuant to the Comprehensive Environmental Response, Compensation and Liability Act of 1980, 42 U.S.C. section 9601 et seq. (CERCLA). R. 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, must not be affected thereby. S. NYSDEC Approved Forms The owner or operator must provide all relevant information that is requested by NYSDEC, and required by this permit, on all NYSDEC approved forms. 54 Appendix A APPENDIX A – Abbreviations and Definitions Abbreviations APO – Agency Preservation Officer BB – New York State Standards and Specifications for Erosion and Sediment Control (Blue Book), dated November 2016 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) DM – New York State Stormwater Management Design Manual (Design Manual), dated July 31, 2024 DOW – Division of Water EAF – Environmental Assessment Form ECL – chapter 43-B of the Consolidated Laws of the State of New York, entitled the 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 NYC – The City of New York NYCDEP – The City of New York Department of Environmental Protection NYSDEC – The New York State Department of Environmental Conservation OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RR – Runoff Reduction RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review Act SHPA – State Historic Preservation Act SMP – Post-Construction Stormwater Management Practice 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 55 Appendix A Definitions All definitions in this section are solely for the purposes of this permit. If a word is not italicized in the permit, use its common definition. 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 – the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023). Alter Hydrology from Pre- to Post-Development Conditions – 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 System – a sewer system which conveys sewage and stormwater through a single pipe system to a publicly owned treatment works. Commence (Commencement of) Construction Activities – the initial disturbance of soils associated with clearing, grading or excavation activities; 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. Common Plan of Development or Sale – a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The “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 (SEQR) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. 56 Appendix A Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, mechanized 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, which is excluded from the calculation of the soil disturbance for a project. Routine maintenance includes, but is not limited to: Re-grading of gravel roads or parking lots; and Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of the ditch; and Replacement of existing culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of a ditch; and Replacement of existing bridges that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity beneath the bridges; and 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); and Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment; and 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; and Long-term use of equipment storage areas at or near highway maintenance facilities; and 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; and Existing use of Canal Corp owned upland disposal sites for the canal, and Replacement of curbs, gutters, sidewalks and guide rail posts; and Maintenance of ski trails including brush hog use and mowing; and Above ground snowmaking pipe replacement; and Replacement of existing utility poles; etc. Construction Site – the land area where construction activity(ies) will occur. See also the definitions for “Commence (Commencement of) Construction Activities” and “Common Plan of Development or Sale.” 57 Appendix A Dewatering – the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Directly Discharge(s)(ing) (to a specific surface waterbody) – 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 and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s)(d) – any addition of any pollutant to waters of the State through an outlet or point source. Embankment – an earthen or rock slope that supports a road/highway. Equivalent (Equivalence) – 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 – 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. Historic Property – 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) – all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and compacted gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – not technologically possible, or not economically practicable and achievable considering best industry practices. Minimize(ing)(ation) – 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 System (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): 58 Appendix A 1. owned or operated by a State, city, town, village, 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; and 2. designed or used for collecting or conveying stormwater; and 3. which is not a combined sewer system; and 4. which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Natural Buffer(s) – an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. 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. Nonpoint Source(s) – 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 – flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator – 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 requirements. 59 Appendix A Performance Criteria – the six performance criteria for each group of SMPs in Chapters 5 and 6 of the technical standard, New York State Stormwater Management Design Manual (DM), dated July 31, 2024. These include feasibility, conveyance, pretreatment, treatment, landscaping, and maintenance. It does not include the Sizing Criteria (i.e. WQv, RRv, CPv, Qp and Qf) in Part I.C.2. of the permit. Phase – a defined area in which construction activities are occurring or will occur separate from other defined area(s). Point Source – 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(s) – 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. Qualified Inspector – 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 NYSDEC 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 NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed 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 SMPs that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. 60 Appendix A Qualified Professional – 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 NYSDEC endorsed individual(s). Individuals preparing SWPPPs that require the SMP 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) – 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.). Renewable Energy – electricity or thermal energy generated by renewable energy systems through use of the following technologies: solar thermal, photovoltaics, on land and offshore wind, hydroelectric, geothermal electric, geothermal ground source heat, tidal energy, wave energy, ocean thermal, and fuel cells which do not utilize a fossil fuel resource in the process of generating electricity. Site Limitations – 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 – the criteria included in Part I.C.2 of the permit that are used to size SMPs. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). Steep Slope – land area designated on the current United States Department of Agriculture (USDA) Soil Survey as Soil Slope Phase D, (provided the map unit name or description 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. Stormwater – that portion of precipitation that, once having fallen to the ground, is in excess of the evaporative or infiltrative capacity of soils, or the retentive capacity of surface features, which flows or will flow off the land by surface runoff to waters of the State. 61 Appendix A Streambank – 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) – 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 SMPs); and identifies procedures the owner or operator will implement to comply with the requirements 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 – an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization – 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 Load (TMDL) – 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 and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates Waste Load Allocations (WLA) for point source discharges, Load Allocations (LA) for nonpoint sources, and a margin of safety (MOS). Traditional Land Use Control MS4 Operator – a city, town, or village with land use control authority that is authorized to discharge under New York State DEC’s 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). Trained Contractor – an employee from the contracting (construction) company, identified in Part III.A.7., that has received four (4) hours of NYSDEC endorsed training 62 Appendix A in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC 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.7., 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 NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. Water Quality Standard – 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. 63 Appendix B 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 and not directly discharging to one of the 303(d) segments listed in Appendix D • 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 D • Construction of a barn or other agricultural building, silo, stock yard or pen. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that include construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. 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 New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. Within the municipal boundaries of NYC: • Stand-alone road reconstruction, where the total soil disturbance from only that road construction, is less than one (1) acre of land. The following construction activities: • 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, stormwater retrofits, stream restoration, and resiliency projects that reconstruct shoreline areas to address sea level rise • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails, walking/hiking trails, and mountain biking trails, including a de minimis parking lot (maximum 10 spaces total, sized for passenger cars) with 35 feet minimum preservation of undisturbed area downgradient from the parking lot • Dam rehabilitation (the structure of the dam itself) • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are not part of residential, commercial, or institutional development; • Sidewalks, bike paths, or walking paths, 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. 64 Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities: • Slope stabilization • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Vegetated open space (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) that do not 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 where vegetation will be established, and no redevelopment activity is planned1 • Installation or replacement of either an overhead electric transmission line or a ski lift tower that does not include the construction of permanent access roads or parking areas surfaced with impervious cover. • Solar array field areas that have tables elevated off the ground, spaced one table width apart, do not alter hydrology from pre- to post-development conditions, and address water quality volume and runoff reduction volume by maintaining sheet flow on slopes less than 8%. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that do not include construction or reconstruction of impervious area and do not alter hydrology from pre- to post-development conditions. • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete (in this context, “temporary” means the impervious area will be in place for two years or less) • Other construction activities that do not include the construction or reconstruction of impervious area, and do not alter hydrology from pre- to post-development conditions, and are not listed in Table 2. 1. If the site is redeveloped in the future, a new eNOI must be submitted. 65 Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • 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 D • 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 D • 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 between 20,000 square feet and one (1) acre of land within the municipal boundaries of NYC 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 common plan of development or sale that will ultimately disturb five (5) or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Creation of 5,000 square feet or more of impervious area in the municipal boundaries of NYC • 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) that involves soil disturbance greater than five acres. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that involves soil disturbance greater than five acres and include the construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. • Facility buildings, including ski lodges, restroom buildings, pumphouses, ski lift terminals, and maintenance and groomer garages • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills; including creation of landfills or capping landfills. • Municipal facilities; includes highway garages, transfer stations, office buildings, POTWs, water treatment plants, and water storage tanks • Golf courses • Office complexes 66 Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Permanent laydown yards and equipment storage lots • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surfaces • Road construction or reconstruction, outside the municipal boundaries of NYC • Road construction within the municipal boundaries of NYC • Stand-alone road reconstruction, within the municipal boundaries of NYC where the total soil disturbance from that road reconstruction involves soil disturbance of one (1) acre or more of land • Parking lot construction or reconstruction (as with all Table 2 bullets, this includes parking lots constructed as part of the construction activities listed in Table 1, unless a Table 1 bullet specifies otherwise) • 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 overhead electric transmission line, wind-power, cell tower, oil or gas well drilling, sewer or water main, ski lift, or other linear utility project • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of highway construction or reconstruction • Solar array field areas on slopes greater than 8% that cannot maintain sheet flow using management practices identified in the BB or the DM • Solar array field areas on slopes less than 8% that will alter the hydrology from pre- to post- development conditions • Solar array field areas with tables that are not elevated high enough to achieve final stabilization beneath the tables • Traditional impervious areas associated with solar development (e.g. roads, buildings, transformers) • Utility pads surfaced with impervious cover, including electric vehicle charging stations • 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 67 Appendix C 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 SMPs designed in conformance with the Enhanced Phosphorus Removal Standards included in the DM technical standard. • 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 68 Appendix C Figure 1 - New York City Watershed East of the Hudson 69 Appendix C Figure 2 - Onondaga Lake Watershed 70 Appendix C Figure 3 - Greenwood Lake Watershed 71 Appendix C Figure 4 - Oscawana Lake Watershed 72 Appendix C Figure 5 - Kinderhook Lake Watershed 73 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) List of waterbodies impaired by pollutants related to construction activity, including turbidity, silt/sediment, and nutrients (e.g. nitrogen, phosphorus). This list is a subset of “The Final New York State 2018 Section 303(d) List of Impaired Waters Requiring a TMDL” dated June 2020. County Waterbody Pollutant Albany Ann Lee (Shakers) Pond, Stump Pond (1201-0096) Phosphorus Albany Lawsons Lake (1301-0235) Phosphorus Allegany Amity Lake, Saunders Pond (0403-0054) Phosphorus Allegany Andover Pond (0403-0056) Phosphorus Bronx Reservoir No.1/Lake Isle (1702-0075) Phosphorus Bronx Van Cortlandt Lake (1702-0008) Phosphorus Broome Blueberry, Laurel Lakes (1404-0033) Phosphorus Broome Fly Pond, Deer Lake (1404-0038) Phosphorus Broome Minor Tribs to Lower Susquehanna (0603-0044) Phosphorus Broome Whitney Point Lake/Reservoir (0602-0004) Phosphorus Cattaraugus Allegheny River/Reservoir (0201-0023) Phosphorus Cattaraugus Beaver Lake/Alma Pond (0201-0073) Phosphorus Cattaraugus Case Lake (0201-0020) Phosphorus Cattaraugus Linlyco/Club Pond (0201-0035) Phosphorus Cayuga Duck Lake (0704-0025) Phosphorus Cayuga Owasco Inlet, Upper, and tribs (0706-0014) Nutrients Chautauqua Chadakoin River and tribs (0202-0018) Phosphorus Chautauqua Hulburt/Clymer Pond (0202-0079) Phosphorus Chautauqua Middle Cassadaga Lake (0202-0002) Phosphorus Clinton Great Chazy River, Lower, Main Stem (1002-0001) Silt/Sediment Columbia Robinson Pond (1308-0003) Phosphorus Cortland Dean Pond (0602-0077) Phosphorus Dutchess Fallkill Creek (1301-0087) Phosphorus Dutchess Hillside Lake (1304-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Silt/Sediment Erie Beeman Creek and tribs (0102-0030) Phosphorus Erie Delaware Park Pond (0101-0026) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Silt/Sediment Erie Green Lake (0101-0038) Phosphorus Erie Little Sister Creek, Lower, and tribs (0104-0045) Phosphorus Erie Murder Creek, Lower, and tribs (0102-0031) Phosphorus Erie Rush Creek and tribs (0104-0018) Phosphorus Erie Scajaquada Creek, Lower, and tribs (0101-0023) Phosphorus Erie Scajaquada Creek, Middle, and tribs (0101-0033) Phosphorus Erie Scajaquada Creek, Upper, and tribs (0101-0034) Phosphorus Erie South Branch Smoke Cr, Lower, and tribs (0101-0036) Phosphorus Erie South Branch Smoke Cr, Lower, and tribs (0101-0036) Silt/Sediment Genesee Bigelow Creek and tribs (0402-0016) Phosphorus Genesee Black Creek, Middle, and minor tribs (0402 0028) Phosphorus Genesee Black Creek, Upper, and minor tribs (0402-0048) Phosphorus Genesee Bowen Brook and tribs (0102-0036) Phosphorus Genesee LeRoy Reservoir (0402-0003) Phosphorus Genesee Mill Pond (0402-0050) Phosphorus Genesee Oak Orchard Cr, Upper, and tribs (0301-0014) Phosphorus Genesee Oatka Creek, Middle, and minor tribs (0402-0031) Phosphorus Genessee Tonawanda Cr, Middle, Main Stem (0102-0002) Phosphorus Greene Schoharie Reservoir (1202-0012) Silt/Sediment Greene Sleepy Hollow Lake (1301-0059) Silt/Sediment Herkimer Steele Creek tribs (1201-0197) Phosphorus Herkimer Steele Creek tribs (1201-0197) Silt/Sediment Kings Hendrix Creek (1701-0006) 18 Nitrogen Kings Prospect Park Lake (1701-0196) Phosphorus Lewis Mill Creek/South Branch, and tribs (0801-0200) Nutrients Livingston Christie Creek and tribs (0402-0060) Phosphorus Livingston Conesus Lake (0402-0004) Phosphorus Livingston Mill Creek and minor tribs (0404-0011) Silt/Sediment Monroe Black Creek, Lower, and minor tribs (0402-0033) Phosphorus Monroe Buck Pond (0301-0017) Phosphorus Monroe Cranberry Pond (0301-0016) Phosphorus Monroe Durand, Eastman Lakes (0302-0037) Phosphorus Monroe Lake Ontario Shoreline, Western (0301-0069) 9 Phosphorus Monroe Long Pond (0301-0015) Phosphorus Monroe Mill Creek and tribs (0302-0025) Phosphorus 2 Monroe Mill Creek/Blue Pond Outlet and tribs (0402-0049) Phosphorus Monroe Minor Tribs to Irondequoit Bay (0302-0038) Phosphorus Monroe Rochester Embayment - East (0302-0002) [9] Phosphorus Monroe Rochester Embayment - West (0301-0068) 9 Phosphorus Monroe Shipbuilders Creek and tribs (0302-0026) Phosphorus 2 Monroe Thomas Creek/White Brook and tribs (0302-0023) Phosphorus 75 Nassau Bannister Creek/Bay (1701-0380) Nitrogen Nassau Beaver Lake (1702-0152) Phosphorus Nassau Browswere Bay (1701-0383) Nitrogen Nassau Camaans Pond (1701-0052) Phosphorus Nassau East Meadow Brook, Upper, and tribs (1701-0211) Silt/Sediment Nassau East Rockaway Channel (1701-0381) Nitrogen Nassau Glen Cove Creek, Lower, and tribs (1702-0146) Silt/Sediment Nassau Grant Park Pond (1701-0054) Phosphorus Nassau Hempstead Bay, Broad Channel (1701-0032) Nitrogen Nassau Hempstead Lake (1701-0015) Phosphorus Nassau Hewlett Bay (1701-0382) Nitrogen Nassau Hog Island Channel (1701-0220) Nitrogen Nassau Massapequa Creek, Upper, and tribs (1701-0174) Phosphorus Nassau Milburn/Parsonage Creeks, Upp, and tribs (1701- 0212) Phosphorus Nassau Reynolds Channel, East (1701-0215) [12] Nitrogen Nassau Reynolds Channel, West (1701-0216) 12 Nitrogen Nassau Tidal Tribs to Hempstead Bay (1701-0218) Nitrogen Nassau Tribs (fresh) to East Bay (1701-0204) Silt/Sediment Nassau Tribs (fresh) to East Bay (1701-0204) Phosphorus Nassau Tribs to Smith Pond/Halls Pond (1701-0221) Phosphorus Nassau Woodmere Channel (1701-0219) Nitrogen New York Harlem Meer (1702-0103) Phosphorus New York The Lake in Central Park (1702-0105) Phosphorus Niagara Bergholtz Creek and tribs (0101-0004) Phosphorus Niagara Hyde Park Lake (0101-0030) Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0053) 9 Phosphorus Niagara Lake Ontario Shoreline, Western (0301-0072) 9 Phosphorus Oneida Ballou, Nail Creeks (1201-0203) Phosphorus Onondaga Ley Creek and tribs (0702-0001) 10 Nutrients (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nutrients (phosphorus) Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Nitrogen (NH3, NO2) Onondaga Onondaga Creek, Lower (0702-0023) 10 Nutrients (phosphorus) Onondaga Onondaga Creek, Lower, and tribs (0702-0023) Turbidity Onondaga Onondaga Creek, Middle, and tribs (0702-0004) Turbidity Onondaga Onondaga Creek, Upper, and tribs (0702-0024) Turbidity Ontario Great Brook and minor tribs (0704-0034) Phosphorus 2 Ontario Great Brook and minor tribs (0704-0034) Silt/Sediment 76 Ontario Hemlock Lake Outlet and minor tribs (0402-0013) Phosphorus Ontario Honeoye Lake (0402-0032) Phosphorus Orange Brown Pond Reservoir (1303-0013) Phosphorus Orange Lake Washington (1303-0012) Phosphorus Orange Minor Tribs to Middle Wallkill (1306-0061) Phosphorus Orange Monhagen Brook and tribs (1306-0074) Phosphorus Orange Orange Lake (1301-0008) [16] Phosphorus Orange Quaker Creek and tribs (1306-0025) Phosphorus Orange Wallkill River, Middle, Main Stem (1306-0038) Phosphorus Orange Wallkill River, Upper, and Minor tribs (1306-0017) Phosphorus Orleans Glenvwood Lake (0301-0041) Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0070) 9 Phosphorus Orleans Lake Ontario Shoreline, Western (0301-0071) 9 Phosphorus Oswego Lake Neatahwanta (0701-0018) Nutrients (phosphorus) Oswego Pleasant Lake (0703-0047) Phosphorus Putnam Lost Lake, Putnam Lake (1302-0053) Phosphorus Putnam Minor Tribs to Croton Falls Reservoir (1302-0001) Phosphorus Queens Bergen Basin (1701-0009) 18 Nitrogen Queens Jamaica Bay, Eastern, and tribs, Queens (1701- 0005) 18 Nitrogen Queens Kissena Lake (1702-0258) Phosphorus Queens Meadow Lake (1702-0030) Phosphorus Queens Shellbank Basin (1701-0001) 18 Nitrogen Queens Willow Lake (1702-0031) Phosphorus Rensselaer Nassau Lake (1310-0001) Phosphorus Rensselaer Snyders Lake (1301-0043) Phosphorus Richmond Grassmere Lake/Bradys Pond (1701-0357) Phosphorus Rockland Congers Lake, Swartout Lake (1501-0019) Phosphorus Rockland Rockland Lake (1501-0021) Phosphorus Saratoga Ballston Lake (1101-0036) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Phosphorus Saratoga Dwaas Kill and tribs (1101-0007) Silt/Sediment Saratoga Lake Lonely (1101-0034) Phosphorus Saratoga Round Lake (1101-0060) Phosphorus Saratoga Tribs to Lake Lonely (1101-0001) Phosphorus Schenectady Collins Lake (1201-0077) Phosphorus Schenectady Duane Lake (1311-0006) Phosphorus Schenectady Lake Mariaville Lake (1201-0113) Phosphorus Schuyler Cayuta Lake (0603-0005) Phosphorus 77 Seneca Reeder Creek and tribs (0705-0074) Phosphorus St.Lawrence Black Lake Outlet, Black Lake (0906-0001) Phosphorus St.Lawrence Fish Creek and minor tribs (0906-0026) Phosphorus Steuben Smith Pond (0502-0012) Phosphorus Suffolk Agawam Lake (1701-0117) Phosphorus Suffolk Big/Little Fresh Ponds (1701-0125) Phosphorus Suffolk Canaan Lake (1701-0018) Phosphorus Suffolk Canaan Lake (1701-0018) Silt/Sediment Suffolk Fresh Pond (1701-0241) Phosphorus Suffolk Great South Bay, East (1701-0039) Nitrogen Suffolk Great South Bay, Middle (1701-0040) Nitrogen Suffolk Great South Bay, West (1701-0173) Nitrogen Suffolk Lake Ronkonkoma (1701-0020) Phosphorus Suffolk Mattituck/Marratooka Pond (1701-0129) Phosphorus Suffolk Mill and Seven Ponds (1701-0113) Phosphorus Suffolk Millers Pond (1702-0013) Phosphorus Suffolk Moriches Bay, East (1701-0305) Nitrogen Suffolk Moriches Bay, West (1701-0038) Nitrogen Suffolk Quantuck Bay (1701-0042) Nitrogen Suffolk Shinnecock Bay and Inlet (1701-0033) Nitrogen Suffolk Tidal Tribs to West Moriches Bay (1701-0312) Nitrogen Sullivan Bodine, Mongomery Lakes (1401-0091) Phosphorus Sullivan Davies Lake (1402-0047) Phosphorus Sullivan Evens Lake (1402-0004) Phosphorus Sullivan Pleasure Lake (1402-0055) Phosphorus Sullivan Swan Lake (1401-0063) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Phosphorus Tompkins Cayuga Lake, Southern End (0705-0040) Silt/Sediment Ulster Ashokan Reservoir (1307-0004) Silt/Sediment Ulster Esopus Creek, Lower, Main Stem (1307-0010) [17] Turbidity Ulster Esopus Creek, Middle, Main Stem (1307-0003) 17 Turbidity Ulster Esopus Creek, Upper, and minor tribs (1307-0007)[3] Silt/Sediment Ulster Wallkill River, Lower, Main Stem (1306-0027) Phosphorus Warren Hague Brook and tribs (1006-0006) Silt/Sediment Warren Huddle/Finkle Brooks and tribs (1006-0003) Silt/Sediment Warren Indian Brook and tribs (1006-0002) Silt/Sediment Warren Lake George (1006-0016) and tribs Silt/Sediment Warren Tribs to Lake George, East Shore (1006-0020) Silt/Sediment Warren Tribs to Lake George, Lk.George Village (1006-0008) Silt/Sediment 78 Washington Wood Cr/Champlain Canal and tribs (1005-0036) Phosphorus Westchester Lake Katonah (1302-0136) Phosphorus Westchester Lake Lincolndale (1302-0089) Phosphorus Westchester Lake Meahagh (1301-0053) Phosphorus Westchester Lake Mohegan (1301-0149) Phosphorus Westchester Lake Shenorock (1302-0083) Phosphorus Westchester Mamaroneck River, Lower (1702-0071) Silt/Sediment Westchester Mamaroneck River, Upp, & minor tribs (1702-0123) Silt/Sediment Westchester Saw Mill River (1301-0007) Phosphorus Westchester Saw Mill River, Middle, and tribs (1301-0100) Phosphorus Westchester Sheldrake River (1702-0069) Phosphorus Westchester Sheldrake River (1702-0069) Silt/Sedimnt Westchester Silver Lake (1702-0040) Phosphorus Westchester Teatown Lake (1302-0150) Phosphorus Westchester Truesdale Lake (1302-0054) Phosphorus Westchester Wallace Pond (1301-0140) Phosphorus 79 APPENDIX E – List of NYSDEC 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 220 WHITE PLAINS ROAD, SUITE 110 TEL. (914) 428 - 2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1130 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 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7438 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 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 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7165 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7070 80 APPENDIX F – SWPPP Preparer Certification Form The SWPPP Preparer Certification Form required by this permit begins on the following page. 81 SWPPP Preparer Certification Form 63'(6*HQHUDO3HUPLWIRU6WRUPZDWHU'LVFKDUJHVIURP &RQVWUXFWLRQ$FWLYLW\*3&*3 ,QDFFRUGDQFHZLWK&*33DUW,'EWKHFRPSOHWHGIRUPPXVWEHDWWDFKHGWRWKHH12,DQG VXEPLWWHGWR1<6'(&electronically 3URMHFW6LWH Name H12,6XEPLVVLRQ,' Owner/Operator Name Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP)has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. ,DPDZDUHWKDWWKHUHDUHVLJQLILFDQW SHQDOWLHVIRUVXEPLWWLQJIDOVHLQIRUPDWLRQLQFOXGLQJWKHSRVVLELOLW\RIILQHDQG LPSULVRQPHQWIRUNQRZLQJYLRODWLRQV SWPPP Preparer First Name MI SWPPP Preparer Last Name Signature Date Revised:January 2025 APPENDIX G – MS4 SWPPP Acceptance Form The MS4 SWPPP Acceptance Form required by this permit begins on the following page. 83 MS4 SWPPP Acceptance Form for construction activities seeking authorization under the 63'(6*HQHUDO3HUPLWIRU6WRUPZDWHU'LVFKDUJHVIURP &RQVWUXFWLRQ$FWLYLW\*3&*3 (,QDFFRUGDQFHZLWK&*3 3DUW,'EWKHFRPSOHWHGIRUPPXVWEHDWWDFKHGWRWKHH12, DQGVXEPLWWHGWR1<6'(&electronically.) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4 2SHUDWRU: 12. MS4 SPDES Permit Identification Number: NYR20A 13.6WUHHW$GGUHVV 14.&LW\6WDWH=LS: 15.7HOHSKRQH1XPEHU: 3DJHRI MS4 SWPPP Acceptance Form continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative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dditional Information 3ULQWHGQDPHRIWKHSULQFLSDOH[HFXWLYHRIILFHURUUDQNLQJHOHFWHGRIILFLDOIRUWKH062SHUDWRURUWKHLU GXO\DXWKRUL]HGUHSUHVHQWDWLYHLQDFFRUGDQFHZLWK&*33DUW9,,- 1<6'(& 066:333 $FFHSWDQFH)RUP -DQXDU\2025) 3DJH RI APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval form required by this permit begins on the following page. 86 THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 SWPPP Acceptance/Approval Application Number: 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/Approval 8. SWPPP Reviewed by: 9. Title/Position: / Date Final SWPPP Reviewed and Accepted: Acceptance/Approval Expiration Date: IV. Regulated MS4 Information for projects that require coverage under the NY State Pollution Discharge Elimination System General Permit for Stormwater Discharges from Construction Activity 12. Name of MS4: CITY OF NEW YORK 13. MS4 SPDES Permit Identification Number: NY-0287890 14. Contact Person: 15. Street Address: 59-17 Junction Blvd. 9th Floor 16. City/State/Zip: Flushing, NY 11373 17. Telephone Number: Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 1 Of 2 THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 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. Conditions of Acceptance/Approval and Additional Information Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. Page 2 Of 2 APPENDIX I – MS4 No Jurisdiction Form The MS4 No Jurisdiction Form required by this permit begins on the following page. 89 MS4 No Jurisdiction Form for Đonstruction Ăctivities seeking authorization under the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC ĞůĞĐƚƌŽŶŝĐĂůůǇ.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. eNOI Submission ID: III. Traditional Land Use Control MS4 Operator Information a. Name of MS4 Operator: b. MS4 SPDES Permit ID Number: NYR20A c. Street Address: d. City/State/Zip: e. Telephone Number: IV. Certification Statement In accordance with CGP Part I.D.2.b.ii.3., I hereby certify that the Traditional Land Use Control MS4 Operator identified in section III. of this form does not have review authority over the construction project identified in section II. of this form, which is owned/operated by the entity identified in section I. of this form. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.: b. Title/Position: c. Signature: d. Date: APPENDIX J – Owner/Operator Certification Form The Owner/Operator Certification Form required by this permit begins on the following page. 91 BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB 2ZQHU2SHUDWRU &HUWLILFDWLRQ)RUP 63'(6*HQHUDO3HUPLWIRU6WRUPZDWHU'LVFKDUJHVIURP &RQVWUXFWLRQ $FWLYLW\*3&*3 ,QDFFRUGDQFHZLWK&*33DUW,'E RU3DUW,)DQGWKHFRPSOHWHGIRUPPXVWEHDWWDFKHGWRWKHH12,RUWKH 5HTXHVWWR&RQWLQXH&RYHUDJHDQGVXEPLWWHGWR1<6'(&electronically Project/Site Name: ________________________________________________________ eNOI Submission ,': _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator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anuary 2025 C.T. 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MALE ASSOCIATES APPENDIX C NOI (Notice of Intent) Application Form Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001 version 1.18 (Submission #: HQN-PGS6-HQSF8, version 1) Details Originally Started By Owen Speulstra Alternate Identifier Regeneron Pharmaceuticals Phase I Site Redevelopment—Region 5 Submission ID HQN-PGS6-HQSF8 Status Draft Form Input Eligibility Disturbance Threshold Yes No No No Other SPDES Permits Yes Threatened and Endangered Species 1. Will the construction activity involve soil disturbances listed in Part I.A.1 of GP-0-25-001? 1.a. Will any runoff from the site enter a sewer system classified as a combined sewer? 1.b. Is this a remediation project being done under a Department approved work plan (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) with a SWPPP which meets the substantive requirements of GP-0-25-001? 1.c. Is the construction activity related to a stormwater discharge that does not require a permit as described in 40 CFR 122.3(e), e.g. non-point source agriculture or silviculture activities? 2. Will the discharge from the construction activity meet all conditions listed in Part I.A.2 of GP-0-25-001? Firefox https://nform-prod.dec.ny.gov/app/ 1 of 9 5/20/2026, 12:10 PM No State Historic Preservation Act (SHPA) No 4.a. Will the construction activity: a) occur within an archeologically sensitive area indicated on the sensitivity map, or b) have the potential to affect a property that is listed or determined to be eligible for listing on the Nat or State Registers of Historic Places, or c) include a new permanent building on the construction site within the following distances from a buil structure, or object that is more than 50 years old and OPRHP, a Historic Preservation Commission of Certified Local Government, or a qualified preservation professional has determined is a historically/ archeologically significant building, structure, or object: x 1-5 acres of disturbance—20 feet x 5-20 acres of disturbance—50 feet x 20+ acres of disturbance—100 feet? No 4.b. Is there documentation at the construction site demonstrating: a) that the construction activity is not within an archeologically sensitive area indicated on the sensitiv map, and that the construction activity is not immediately adjacent to a property listed or determined to eligible for listing on the National or State Registers of Historic Places, and b) that there is no new permanent building to be built on the construction site within the following dista 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 OPRHP, a Historic Preservation Commis of a Certified Local Government, or a qualified preservation professional has determined that the build structure, or object more than 50 years old is not historically/archeologically significant: x 1-5 acres of disturbance – 20 feet x 5-20 acres of disturbance – 50 feet x 20+ acres of disturbance – 100 feet? Yes State Environmental Quality Review (SEQR) Yes 3. Will the construction activity potentially adversely affect a species that is endangered or threatened per Part I.A.3.? 4. Is the construction activity designated by the Commissioner of the Office of Parks, Recreation and Historic Preservation (OPRHP), pursuant to 9 NYCRR §§428.12 or 428.13 as exempt from the SHPA review (see Attachment 2 of the Letter of Resolution between NYSDEC and OPRHP, dated January 9, 2015)? 5. Is the construction activity subject to SEQR (Part I.A.5.), or the equivalent environmental review from another NYS or federal agency (Part I.A.6.)? Firefox https://nform-prod.dec.ny.gov/app/ 2 of 9 5/20/2026, 12:10 PM Yes Uniform Procedures Act (UPA) Permits Yes Steep Slope No Owner/Operator Information 8. Owner/Operator Name Regeneron Pharmaceuticals, INC 9. Owner/Operator Contact Person Information First and Last Name Phone E-mail 10. Owner/Operator Mailing Address 1 Global View Troy, NY 12180 USA No Corporation Yes 12.b.i. Department of State ID # 1226128 The Department of State ID can be found using the following link: Department of State | Division of Corporations Site Information 5.a. Has the owner/operator obtained documentation that the project review pursuant to SEQR, or the equivalent, has been satisfied per Part I.A.5. or I.A.6. of GP-0-25-001? 6. Has the owner/operator obtained all necessary UPA permits from NYSDEC, or the equivalent from another NYS or federal agency per Part I.A.7.a. of GP-0-25-001? Select "Yes" if no UPA permits, or the equivalent, are required for this construction activity. 7. Is the construction activity within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC’s website? 13. Project/Site Name Regeneron Pharmaceuticals Phase I Site Redevelopment 14. Site Address 56 Duplainville Road Saratoga Springs, NY 12866-9020 Saratoga DEC Region 5 15. Site Latitude & Longitude 43.062946230935125,-73.83112311887166 Project Details A construction activity not part of a common plan of development or sale in accordance with Part I.D.1.a. Table 2 18. Consistent with Part III.B.1.c.i. of GP-0-25-001, provide a concise overview of the project. Describe existing and proposed conditions, and include any other relevant information. Regeneron Pharmaceuticals, Inc. proposes to redevelop the existing 62.1± acre parcel (Tax Parcel No. 177 6 66) located at 56 Duplainville Road within the Grande Industrial Park in the City of Saratoga, Saratoga County, New York. A Site Location Map is provided as Figure 1. The work addressed under this Stormwater Pollution Prevention Plan (SWPPP) consists of site work associated with Phase 1 of the proposed redevelopment. The development will involve site grading, excavation, and other construction activities. The total disturbance will be approximately 12.3± acres of the overall parcel primarily focused on the northern and western portion of the property. Enter the total project site acreage, the acreage to be disturbed, and the future impervious area (acreage) within the disturbed area, rounded to the nearest tenth of an acre. 19. Total Site Area (acres) 62.1 20. Total Area to be Disturbed (acres) 12.3 21. Existing Impervious Area to be Disturbed (acres) 5.4 22. Future Impervious Area Within Disturbed Area (acres) 4.6 Nature of the project: Redevelopment with no increase in impervious area 16. This eNOI submission is for: 17. Does the project type fall under Table 1 or Table 2 of Appendix B of GP-0-25-001? If any portion of the construction activity falls under Table 2, regardless of the size of the disturbance, select "Table 2". Firefox https://nform-prod.dec.ny.gov/app/ 4 of 9 5/20/2026, 12:10 PM No 24. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 100 B (%) 0 C (%) 0 D (%) 0 25. Enter the planned start and end dates of the disturbance activities. Start Date 07/01/2026 End Date 01/31/2030 26. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Geyser Brook and tribs - 1101-0071 Stream/Creek Off Site No No No Yes 31.a. What is the name of the municipality/entity that owns the separate storm sewer system? If the separate sewer system is owned by an MS4 Operator, enter the MS4 Operator name. Saratoga Springs No 23. Do you plan to disturb more than 5 acres of soil at any one time? 27. Type of waterbody identified in question 26? 28. Has the surface waterbody in question 26 been identified as a 303(d) segment in Appendix D of GP-0-25-001? 29. Is this project located in one of the Watersheds identified in Appendix C of GP-0-25-001? 30. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? 31. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? 32. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? Firefox https://nform-prod.dec.ny.gov/app/ 5 of 9 5/20/2026, 12:10 PM No Required SWPPP Components General SWPPP Requirements Yes Yes Yes Yes 2024 Yes SWPPP Preparer Professional Engineer (P.E.) 40. Name of the person who prepared the SWPPP Owen Speulstra 41. SWPPP Preparer Organization Name C.T. Male Associates 42. SWPPP Preparer Contact Information First and Last Name Phone E-mail Owen Speulstra 518-786-7400 o.speulstra@ctmale.com 43. SWPPP Preparer Address 50 Century Hill Drive Latham, NY 12110 33. Is this property owned by a state authority, state agency, federal government or local government? 34. Has a SWPPP been developed in conformance with the requirements in Part III. of GP-0-25-001? 35. Does the SWPPP demonstrate consideration of the future physical risks due to climate change pursuant to the CRRA, 6 NYCRR Part 490, and associated guidance per Part III.A.2. of GP-0-25-001? 36. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? 37. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the NYS Stormwater Management Design Manual? 37.a. Which version of the NYS Stormwater Management Design Manual was used to develop the SWPPP? 38. Has the post-construction stormwater management practice component of the SWPPP been developed by a qualified professional per Part III.A.4.? 39. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: Firefox https://nform-prod.dec.ny.gov/app/ 6 of 9 5/20/2026, 12:10 PM Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2) The certified SWPPP preparer should sign this form 3) Upload the completed form Download SWPPP Preparer Certification Form 44. Please upload the SWPPP Preparer Certification Comment Erosion & Sediment Control Criteria Yes Post-Construction Criteria Site Planning and Soil Restoration Preservation of Undisturbed Area Preservation of Buffers Reduction of Clearing and Grading Locating Development in Less Sensitive Areas Sidewalk Reduction Building Footprint Reduction Parking Reduction All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). Water Quality Criteria No 49. Water Quality Sizing Criteria Total WQv required (acre- feet) Total RRv provided (acre- feet) Minimum RRv (acre-feet) Total WQv provided (acre- feet) Sum of RRv and WQv provided 0.05 0.08 0.08 Water Quantity Criteria Yes Operation and Maintenance Yes 53.a. Identify the entity responsible for the long-term Operation and Maintenance. Ownew Post-Construction SMP Identification 54. Post-Construction RR Techniques and Standard SMPs RR Techniques and SMPs Contributing Impervious Area (acres) Total Contributing Area (acres) Infiltration Basin (I-2) 0.86 55. Alternative SMPs Type of Alternative SMP Manufacturer of the Alternative SMP Name of the Alternative SMP Contributing Impervious Area (acres) Other Permits No MS4 SWPPP Acceptance Yes Owner/Operator Certification Owner/Operator Certification Form Download Download the Owner/Operator Certification Form by clicking the link below. 50. Per Section 9.2.1.C.VI and VII of the 2024 Design Manual, is there 0% change to hydrology that increases the discharge rate and volume from the project site? 53. Has a long-term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? Owner/Operator Certification Form 61. Upload Owner/Operator Certification Form Comment Additional Project Information 62. Enter any additional pertinent project information in the text box below. C.T. MALE ASSOCIATES APPENDIX D NYS OPRHP Information KATHY HOCHUL Governor KATHY MOSER Acting Commissioner March 26, 2026 Rachel LaMar C.T. Male Associates 50 Century Hill Drive Latham, NY 12110 Re: SEQRA Regeneron Saratoga 56 Duplainville Rd, Saratoga Springs, Saratoga County, NY 12866 26PR00512 Dear Rachel LaMar: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Based upon this review, it is the opinion of OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. If you have any questions, please contact Josalyn Ferguson at the following email address: Josalyn.Ferguson@parks.ny.gov Sincerely, R. Daniel Mackay Deputy Commissioner for Historic Preservation Division for Historic Preservation New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo C.T. MALE ASSOCIATES APPENDIX E Drainage Maps and Supporting Calculations E1.1 E1.2 E1.3 E1.4 E1.5 E2.1 E3.1 DP-1 DP-1 DP-2 DP-2 DP-3 DP-3 1P 2P Routing Diagram for Regeneron Existing Prepared by C T Male Associates, Printed 5/20/2026 HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 2HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Project Notes Defined 9 rainfall events from NY-Saratoga IDF Copied 9 events from NY-Saratoga 24-hr S1 storm Copied 9 events from NY-RegeneronSaratoga 24-hr S1 storm Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 3HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr NY-RegeneronSaratoga 24-hr S1 1-yr Default 24.00 1 2.22 2 2 10-yr NY-RegeneronSaratoga 24-hr S1 10-yr Default 24.00 1 3.70 2 3 100-yr NY-RegeneronSaratoga 24-hr S1 100-yr Default 24.00 1 6.15 2 Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 4HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 12.033 39 >75% Grass cover, Good, HSG A (E1.1, E1.2, E1.3, E1.4, E1.5, E2.1, E3.1) 40.682 98 Paved parking, HSG A (E1.1, E1.2, E1.3, E1.4, E1.5, E2.1, E3.1) 10.041 30 Woods, Good, HSG A (E1.1, E2.1, E3.1) 62.756 76 TOTAL AREA Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 5HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 62.756 HSG A E1.1, E1.2, E1.3, E1.4, E1.5, E2.1, E3.1 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 62.756 TOTAL AREA Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 6HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 12.033 0.000 0.000 0.000 0.000 12.033 >75% Grass cover, Good E1.1, E1.2, E1.3, E1.4, E1.5, E2.1, E3.1 40.682 0.000 0.000 0.000 0.000 40.682 Paved parking E1.1, E1.2, E1.3, E1.4, E1.5, E2.1, E3.1 10.041 0.000 0.000 0.000 0.000 10.041 Woods, Good E1.1, E2.1, E3.1 62.756 0.000 0.000 0.000 0.000 62.756 TOTAL AREA Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 7HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) nWidth (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 1P 314.66 312.55 24.0 0.0879 0.013 0.0 24.0 0.0 2 2P 327.93 322.00 330.0 0.0180 0.013 0.0 18.0 0.0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 8HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=690,410 sf 64.15% Impervious Runoff Depth>0.53"Subcatchment E1.1: Tc=6.0 min CN=76 Runoff=9.31 cfs 0.701 af Runoff Area=383,583 sf 83.36% Impervious Runoff Depth>1.14"Subcatchment E1.2: Tc=6.0 min CN=88 Runoff=13.13 cfs 0.839 af Runoff Area=133,846 sf 87.88% Impervious Runoff Depth>1.36"Subcatchment E1.3: Tc=0.0 min CN=91 Runoff=6.54 cfs 0.348 af Runoff Area=402,595 sf 70.44% Impervious Runoff Depth>0.75"Subcatchment E1.4: Tc=6.0 min CN=81 Runoff=8.50 cfs 0.575 af Runoff Area=624,521 sf 86.82% Impervious Runoff Depth>1.28"Subcatchment E1.5: Tc=6.0 min CN=90 Runoff=24.03 cfs 1.532 af Runoff Area=38,851 sf 43.21% Impervious Runoff Depth>0.14"Subcatchment E2.1: Tc=6.0 min CN=62 Runoff=0.03 cfs 0.010 af Runoff Area=459,833 sf 10.71% Impervious Runoff Depth=0.00"Subcatchment E3.1: Tc=0.0 min CN=39 Runoff=0.00 cfs 0.000 af Inflow=7.01 cfs 0.574 afReach DP-1: DP-1 Outflow=7.01 cfs 0.574 af Inflow=0.03 cfs 0.010 afReach DP-2: DP-2 Outflow=0.03 cfs 0.010 af Inflow=0.00 cfs 0.000 afReach DP-3: DP-3 Outflow=0.00 cfs 0.000 af Peak Elev=315.83' Storage=24,220 cf Inflow=33.62 cfs 2.466 afPond 1P: Discarded=3.35 cfs 1.883 af Primary=7.01 cfs 0.574 af Outflow=10.35 cfs 2.457 af Peak Elev=328.06' Storage=23,903 cf Inflow=24.03 cfs 1.532 afPond 2P: Discarded=2.61 cfs 1.524 af Primary=0.07 cfs 0.003 af Outflow=2.68 cfs 1.527 af Total Runoff Area = 62.756 ac Runoff Volume = 4.005 af Average Runoff Depth = 0.77" 35.17% Pervious = 22.074 ac 64.83% Impervious = 40.682 ac NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 9HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.1: Runoff = 9.31 cfs @ 12.05 hrs, Volume= 0.701 af, Depth> 0.53" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 442,880 98 Paved parking, HSG A 148,518 39 >75% Grass cover, Good, HSG A 99,012 30 Woods, Good, HSG A 690,410 76 Weighted Average 247,530 35.85% Pervious Area 442,880 64.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=690,410 sf Runoff Volume=0.701 af Runoff Depth>0.53" Tc=6.0 min CN=76 9.31 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 10HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.2: Runoff = 13.13 cfs @ 12.04 hrs, Volume= 0.839 af, Depth> 1.14" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 319,769 98 Paved parking, HSG A 63,814 39 >75% Grass cover, Good, HSG A 383,583 88 Weighted Average 63,814 16.64% Pervious Area 319,769 83.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=383,583 sf Runoff Volume=0.839 af Runoff Depth>1.14" Tc=6.0 min CN=88 13.13 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 11HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.3: Runoff = 6.54 cfs @ 11.95 hrs, Volume= 0.348 af, Depth> 1.36" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 117,618 98 Paved parking, HSG A 16,228 39 >75% Grass cover, Good, HSG A 133,846 91 Weighted Average 16,228 12.12% Pervious Area 117,618 87.88% Impervious Area Subcatchment E1.3: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=133,846 sf Runoff Volume=0.348 af Runoff Depth>1.36" Tc=0.0 min CN=91 6.54 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 12HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.4: Runoff = 8.50 cfs @ 12.05 hrs, Volume= 0.575 af, Depth> 0.75" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 283,577 98 Paved parking, HSG A 119,018 39 >75% Grass cover, Good, HSG A 402,595 81 Weighted Average 119,018 29.56% Pervious Area 283,577 70.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.4: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=402,595 sf Runoff Volume=0.575 af Runoff Depth>0.75" Tc=6.0 min CN=81 8.50 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 13HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.5: Runoff = 24.03 cfs @ 12.04 hrs, Volume= 1.532 af, Depth> 1.28" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 542,212 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 624,521 90 Weighted Average 82,309 13.18% Pervious Area 542,212 86.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.5: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=624,521 sf Runoff Volume=1.532 af Runoff Depth>1.28" Tc=6.0 min CN=90 24.03 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 14HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E2.1: Runoff = 0.03 cfs @ 12.48 hrs, Volume= 0.010 af, Depth> 0.14" Routed to Reach DP-2 : DP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 16,788 98 Paved parking, HSG A 12,135 39 >75% Grass cover, Good, HSG A 9,928 30 Woods, Good, HSG A 38,851 62 Weighted Average 22,063 56.79% Pervious Area 16,788 43.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E2.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=38,851 sf Runoff Volume=0.010 af Runoff Depth>0.14" Tc=6.0 min CN=62 0.03 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 15HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E3.1: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach DP-3 : DP-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 49,252 98 Paved parking, HSG A 82,116 39 >75% Grass cover, Good, HSG A 328,465 30 Woods, Good, HSG A 459,833 39 Weighted Average 410,581 89.29% Pervious Area 49,252 10.71% Impervious Area Subcatchment E3.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=459,833 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=0.0 min CN=39 0.00 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 16HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 51.308 ac, 76.34% Impervious, Inflow Depth = 0.13" for 1-yr event Inflow = 7.01 cfs @ 12.33 hrs, Volume= 0.574 af Outflow = 7.01 cfs @ 12.33 hrs, Volume= 0.574 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=51.308 ac 7.01 cfs 7.01 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 17HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 Inflow Area = 0.892 ac, 43.21% Impervious, Inflow Depth > 0.14" for 1-yr event Inflow = 0.03 cfs @ 12.48 hrs, Volume= 0.010 af Outflow = 0.03 cfs @ 12.48 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-2: DP-2 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 Inflow Area=0.892 ac 0.03 cfs 0.03 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 18HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 10.556 ac, 10.71% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-3: DP-3 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=10.556 ac 0.00 cfs 0.00 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 19HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 51.308 ac, 76.34% Impervious, Inflow Depth > 0.58" for 1-yr event Inflow = 33.62 cfs @ 12.04 hrs, Volume= 2.466 af Outflow = 10.35 cfs @ 12.33 hrs, Volume= 2.457 af, Atten= 69%, Lag= 17.0 min Discarded = 3.35 cfs @ 12.33 hrs, Volume= 1.883 af Primary = 7.01 cfs @ 12.33 hrs, Volume= 0.574 af Routed to Reach DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 315.83' @ 12.33 hrs Surf.Area= 16,064 sf Storage= 24,220 cf Plug-Flow detention time= 33.1 min calculated for 2.452 af (99% of inflow) Center-of-Mass det. time= 31.0 min ( 899.6 - 868.6 ) Volume Invert Avail.Storage Storage Description #1 314.00' 287,273 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 314.00 9,941 0 0 315.00 13,796 11,869 11,869 316.00 16,538 15,167 27,036 317.00 19,255 17,897 44,932 318.00 21,671 20,463 65,395 319.00 24,033 22,852 88,247 320.00 26,368 25,201 113,448 321.00 28,808 27,588 141,036 322.00 31,433 30,121 171,156 323.00 34,699 33,066 204,222 324.00 41,612 38,156 242,378 325.00 48,178 44,895 287,273 Device Routing Invert Outlet Devices #1 Discarded 314.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 314.66'24.0" Round Culvert L= 24.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 314.66' / 312.55' S= 0.0879 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Discarded OutFlow Max=3.35 cfs @ 12.33 hrs HW=315.83' (Free Discharge) 1=Exfiltration (Exfiltration Controls 3.35 cfs) Primary OutFlow Max=6.99 cfs @ 12.33 hrs HW=315.83' (Free Discharge) 2=Culvert (Inlet Controls 6.99 cfs @ 3.68 fps) NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 20HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 1P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=51.308 ac Peak Elev=315.83' Storage=24,220 cf 33.62 cfs 10.35 cfs 3.35 cfs 7.01 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 21HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 14.337 ac, 86.82% Impervious, Inflow Depth > 1.28" for 1-yr event Inflow = 24.03 cfs @ 12.04 hrs, Volume= 1.532 af Outflow = 2.68 cfs @ 12.68 hrs, Volume= 1.527 af, Atten= 89%, Lag= 38.1 min Discarded = 2.61 cfs @ 12.68 hrs, Volume= 1.524 af Primary = 0.07 cfs @ 12.68 hrs, Volume= 0.003 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 328.06' @ 12.68 hrs Surf.Area= 12,516 sf Storage= 23,903 cf Plug-Flow detention time= 84.7 min calculated for 1.527 af (100% of inflow) Center-of-Mass det. time= 82.6 min ( 918.9 - 836.2 ) Volume Invert Avail.Storage Storage Description #1 325.00' 151,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.00 312 0 0 326.00 7,034 3,673 3,673 327.00 9,821 8,428 12,101 328.00 12,374 11,098 23,198 329.00 14,875 13,625 36,823 330.00 214,319 114,597 151,420 Device Routing Invert Outlet Devices #1 Primary 327.93'18.0" Round Culvert L= 330.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.93' / 322.00' S= 0.0180 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 325.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=2.61 cfs @ 12.68 hrs HW=328.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 2.61 cfs) Primary OutFlow Max=0.07 cfs @ 12.68 hrs HW=328.06' (Free Discharge) 1=Culvert (Inlet Controls 0.07 cfs @ 0.96 fps) NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 22HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 2P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=14.337 ac Peak Elev=328.06' Storage=23,903 cf 24.03 cfs 2.68 cfs 2.61 cfs 0.07 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 23HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=690,410 sf 64.15% Impervious Runoff Depth>1.51"Subcatchment E1.1: Tc=6.0 min CN=76 Runoff=30.94 cfs 1.994 af Runoff Area=383,583 sf 83.36% Impervious Runoff Depth>2.45"Subcatchment E1.2: Tc=6.0 min CN=88 Runoff=28.49 cfs 1.797 af Runoff Area=133,846 sf 87.88% Impervious Runoff Depth>2.73"Subcatchment E1.3: Tc=0.0 min CN=91 Runoff=13.01 cfs 0.699 af Runoff Area=402,595 sf 70.44% Impervious Runoff Depth>1.87"Subcatchment E1.4: Tc=6.0 min CN=81 Runoff=22.84 cfs 1.440 af Runoff Area=624,521 sf 86.82% Impervious Runoff Depth>2.63"Subcatchment E1.5: Tc=6.0 min CN=90 Runoff=49.48 cfs 3.146 af Runoff Area=38,851 sf 43.21% Impervious Runoff Depth>0.71"Subcatchment E2.1: Tc=6.0 min CN=62 Runoff=0.63 cfs 0.053 af Runoff Area=459,833 sf 10.71% Impervious Runoff Depth>0.02"Subcatchment E3.1: Tc=0.0 min CN=39 Runoff=0.03 cfs 0.018 af Inflow=24.63 cfs 3.335 afReach DP-1: DP-1 Outflow=24.63 cfs 3.335 af Inflow=0.63 cfs 0.053 afReach DP-2: DP-2 Outflow=0.63 cfs 0.053 af Inflow=0.03 cfs 0.018 afReach DP-3: DP-3 Outflow=0.03 cfs 0.018 af Peak Elev=318.31' Storage=72,239 cf Inflow=89.78 cfs 6.435 afPond 1P: Discarded=4.67 cfs 3.085 af Primary=24.63 cfs 3.335 af Outflow=29.29 cfs 6.420 af Peak Elev=329.20' Storage=43,881 cf Inflow=49.48 cfs 3.146 afPond 2P: Discarded=11.48 cfs 2.626 af Primary=4.84 cfs 0.505 af Outflow=16.32 cfs 3.131 af Total Runoff Area = 62.756 ac Runoff Volume = 9.147 af Average Runoff Depth = 1.75" 35.17% Pervious = 22.074 ac 64.83% Impervious = 40.682 ac NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 24HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.1: Runoff = 30.94 cfs @ 12.05 hrs, Volume= 1.994 af, Depth> 1.51" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 442,880 98 Paved parking, HSG A 148,518 39 >75% Grass cover, Good, HSG A 99,012 30 Woods, Good, HSG A 690,410 76 Weighted Average 247,530 35.85% Pervious Area 442,880 64.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=690,410 sf Runoff Volume=1.994 af Runoff Depth>1.51" Tc=6.0 min CN=76 30.94 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 25HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.2: Runoff = 28.49 cfs @ 12.04 hrs, Volume= 1.797 af, Depth> 2.45" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 319,769 98 Paved parking, HSG A 63,814 39 >75% Grass cover, Good, HSG A 383,583 88 Weighted Average 63,814 16.64% Pervious Area 319,769 83.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=383,583 sf Runoff Volume=1.797 af Runoff Depth>2.45" Tc=6.0 min CN=88 28.49 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 26HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.3: Runoff = 13.01 cfs @ 11.95 hrs, Volume= 0.699 af, Depth> 2.73" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 117,618 98 Paved parking, HSG A 16,228 39 >75% Grass cover, Good, HSG A 133,846 91 Weighted Average 16,228 12.12% Pervious Area 117,618 87.88% Impervious Area Subcatchment E1.3: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=133,846 sf Runoff Volume=0.699 af Runoff Depth>2.73" Tc=0.0 min CN=91 13.01 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 27HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.4: Runoff = 22.84 cfs @ 12.04 hrs, Volume= 1.440 af, Depth> 1.87" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 283,577 98 Paved parking, HSG A 119,018 39 >75% Grass cover, Good, HSG A 402,595 81 Weighted Average 119,018 29.56% Pervious Area 283,577 70.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.4: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=402,595 sf Runoff Volume=1.440 af Runoff Depth>1.87" Tc=6.0 min CN=81 22.84 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 28HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.5: Runoff = 49.48 cfs @ 12.04 hrs, Volume= 3.146 af, Depth> 2.63" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 542,212 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 624,521 90 Weighted Average 82,309 13.18% Pervious Area 542,212 86.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.5: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=624,521 sf Runoff Volume=3.146 af Runoff Depth>2.63" Tc=6.0 min CN=90 49.48 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 29HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E2.1: Runoff = 0.63 cfs @ 12.06 hrs, Volume= 0.053 af, Depth> 0.71" Routed to Reach DP-2 : DP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 16,788 98 Paved parking, HSG A 12,135 39 >75% Grass cover, Good, HSG A 9,928 30 Woods, Good, HSG A 38,851 62 Weighted Average 22,063 56.79% Pervious Area 16,788 43.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E2.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=38,851 sf Runoff Volume=0.053 af Runoff Depth>0.71" Tc=6.0 min CN=62 0.63 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 30HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E3.1: Runoff = 0.03 cfs @ 23.95 hrs, Volume= 0.018 af, Depth> 0.02" Routed to Reach DP-3 : DP-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 49,252 98 Paved parking, HSG A 82,116 39 >75% Grass cover, Good, HSG A 328,465 30 Woods, Good, HSG A 459,833 39 Weighted Average 410,581 89.29% Pervious Area 49,252 10.71% Impervious Area Subcatchment E3.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=459,833 sf Runoff Volume=0.018 af Runoff Depth>0.02" Tc=0.0 min CN=39 0.03 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 31HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 51.308 ac, 76.34% Impervious, Inflow Depth = 0.78" for 10-yr event Inflow = 24.63 cfs @ 12.41 hrs, Volume= 3.335 af Outflow = 24.63 cfs @ 12.41 hrs, Volume= 3.335 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=51.308 ac 24.63 cfs 24.63 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 32HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 Inflow Area = 0.892 ac, 43.21% Impervious, Inflow Depth > 0.71" for 10-yr event Inflow = 0.63 cfs @ 12.06 hrs, Volume= 0.053 af Outflow = 0.63 cfs @ 12.06 hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-2: DP-2 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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=0.892 ac 0.63 cfs 0.63 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 33HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 10.556 ac, 10.71% Impervious, Inflow Depth > 0.02" for 10-yr event Inflow = 0.03 cfs @ 23.95 hrs, Volume= 0.018 af Outflow = 0.03 cfs @ 23.95 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-3: DP-3 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 Inflow Area=10.556 ac 0.03 cfs 0.03 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 34HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 51.308 ac, 76.34% Impervious, Inflow Depth > 1.51" for 10-yr event Inflow = 89.78 cfs @ 12.04 hrs, Volume= 6.435 af Outflow = 29.29 cfs @ 12.41 hrs, Volume= 6.420 af, Atten= 67%, Lag= 21.7 min Discarded = 4.67 cfs @ 12.41 hrs, Volume= 3.085 af Primary = 24.63 cfs @ 12.41 hrs, Volume= 3.335 af Routed to Reach DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 318.31' @ 12.41 hrs Surf.Area= 22,405 sf Storage= 72,239 cf Plug-Flow detention time= 37.0 min calculated for 6.420 af (100% of inflow) Center-of-Mass det. time= 35.6 min ( 864.0 - 828.4 ) Volume Invert Avail.Storage Storage Description #1 314.00' 287,273 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 314.00 9,941 0 0 315.00 13,796 11,869 11,869 316.00 16,538 15,167 27,036 317.00 19,255 17,897 44,932 318.00 21,671 20,463 65,395 319.00 24,033 22,852 88,247 320.00 26,368 25,201 113,448 321.00 28,808 27,588 141,036 322.00 31,433 30,121 171,156 323.00 34,699 33,066 204,222 324.00 41,612 38,156 242,378 325.00 48,178 44,895 287,273 Device Routing Invert Outlet Devices #1 Discarded 314.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 314.66'24.0" Round Culvert L= 24.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 314.66' / 312.55' S= 0.0879 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Discarded OutFlow Max=4.67 cfs @ 12.41 hrs HW=318.31' (Free Discharge) 1=Exfiltration (Exfiltration Controls 4.67 cfs) Primary OutFlow Max=24.62 cfs @ 12.41 hrs HW =318.31' (Free Discharge) 2=Culvert (Inlet Controls 24.62 cfs @ 7.84 fps) NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 35HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 1P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.308 ac Peak Elev=318.31' Storage=72,239 cf 89.78 cfs 29.29 cfs 4.67 cfs 24.63 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 36HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 14.337 ac, 86.82% Impervious, Inflow Depth > 2.63" for 10-yr event Inflow = 49.48 cfs @ 12.04 hrs, Volume= 3.146 af Outflow = 16.32 cfs @ 12.27 hrs, Volume= 3.131 af, Atten= 67%, Lag= 13.7 min Discarded = 11.48 cfs @ 12.27 hrs, Volume= 2.626 af Primary = 4.84 cfs @ 12.27 hrs, Volume= 0.505 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.20' @ 12.27 hrs Surf.Area= 55,107 sf Storage= 43,881 cf Plug-Flow detention time= 80.8 min calculated for 3.131 af (100% of inflow) Center-of-Mass det. time= 77.9 min ( 884.4 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 325.00' 151,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.00 312 0 0 326.00 7,034 3,673 3,673 327.00 9,821 8,428 12,101 328.00 12,374 11,098 23,198 329.00 14,875 13,625 36,823 330.00 214,319 114,597 151,420 Device Routing Invert Outlet Devices #1 Primary 327.93'18.0" Round Culvert L= 330.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.93' / 322.00' S= 0.0180 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 325.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=11.43 cfs @ 12.27 hrs HW =329.20' (Free Discharge) 2=Exfiltration (Exfiltration Controls 11.43 cfs) Primary OutFlow Max=4.84 cfs @ 12.27 hrs HW=329.20' (Free Discharge) 1=Culvert (Inlet Controls 4.84 cfs @ 3.03 fps) NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 37HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 2P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.337 ac Peak Elev=329.20' Storage=43,881 cf 49.48 cfs 16.32 cfs 11.48 cfs 4.84 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 38HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=690,410 sf 64.15% Impervious Runoff Depth>3.51"Subcatchment E1.1: Tc=6.0 min CN=76 Runoff=72.19 cfs 4.631 af Runoff Area=383,583 sf 83.36% Impervious Runoff Depth>4.77"Subcatchment E1.2: Tc=6.0 min CN=88 Runoff=53.01 cfs 3.497 af Runoff Area=133,846 sf 87.88% Impervious Runoff Depth>5.10"Subcatchment E1.3: Tc=0.0 min CN=91 Runoff=22.88 cfs 1.307 af Runoff Area=402,595 sf 70.44% Impervious Runoff Depth>4.02"Subcatchment E1.4: Tc=6.0 min CN=81 Runoff=48.06 cfs 3.094 af Runoff Area=624,521 sf 86.82% Impervious Runoff Depth>4.99"Subcatchment E1.5: Tc=6.0 min CN=90 Runoff=89.21 cfs 5.959 af Runoff Area=38,851 sf 43.21% Impervious Runoff Depth>2.19"Subcatchment E2.1: Tc=6.0 min CN=62 Runoff=2.41 cfs 0.163 af Runoff Area=459,833 sf 10.71% Impervious Runoff Depth>0.49"Subcatchment E3.1: Tc=0.0 min CN=39 Runoff=2.22 cfs 0.430 af Inflow=39.82 cfs 8.925 afReach DP-1: DP-1 Outflow=39.82 cfs 8.925 af Inflow=2.41 cfs 0.163 afReach DP-2: DP-2 Outflow=2.41 cfs 0.163 af Inflow=2.22 cfs 0.430 afReach DP-3: DP-3 Outflow=2.22 cfs 0.430 af Peak Elev=322.59' Storage=190,233 cf Inflow=190.18 cfs 13.542 afPond 1P: Discarded=6.95 cfs 4.455 af Primary=39.82 cfs 8.925 af Outflow=46.77 cfs 13.380 af Peak Elev=329.58' Storage=78,575 cf Inflow=89.21 cfs 5.959 afPond 2P: Discarded=27.06 cfs 4.867 af Primary=6.36 cfs 1.014 af Outflow=33.42 cfs 5.881 af Total Runoff Area = 62.756 ac Runoff Volume = 19.081 af Average Runoff Depth = 3.65" 35.17% Pervious = 22.074 ac 64.83% Impervious = 40.682 ac NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 39HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.1: Runoff = 72.19 cfs @ 12.04 hrs, Volume= 4.631 af, Depth> 3.51" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 442,880 98 Paved parking, HSG A 148,518 39 >75% Grass cover, Good, HSG A 99,012 30 Woods, Good, HSG A 690,410 76 Weighted Average 247,530 35.85% Pervious Area 442,880 64.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=690,410 sf Runoff Volume=4.631 af Runoff Depth>3.51" Tc=6.0 min CN=76 72.19 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 40HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.2: Runoff = 53.01 cfs @ 12.04 hrs, Volume= 3.497 af, Depth> 4.77" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 319,769 98 Paved parking, HSG A 63,814 39 >75% Grass cover, Good, HSG A 383,583 88 Weighted Average 63,814 16.64% Pervious Area 319,769 83.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=383,583 sf Runoff Volume=3.497 af Runoff Depth>4.77" Tc=6.0 min CN=88 53.01 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 41HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.3: Runoff = 22.88 cfs @ 11.95 hrs, Volume= 1.307 af, Depth> 5.10" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 117,618 98 Paved parking, HSG A 16,228 39 >75% Grass cover, Good, HSG A 133,846 91 Weighted Average 16,228 12.12% Pervious Area 117,618 87.88% Impervious Area Subcatchment E1.3: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=133,846 sf Runoff Volume=1.307 af Runoff Depth>5.10" Tc=0.0 min CN=91 22.88 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 42HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.4: Runoff = 48.06 cfs @ 12.04 hrs, Volume= 3.094 af, Depth> 4.02" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 283,577 98 Paved parking, HSG A 119,018 39 >75% Grass cover, Good, HSG A 402,595 81 Weighted Average 119,018 29.56% Pervious Area 283,577 70.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.4: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=402,595 sf Runoff Volume=3.094 af Runoff Depth>4.02" Tc=6.0 min CN=81 48.06 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 43HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.5: Runoff = 89.21 cfs @ 12.04 hrs, Volume= 5.959 af, Depth> 4.99" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 542,212 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 624,521 90 Weighted Average 82,309 13.18% Pervious Area 542,212 86.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1.5: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=624,521 sf Runoff Volume=5.959 af Runoff Depth>4.99" Tc=6.0 min CN=90 89.21 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 44HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E2.1: Runoff = 2.41 cfs @ 12.05 hrs, Volume= 0.163 af, Depth> 2.19" Routed to Reach DP-2 : DP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 16,788 98 Paved parking, HSG A 12,135 39 >75% Grass cover, Good, HSG A 9,928 30 Woods, Good, HSG A 38,851 62 Weighted Average 22,063 56.79% Pervious Area 16,788 43.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E2.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=38,851 sf Runoff Volume=0.163 af Runoff Depth>2.19" Tc=6.0 min CN=62 2.41 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 45HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E3.1: Runoff = 2.22 cfs @ 12.40 hrs, Volume= 0.430 af, Depth> 0.49" Routed to Reach DP-3 : DP-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 49,252 98 Paved parking, HSG A 82,116 39 >75% Grass cover, Good, HSG A 328,465 30 Woods, Good, HSG A 459,833 39 Weighted Average 410,581 89.29% Pervious Area 49,252 10.71% Impervious Area Subcatchment E3.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=459,833 sf Runoff Volume=0.430 af Runoff Depth>0.49" Tc=0.0 min CN=39 2.22 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 46HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 51.308 ac, 76.34% Impervious, Inflow Depth = 2.09" for 100-yr event Inflow = 39.82 cfs @ 12.55 hrs, Volume= 8.925 af Outflow = 39.82 cfs @ 12.55 hrs, Volume= 8.925 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=51.308 ac 39.82 cfs 39.82 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 47HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 Inflow Area = 0.892 ac, 43.21% Impervious, Inflow Depth > 2.19" for 100-yr event Inflow = 2.41 cfs @ 12.05 hrs, Volume= 0.163 af Outflow = 2.41 cfs @ 12.05 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-2: DP-2 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.892 ac 2.41 cfs 2.41 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 48HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 10.556 ac, 10.71% Impervious, Inflow Depth > 0.49" for 100-yr event Inflow = 2.22 cfs @ 12.40 hrs, Volume= 0.430 af Outflow = 2.22 cfs @ 12.40 hrs, Volume= 0.430 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-3: DP-3 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=10.556 ac 2.22 cfs 2.22 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 49HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 51.308 ac, 76.34% Impervious, Inflow Depth > 3.17" for 100-yr event Inflow = 190.18 cfs @ 12.04 hrs, Volume= 13.542 af Outflow = 46.77 cfs @ 12.55 hrs, Volume= 13.380 af, Atten= 75%, Lag= 30.4 min Discarded = 6.95 cfs @ 12.55 hrs, Volume= 4.455 af Primary = 39.82 cfs @ 12.55 hrs, Volume= 8.925 af Routed to Reach DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 322.59' @ 12.55 hrs Surf.Area= 33,356 sf Storage= 190,233 cf Plug-Flow detention time= 49.9 min calculated for 13.380 af (99% of inflow) Center-of-Mass det. time= 42.5 min ( 848.8 - 806.3 ) Volume Invert Avail.Storage Storage Description #1 314.00' 287,273 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 314.00 9,941 0 0 315.00 13,796 11,869 11,869 316.00 16,538 15,167 27,036 317.00 19,255 17,897 44,932 318.00 21,671 20,463 65,395 319.00 24,033 22,852 88,247 320.00 26,368 25,201 113,448 321.00 28,808 27,588 141,036 322.00 31,433 30,121 171,156 323.00 34,699 33,066 204,222 324.00 41,612 38,156 242,378 325.00 48,178 44,895 287,273 Device Routing Invert Outlet Devices #1 Discarded 314.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 314.66'24.0" Round Culvert L= 24.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 314.66' / 312.55' S= 0.0879 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Discarded OutFlow Max=6.95 cfs @ 12.55 hrs HW=322.59' (Free Discharge) 1=Exfiltration (Exfiltration Controls 6.95 cfs) Primary OutFlow Max=39.81 cfs @ 12.55 hrs HW =322.59' (Free Discharge) 2=Culvert (Inlet Controls 39.81 cfs @ 12.67 fps) NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 50HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 1P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=51.308 ac Peak Elev=322.59' Storage=190,233 cf 190.18 cfs 46.77 cfs 6.95 cfs 39.82 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 51HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 14.337 ac, 86.82% Impervious, Inflow Depth > 4.99" for 100-yr event Inflow = 89.21 cfs @ 12.04 hrs, Volume= 5.959 af Outflow = 33.42 cfs @ 12.25 hrs, Volume= 5.881 af, Atten= 63%, Lag= 12.8 min Discarded = 27.06 cfs @ 12.25 hrs, Volume= 4.867 af Primary = 6.36 cfs @ 12.25 hrs, Volume= 1.014 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.58' @ 12.25 hrs Surf.Area= 129,908 sf Storage= 78,575 cf Plug-Flow detention time= 71.2 min calculated for 5.869 af (98% of inflow) Center-of-Mass det. time= 62.8 min ( 847.9 - 785.1 ) Volume Invert Avail.Storage Storage Description #1 325.00' 151,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.00 312 0 0 326.00 7,034 3,673 3,673 327.00 9,821 8,428 12,101 328.00 12,374 11,098 23,198 329.00 14,875 13,625 36,823 330.00 214,319 114,597 151,420 Device Routing Invert Outlet Devices #1 Primary 327.93'18.0" Round Culvert L= 330.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.93' / 322.00' S= 0.0180 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 325.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=27.05 cfs @ 12.25 hrs HW =329.58' (Free Discharge) 2=Exfiltration (Exfiltration Controls 27.05 cfs) Primary OutFlow Max=6.36 cfs @ 12.25 hrs HW=329.58' (Free Discharge) 1=Culvert (Inlet Controls 6.36 cfs @ 3.60 fps) NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 5/20/2026Prepared by C T Male Associates Page 52HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 2P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.337 ac Peak Elev=329.58' Storage=78,575 cf 89.21 cfs 33.42 cfs 27.06 cfs 6.36 cfs P1.1 P1.2 P1.3 P1.4 P1.5 P1.6 P2.1 P3.1 P3.2 DP-1 DP-1 DP-2 DP-2 DP-3 DP-3 1P 2P 3P FB1 IB1 Routing Diagram for Regeneron Proposed Prepared by C T Male Associates, Printed 5/20/2026 HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 2HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Project Notes Defined 9 rainfall events from NY-Saratoga IDF Copied 9 events from NY-Saratoga 24-hr S1 storm Copied 9 events from NY-RegeneronSaratoga 24-hr S1 storm Copied 9 events from NY-RegeneronSaratoga 24-hr S1 storm Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 3HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr NY-RegeneronSaratoga 24-hr S1 1-yr Default 24.00 1 2.22 2 2 10-yr NY-RegeneronSaratoga 24-hr S1 10-yr Default 24.00 1 3.70 2 3 100-yr NY-RegeneronSaratoga 24-hr S1 100-yr Default 24.00 1 6.15 2 Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 4HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 13.099 39 >75% Grass cover, Good, HSG A (P1.1, P1.2, P1.3, P1.4, P1.5, P1.6, P2.1, P3.1, P3.2) 40.330 98 Paved parking, HSG A (P1.1, P1.2, P1.3, P1.4, P1.5, P1.6, P2.1, P3.1, P3.2) 9.327 30 Woods, Good, HSG A (P1.1, P2.1, P3.1) 62.756 76 TOTAL AREA Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 5HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 62.756 HSG A P1.1, P1.2, P1.3, P1.4, P1.5, P1.6, P2.1, P3.1, P3.2 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 62.756 TOTAL AREA Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 6HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 13.099 0.000 0.000 0.000 0.000 13.099 >75% Grass cover, Good P1.1, P1.2, P1.3, P1.4, P1.5, P1.6, P2.1, P3.1, P3.2 40.330 0.000 0.000 0.000 0.000 40.330 Paved parking P1.1, P1.2, P1.3, P1.4, P1.5, P1.6, P2.1, P3.1, P3.2 9.327 0.000 0.000 0.000 0.000 9.327 Woods, Good P1.1, P2.1, P3.1 62.756 0.000 0.000 0.000 0.000 62.756 TOTAL AREA Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 7HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) nWidth (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 1P 314.66 312.55 24.0 0.0879 0.013 0.0 24.0 0.0 2 2P 327.93 322.00 330.0 0.0180 0.013 0.0 18.0 0.0 3 IB1 323.10 322.95 42.0 0.0036 0.013 0.0 12.0 0.0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 8HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=693,251 sf 65.29% Impervious Runoff Depth>0.53"Subcatchment P1.1: Tc=6.0 min CN=76 Runoff=9.35 cfs 0.704 af Runoff Area=383,583 sf 68.60% Impervious Runoff Depth>0.65"Subcatchment P1.2: Tc=6.0 min CN=79 Runoff=6.87 cfs 0.480 af Runoff Area=133,846 sf 87.88% Impervious Runoff Depth>1.36"Subcatchment P1.3: Tc=0.0 min CN=91 Runoff=6.54 cfs 0.348 af Runoff Area=351,677 sf 73.65% Impervious Runoff Depth>0.80"Subcatchment P1.4: Tc=6.0 min CN=82 Runoff=8.02 cfs 0.536 af Runoff Area=624,521 sf 86.82% Impervious Runoff Depth>1.28"Subcatchment P1.5: Tc=6.0 min CN=90 Runoff=24.03 cfs 1.532 af Runoff Area=50,918 sf 73.28% Impervious Runoff Depth>0.80"Subcatchment P1.6: Tc=6.0 min CN=82 Runoff=1.16 cfs 0.078 af Runoff Area=38,851 sf 43.21% Impervious Runoff Depth>0.14"Subcatchment P2.1: Tc=6.0 min CN=62 Runoff=0.03 cfs 0.010 af Runoff Area=420,045 sf 11.51% Impervious Runoff Depth=0.00"Subcatchment P3.1: Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=36,947 sf 53.39% Impervious Runoff Depth>0.36"Subcatchment P3.2: Tc=0.0 min CN=71 Runoff=0.31 cfs 0.025 af Inflow=4.54 cfs 0.371 afReach DP-1: DP-1 Outflow=4.54 cfs 0.371 af Inflow=0.03 cfs 0.010 afReach DP-2: DP-2 Outflow=0.03 cfs 0.010 af Inflow=0.00 cfs 0.000 afReach DP-3: DP-3 Outflow=0.00 cfs 0.000 af Peak Elev=315.57' Storage=20,205 cf Inflow=26.90 cfs 2.070 afPond 1P: Discarded=3.20 cfs 1.691 af Primary=4.54 cfs 0.371 af Outflow=7.74 cfs 2.063 af Peak Elev=328.06' Storage=23,903 cf Inflow=24.03 cfs 1.532 afPond 2P: Discarded=2.61 cfs 1.524 af Primary=0.07 cfs 0.003 af Outflow=2.68 cfs 1.527 af Peak Elev=327.46' Storage=137 cf Inflow=0.31 cfs 0.025 afPond 3P: Outflow=0.10 cfs 0.025 af Peak Elev=326.56' Storage=1,110 cf Inflow=1.16 cfs 0.078 afPond FB1: Outflow=0.38 cfs 0.054 af NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 9HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Peak Elev=323.09' Storage=103 cf Inflow=0.38 cfs 0.054 afPond IB1: Discarded=0.27 cfs 0.053 af Primary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.053 af Total Runoff Area = 62.756 ac Runoff Volume = 3.712 af Average Runoff Depth = 0.71" 35.74% Pervious = 22.426 ac 64.26% Impervious = 40.330 ac NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 10HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.1: Runoff = 9.35 cfs @ 12.05 hrs, Volume= 0.704 af, Depth> 0.53" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 452,612 98 Paved parking, HSG A 141,627 39 >75% Grass cover, Good, HSG A 99,012 30 Woods, Good, HSG A 693,251 76 Weighted Average 240,639 34.71% Pervious Area 452,612 65.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=693,251 sf Runoff Volume=0.704 af Runoff Depth>0.53" Tc=6.0 min CN=76 9.35 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 11HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.2: Runoff = 6.87 cfs @ 12.05 hrs, Volume= 0.480 af, Depth> 0.65" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 263,147 98 Paved parking, HSG A 120,436 39 >75% Grass cover, Good, HSG A 383,583 79 Weighted Average 120,436 31.40% Pervious Area 263,147 68.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=383,583 sf Runoff Volume=0.480 af Runoff Depth>0.65" Tc=6.0 min CN=79 6.87 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 12HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.3: Runoff = 6.54 cfs @ 11.95 hrs, Volume= 0.348 af, Depth> 1.36" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 117,618 98 Paved parking, HSG A 16,228 39 >75% Grass cover, Good, HSG A 133,846 91 Weighted Average 16,228 12.12% Pervious Area 117,618 87.88% Impervious Area Subcatchment P1.3: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=133,846 sf Runoff Volume=0.348 af Runoff Depth>1.36" Tc=0.0 min CN=91 6.54 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 13HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.4: Runoff = 8.02 cfs @ 12.05 hrs, Volume= 0.536 af, Depth> 0.80" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 258,996 98 Paved parking, HSG A 92,681 39 >75% Grass cover, Good, HSG A 351,677 82 Weighted Average 92,681 26.35% Pervious Area 258,996 73.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.4: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=351,677 sf Runoff Volume=0.536 af Runoff Depth>0.80" Tc=6.0 min CN=82 8.02 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 14HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.5: Runoff = 24.03 cfs @ 12.04 hrs, Volume= 1.532 af, Depth> 1.28" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 542,212 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 624,521 90 Weighted Average 82,309 13.18% Pervious Area 542,212 86.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.5: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=624,521 sf Runoff Volume=1.532 af Runoff Depth>1.28" Tc=6.0 min CN=90 24.03 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 15HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.6: Runoff = 1.16 cfs @ 12.05 hrs, Volume= 0.078 af, Depth> 0.80" Routed to Pond FB1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 37,314 98 Paved parking, HSG A 13,604 39 >75% Grass cover, Good, HSG A 50,918 82 Weighted Average 13,604 26.72% Pervious Area 37,314 73.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.6: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=50,918 sf Runoff Volume=0.078 af Runoff Depth>0.80" Tc=6.0 min CN=82 1.16 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 16HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2.1: Runoff = 0.03 cfs @ 12.48 hrs, Volume= 0.010 af, Depth> 0.14" Routed to Reach DP-2 : DP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 16,788 98 Paved parking, HSG A 12,135 39 >75% Grass cover, Good, HSG A 9,928 30 Woods, Good, HSG A 38,851 62 Weighted Average 22,063 56.79% Pervious Area 16,788 43.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=38,851 sf Runoff Volume=0.010 af Runoff Depth>0.14" Tc=6.0 min CN=62 0.03 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 17HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.1: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach DP-3 : DP-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 48,357 98 Paved parking, HSG A 74,338 39 >75% Grass cover, Good, HSG A 297,350 30 Woods, Good, HSG A 420,045 39 Weighted Average 371,688 88.49% Pervious Area 48,357 11.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P3.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=420,045 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 18HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.2: Runoff = 0.31 cfs @ 11.97 hrs, Volume= 0.025 af, Depth> 0.36" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 19,726 98 Paved parking, HSG A 17,221 39 >75% Grass cover, Good, HSG A 0 30 Woods, Good, HSG A 36,947 71 Weighted Average 17,221 46.61% Pervious Area 19,726 53.39% Impervious Area Subcatchment P3.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=36,947 sf Runoff Volume=0.025 af Runoff Depth>0.36" Tc=0.0 min CN=71 0.31 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 19HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 51.373 ac, 74.71% Impervious, Inflow Depth = 0.09" for 1-yr event Inflow = 4.54 cfs @ 12.41 hrs, Volume= 0.371 af Outflow = 4.54 cfs @ 12.41 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=51.373 ac 4.54 cfs 4.54 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 20HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 Inflow Area = 0.892 ac, 43.21% Impervious, Inflow Depth > 0.14" for 1-yr event Inflow = 0.03 cfs @ 12.48 hrs, Volume= 0.010 af Outflow = 0.03 cfs @ 12.48 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-2: DP-2 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 Inflow Area=0.892 ac 0.03 cfs 0.03 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 21HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 10.491 ac, 14.90% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-3: DP-3 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=10.491 ac 0.00 cfs 0.00 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 22HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 51.373 ac, 74.71% Impervious, Inflow Depth > 0.48" for 1-yr event Inflow = 26.90 cfs @ 12.04 hrs, Volume= 2.070 af Outflow = 7.74 cfs @ 12.41 hrs, Volume= 2.063 af, Atten= 71%, Lag= 22.0 min Discarded = 3.20 cfs @ 12.41 hrs, Volume= 1.691 af Primary = 4.54 cfs @ 12.41 hrs, Volume= 0.371 af Routed to Reach DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 315.57' @ 12.41 hrs Surf.Area= 15,364 sf Storage= 20,205 cf Plug-Flow detention time= 33.0 min calculated for 2.058 af (99% of inflow) Center-of-Mass det. time= 30.9 min ( 911.9 - 881.0 ) Volume Invert Avail.Storage Storage Description #1 314.00' 287,273 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 314.00 9,941 0 0 315.00 13,796 11,869 11,869 316.00 16,538 15,167 27,036 317.00 19,255 17,897 44,932 318.00 21,671 20,463 65,395 319.00 24,033 22,852 88,247 320.00 26,368 25,201 113,448 321.00 28,808 27,588 141,036 322.00 31,433 30,121 171,156 323.00 34,699 33,066 204,222 324.00 41,612 38,156 242,378 325.00 48,178 44,895 287,273 Device Routing Invert Outlet Devices #1 Discarded 314.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 314.66'24.0" Round Culvert L= 24.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 314.66' / 312.55' S= 0.0879 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Discarded OutFlow Max=3.20 cfs @ 12.41 hrs HW=315.57' (Free Discharge) 1=Exfiltration (Exfiltration Controls 3.20 cfs) Primary OutFlow Max=4.53 cfs @ 12.41 hrs HW=315.57' (Free Discharge) 2=Culvert (Inlet Controls 4.53 cfs @ 3.25 fps) NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 23HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 1P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=51.373 ac Peak Elev=315.57' Storage=20,205 cf 26.90 cfs 7.74 cfs 3.20 cfs4.54 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 24HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 14.337 ac, 86.82% Impervious, Inflow Depth > 1.28" for 1-yr event Inflow = 24.03 cfs @ 12.04 hrs, Volume= 1.532 af Outflow = 2.68 cfs @ 12.68 hrs, Volume= 1.527 af, Atten= 89%, Lag= 38.1 min Discarded = 2.61 cfs @ 12.68 hrs, Volume= 1.524 af Primary = 0.07 cfs @ 12.68 hrs, Volume= 0.003 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 328.06' @ 12.68 hrs Surf.Area= 12,516 sf Storage= 23,903 cf Plug-Flow detention time= 84.7 min calculated for 1.527 af (100% of inflow) Center-of-Mass det. time= 82.6 min ( 918.9 - 836.2 ) Volume Invert Avail.Storage Storage Description #1 325.00' 151,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.00 312 0 0 326.00 7,034 3,673 3,673 327.00 9,821 8,428 12,101 328.00 12,374 11,098 23,198 329.00 14,875 13,625 36,823 330.00 214,319 114,597 151,420 Device Routing Invert Outlet Devices #1 Primary 327.93'18.0" Round Culvert L= 330.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.93' / 322.00' S= 0.0180 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 325.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=2.61 cfs @ 12.68 hrs HW=328.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 2.61 cfs) Primary OutFlow Max=0.07 cfs @ 12.68 hrs HW=328.06' (Free Discharge) 1=Culvert (Inlet Controls 0.07 cfs @ 0.96 fps) NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 25HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 2P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=14.337 ac Peak Elev=328.06' Storage=23,903 cf 24.03 cfs 2.68 cfs 2.61 cfs 0.07 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 26HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Inflow Area = 0.848 ac, 53.39% Impervious, Inflow Depth > 0.36" for 1-yr event Inflow = 0.31 cfs @ 11.97 hrs, Volume= 0.025 af Outflow = 0.10 cfs @ 12.36 hrs, Volume= 0.025 af, Atten= 69%, Lag= 23.5 min Discarded = 0.10 cfs @ 12.36 hrs, Volume= 0.025 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 327.46' @ 12.36 hrs Surf.Area= 460 sf Storage= 137 cf Plug-Flow detention time= 9.7 min calculated for 0.025 af (100% of inflow) Center-of-Mass det. time= 9.1 min ( 938.5 - 929.4 ) Volume Invert Avail.Storage Storage Description #1 327.00' 9,004 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 327.00 136 0 0 328.00 839 488 488 329.00 1,640 1,240 1,727 330.00 3,816 2,728 4,455 331.00 5,281 4,549 9,004 Device Routing Invert Outlet Devices #1 Discarded 327.00'9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.10 cfs @ 12.36 hrs HW=327.46' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 27HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 3P: Inflow Discarded Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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=0.848 ac Peak Elev=327.46' Storage=137 cf 0.31 cfs 0.10 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 28HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond FB1: Inflow Area = 1.169 ac, 73.28% Impervious, Inflow Depth > 0.80" for 1-yr event Inflow = 1.16 cfs @ 12.05 hrs, Volume= 0.078 af Outflow = 0.38 cfs @ 12.29 hrs, Volume= 0.054 af, Atten= 67%, Lag= 14.5 min Primary = 0.38 cfs @ 12.29 hrs, Volume= 0.054 af Routed to Pond IB1 : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 326.56' @ 12.29 hrs Surf.Area= 1,195 sf Storage= 1,110 cf Plug-Flow detention time= 195.1 min calculated for 0.054 af (69% of inflow) Center-of-Mass det. time= 75.3 min ( 951.9 - 876.6 ) Volume Invert Avail.Storage Storage Description #1 324.00' 1,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 96 0 0 325.00 279 188 188 326.00 580 430 617 326.50 1,096 419 1,036 327.00 1,866 741 1,777 Device Routing Invert Outlet Devices #1 Primary 326.50'9.7' long + 3.0 '/' SideZ x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.37 cfs @ 12.29 hrs HW=326.56' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.37 cfs @ 0.59 fps) NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 29HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond FB1: Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=1.169 ac Peak Elev=326.56' Storage=1,110 cf 1.16 cfs 0.38 cfs NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 30HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond IB1: Inflow Area = 1.169 ac, 73.28% Impervious, Inflow Depth > 0.55" for 1-yr event Inflow = 0.38 cfs @ 12.29 hrs, Volume= 0.054 af Outflow = 0.27 cfs @ 12.51 hrs, Volume= 0.053 af, Atten= 29%, Lag= 13.2 min Discarded = 0.27 cfs @ 12.51 hrs, Volume= 0.053 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 323.09' @ 12.51 hrs Surf.Area= 1,233 sf Storage= 103 cf Plug-Flow detention time= 4.1 min calculated for 0.053 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 954.8 - 951.9 ) Volume Invert Avail.Storage Storage Description #1 323.00' 13,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 1,188 0 0 324.00 1,717 1,453 1,453 325.00 2,302 2,010 3,462 326.00 2,943 2,623 6,085 327.00 3,616 3,280 9,364 328.00 4,000 3,808 13,172 Device Routing Invert Outlet Devices #1 Discarded 323.00'9.500 in/hr Exfiltration over Surface area #2 Primary 323.10'12.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.10' / 322.95' S= 0.0036 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 325.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 12.51 hrs HW=323.09' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) NY-RegeneronSaratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 31HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond IB1: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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=1.169 ac Peak Elev=323.09' Storage=103 cf 0.38 cfs 0.27 cfs 0.27 cfs 0.00 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 32HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=693,251 sf 65.29% Impervious Runoff Depth>1.51"Subcatchment P1.1: Tc=6.0 min CN=76 Runoff=31.07 cfs 2.003 af Runoff Area=383,583 sf 68.60% Impervious Runoff Depth>1.72"Subcatchment P1.2: Tc=6.0 min CN=79 Runoff=19.90 cfs 1.263 af Runoff Area=133,846 sf 87.88% Impervious Runoff Depth>2.73"Subcatchment P1.3: Tc=0.0 min CN=91 Runoff=13.01 cfs 0.699 af Runoff Area=351,677 sf 73.65% Impervious Runoff Depth>1.95"Subcatchment P1.4: Tc=6.0 min CN=82 Runoff=20.82 cfs 1.310 af Runoff Area=624,521 sf 86.82% Impervious Runoff Depth>2.63"Subcatchment P1.5: Tc=6.0 min CN=90 Runoff=49.48 cfs 3.146 af Runoff Area=50,918 sf 73.28% Impervious Runoff Depth>1.95"Subcatchment P1.6: Tc=6.0 min CN=82 Runoff=3.01 cfs 0.190 af Runoff Area=38,851 sf 43.21% Impervious Runoff Depth>0.71"Subcatchment P2.1: Tc=6.0 min CN=62 Runoff=0.63 cfs 0.053 af Runoff Area=420,045 sf 11.51% Impervious Runoff Depth>0.02"Subcatchment P3.1: Tc=10.0 min CN=39 Runoff=0.03 cfs 0.016 af Runoff Area=36,947 sf 53.39% Impervious Runoff Depth>1.19"Subcatchment P3.2: Tc=0.0 min CN=71 Runoff=1.47 cfs 0.084 af Inflow=22.60 cfs 2.900 afReach DP-1: DP-1 Outflow=22.60 cfs 2.900 af Inflow=0.63 cfs 0.053 afReach DP-2: DP-2 Outflow=0.63 cfs 0.053 af Inflow=0.03 cfs 0.016 afReach DP-3: DP-3 Outflow=0.03 cfs 0.016 af Peak Elev=317.89' Storage=63,073 cf Inflow=79.30 cfs 5.779 afPond 1P: Discarded=4.46 cfs 2.864 af Primary=22.60 cfs 2.900 af Outflow=27.06 cfs 5.764 af Peak Elev=329.20' Storage=43,881 cf Inflow=49.48 cfs 3.146 afPond 2P: Discarded=11.48 cfs 2.626 af Primary=4.84 cfs 0.505 af Outflow=16.32 cfs 3.131 af Peak Elev=328.54' Storage=1,053 cf Inflow=1.47 cfs 0.084 afPond 3P: Outflow=0.26 cfs 0.084 af Peak Elev=326.74' Storage=1,345 cf Inflow=3.01 cfs 0.190 afPond FB1: Outflow=2.88 cfs 0.165 af NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 33HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Peak Elev=324.55' Storage=2,479 cf Inflow=2.88 cfs 0.165 afPond IB1: Discarded=0.45 cfs 0.165 af Primary=0.00 cfs 0.000 af Outflow=0.45 cfs 0.165 af Total Runoff Area = 62.756 ac Runoff Volume = 8.762 af Average Runoff Depth = 1.68" 35.74% Pervious = 22.426 ac 64.26% Impervious = 40.330 ac NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 34HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.1: Runoff = 31.07 cfs @ 12.05 hrs, Volume= 2.003 af, Depth> 1.51" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 452,612 98 Paved parking, HSG A 141,627 39 >75% Grass cover, Good, HSG A 99,012 30 Woods, Good, HSG A 693,251 76 Weighted Average 240,639 34.71% Pervious Area 452,612 65.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=693,251 sf Runoff Volume=2.003 af Runoff Depth>1.51" Tc=6.0 min CN=76 31.07 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 35HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.2: Runoff = 19.90 cfs @ 12.05 hrs, Volume= 1.263 af, Depth> 1.72" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 263,147 98 Paved parking, HSG A 120,436 39 >75% Grass cover, Good, HSG A 383,583 79 Weighted Average 120,436 31.40% Pervious Area 263,147 68.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=383,583 sf Runoff Volume=1.263 af Runoff Depth>1.72" Tc=6.0 min CN=79 19.90 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 36HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.3: Runoff = 13.01 cfs @ 11.95 hrs, Volume= 0.699 af, Depth> 2.73" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 117,618 98 Paved parking, HSG A 16,228 39 >75% Grass cover, Good, HSG A 133,846 91 Weighted Average 16,228 12.12% Pervious Area 117,618 87.88% Impervious Area Subcatchment P1.3: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=133,846 sf Runoff Volume=0.699 af Runoff Depth>2.73" Tc=0.0 min CN=91 13.01 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 37HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.4: Runoff = 20.82 cfs @ 12.04 hrs, Volume= 1.310 af, Depth> 1.95" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 258,996 98 Paved parking, HSG A 92,681 39 >75% Grass cover, Good, HSG A 351,677 82 Weighted Average 92,681 26.35% Pervious Area 258,996 73.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.4: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=351,677 sf Runoff Volume=1.310 af Runoff Depth>1.95" Tc=6.0 min CN=82 20.82 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 38HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.5: Runoff = 49.48 cfs @ 12.04 hrs, Volume= 3.146 af, Depth> 2.63" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 542,212 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 624,521 90 Weighted Average 82,309 13.18% Pervious Area 542,212 86.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.5: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=624,521 sf Runoff Volume=3.146 af Runoff Depth>2.63" Tc=6.0 min CN=90 49.48 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 39HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.6: Runoff = 3.01 cfs @ 12.04 hrs, Volume= 0.190 af, Depth> 1.95" Routed to Pond FB1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 37,314 98 Paved parking, HSG A 13,604 39 >75% Grass cover, Good, HSG A 50,918 82 Weighted Average 13,604 26.72% Pervious Area 37,314 73.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.6: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=50,918 sf Runoff Volume=0.190 af Runoff Depth>1.95" Tc=6.0 min CN=82 3.01 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 40HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2.1: Runoff = 0.63 cfs @ 12.06 hrs, Volume= 0.053 af, Depth> 0.71" Routed to Reach DP-2 : DP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 16,788 98 Paved parking, HSG A 12,135 39 >75% Grass cover, Good, HSG A 9,928 30 Woods, Good, HSG A 38,851 62 Weighted Average 22,063 56.79% Pervious Area 16,788 43.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=38,851 sf Runoff Volume=0.053 af Runoff Depth>0.71" Tc=6.0 min CN=62 0.63 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 41HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.1: Runoff = 0.03 cfs @ 24.00 hrs, Volume= 0.016 af, Depth> 0.02" Routed to Reach DP-3 : DP-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 48,357 98 Paved parking, HSG A 74,338 39 >75% Grass cover, Good, HSG A 297,350 30 Woods, Good, HSG A 420,045 39 Weighted Average 371,688 88.49% Pervious Area 48,357 11.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P3.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=420,045 sf Runoff Volume=0.016 af Runoff Depth>0.02" Tc=10.0 min CN=39 0.03 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 42HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.2: Runoff = 1.47 cfs @ 11.96 hrs, Volume= 0.084 af, Depth> 1.19" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 19,726 98 Paved parking, HSG A 17,221 39 >75% Grass cover, Good, HSG A 0 30 Woods, Good, HSG A 36,947 71 Weighted Average 17,221 46.61% Pervious Area 19,726 53.39% Impervious Area Subcatchment P3.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=36,947 sf Runoff Volume=0.084 af Runoff Depth>1.19" Tc=0.0 min CN=71 1.47 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 43HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 51.373 ac, 74.71% Impervious, Inflow Depth = 0.68" for 10-yr event Inflow = 22.60 cfs @ 12.41 hrs, Volume= 2.900 af Outflow = 22.60 cfs @ 12.41 hrs, Volume= 2.900 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=51.373 ac 22.60 cfs 22.60 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 44HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 Inflow Area = 0.892 ac, 43.21% Impervious, Inflow Depth > 0.71" for 10-yr event Inflow = 0.63 cfs @ 12.06 hrs, Volume= 0.053 af Outflow = 0.63 cfs @ 12.06 hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-2: DP-2 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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=0.892 ac 0.63 cfs 0.63 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 45HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 10.491 ac, 14.90% Impervious, Inflow Depth > 0.02" for 10-yr event Inflow = 0.03 cfs @ 24.00 hrs, Volume= 0.016 af Outflow = 0.03 cfs @ 24.00 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-3: DP-3 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 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 Inflow Area=10.491 ac 0.03 cfs 0.03 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 46HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 51.373 ac, 74.71% Impervious, Inflow Depth > 1.35" for 10-yr event Inflow = 79.30 cfs @ 12.04 hrs, Volume= 5.779 af Outflow = 27.06 cfs @ 12.41 hrs, Volume= 5.764 af, Atten= 66%, Lag= 21.8 min Discarded = 4.46 cfs @ 12.41 hrs, Volume= 2.864 af Primary = 22.60 cfs @ 12.41 hrs, Volume= 2.900 af Routed to Reach DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 317.89' @ 12.41 hrs Surf.Area= 21,411 sf Storage= 63,073 cf Plug-Flow detention time= 36.2 min calculated for 5.764 af (100% of inflow) Center-of-Mass det. time= 34.7 min ( 870.4 - 835.7 ) Volume Invert Avail.Storage Storage Description #1 314.00' 287,273 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 314.00 9,941 0 0 315.00 13,796 11,869 11,869 316.00 16,538 15,167 27,036 317.00 19,255 17,897 44,932 318.00 21,671 20,463 65,395 319.00 24,033 22,852 88,247 320.00 26,368 25,201 113,448 321.00 28,808 27,588 141,036 322.00 31,433 30,121 171,156 323.00 34,699 33,066 204,222 324.00 41,612 38,156 242,378 325.00 48,178 44,895 287,273 Device Routing Invert Outlet Devices #1 Discarded 314.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 314.66'24.0" Round Culvert L= 24.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 314.66' / 312.55' S= 0.0879 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Discarded OutFlow Max=4.46 cfs @ 12.41 hrs HW=317.89' (Free Discharge) 1=Exfiltration (Exfiltration Controls 4.46 cfs) Primary OutFlow Max=22.60 cfs @ 12.41 hrs HW =317.89' (Free Discharge) 2=Culvert (Inlet Controls 22.60 cfs @ 7.19 fps) NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 47HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 1P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=51.373 ac Peak Elev=317.89' Storage=63,073 cf 79.30 cfs 27.06 cfs 4.46 cfs 22.60 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 48HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 14.337 ac, 86.82% Impervious, Inflow Depth > 2.63" for 10-yr event Inflow = 49.48 cfs @ 12.04 hrs, Volume= 3.146 af Outflow = 16.32 cfs @ 12.27 hrs, Volume= 3.131 af, Atten= 67%, Lag= 13.7 min Discarded = 11.48 cfs @ 12.27 hrs, Volume= 2.626 af Primary = 4.84 cfs @ 12.27 hrs, Volume= 0.505 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.20' @ 12.27 hrs Surf.Area= 55,107 sf Storage= 43,881 cf Plug-Flow detention time= 80.8 min calculated for 3.131 af (100% of inflow) Center-of-Mass det. time= 77.9 min ( 884.4 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 325.00' 151,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.00 312 0 0 326.00 7,034 3,673 3,673 327.00 9,821 8,428 12,101 328.00 12,374 11,098 23,198 329.00 14,875 13,625 36,823 330.00 214,319 114,597 151,420 Device Routing Invert Outlet Devices #1 Primary 327.93'18.0" Round Culvert L= 330.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.93' / 322.00' S= 0.0180 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 325.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=11.43 cfs @ 12.27 hrs HW =329.20' (Free Discharge) 2=Exfiltration (Exfiltration Controls 11.43 cfs) Primary OutFlow Max=4.84 cfs @ 12.27 hrs HW=329.20' (Free Discharge) 1=Culvert (Inlet Controls 4.84 cfs @ 3.03 fps) NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 49HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 2P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.337 ac Peak Elev=329.20' Storage=43,881 cf 49.48 cfs 16.32 cfs 11.48 cfs 4.84 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 50HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Inflow Area = 0.848 ac, 53.39% Impervious, Inflow Depth > 1.19" for 10-yr event Inflow = 1.47 cfs @ 11.96 hrs, Volume= 0.084 af Outflow = 0.26 cfs @ 12.50 hrs, Volume= 0.084 af, Atten= 82%, Lag= 32.1 min Discarded = 0.26 cfs @ 12.50 hrs, Volume= 0.084 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 328.54' @ 12.50 hrs Surf.Area= 1,269 sf Storage= 1,053 cf Plug-Flow detention time= 36.1 min calculated for 0.084 af (100% of inflow) Center-of-Mass det. time= 35.6 min ( 904.0 - 868.5 ) Volume Invert Avail.Storage Storage Description #1 327.00' 9,004 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 327.00 136 0 0 328.00 839 488 488 329.00 1,640 1,240 1,727 330.00 3,816 2,728 4,455 331.00 5,281 4,549 9,004 Device Routing Invert Outlet Devices #1 Discarded 327.00'9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.26 cfs @ 12.50 hrs HW=328.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.26 cfs) NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 51HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 3P: Inflow Discarded Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=0.848 ac Peak Elev=328.54' Storage=1,053 cf 1.47 cfs 0.26 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 52HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond FB1: Inflow Area = 1.169 ac, 73.28% Impervious, Inflow Depth > 1.95" for 10-yr event Inflow = 3.01 cfs @ 12.04 hrs, Volume= 0.190 af Outflow = 2.88 cfs @ 12.07 hrs, Volume= 0.165 af, Atten= 5%, Lag= 1.3 min Primary = 2.88 cfs @ 12.07 hrs, Volume= 0.165 af Routed to Pond IB1 : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 326.74' @ 12.07 hrs Surf.Area= 1,467 sf Storage= 1,345 cf Plug-Flow detention time= 88.7 min calculated for 0.165 af (87% of inflow) Center-of-Mass det. time= 27.2 min ( 864.6 - 837.4 ) Volume Invert Avail.Storage Storage Description #1 324.00' 1,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 96 0 0 325.00 279 188 188 326.00 580 430 617 326.50 1,096 419 1,036 327.00 1,866 741 1,777 Device Routing Invert Outlet Devices #1 Primary 326.50'9.7' long + 3.0 '/' SideZ x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=2.75 cfs @ 12.07 hrs HW=326.73' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.75 cfs @ 1.13 fps) NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 53HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond FB1: Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.169 ac Peak Elev=326.74' Storage=1,345 cf 3.01 cfs 2.88 cfs NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 54HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond IB1: Inflow Area = 1.169 ac, 73.28% Impervious, Inflow Depth > 1.70" for 10-yr event Inflow = 2.88 cfs @ 12.07 hrs, Volume= 0.165 af Outflow = 0.45 cfs @ 12.65 hrs, Volume= 0.165 af, Atten= 84%, Lag= 35.3 min Discarded = 0.45 cfs @ 12.65 hrs, Volume= 0.165 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 324.55' @ 12.65 hrs Surf.Area= 2,037 sf Storage= 2,479 cf Plug-Flow detention time= 46.7 min calculated for 0.165 af (100% of inflow) Center-of-Mass det. time= 46.0 min ( 910.6 - 864.6 ) Volume Invert Avail.Storage Storage Description #1 323.00' 13,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 1,188 0 0 324.00 1,717 1,453 1,453 325.00 2,302 2,010 3,462 326.00 2,943 2,623 6,085 327.00 3,616 3,280 9,364 328.00 4,000 3,808 13,172 Device Routing Invert Outlet Devices #1 Discarded 323.00'9.500 in/hr Exfiltration over Surface area #2 Primary 323.10'12.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.10' / 322.95' S= 0.0036 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 325.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.45 cfs @ 12.65 hrs HW=324.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.45 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=323.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) NY-RegeneronSaratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 55HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond IB1: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.169 ac Peak Elev=324.55' Storage=2,479 cf 2.88 cfs 0.45 cfs 0.45 cfs 0.00 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 56HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=693,251 sf 65.29% Impervious Runoff Depth>3.51"Subcatchment P1.1: Tc=6.0 min CN=76 Runoff=72.49 cfs 4.650 af Runoff Area=383,583 sf 68.60% Impervious Runoff Depth>3.81"Subcatchment P1.2: Tc=6.0 min CN=79 Runoff=43.55 cfs 2.796 af Runoff Area=133,846 sf 87.88% Impervious Runoff Depth>5.10"Subcatchment P1.3: Tc=0.0 min CN=91 Runoff=22.88 cfs 1.307 af Runoff Area=351,677 sf 73.65% Impervious Runoff Depth>4.12"Subcatchment P1.4: Tc=6.0 min CN=82 Runoff=42.99 cfs 2.773 af Runoff Area=624,521 sf 86.82% Impervious Runoff Depth>4.99"Subcatchment P1.5: Tc=6.0 min CN=90 Runoff=89.21 cfs 5.959 af Runoff Area=50,918 sf 73.28% Impervious Runoff Depth>4.12"Subcatchment P1.6: Tc=6.0 min CN=82 Runoff=6.22 cfs 0.401 af Runoff Area=38,851 sf 43.21% Impervious Runoff Depth>2.19"Subcatchment P2.1: Tc=6.0 min CN=62 Runoff=2.41 cfs 0.163 af Runoff Area=420,045 sf 11.51% Impervious Runoff Depth>0.49"Subcatchment P3.1: Tc=10.0 min CN=39 Runoff=2.00 cfs 0.391 af Runoff Area=36,947 sf 53.39% Impervious Runoff Depth>3.02"Subcatchment P3.2: Tc=0.0 min CN=71 Runoff=3.88 cfs 0.213 af Inflow=38.49 cfs 8.228 afReach DP-1: DP-1 Outflow=38.49 cfs 8.228 af Inflow=2.41 cfs 0.163 afReach DP-2: DP-2 Outflow=2.41 cfs 0.163 af Inflow=2.00 cfs 0.391 afReach DP-3: DP-3 Outflow=2.00 cfs 0.391 af Peak Elev=322.14' Storage=175,456 cf Inflow=175.91 cfs 12.600 afPond 1P: Discarded=6.64 cfs 4.229 af Primary=38.49 cfs 8.228 af Outflow=45.13 cfs 12.457 af Peak Elev=329.58' Storage=78,575 cf Inflow=89.21 cfs 5.959 afPond 2P: Discarded=27.06 cfs 4.867 af Primary=6.36 cfs 1.014 af Outflow=33.42 cfs 5.881 af Peak Elev=329.70' Storage=3,403 cf Inflow=3.88 cfs 0.213 afPond 3P: Outflow=0.66 cfs 0.213 af Peak Elev=326.88' Storage=1,559 cf Inflow=6.22 cfs 0.401 afPond FB1: Outflow=6.09 cfs 0.377 af NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 57HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Peak Elev=325.69' Storage=5,192 cf Inflow=6.09 cfs 0.377 afPond IB1: Discarded=0.60 cfs 0.315 af Primary=2.11 cfs 0.061 af Outflow=2.71 cfs 0.377 af Total Runoff Area = 62.756 ac Runoff Volume = 18.653 af Average Runoff Depth = 3.57" 35.74% Pervious = 22.426 ac 64.26% Impervious = 40.330 ac NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 58HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.1: Runoff = 72.49 cfs @ 12.04 hrs, Volume= 4.650 af, Depth> 3.51" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 452,612 98 Paved parking, HSG A 141,627 39 >75% Grass cover, Good, HSG A 99,012 30 Woods, Good, HSG A 693,251 76 Weighted Average 240,639 34.71% Pervious Area 452,612 65.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=693,251 sf Runoff Volume=4.650 af Runoff Depth>3.51" Tc=6.0 min CN=76 72.49 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 59HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.2: Runoff = 43.55 cfs @ 12.04 hrs, Volume= 2.796 af, Depth> 3.81" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 263,147 98 Paved parking, HSG A 120,436 39 >75% Grass cover, Good, HSG A 383,583 79 Weighted Average 120,436 31.40% Pervious Area 263,147 68.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=383,583 sf Runoff Volume=2.796 af Runoff Depth>3.81" Tc=6.0 min CN=79 43.55 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 60HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.3: Runoff = 22.88 cfs @ 11.95 hrs, Volume= 1.307 af, Depth> 5.10" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 117,618 98 Paved parking, HSG A 16,228 39 >75% Grass cover, Good, HSG A 133,846 91 Weighted Average 16,228 12.12% Pervious Area 117,618 87.88% Impervious Area Subcatchment P1.3: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=133,846 sf Runoff Volume=1.307 af Runoff Depth>5.10" Tc=0.0 min CN=91 22.88 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 61HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.4: Runoff = 42.99 cfs @ 12.04 hrs, Volume= 2.773 af, Depth> 4.12" Routed to Pond 1P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 258,996 98 Paved parking, HSG A 92,681 39 >75% Grass cover, Good, HSG A 351,677 82 Weighted Average 92,681 26.35% Pervious Area 258,996 73.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.4: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=351,677 sf Runoff Volume=2.773 af Runoff Depth>4.12" Tc=6.0 min CN=82 42.99 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 62HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.5: Runoff = 89.21 cfs @ 12.04 hrs, Volume= 5.959 af, Depth> 4.99" Routed to Pond 2P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 542,212 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 624,521 90 Weighted Average 82,309 13.18% Pervious Area 542,212 86.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.5: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=624,521 sf Runoff Volume=5.959 af Runoff Depth>4.99" Tc=6.0 min CN=90 89.21 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 63HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.6: Runoff = 6.22 cfs @ 12.04 hrs, Volume= 0.401 af, Depth> 4.12" Routed to Pond FB1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 37,314 98 Paved parking, HSG A 13,604 39 >75% Grass cover, Good, HSG A 50,918 82 Weighted Average 13,604 26.72% Pervious Area 37,314 73.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1.6: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=50,918 sf Runoff Volume=0.401 af Runoff Depth>4.12" Tc=6.0 min CN=82 6.22 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 64HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2.1: Runoff = 2.41 cfs @ 12.05 hrs, Volume= 0.163 af, Depth> 2.19" Routed to Reach DP-2 : DP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 16,788 98 Paved parking, HSG A 12,135 39 >75% Grass cover, Good, HSG A 9,928 30 Woods, Good, HSG A 38,851 62 Weighted Average 22,063 56.79% Pervious Area 16,788 43.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=38,851 sf Runoff Volume=0.163 af Runoff Depth>2.19" Tc=6.0 min CN=62 2.41 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 65HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.1: Runoff = 2.00 cfs @ 12.50 hrs, Volume= 0.391 af, Depth> 0.49" Routed to Reach DP-3 : DP-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 48,357 98 Paved parking, HSG A 74,338 39 >75% Grass cover, Good, HSG A 297,350 30 Woods, Good, HSG A 420,045 39 Weighted Average 371,688 88.49% Pervious Area 48,357 11.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P3.1: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=420,045 sf Runoff Volume=0.391 af Runoff Depth>0.49" Tc=10.0 min CN=39 2.00 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 66HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.2: Runoff = 3.88 cfs @ 11.96 hrs, Volume= 0.213 af, Depth> 3.02" Routed to Pond 3P : Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 19,726 98 Paved parking, HSG A 17,221 39 >75% Grass cover, Good, HSG A 0 30 Woods, Good, HSG A 36,947 71 Weighted Average 17,221 46.61% Pervious Area 19,726 53.39% Impervious Area Subcatchment P3.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=36,947 sf Runoff Volume=0.213 af Runoff Depth>3.02" Tc=0.0 min CN=71 3.88 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 67HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 51.373 ac, 74.71% Impervious, Inflow Depth = 1.92" for 100-yr event Inflow = 38.49 cfs @ 12.55 hrs, Volume= 8.228 af Outflow = 38.49 cfs @ 12.55 hrs, Volume= 8.228 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=51.373 ac 38.49 cfs 38.49 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 68HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 Inflow Area = 0.892 ac, 43.21% Impervious, Inflow Depth > 2.19" for 100-yr event Inflow = 2.41 cfs @ 12.05 hrs, Volume= 0.163 af Outflow = 2.41 cfs @ 12.05 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-2: DP-2 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=0.892 ac 2.41 cfs 2.41 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 69HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 10.491 ac, 14.90% Impervious, Inflow Depth > 0.45" for 100-yr event Inflow = 2.00 cfs @ 12.50 hrs, Volume= 0.391 af Outflow = 2.00 cfs @ 12.50 hrs, Volume= 0.391 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach DP-3: DP-3 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 Inflow Area=10.491 ac 2.00 cfs 2.00 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 70HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 51.373 ac, 74.71% Impervious, Inflow Depth > 2.94" for 100-yr event Inflow = 175.91 cfs @ 12.04 hrs, Volume= 12.600 af Outflow = 45.13 cfs @ 12.55 hrs, Volume= 12.457 af, Atten= 74%, Lag= 30.4 min Discarded = 6.64 cfs @ 12.55 hrs, Volume= 4.229 af Primary = 38.49 cfs @ 12.55 hrs, Volume= 8.228 af Routed to Reach DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 322.14' @ 12.55 hrs Surf.Area= 31,877 sf Storage= 175,456 cf Plug-Flow detention time= 48.8 min calculated for 12.431 af (99% of inflow) Center-of-Mass det. time= 41.8 min ( 853.7 - 811.8 ) Volume Invert Avail.Storage Storage Description #1 314.00' 287,273 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 314.00 9,941 0 0 315.00 13,796 11,869 11,869 316.00 16,538 15,167 27,036 317.00 19,255 17,897 44,932 318.00 21,671 20,463 65,395 319.00 24,033 22,852 88,247 320.00 26,368 25,201 113,448 321.00 28,808 27,588 141,036 322.00 31,433 30,121 171,156 323.00 34,699 33,066 204,222 324.00 41,612 38,156 242,378 325.00 48,178 44,895 287,273 Device Routing Invert Outlet Devices #1 Discarded 314.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 314.66'24.0" Round Culvert L= 24.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 314.66' / 312.55' S= 0.0879 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf Discarded OutFlow Max=6.64 cfs @ 12.55 hrs HW=322.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 6.64 cfs) Primary OutFlow Max=38.49 cfs @ 12.55 hrs HW =322.13' (Free Discharge) 2=Culvert (Inlet Controls 38.49 cfs @ 12.25 fps) NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 71HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 1P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=51.373 ac Peak Elev=322.14' Storage=175,456 cf 175.91 cfs 45.13 cfs 6.64 cfs 38.49 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 72HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 14.337 ac, 86.82% Impervious, Inflow Depth > 4.99" for 100-yr event Inflow = 89.21 cfs @ 12.04 hrs, Volume= 5.959 af Outflow = 33.42 cfs @ 12.25 hrs, Volume= 5.881 af, Atten= 63%, Lag= 12.8 min Discarded = 27.06 cfs @ 12.25 hrs, Volume= 4.867 af Primary = 6.36 cfs @ 12.25 hrs, Volume= 1.014 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.58' @ 12.25 hrs Surf.Area= 129,908 sf Storage= 78,575 cf Plug-Flow detention time= 71.2 min calculated for 5.869 af (98% of inflow) Center-of-Mass det. time= 62.8 min ( 847.9 - 785.1 ) Volume Invert Avail.Storage Storage Description #1 325.00' 151,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 325.00 312 0 0 326.00 7,034 3,673 3,673 327.00 9,821 8,428 12,101 328.00 12,374 11,098 23,198 329.00 14,875 13,625 36,823 330.00 214,319 114,597 151,420 Device Routing Invert Outlet Devices #1 Primary 327.93'18.0" Round Culvert L= 330.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.93' / 322.00' S= 0.0180 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Discarded 325.00'9.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=27.05 cfs @ 12.25 hrs HW =329.58' (Free Discharge) 2=Exfiltration (Exfiltration Controls 27.05 cfs) Primary OutFlow Max=6.36 cfs @ 12.25 hrs HW=329.58' (Free Discharge) 1=Culvert (Inlet Controls 6.36 cfs @ 3.60 fps) NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 73HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 2P: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.337 ac Peak Elev=329.58' Storage=78,575 cf 89.21 cfs 33.42 cfs 27.06 cfs 6.36 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 74HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Inflow Area = 0.848 ac, 53.39% Impervious, Inflow Depth > 3.02" for 100-yr event Inflow = 3.88 cfs @ 11.96 hrs, Volume= 0.213 af Outflow = 0.66 cfs @ 12.50 hrs, Volume= 0.213 af, Atten= 83%, Lag= 32.5 min Discarded = 0.66 cfs @ 12.50 hrs, Volume= 0.213 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.70' @ 12.50 hrs Surf.Area= 3,159 sf Storage= 3,403 cf Plug-Flow detention time= 61.6 min calculated for 0.213 af (100% of inflow) Center-of-Mass det. time= 60.3 min ( 893.3 - 833.0 ) Volume Invert Avail.Storage Storage Description #1 327.00' 9,004 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 327.00 136 0 0 328.00 839 488 488 329.00 1,640 1,240 1,727 330.00 3,816 2,728 4,455 331.00 5,281 4,549 9,004 Device Routing Invert Outlet Devices #1 Discarded 327.00'9.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.66 cfs @ 12.50 hrs HW=329.70' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.66 cfs) NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 75HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond 3P: Inflow Discarded Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.848 ac Peak Elev=329.70' Storage=3,403 cf 3.88 cfs 0.66 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 76HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond FB1: Inflow Area = 1.169 ac, 73.28% Impervious, Inflow Depth > 4.12" for 100-yr event Inflow = 6.22 cfs @ 12.04 hrs, Volume= 0.401 af Outflow = 6.09 cfs @ 12.06 hrs, Volume= 0.377 af, Atten= 2%, Lag= 1.1 min Primary = 6.09 cfs @ 12.06 hrs, Volume= 0.377 af Routed to Pond IB1 : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 326.88' @ 12.06 hrs Surf.Area= 1,677 sf Storage= 1,559 cf Plug-Flow detention time= 50.8 min calculated for 0.376 af (94% of inflow) Center-of-Mass det. time= 18.0 min ( 828.2 - 810.3 ) Volume Invert Avail.Storage Storage Description #1 324.00' 1,777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 96 0 0 325.00 279 188 188 326.00 580 430 617 326.50 1,096 419 1,036 327.00 1,866 741 1,777 Device Routing Invert Outlet Devices #1 Primary 326.50'9.7' long + 3.0 '/' SideZ x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=5.89 cfs @ 12.06 hrs HW=326.87' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 5.89 cfs @ 1.47 fps) NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 77HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond FB1: Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.169 ac Peak Elev=326.88' Storage=1,559 cf 6.22 cfs 6.09 cfs NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 78HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond IB1: Inflow Area = 1.169 ac, 73.28% Impervious, Inflow Depth > 3.87" for 100-yr event Inflow = 6.09 cfs @ 12.06 hrs, Volume= 0.377 af Outflow = 2.71 cfs @ 12.26 hrs, Volume= 0.377 af, Atten= 55%, Lag= 12.0 min Discarded = 0.60 cfs @ 12.26 hrs, Volume= 0.315 af Primary = 2.11 cfs @ 12.26 hrs, Volume= 0.061 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 325.69' @ 12.26 hrs Surf.Area= 2,742 sf Storage= 5,192 cf Plug-Flow detention time= 66.2 min calculated for 0.376 af (100% of inflow) Center-of-Mass det. time= 65.5 min ( 893.7 - 828.2 ) Volume Invert Avail.Storage Storage Description #1 323.00' 13,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 323.00 1,188 0 0 324.00 1,717 1,453 1,453 325.00 2,302 2,010 3,462 326.00 2,943 2,623 6,085 327.00 3,616 3,280 9,364 328.00 4,000 3,808 13,172 Device Routing Invert Outlet Devices #1 Discarded 323.00'9.500 in/hr Exfiltration over Surface area #2 Primary 323.10'12.0" Round Culvert L= 42.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 323.10' / 322.95' S= 0.0036 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Device 2 325.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.60 cfs @ 12.26 hrs HW=325.68' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.60 cfs) Primary OutFlow Max=2.05 cfs @ 12.26 hrs HW=325.68' (Free Discharge) 2=Culvert (Passes 2.05 cfs of 4.31 cfs potential flow) 3=Orifice/Grate (Weir Controls 2.05 cfs @ 1.40 fps) NY-RegeneronSaratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 5/20/2026Prepared by C T Male Associates Page 79HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Pond IB1: Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.169 ac Peak Elev=325.69' Storage=5,192 cf 6.09 cfs 2.71 cfs 0.60 cfs 2.11 cfs Step 2 - Calculate Water Quality Volume No Design Point: 1 P= 1.20 inches Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) SMP Description 1 1.16 0.86 74 0.72 3,624 Infiltration Basin 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 1.16 0.86 74 0.72 3624 Required WQv Calculate Required WQv Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? Enter 90% Rainfall Event as P Redevelopment with no increase in impervious areaWhat is the nature of this construction project? Infiltration Basin (I-2) Design Point: 1 Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) Precipitation (in)Description 1 1.16 0.86 74 0.72 3,624 1.20 Infiltration Basin 9.5 No No 25 No No 10 10 1036 1 4 3 15 12 Value Units WQv 3624 cf db 4.0 ft Ab 906 sf Ab 1188 sf 3,624 Enter Site Data For Drainage Area to be Treated by Practice Design Criteria Enter underlying soil infiltration rate (based on geotechnical testing, refer to Appendix D) Is the contributing area to the practice an "Infiltration Restricted" stormwater hotspot? Enter depth to seasonal high water table (ft) Enter depth to bedrock (ft) Maximum contributing area (acres) Is the contributing area to the practice an "Infiltration Prohibited" stormwater hotspot? Is the practice located in a sole source aquifer? Is the contributing area greater than the maximum allowed contributing area? Determine Runoff Reduction RRv Provided cf Required Bottom Surface Area Enter Bottom Area Provided Sizing Criteria Notes Water Quality Volume Enter pretreatment volume provided (cf) Enter depth of freeboard (ft) Basin depth Enter depth of basin (ft) Enter slope of maintenance access (%) Enter width of maintenance access (ft) Enter side slopes of the basin (X:1) C.T. MALE ASSOCIATES APPENDIX F Erosion and Sediment Control Plan and Details C.T. MALE ASSOCIATES APPENDIX G SWPPP Inspection Forms &70$/($662&,$7(6 )LHOG,QVSHFWLRQ5HSRUW63'(6*3 3URMHFW1DPH *(9*XDUG+RXVH &703URM 'DWH 7LPH ,QVSHFWRU7LWOH :HDWKHU'XULQJ,QVSHFWLRQ 5DLQ 3UHYLRXVKRXUV 5DLQ 6LWH6RLO&RQGLWLRQV 'HVFULSWLRQRI5XQRIIDW'LVFKDUJH3RLQWV (URVLRQDQG6HGLPHQW&RQWURO)HDWXUHV5HIHUWR0DSIRU/RFDWLRQ &RQGLWLRQ &RUUHFWLYH$FWLRQ5HTXLUHG 6LOW)HQFH&RPSRVW)LOWHU 6RFNV 5RDG6ZHHSLQJ2IIVLWH &RQVWUXFWLRQ$FFHVVHV 5LSUDS2XWOHW3URWHFWLRQ (URVLRQ&RQWURO%ODQNHW &RQFUHWH:DVKRXWV &KHFN'DPV 2WKHU Regeneron - Phase 1 25.1294 &70$/($662&,$7(6 )LHOG,QVSHFWLRQ5HSRUW63'(6*3 $SS*B63'(6)LHOG5HSRUWB*3GRF 'HVFULSWLRQRI'LVWXUEHG$UHD 'HVFULSWLRQRI6WDELOL]HG$UHDV $UHDVWKDW5HTXLUH6WDELOL]DWLRQ 3HUPDQHQW6WRUPZDWHU0DQDJHPHQW3UDFWLFHV %LRUHWHQWLRQ$UHDV 3UDFWLFHVQRWLQFRQIRUPDQFHZLWK6:333 5HSDLUV5HTXLUHG ,PSURYHPHQWV6LQFH/DVW9LVLW 6LJQDWXUHRI4XDOLILHG,QVSHFWRU 'DWH,QVSHFWLRQ0DLOHGWR2ZQHU&RQWUDFWRU C.T. MALE ASSOCIATES APPENDIX H Post-Construction Operations and Maintenance Manual (O&M Manual) April 28, 2026 Post-Construction Operations and Maintenance Manual (O&M Manual) for Stormwater Management Facilities for Phase I REGENERON 56 Duplainville Road City of Saratoga Springs Saratoga County, New York Prepared for: Regeneron Pharmaceuticals, Inc. 1 Global View Troy, NY 12180 Prepared by: C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE & GEOLOGY, D.P.C. 50 Century Hill Drive Latham, New York 12110 (518) 786-7400 FAX (518) 786-7299 C.T. Male Associates Project No: 25.1294 Unauthorized alteration or addition to this © Copyright 2026 Document is a violation of the New C.T. MALE ASSOCIATES York State Education Law. C.T. MALE ASSOCIATES - i - POST-CONSTRUCTION OPERATIONS AND MAINTENANCE MANUAL (O&M MANUAL) FOR STORMWATER MANAGEMENT FACILITIES FOR Phase 1 Regeneron Table of Contents Page 1.0 INTRODUCTION ........................................................................................................ - 1 - 2.0 STORMWATER MANAGEMENT SYSTEM ........................................................... - 1 - 2.1 Stormwater Management System Description ........................................... - 1 - 3.0 MAINTENANCE AND INSPECTION SCHEDULE .............................................. - 1 - 3.1 Catch Basins, and Outlet Control Structures ............................................... - 2 - 3.2 Storm Sewers .................................................................................................... - 3 - 3.3 End Sections ...................................................................................................... - 3 - 3.4 Debris/Sediment Monitoring and Removal ................................................ - 3 - 3.5 Forebays ............................................................................................................ - 4 - 3.6 Basin and Pond Slopes .................................................................................... - 4 - 3.7 Basin Outlet Structures .................................................................................... - 5 - 3.7.1 Outlet Pipes ........................................................................................... - 5 - 3.7.3 Overflow Spillways ............................................................................. - 5 - 3.7.4 Emergency Spillways .......................................................................... - 6 - 4.0 CONTACT INFORMATION..................................................................................... - 6 - Appendices Appendix A1: Maintenance Inspection Form Appendix B: Landscaping Plan 1.0 INTRODUCTION This Manual describes operation and maintenance procedures that should be employed to maximize the useful life and design intent of various systems and designated areas on the Project site, located in the Town of Niskayuna, Schenectady County, New York. The owner (Regeneron Pharmaceuticals, Inc.) will be responsible for maintenance of these facilities once construction is completed. 2.0 STORMWATER MANAGEMENT SYSTEM This section identifies the parts or components of the stormwater management system that need to be maintained on a regular basis to ensure proper functioning of each stormwater management practice, including non-structural practices. 2.1 Stormwater Management System Description The stormwater management system for the Project consists of conveyance structures, including swales and associated storm piping, along with pretreatment practices consisting of a gravel diaphragm. Treatment practices include bioretention areas, as well as a detention pond. Outlet control structures will regulate outflows from the stormwater management practices; outlet piping will have riprap end sections in place to mitigate erosion and scouring. 3.0 MAINTENANCE AND INSPECTION SCHEDULE Stormwater management systems need to undergo regular inspection and maintenance in order to function properly and at design capacity. Maintenance needs may include: removal of silt, litter and other debris from basin and/or swales; grass cutting and vegetation removal; and replacement of vegetative cover. A Maintenance Inspection Form (Form) should be completed to document inspection and maintenance performed at the Project (refer to Appendix A1). This Form provides a summary of the inspection requirements for each stormwater facility component, a frequency of inspection, and a description of the anticipated routine maintenance that is required. A new Form should be filled out during each inspection. Observations made during the inspection should be written in the “Inspection Comments” field. If it is determined that maintenance is required, a description of the maintenance conducted and the date of the maintenance should be written in the “Maintenance Comments” field. Copies of completed Forms should be maintained in Appendix A1 of this document. The following sections outline the procedures and schedule to be followed to perform routine inspection and maintenance activities. In general, the frequency of inspection of each stormwater facility component should be at least twice a year (spring and fall) and after a major storm event. Major storm events are considered those that result in more than 2.04 inches of rain falling within a single 24-hour period (a 1-year storm event). 3.1 Catch Basins, and Outlet Control Structures Catch basins are structures at the entrance of storm sewer pipes that are designed to “catch” sediments and other floatables from inflowing stormwater. Outlet control structures are similar to catch basins and they regulate water within a stormwater management practice(s). At least twice a year and after a major storm event, catch basins and outlet structures should be visually inspected to determine the depth of accumulated sediment and the presence of trash. If trash is observed, it should be removed and disposed of properly. Accumulated sediment should be removed when sediment is observed to be within three (3) inches of the invert of the outlet pipe. A measuring stick should be used to determine the depth of sediment. Catch basin and outlet control structure sumps should be cleaned using a vacuum truck or an equivalent means. The contents removed by the vacuum truck should be hauled off-site to an approved or otherwise authorized solid waste disposal facility. If contents are removed by a contractor, they should provide documentation of the location used for disposal. Sediments or sediment-laden water should not be disposed of on-site. It will be most critical to perform this cleaning operation in the spring, following the application of sand and salt on the paved surfaces during winter months. Additionally, structures should be cleaned in the fall, prior to the start of the winter season, to remove leaves and other debris. 3.2 Storm Sewers Storm sewers are pipes that convey stormwater flows from one location to another. Storm sewers connect catch basins to one another and convey runoff to the off-site discharge point(s). Storm sewer pipes should be inspected at least twice a year and after major storm events to determine if any debris, obstructions or floatables are present. If the flow in the storm sewer appears confined (i.e., catch basins are full of water or slow draining, or the flow from the end section is low), then a constriction may be present. If a constriction is probable or if debris or obstructions are present, they should be removed by flushing the pipes with high-pressure water. 3.3 End Sections End sections are found at the end of pipes, and they are typically followed by rock aprons. The purpose of rock aprons is to reduce the velocity, depth and energy of the water, such that the flow will not erode downstream areas. The end section of pipes, including rock aprons, should be visually inspected for trash and sediment at least twice a year and after major storm events. If trash is observed, it should be removed and disposed of properly. If excessive sediment deposition is observed on the rock apron, measures should be taken to remove the sediment. An “excessive sedimentation” condition exists when the rock on the bottom of the apron is no longer visible due to sediment deposition. It is recommended that accumulated sediments be removed with a hand shovel and disposed of properly. 3.4 Debris/Sediment Monitoring and Removal Debris shall be periodically removed from the stormwater treatment areas across the site. An inspection, and possible removal of debris, should occur monthly and after major storm events. Debris can clog the outlet control structures and hinder emergency spillway performance. All debris shall be disposed of properly. All of the basins/ponds should be visually inspected at least twice a year and after major storm events. 3.5 Forebays Accumulated sediments must be removed from the pretreatment forebay(s) following stabilization of areas disturbed during construction activities that may have contributed sediment to the forebay(s). The depth of sediment at the bottom of the permanent pool shall be measured once per year. Once the effective maximum depth of the permanent pool is reduced to three feet or less, the pond shall be drained and accumulated sediment shall be removed. Failure to remove the accumulated sediments will reduce the effectiveness of the basins. Accumulated sediments can be removed from the forebay(s) by mechanical means (excavators, backhoes or loaders) or hydraulic means (vacuum pumps). If removal of sediment causes damage to vegetated areas (in particular the aquatic bench) within the basins, disturbed areas should be seeded and/or planted to match adjoining undisturbed areas. If a geomembrane is placed, care should be taken to avoid damage to the geomembrane that may line the sediment forebay(s) and permanent pool(s). If the liner is damaged during sediment removal activities, it should be repaired as soon as practicable. 3.6 Basin and Pond Slopes The side slopes of the stormwater management basins should be visually inspected to confirm the existence of complete vegetative cover. At least 80% uniform vegetative cover is needed to ensure the slopes are stabilized to prevent erosion and excess sedimentation build-up in the basins. If less than 80% vegetative cover is observed on the basin slopes in certain areas, these areas should be re-graded, seeded and mulched, as needed. If any woody vegetation (i.e., small trees or shrubs) are observed during the inspections, they should be removed by mowing or cutting. It is recommended the basin slopes be mowed at least twice a year to prevent woody vegetation from becoming established. The basin slopes should also be inspected for erosion, animal damage and undercutting of the banks of the slope. If rills or gullies greater than 4-inches in depth and 6-inches in width are observed, they should be repaired by re-grading the area and applying seed and mulch. If the basin slopes appear to be undercutting or slumping, the slopes should be re-graded to design specifications and seeded and mulched. Animal damage, including burrowing, should be repaired and filled as necessary. If persistent animal damage is noted, it is recommended that a licensed pest control company be contacted to remove the nuisance animal. 3.7 Basin Outlet Structures The detention pond and bioretention areas contain outlet pipes. In order to ensure the ongoing discharge of water from the basins, the components of the basin outlet structure must be maintained in proper working order. The following provides a summary of each component, including the inspection and maintenance requirements. 3.7.1 Outlet Pipes The outlet pipes are the primary pipes that carry flow from the treatment basin “permanent pool” out of the pond and to the design point(s). Outlet control structures house the control devices (i.e., orifices) to achieve the desired discharge rates. The outlet control structures and outlet pipes should be visually inspected for debris and floatables at least once per year, and after major storm events. Debris and floatables should be removed as needed and disposed of properly. Visual inspection of the condition of concrete, masonry and crack sealing of the outlet control structure should be conducted on an annual basis. If concrete, masonry or crack sealing are observed to be in poor condition, repairs should be made as needed. Poor condition may include cracks, chips, holes, water damage, or other noticeable structural deficiencies. 3.7.3 Overflow Spillways An overflow spillway is used to convey excess water from the treatment portion of the basins out of the basin to a stabilized area, in the event that discharge flows exceed the capacity of the outlet structure. Overflow spillways are depressions in the berm that surrounds the stormwater management area. Frozen ground conditions and excessively high rainfall (above the design criteria) may cause some overtopping of the basins. The overflow spillways should be inspected at least twice a year and after major storm events for obstructions, debris and floatables. If obstructions are observed, they should be removed as needed and properly disposed of. 3.7.4 Emergency Spillways Emergency Spillways are used to convey flows out of the stormwater management areas during an extreme rainfall/snowmelt event. These spillways are designed to provide the controlled release of water from the Stormwater Management Areas to avoid a catastrophic failure of the embankment that contains the accumulated water. The spillways should be stabilized with grass and turf reinforcing mats (or similar material) or riprap, in order to retard the erosive nature of overflows. Seeding and mulching shall be carried out as needed to maintain a healthy stand of grass vegetation. It is highly recommended that the emergency spillways be kept free of debris at all times and that the surface of the emergency spillways be mowed at least twice a year to prevent woody vegetation from becoming established. 4.0 CONTACT INFORMATION Questions about the stormwater management system should be directed to C.T. Male Associates. The main office phone number is 518.786.7400. Appendix A1 Maintenance Inspection Form GE R E L C - D A C B u i l d i n g MA I N T E N A N C E I N S P E C T I O N F O R M St o r m w a t e r Fa c i l i t y Co m p o n e n t In s p e c t i o n R e q u i r e m e n t F r e q u e n c y o f I n s p e c t i o n O& M M a n u a l Se c t i o n N o . In s p e c t i o n C o m m e n t s M a i n t e n a n c e R e q u i r e d Ma i n t e n a n c e Ne e d e d ? ( Y / N ) Ma i n t e n a n c e C o m m e n t s / D a t e o f M a i n t e n a n c e St i c k M e a s u r e f o r S e d i m e n t De p t h * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 1 Re m o v e W h e n S e d i m e n t W i t h i n 3 " o f t h e I n v e r t o f th e O u t l e t P i p e Vi s u a l I n s p e c t i o n f o r T r a s h * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 1 Re m o v e T r a s h a s N e e d e d St o r m S e w e r s Vi s u a l I n s p e c t i o n f o r Ob s t r u c t i o n s , D e b r i s a n d Fl o a t a b l e s * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 2 V i s u a l I n s p e c t i o n o f R o c k A p r o n s f o r T r a s h a n d S e d i m e n t F l u s h S t o r m S e w e r s a s N e e d e d En d S e c t i o n s Vi s u a l I n s p e c t i o n o f R o c k Ap r o n s f o r T r a s h a n d S e d i m e n t * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 3 Re m o v e T r a s h a n d S e d i m e n t a s N e e d e d De b r i s R e m o v a l Vi s u a l I n s p e c t i o n f o r D e b r i s i n Ba s i n s *M o n t h l y a n d A f t e r M a j o r St o r m E v e n t s 3. 4 Re m o v e D e b r i s a s N e e d e d Ba s i n s : N o t e P e r c e n t o f Se d i m e n t B u i l t - U p * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 5 Re m o v e W h e n S e d i m e n t F i l l s 5 0 % V o l u m e No t e P e r c e n t o f V e g e t a t i v e Co v e r * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 6 Re - g r a d e , R e s e e d a n d M u l c h i n A r e a s w i t h l e s s th a n 8 0 % V e g e t a t iv e C o v e r . R e m o v e W o o d y Ve g e t a t i o n b y M o w i n g Vi s u a l I n s p e c t i o n f o r G u l l y i n g , An i m a l B u r r o w s a n d Un d e r c u t t i n g o f B a n k s * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 6 Re - g r a d e , R e s e e d a n d M u l c h a s N e e d e d Vi s u a l I n s p e c t i o n f o r D e b r i s a n d Fl o a t a b l e s * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 7 . 1 Re m o v e D e b r i s a s N e e d e d Vi s u a l I n s p e c t i o n o f C o n d i t i o n o f Co n c r e t e , M a s o n r y a n d C r a c k Se a l i n g An n u a l 3 . 7 . 1 Re p a i r C o n c r e t e , M a s on r y a n d S e a l C r a c k s a s Ne e d e d Lo w F l o w Or i f i c e s Vi s u a l I n s p e c t i o n f o r Ob s t r u c t i o n s * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 7 . 2 Cl e a r O b s t r u c t i o n s a s N e e d e d Ov e r f l o w a n d Em e r g e n c y Sp i l l w a y s Vi s u a l I n s p e c t i o n f o r Ob s t r u c t i o n s , D e b r i s a n d Fl o a t a b l e s * B i - A n n u a l a n d A f t e r M a j o r St o r m E v e n t s 3. 7 . 3 / 3 . 7 . 4 Cl e a r O b s t r u c t i o n s a s N e e d e d Da t e o f In s p e c t i o n : *B i - a n n u a l m e a n s S p r i n g / F a l l a n d m a j o r s t o r m e v e n t s m e a n s o v e r 2. 0 4 " o f r a i n i n a 2 4 h o u r p e r i o d . In s p e c t o r (n a m e , t i t l e a n d co m p a n y ) : In s p e c t o r Si g n a t u r e : Ca t c h B a s i n s & Ou t l e t C o n t r o l St r u c t u r e s Ba s i n a n d P o n d Sl o p e s Se d i m e n t Mo n i t o r i n g a n d Re m o v a l - Fo r e b a y s a n d Ou t l e t Mi c r o p o o l s Ou t l e t C o n t r o l St r u c t u r e s a n d Ou t l e t P i p e s Appendix B Landscaping Plan C.T. MALE ASSOCIATES APPENDIX I Erosion and Sediment Control Practice Cutsheets STANDARD AND SPECIFICATIONS FOR CHECK DAM Definition & Scope Small barriers or dams constructed of stone, bagged sand or gravel, or other durable materials across a drainageway to reduce erosion in a drainage channel by reducing the veloci- ty of flow in the channel. Conditions Where Practice Applies This practice is used as a temporary and, in some cases, a permanent measure to limit erosion by reducing veloci- ties in open channels that are degrading or subject to ero- sion or where permanent stabilization is impractical due to short period of usefulness and time constraints of construc- For a channel with a 4% slope and 2 ft. high stone check dams, they are spaced as follows: S = spacing interval (ft.) h = height of check dam (ft.) s = channel slope (ft./ft.) For stone check dams: Use a well graded stone matrix 2 to 9 inches in size (NYS – DOT Light Stone Fill meets these requirements). The overflow of the check dams will be stabilized to resist erosion that might be caused by the check dam. See Figure 3.1 on page 3.3 for details. Check dams should be anchored in the channel by a cutoff Therefore: Where: Example: tion. trench 1.5 ft. wide and 0.5 ft. deep and lined with filter fab ric to prevent soil migration. - Design Criteria For filter sock or fiber roll check dams: The check dams will be anchored by staking the dam to the earth contact Drainage Area: Maximum drainage area above the surface. The dam will extend to the top of the bank. The check dam shall not exceed two (2) acres. check dam will have a splash apron of NYS DOT #2 crushed stone extending a minimum 3 feet downstream Height: Not greater than 2 feet. Center shall be main- from the dam and 1 foot up the sides of the channel. The tained 9 inches lower than abutments at natural ground ele-compost and materials for a filter sock check dam shall vation. Side Slopes: Shall be 2:1 or flatter. Spacing: The check dams shall be spaced as necessary in the channel so that the crest of the downstream dam is at the elevation of the toe of the upstream dam. This spacing is equal to the height of the check dam divided by the chan- nel slope. meet the requirements shown in the standard for Compost Filter Sock on page 5.7. Maintenance The check dams should be inspected after each runoff event. Correct all damage immediately. If significant ero- sion has occurred between structures, a liner of stone or other suitable material should be installed in that portion of the channel or additional check dams added. Remove sediment accumulated behind the dam as needed to allow channel to drain through the stone check dam and prevent large flows from carrying sediment over the dam. November 2016 Page 3.2 New York State Standards and Specifications For Erosion and Sediment Control Figure 3.1 Stone Check Dam Detail New York State Standards and Specifications Page 3.3 November 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR ANCHORED STABILIZATION MATTING Definition and Scope A temporary or permanent protective covering placed on a prepared, seeded planting area that is anchored in place by staples or other means to aid in controlling erosion by absorbing rain splash energy and withstand overland flow as well as provide a microclimate to protect and promote seed establishment. Conditions Where Practice Applies Anchored stabilization mats are required for seeded earthen slopes steeper than 3 horizontal to 1 vertical; in vegetated channels where the velocity of the design flow exceeds the allowable velocity for vegetation alone (usually greater than 5 feet per second); on streambanks and shorelines where moving water is likely to erode newly seeded or planted areas; and in areas where wind prevents standard mulching with straw. This standard does not apply to slopes stabilized with sod, rock riprap or hard armor material. Design Criteria Slope Applications - Anchored stabilization mats for use on slopes are primarily used as mulch blankets where the mesh material is within the blanket or as a netting over previously placed mulch. These stabilization mats are NOT effective in preventing slope failures. 1. Required on all slopes steeper than 3:1 2. Matting will be designed for proper longevity need and strength based on intended use. 3. All installation details and directions will be included on the site erosion and sediment control plan and will follow manufactures specifications. Channel Applications - Anchored stabilization mats, for use in supporting vegetation in flow channels, are generally a non-degradable, three dimensional plastic structure which can be filled with soil prior to planting. This structure provides a medium for root growth where the matting and roots become intertwined forming a continuous anchor for the vegetated lining. 1. Channel stabilization shall be based on the tractive force method. 2. For maximum design shear stresses less than 2 pounds per square foot, a temporary or bio-degradable mat may be used. 3. The design of the final matting shall be based on the mats ability to resist the tractive shear stress at bank full flow. 4. The installation details and procedures shall be included on the site erosion and sediment control plan and will follow manufacturers specifications. Construction Specifications 1. Prepare soil before installing matting by smoothing the surface, removing debris and large stone, and applying lime, fertilizer and seed. Refer to manufacturers installation details. 2. Begin at the top of the slope by anchoring the mat in a 6” deep x 6” wide trench. Backfill and compact the trench after stapling. 3. In channels or swales, begin at the downslope end, anchoring the mat at the bottom and top ends of the blanket. When another roll is needed, the upslope roll New York State Standards and Specifications Page 4.5 November 2016 For Erosion and Sediment Control should overlay the lower layer, shingle style, so that channel flows do not peel back the material. 4. Roll the mats down a slope with a minimum 4” overlap. Roll center mat in a channel in direction of water flow on bottom of the channel. Do not stretch blankets. Blankets shall have good continuous contact with the underlying soil throughout its entire length. 5. Place mats end over end (shingle style) with a 6” overlap, use a double row of staggered staples 4” apart to secure mats. 6. Full length edge of mats at top of side slopes must be anchored in 6” deep x 6” wide trench; backfill and compact the trench after stapling. 7. Mats on side slopes of a channel must be overlapped 4” over the center mat and stapled. 8. In high flow channel applications, a staple check slot is recommended at 30 to 40 foot intervals. Use a row of staples 4” apart over entire width of the channel. Place a second row 4” below the first row in a staggered pattern. 9. The terminal end of the mats must be anchored in a 6”x6” wide trench. Backfill and compact the trench after stapling. 10. Stapling and anchoring of blanket shall be done in accordance with the manufactures recommendations. Maintenance Blanketed areas shall be inspected weekly and after each runoff event until perennial vegetation is established to a minimum uniform 80% coverage throughout the blanketed area. Damaged or displaced blankets shall be restored or replaced within 2 calendar days. November 2016 Page 4.6 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR CONCRETE TRUCK WASHOUT Definition & Scope A temporary excavated or above ground lined constructed pit where concrete truck mixers and equipment can be washed after their loads have been discharged, to prevent highly alkaline runoff from entering storm drainage systems or leaching into soil. Conditions Where Practice Applies Washout facilities shall be provided for every project where concrete will be poured or otherwise formed on the site. This facility will receive highly alkaline wash water from the cleaning of chutes, mixers, hoppers, vibrators, placing equipment, trowels, and screeds. Under no circumstances will wash water from these operations be allowed to infiltrate into the soil or enter surface waters. Design Criteria Capacity:The washout facility should be sized to contain solids, wash water, and rainfall and sized to allow for the evaporation of the wash water and rainfall. Wash water shall be estimated at 7 gallons per chute and 50 gallons per hopper of the concrete pump truck and/or discharging drum. The minimum size shall be 8 feet by 8 feet at the bottom and 2 feet deep. If excavated, the side slopes shall be 2 horizontal to 1 vertical. Location:Locate the facility a minimum of 100 feet from drainage swales, storm drain inlets, wetlands, streams and other surface waters. Prevent surface water from entering the structure except for the access road. Provide appropriate access with a gravel access road sloped down to the structure. Signs shall be placed to direct drivers to the facility after their load is discharged. leaching of liquids into the ground. The liner shall be plastic sheeting with a minimum thickness of 10 mils with no holes or tears, and anchored beyond the top of the pit with an earthen berm, sand bags, stone, or other structural appurtenance except at the access point. If pre-fabricated washouts are used they must ensure the capture and containment of the concrete wash and be sized based on the expected frequency of concrete pours. They shall be sited as noted in the location criteria. Maintenance xAll concrete washout facilities shall be inspected daily. Damaged or leaking facilities shall be deactivated and repaired or replaced immediately. Excess rainwater that has accumulated over hardened concrete should be pumped to a stabilized area, such as a grass filter strip. xAccumulated hardened material shall be removed when 75% of the storage capacity of the structure is filled. Any excess wash water shall be pumped into a containment vessel and properly disposed of off site. xDispose of the hardened material off-site in a construction/demolition landfill. On-site disposal may be allowed if this has been approved and accepted as part of the projects SWPPP. In that case, the material should be recycled as specified, or buried and covered with a minimum of 2 feet of clean compacted earthfill that is permanently stabilized to prevent erosion. xThe plastic liner shall be replaced with each cleaning of the washout facility. xInspect the project site frequently to ensure that no concrete discharges are taking place in non-designated areas. Liner: All washout facilities will be lined to prevent November 2016 Page 2.24 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR COMPOST FILTER SOCK Definition & Scope A temporary sediment control practice composed of a de- gradable geotextile mesh tube filled with compost filter media to filter sediment and other pollutants associated with construction activity to prevent their migration offsite. Condition Where Practice Applies Compost filter socks can be used in many construction site applications where erosion will occur in the form of sheet erosion and there is no concentration of water flowing to the sock. In areas with steep slopes and/or rocky terrain, soil conditions must be such that good continuous contact be tween the sock and the soil is maintained throughout its length. For use on impervious surfaces such as road pave- ment or parking areas, proper anchorage must be provided to prevent shifting of the sock or separation of the contact between the sock and the pavement. Compost filter socks are utilized both at the site perimeter as well as within the construction areas. These socks may be filled after place- ment by blowing compost into the tube pneumatically, or filled at a staging location and moved into its designed loca- tion. Design Criteria 1. Compost filter socks will be placed on the contour with both terminal ends of the sock extended 8 feet upslope at a 45 degree angle to prevent bypass flow. 2. Diameters designed for use shall be 12” – 32” except - that 8” diameter socks may be used for residential lots to control areas less than 0.25 acres. 3. The flat dimension of the sock shall be at least 1.5 times the nominal diameter. 4. The Maximum Slope Length (in feet) above a compost filter sock shall not exceed the following limits: Dia. (in.) Slope % 2 5 10 20 25 33 50 8 225* 200 100 50 20 — — 12 250 225 125 65 50 40 25 18 275 250 150 70 55 45 30 24 350 275 200 130 100 60 35 32 450 325 275 150 120 75 50 * Length in feet 5. The compost infill shall be well decomposed (matured at least 3 months), weed-free, organic matter. It shall be aerobically composted, possess no objectionable odors, and contain less than 1%, by dry weight, of man- made foreign matter. The physical parameters of the compost shall meet the standards listed in Table 5.2 - Compost Standards Table. Note: All biosolids compost produced in New York State (or approved for im- portation) must meet NYS DEC’s 6 NYCRR Part 360 (Solid Waste Management Facilities) require- ments. The Part 360 requirements are equal to or more stringent than 40 CFR Part 503 which ensure safe standards for pathogen reduction and heavy metals content. When using compost filter socks adjacent to surface water, the compost should have a low nutrient value. 6. The compost filter sock fabric material shall meet the New York State Standards and Specifications Page 5.7 November 2016 For Erosion and Sediment Control 7. Compost filter socks shall be anchored in earth with 2” x 2” wooden stakes driven 12” into the soil on 10 foot centers on the centerline of the sock. On uneven ter- rain, effective ground contact can be enhanced by the placement of a fillet of filter media on the disturbed area side of the compost sock. 8. All specific construction details and material specifica- tions shall appear on the erosion and sediment control constructions drawings when compost filter socks are included in the plan. Maintenance 1. Traffic shall not be permitted to cross filter socks. 2. Accumulated sediment shall be removed when it reach- es half the above ground height of the sock and dis- posed of in accordance with the plan. 3. Socks shall be inspected weekly and after each runoff event. Damaged socks shall be repaired in the manner required by the manufacturer or replaced within 24 hours of inspection notification. 4. Biodegradable filter socks shall be replaced after 6 months; photodegradable filter socks after 1 year. Poly- propylene socks shall be replaced according to the manufacturer’s recommendations. 5. Upon stabilization of the area contributory to the sock, stakes shall be removed. The sock may be left in place and vegetated or removed in accordance with the stabi- lization plan. For removal the mesh can be cut and the compost spread as an additional mulch to act as a soil supplement. Table 5.1 - Compost Sock Fabric Minimum Specifications Table Material Type Material Character- istics Sock Diameters Mesh Opening Tensile Strength Ultraviolet Stability % Original Strength (ASTM G-155) Minimum Functional Longevity 3 mil HDPE Photodegrada- ble Photodegrada- ble Biodegradable Photodegrada- ble Photodegradable 12”12”12”12” 12”18”18”18”18” 18”24”24”24”24” 32”32”32”32” 3/8” 23% at 1000 hr. 6 months 5 mil HDPE 3/8” 26 psi 23% at 1000 hr. 9 months 5 mil HDPE 3/8” 26 psi 6 months Multi-Filament Polypropylene (MFPP) 3/8” 44 psi 100% at 1000 hr. 1 year Heavy Duty Multi- Filament Polypropylene (HDMFPP) 1/8” 202 psi 100% at 1000 hr. 2 years Table 5.2 - Compost Standards Table Organic matter content 25% - 100% (dry weight) Organic portion Fibrous and elongated pH 6.0 – 8.0 Moisture content 30% - 60% Particle size 100% passing a 1” screen and 10 - 50% passing a 3/8” screen Soluble salt concentration 5.0 dS/m (mmhos/cm) maximum November 2016 Page 5.8 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.2 Compost Filter Sock New York State Standards and Specifications Page 5.9 November 2016 For Erosion and Sediment Control New York State Standards and Specifications Page D.11 November 2016 For Erosion and Sediment Control Figure D.5 Construction Details for Stabilized Construction Entrance and Silt C.T. MALE ASSOCIATES APPENDIX J Bioretention Inspection and Maintenance Cutsheets PW 4. Pond Outlet Description: The pond’s outlet enables the ponded water to discharge to downstream drainage systems or stream channels. The outlet is often at the base of the dam/embankment on the downstream side. Inspection of this point can help prevent flooding of the pond and upstream drainage systems and prevent pond failure at a weak point of a pond’s containment system. Instruction: Examine the outlet of the pipe on the downstream side of the dam/embankment where it empties into a stream, channel, or drainage system. Consult the table below for possible problems. Table 2.10.4 PW Pond Outlet Problem (Check if Present) Follow-Up Actions The pond outlet is clogged with sediment, trash, debris, vegetation, or is eroding, caving in, slumping, or falling apart. If there is a minor blockage, remove the debris or vegetation to allow free flow of water. Remove any accumulated trash at the outlet. Outlet: Kick-Out to Level 2 Inspection: If the area at the outlet cannot be easily accessed or if the blockage is substantial, a Level 2 Inspection is warranted. Erosion at and downstream of the outfall should be evaluated by a qualified professional. Any structural problems, such as broken pipes, structures falling into the stream, or holes or tunnels around the outfall pipe, should be evaluated by a Level 2 Inspector and will require repair by a qualified contractor. The pool of water at the outlet pipe is discolored, has an odor, or has excessive algae or vegetative growth. 2.11. Infiltration Areas of Infiltration Key areas to inspect for Infiltration include the following: x IN 1. Drainage Area x IN 2. Inlets x IN 3. Infiltration Area x IN 4. Outlets Note: The category of Infiltration includes: x Infiltration Trench – Long, narrow infiltration practice, usually with small gravel at the surface and a reservoir of larger gravel or stone beneath x Infiltration Basin – Larger practice, usually covered with grass and Figure 2.11.1 Key Areas for Level 1 Inspection of Infiltration Practice highly permeable soil beneath x Dry Well – Small pit filled with stone or gravel, or precast concrete chamber surrounded by stone that receives and stores runoff to enable it to infiltrate into the underlying ground. Maintenance Guidance 41 Infiltration Level 1 Inspection The Level 1 Inspection focuses on the Drainage Area (IN1), Inlets (IN2), Infiltration Area (IN3), and Outlets (IN4). The purpose of an infiltration practice is to temporarily store collected runoff so that it can percolate into the underlying soil. Using this practice is dependent on having a good on-site soil that is capable of infiltrating the amount of runoff generated by the drainage area. The Level 1 Inspection should be conducted at least twice a year, especially in early spring, to ensure that the practice has survived the winter, particularly if there has been a significant amount of snow. IN 1. Drainage Area Description: The drainage area conveys runoff to and is uphill from the Infiltration cell. When it rains, water runs off and flows to the Infiltration cell and soaks into its underlying layers. Instruction: Look for both pervious and impervious areas that are uphill from the Infiltration cell. Consult Table 11.1.1 below. Table 11.1.1 IN Drainage Area Problem (Check if Present) Follow-Up Actions Bare soil, erosion of the ground (rills washing out the dirt) Seed and straw areas of bare soil to establish vegetation. Fill in erosion areas with soil, compact, and seed and straw to get vegetation established. If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted. Other: Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths. For Dry Wells: Leaves, sticks, or other debris in gutters and downspouts Remove all debris by hand. Other: Piles of grass clippings, mulch, dirt, salt, or other materials Remove or cover piles of grass clippings, mulch, dirt, etc. Other: Open containers Cover or properly dispose of materials; consult your of oil, grease, local solid waste authority for guidance on materials paint, or other that may be toxic or hazardous. substances Other: Maintenance Guidance 42 IN 2. Inlets Description: The inlets to an Infiltration practice are where water flows into the cell. Depending on the design, inlets can be: x Curb cuts or openings in a parking lot or roadway x Downspouts that deliver runoff directly from a rooftop to the Infiltration practice x Pipes or ditches that carry water into the Infiltration practice from the drainage area x Flow directly over the land surface (known as “sheetflow”), sometimes across a strip of rock or stone Instruction: Look for all the places where water flows into the Infiltration practice. Consult Table 11.1.2 below for possible problems. Table 11.1.2 IN Inlets Problem (Check if Present) Follow-Up Actions Inlets are collecting grit and debris or grass/weeds are growing. Some water may not be getting into the Infiltration practice. Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots. Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in. Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets. For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Infiltration practice. Dispose of all material properly in an area where it will not re-enter the practice. Other: Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Infiltration practice. Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Infiltration practice. For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone. In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor. Other: Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified. Maintenance Guidance 43 IN 3. Infiltration Area Description: The infiltration area is the area that collects water and allows it to seep into the underlying soil. Some infiltration areas also have a vertical perforated pipe called an observation well, which is used to view the water level in the infiltration practice after a storm. If the infiltration practice is working properly, the water in the observation well should be completely drained down within 2 to 3 days of a storm. Depending on the design, the infiltration area can be covered with grass, gravel, or stone. Instruction: Examine the surface of the infiltration area and the observation well. Consult Table 11.1.3 below for possible problems. Note: The following Problem and Follow-Up Actions apply to infiltration practice pretreatment areas also. Table 11.1.3 IN Infiltration Area Problem (Check if Present) Follow-Up Actions For grass-covered Infiltration practices: grass has grown very tall, (Photo credit: Stormwater Maintenance, LLC) Mow infiltration area at least twice per year. Other: For grass-covered Infiltration practices: sparse vegetation cover or bare spots Add topsoil (as needed), grass seed, straw, and water during the growing season to re-establish consistent grass coverage. Other: Kick-Out to Level 2 Inspection: Sparse vegetation cover can be a sign that the infiltration area is not infiltrating at the proper rate and water is standing too long after a storm. The surface may be saturated or squishy, and the conditions do not enable grass to grow. This situation should be evaluated by a Level 2 Inspection and likely corrected by a qualified contractor. Minor areas of sediment, grit, trash, or other debris are accumulating on the surface. Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Infiltration practice. If removing the material creates a hole or low area, rake the surface smooth and level. Remove trash, debris, and other undesirable materials. Other: Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2-inches deep and covers 25% or more of the surface of the Infiltration area. Maintenance Guidance 44 Table 11.1.3 IN Infiltration Area Problem (Check if Present) Follow-Up Actions There is erosion on the surface; water seems to be carving out rills as it flows across the surface of the Infiltration area or sinkholes are forming in certain areas. For minor areas of erosion, try filling the eroded areas with clean topsoil, sand, or stone (whatever the existing cover is). If the problem recurs, you may have to use larger stone (e.g., river cobble) to fill in problem areas. Other: Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the infiltration area. Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem. Observation well is damaged or cap is missing Kick-Out to Level 2 Inspection: Requires replacing pipes or caps. Water still visible in the observation well more than 72 hours after a rain storm. The Infiltration practice does not appear to be draining properly. Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. Maintenance Guidance 45 IN 4. Outlets Description: Outlets are where water exits the surface of the infiltration area during larger storms when the underground infiltration reservoir fills up and the excess water needs somewhere to go. Note that not all infiltration practices will have an identifiable outlet if the design is for all the water to infiltrate into the ground. Outlets may be a berm, stone weir, or pipe. Instruction: Locate and inspect all outlets. Consult Table 2.11.4 below for possible problems. Table 2.11.4 IN Outlets Problem (Check if Present) Follow-Up Actions Remove the debris and dispose of it where it cannot re-enter the infiltration area. Other: Outlet obstructed with sediment, debris, trash, etc. Kick-Out to Level 2 Inspection: Outlet is completely obstructed; there is too much material to remove by hand or with simple hand tools. Rills or gullies are forming at outlet. For minor rills, fill in with soil, compact, and seed and straw to establish vegetation. Other: Kick-Out to Level 2 Inspection: Rills are more than 2" to 3" deep and require more than just hand raking and re-seeding. Maintenance Guidance 46