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20260098 56 Duplainville Rd Regeneron Sketch Plan Expanded EAF
February 3, 2026 Expanded Part 1 Full Environmental Assessment Form Narrative Regeneron - Saratoga Springs 56 Duplainville Road City of Saratoga Springs Saratoga County, New York Prepared for: Regeneron Pharmaceuticals, Inc. Attn: Kyle Cherry 1 Global View Troy, NY 12180 Prepared by: C.T. MALE ASSOCIATES 50 Century Hill Drive Latham, New York 12110 (518) 786-7400 C.T. Male Project No: 25.0998 Unauthorized alteration or addition to this document is a violation of the New York State © Copyright 2026 Education Law. C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE & GEOLOGY, D.P.C. C.T. MALE ASSOCIATES EXPANDED PART 1 FEAF REGENERON SARATOGA PROJECT SARATOGA SPRINGS, NY TABLE OF CONTENTS I. PROPOSED ACTION & SITE SUMMARY .......................................................... 1 Site Summary and Setting ........................................................................................... 1 Project Description ....................................................................................................... 2 Zoning Summary ......................................................................................................... 4 II. SEQRA........................................................................................................................... 4 1.0 IMPACT ON LAND ................................................................................................... 5 1.1 Land - EAF Responses ..................................................................................... 5 2.0 IMPACT ON GEOLOGICAL FEATURES ............................................................. 6 3.0 IMPACT ON SURFACE WATER ............................................................................ 6 3.1 Surface Water - EAF Responses ..................................................................... 6 4.0 IMPACT ON GROUNDWATER ............................................................................. 8 4.1 Diesel Fuel Supply for Emergency Generators ............................................ 8 4.2 Chemical Bulk Storage .................................................................................... 9 4.3 Other Hazardous Material Storage ................................................................ 9 4.4 Groundwater - EAF Responses .................................................................... 10 5.0 IMPACT ON FLOODING ...................................................................................... 11 6.0 IMPACT ON AIR ...................................................................................................... 12 6.1 Manufacturing Related Emissions ............................................................... 13 6.2 Combustion Related Emissions .................................................................... 13 6.3 Air – EAF Responses ...................................................................................... 14 7.0 IMPACT ON PLANTS AND ANIMALS ............................................................. 15 7.1 Plants and Animals – EAF Responses ......................................................... 15 8.0 IMPACT ON AGRICULTURAL RESOURCES .................................................. 17 C.T. MALE ASSOCIATES EXPANDED PART 1 FEAF REGENERON SARATOGA PROJECT SARATOGA SPRINGS, NY TABLE OF CONTENTS 9.0 IMPACT ON AESTHETIC RESOURCES ............................................................ 17 9.1 Aesthetic Resources – EAF Responses ........................................................ 17 10.0 IMPACT ON HISTORIC AND ARCHAEOLOGICAL RESOURCES ........... 18 10.1 Historic and Archaeological Resources – EAF Responses ....................... 18 11.0 IMPACT ON OPEN SPACE AND RECREATION ............................................ 19 12.0 IMPACT ON CRITICAL ENVIRONMENTAL AREA ...................................... 19 13.0 IMPACT ON TRANSPORTATION ...................................................................... 19 13.1 Transportation – EAF Responses ................................................................. 19 14.0 IMPACT ON ENERGY ............................................................................................ 20 14.1 Energy – EAF Responses ............................................................................... 20 15.0 IMPACT ON NOISE, ODOR, AND LIGHT ....................................................... 21 15.1 Noise, Odor, and Light – EAF Responses ................................................... 21 16.0 IMPACT ON HUMAN HEALTH .......................................................................... 22 16.1 Hazardous Waste ........................................................................................... 22 16.2 Human Health – EAF Responses ................................................................. 23 17.0 CONSISTENCY WITH COMMUNITY PLANS ................................................. 25 17.1 Community Plans – EAF Responses ........................................................... 25 18.0 CONSISTENCY WITH COMMUNITY CHARACTER .................................... 26 18.1 Community Character – EAF Responses .................................................... 27 C.T. MALE ASSOCIATES EXPANDED PART 1 FEAF REGENERON SARATOGA PROJECT SARATOGA SPRINGS, NY LIST OF APPENDICES APPENDIX A: Site Location Maps APPENDIX B: Summary of Prior Approvals (prepared by Jones Steves Grassi LLP) APPENDIX C: Preliminary Water and Sewer Report SCWA Resolution No. 0051 of 2025 APPENDIX D: Stormwater Management Plan and Narrative APPENDIX E: Wetland Delineation Map APPENDIX F: Agency Species Lists APPENDIX G: Visual Renderings APPENDIX H: Traffic Assessment (prepared by Creighton Manning) APPENDIX I: List of Permits and Approvals C.T. MALE ASSOCIATES - 1 - I. PROPOSED ACTION & SITE SUMMARY Regeneron Pharmaceuticals, Inc. (Regeneron) is proposing to redevelop the former Quad Graphics facility in the City of Saratoga Springs into a pharmaceutical manufacturing facility (proposed action or project). The purpose of this document is to supplement the Part 1 Full Environmental Assessment Form (FEAF) submitted to the City of Saratoga Springs (City) Planning Board under separate cover with information pertinent to the redevelopment of the site through the lens of the State Environmental Quality Review Act (SEQRA). This introduction provides a site description and overall project narrative, and Sections 1.0 – 18.0 of this document correspond with the questions on the Part II FEAF, which will be completed by the Lead Agency. The Lead Agency may use this report to inform their responses to the Part 2 FEAF questions. Site Summary and Setting Site Address 56 Duplainville Road, Saratoga Springs, NY 12866 Local Jurisdiction City of Saratoga Springs, Saratoga County Tax ID Number 177.-1-66 Parcel Size 62.1± ac. Property Owner & Applicant Regeneron Pharmaceuticals, Inc. Zoning District General Industrial (IND-G) The subject property (or site) is defined as Tax Parcel 177.-1-66 and is located in the W.J. Grande Industrial Park in the City of Saratoga Springs. The site has parcel frontage and two paved entrances on Adams Road (a City street) and a rear paved entrance on Duplainville Road (CR-46). The site is adjoined to the north, east, and west by roadways and other industrial facilities and properties in the W.J. Grande Industrial Park. An active rail spur is present along the northern parcel boundary that connects to the nearby rail yard east of the site. The rail spur is situated within a separ ate adjoining tax parcel. The site is adjoined to the south by a wooded buffer along Adams Road, and residential, school, and parkland properties beyond to the south. A site location map and Saratoga County parcel map are provided in Appendix A. The site was previously home to Quad Graphics, which was a printing plant 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, C.T. MALE ASSOCIATES - 2 - 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 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. A summary of prior approval issued for the site was prepared by Jones Steves Grassi LLP and is provided as Appendix B. Since the proposed action is a redevelopment project, this narrative is included to provide context of what pieces were previously approved, and what impacts were previously evaluated under SEQRA. Project Description Regeneron manufactures injectable pharmaceuticals operating under SIC Code 2834. Production processes operate independently as batch production, utilizing mammalian cell culture biotechnology, followed by purification steps as the sole means of production. Although not a phased project per se, redevelopment of the site is expected to occur on different schedules, as follows (i) the necessary site work for Regeneron to commence pharmaceutical production by 2030 and (ii) future site elements that are not anticipated to be needed as part of the work in category (i) but would accommodate the facility operating at or near full capacity. Consistent with the spirit and intent of SEQRA (hereinafter discussed), the enclosed site master plan depicts, and the supporting materials assess, these likely future site modifications along with those modifications that are needed immediately. At full operation, Regeneron anticipates that there would be up to 1,000 employees working over three shifts. C.T. MALE ASSOCIATES - 3 - The proposed project includes utilizing and repurposing the existing site buildings and facilities as much as possible. Updates that are needed for this manufacturing use will occur primarily within the interior of the building, but there are exterior site improvements that are needed to support the manufacturing of pharmaceuticals. While the precise sequencing of these projects is still to be determined, the list of exterior improvements includes the following: • Sanitary sewer pump station and on-and-off-site sanitary sewer forcemain, connecting to the City of Saratoga Springs and the Saratoga County Sewer District #1 (SCSD) infrastructure. • New 20-inch water main interconnect with the Saratoga County Water Authority (SCWA). • A 200,000 gallon on-site water tank for fire/sprinkler use. • Installation of trash compactors (multiple locations). • Bulk chemical and gas storage (multiple locations). • Sidewalk and covered walkway at the southeast corner of the building. • Cooling towers and electrical transformers at the northwest corner of building. • Pipe racking along the north side of the building. • Removal of a rail spur and site driveway work along the north side of the property. • Miscellaneous site utility work (electrical duct banks, water mains, sewer mains, removal of unused buried tanks). • Addition of a 115kV substation. • Site emergency back-up generators. • Parking garage (up to 1,000 spaces). A Schematic Overall Site Plan and Local Zoning Analysis map of the proposed development are provided under separate cover in this submission to the City Planning Board. The anticipated area of disturbance for all site amenities is up to 12.9 acres. The off-site utility work (water and sanitary sewer) will be installed primarily by directional drill methods and will result in a limited amount of land disturbance in off-site areas, and will exist primarily in public road or utility corridors . The Preliminary Water and Sewer Report for this project, including off-site utility extensions, is provided as Appendix C. A SCWA policy resolution stating their conditional "readiness and willingness” to provide water service to Regeneron in the Grande Industrial Park is also included in Appendix C. C.T. MALE ASSOCIATES - 4 - Zoning Summary The project site is located in the General Industrial Zoning District (IND -G). The proposed action can be properly classified under the use category “industrial – general,” is a permitted principal use in the IND-G District. Below is a summary table demonstrating area zoning compliance of the existing facility and the cumulative proposed project (existing + proposed). No zoning variances are anticipated. Zoning District: General Industrial (IND-G) Required Existing Proposed Min. Lot Area 40,000 sf 2,704,965± sf (62.1± ac.) 2,704,965± sf (62.1± ac.) Min. Lot Width 200 ft. 1,734 ft. 1,734 ft. Max. Building Height 50 ft. 32.5 ft. 1 49.5 ft. 2 Min. Front Setback 1 40 ft. 95.5 ft. (Adams Rd.) 93.1 ft. ** (Adams Rd.) Min. Rear Setback 1 30 ft. 49.9 ft. (Duplainville Rd.) 49.9 ft. (Duplainville Rd.) Min. Interior Side Setback 1 15 ft. 198.2 ft. (NE corner) 198.2 ft. (NE corner) Principal Building Area n/a 907,574 sf (33.5%) 986,871 sf (36.5%)** Other Impervious Area (asphalt, concrete, other buildings) n/a 873,326 sf (32.3%) 820,890 sf (30.3%) Min. Greenspace 30% 924,065 sf (34.2%) 897,204 sf (33.2%) Max. Impermeable Surface Coverage 70% 1,780,900 sf (65.8%) 1,807,761 sf (66.8%)** Min. Parking Spaces 419 spaces 839 spaces 1,493 spaces*** 1 From principal building 2 From proposed parking garage ** Includes future Building M (already approved – then known as Building 8) *** Includes future parking garage (up to 1,000 spaces). II. SEQRA This supplemental information has been prepared by the Applicant pursuant to and in accordance with SEQRA and serves to support the issuance of a Negative Declaration of Environmental Significance by the City of Saratoga Springs Planning Board, acting in its capacity as the Lead Agency. The following sections correspond with the questions and applicable sub-questions on the Part 2 Full EAF. C.T. MALE ASSOCIATES - 5 - 1.0 IMPACT ON LAND The proposed action will involve construction on, or physical alteration of, the land surface of the proposed site. The overall limit of disturbance will encompass 12.9± acres, or about 21% of the parcel. The ground disturbing activities at the site that are considered general site preparation for the installation of exterior mechanical equipment, utilities, the parking garage, hardscapes, and access improvements. All ground disturbances will be temporary during construction (not ongoing) and will be stabilized in accordance with the New York State Department of Environmental Conservation (NYSDEC) Construction General Permit and the project Stormwater Pollution Prevention Plan (SWPPP). Based on the foregoing and the responses below, there will be no significant adverse impact on land. 1.1 Land - EAF Responses a. Depth to Water Table: The proposed action will not involve construction on land where the depth to water table is less than three feet. b. Steep Slopes: The proposed action will not involve construction on slopes of 15% or greater. c. Depth to Bedrock: The proposed action will not involve construction on land where bedrock is exposed, or generally within five feet of existing ground surface. d. Grading and Excavation: The proposed action will not involve the excavation and removal of more than 1,000 tons of natural material. No mining or significant areas of on-going excavation are proposed, and the proposed earthwork is considered general site preparation. To the most extent that is practicable, any excess soil that is generated during excavation will be managed on-site and not exported from the site. e. Construction Duration: The proposed action will involve construction that will continue for more than one year or in multiple phases. The project execution will occur in two so-called phases. The approximate start date for construction of the items needed for Regeneron to commence pharmaceutical production (the so-called “phase one” items) will be shortly after receipt of site plan approval with targeted completion by 2030 (inclusive of interior fit -up). The approximate start date for “phase two” is undetermined at this point in time. Given that this is a redevelopment project, there are various sub-projects and retrofits that need to be executed within the overall scope , some of which may be subject to further City or Planning Board review. The perception of impact from construction duration may be lessened for sequenced redevelopment or maintenance tasks when compared to broader perceived impacts from comparable greenfield development. C.T. MALE ASSOCIATES - 6 - f. Erosion: The proposed action may result in increased potential for erosion from temporary ground disturbance during construction. Increased erosion from ground disturbance will not create a significant environmental impact due to the use of erosion and sediment controls and stormwater management practices in accordance with the regulations and stormwater Construction General Permit conditions issued by the NYSDEC and the proposed SWPPP. Stormwater inspections by qualified personnel will be conducted regularly while the site is disturbed, in accordance with the SWPPP. The ground disturbance will be controlled and monitored throughout construction, subsequently stabilized and re-vegetated and does not create a significant adverse environmental impact. A project-specific Stormwater Management Plan and Narrative is provided in Appendix D. g. Coastal Erosion Hazard Area: The proposed action is not located within a Coastal Erosion Hazard Area. 2.0 IMPACT ON GEOLOGICAL FEATURES No Impact. The proposed action will not result in the modification or destruction of, or inhibit access to, any unique or unusual landforms on the site (e.g., cliffs, dunes, minerals, fossils, caves). 3.0 IMPACT ON SURFACE WATER The proposed action will not directly affect one or more wetlands or other surface water bodies (e.g., streams, rivers, ponds or lakes), but work will occur in off-site regulated areas from the off-site water main installation. C.T. Male completed a field wetland delineation of the project site and off-site utility route in October 2025. The wetland delineation map is included in Appendix E. The field delineation demonstrated that no wetlands or waterbodies exist within the project site. The proposed off-site water main alignment intersects the 100-foot wetland adjacent area of NYSDEC Freshwater Wetland (FWW) S-19 and Geyser Brook (NYSDEC Class C(T)) at the intersection of Geyser Road and NYS Route 50. The 20 -inch water main will be installed through the adjacent area and beneath Geyser Brook by directional drill, rather than open trench. This will minimize disturbance in the wetland adjacent area and will eliminate disturbance to the stream. No permanent impacts to regulated areas will result from the work, and work will be done in accordance with NYSDEC and U.S. Army Corps of Engineers (USACE) permit conditions, as required. Agency permits related to off-site wetlands and streams will be sought prior to construction. Based on the foregoing and the responses below, there will be no significant adverse impact on surface water. 3.1 Surface Water - EAF Responses a. New Waterbody: The proposed action will not create a new water body. C.T. MALE ASSOCIATES - 7 - b. Surface Area: The proposed action will not result in an increase or decrease of over 10% or more than a 10 acre increase or decrease in the surface area of any body of water. c. Dredging: The proposed action will not involve dredging more than 100 cubic yards of material from a wetland or waterbody. d. Work in Wetlands and Waterbodies: The Applicant has proposed sensitive methods for working in the FWW adjacent area and Class C(T) stream area in accordance with regulatory guidance and permit requirements, including trenchless installation methods to minimize disturbance. Waterbody avoidance and impact minimization will be adhered to. e. Turbidity: The proposed action will not create turbidity in a waterbody, either from upland erosion, runoff or by disturbing bottom sediments. No wetlands or waterbodies are present within the vicinity of the site and erosion and sediment controls will be employed and monitored during construction in accordance with the project SWPPP. Disturbance near wetlands from the off- site water main installation will be minor, temporary, and promptly stabilized. f. Water Withdrawal: The proposed action will not include construction of one or more intake(s) for withdrawal of water from surface water. g. Discharge of Wastewater: The proposed action will not include the construction of one or more outfall(s) for discharge of wastewater to surface water(s). h. Soil Erosion into Receiving Waters: The proposed action will not cause soil erosion or otherwise create a source of stormwater discharge that may lead to siltation or other degradation of receiving water bodies. The construction of the project will not cause significant amounts of erosion, and erosion and sediment controls will be employed and monitored in accordance with the project SWPPP. In addition, due to the nature of the redevelopment project, large continuous areas of bare soil will not be exposed at the same time. i. Water Quality: The proposed action will not significantly affect the water quality of any water bodies within or downstream of the site of the proposed action. Water quality will not be adversely impacted due to a lack of discharge or potential for discharge from the site. No waterbodies or wetlands exist on or adjoining the site, and off-site wetlands and streams (water main) are largely avoided, and impacts are completely minimized by using trenchless methods of water main installation. Runoff rates from the site will not be increased from pre-to-post development conditions, and new impervious areas associated with this project are limited to 0.6± acres and will be adequately treated in accordance with the SWPPP. j. Pesticides or Herbicides: The proposed action will not involve the application of pesticides or herbicides in or around any water body. Proposed pesticide use C.T. MALE ASSOCIATES - 8 - is limited to the main facility area (buildings) and no wetlands or waterbodies exist on the site. k. Wastewater Treatment Facilities: The proposed action will not require the construction of new, or expansion of existing, wastewater treatment facilities. 4.0 IMPACT ON GROUNDWATER The proposed action will not result in new or additional use of ground water since the proposed water supply for this project (industrial and domestic uses) will be provided by the SCWA, which is an existing public supply that draws water from the Hudson River. The proposed action will not discharge wastewater or substances to the subsurface environment or groundwater and will be connected to public sewer (industrial and domestic wastewater). Refer to Appendix C for the Preliminary Water and Sewer Report. The proposed action will involve the bulk storage of petroleum products and chemicals (potential contaminants), as outlined below. The storage methods are modern engineered systems, contained, and registered and monitored in accordance with NYSDEC Chemical Bulk Storage (CBS) and Petroleum Bulk Storage (PBS) regulations, and applicable federal regulations. This program is consistent with other Regeneron facilities and is overseen by dedicated Environmental Health and Safety (EHS) staff and engineering and environmental consultants. The sub-sections below outline the anticipated chemical and petroleum storage program for the project site. Based on the foregoing and the responses below, there will be no significant adverse impact on groundwater. 4.1 Diesel Fuel Supply for Emergency Generators Fuel storage associated with emergency generator units will consist of the industry standard intrinsically located secondary contained belly tanks, typically with storage capacities on the order of 7,000 to 10,000 gallons each. Based on operations at Regeneron’s existing Red Mill facility, operations at the Saratoga Springs facility are expected to require approximately four generators located across the site. All tanks used for the storage of petroleum products will be located within secondary containment and equipped with required spill and overfill prevention devices. The storage and dispensing of diesel fuel at the facility will be done in strict compliance with NYSDEC’s Petroleum Bulk Storage Facility regulations and United States Environmental Protection Agency (USEPA) requirements, including a site -specific Spill, Prevention, Control and Countermeasures (SPCC) Plan. Bulk tanker trucks which deliver fuel to the facility will be subject to New York State Department of Transportation (NYSDOT) regulations and applicable containment requirements during the loading/unloading process. C.T. MALE ASSOCIATES - 9 - 4.2 Chemical Bulk Storage Based on the expected similarity between the operations planned for the Saratoga Springs site and the current operations at Regeneron’s Red Mill facility, it is anticipated that similar chemicals would be used and stored at the site. Chemicals stored in bulk at the facility are anticipated to include 10N Sodium Hydroxide and 33% Phosphoric Acid solutions used in production areas. Typical storage vessels based on the operations at the Red Mill facility include distribution systems containing one tank of each chemical on the order of 8,000 to 10,000 gallons per production building, with the Red Mill facility operated using two tanks of each chemical. As these materials are regulated under the NYSDEC’s hazardous substance bulk storage regulations (6 NYCRR Parts 597 – 598), secondary containment systems for the tanks and truck transfer areas will be required, and all materials of construction will be required to meet a national standard/consensus code. These materials are required to be managed in accordance with the NYSDEC requirements for regulated chemical bulk storage systems, including specific design standards, inspections regimens and handling/operating requirements. Facility operations are also expected to utilize various chemicals, including those regulated under 6 NYCRR Part 597 in drums and intermediate bulk containers (IBCs) in various locations. These drums and totes are not expected to be covered by NYSDEC’s hazardous substance bulk storage regulations due either to the capacity of the drums or the portable/non-stationary usage of the totes. These operations include the preparation of a NYSDEC Chemical Bulk Storage Spill Prevention Report (SPR) and potentially a NYSDEC Storm Water Pollution Prevention Plan (SWPPP) required for industrial facilities obtaining coverage under NYSDEC’s Multi-Sector General Permit. Bulk tanker trucks that deliver chemical products to the facility will be subject to NYSDOT regulations and NYSDEC chemical bulk storage requirements during the loading/unloading process. 4.3 Other Hazardous Material Storage Other hazardous materials used at the facility that are not regulated under the NYSDEC Hazardous Substance Bulk Storage regulations are annually reported under the USEPA’s Emergency Planning and Community Right to Know Act (EPCRA). Hazardous chemical reporting requirements will be done in accordance with the EPCRA Section 311 and 312 requirements, which have been codified as 40 CFR Part 370. EPCRA Section 311 requires facilities which store listed chemicals above the applicable threshold quantity to submit copies of the Safety Data Sheets (SDS) for such chemicals to the State Emergency Response Commission (SERC), local emergency planning committee (LEPC), and local fire department(s). In addition, such facilities must also report the storage quantities and locations of these chemicals on an annual C.T. MALE ASSOCIATES - 10 - basis (by March 1st of each year) to the same entities. These programs will allow the local responders to become familiar with the chemicals being utilized at the facility. EPCRA reporting forms require basic facility identification information, employee contact information, and information about chemicals stored or used at the facility. On an annual basis, Regeneron will be required to review chemical storage for the previous calendar year and supply the required information as part of the EPCRA reporting. New chemicals used at the facility that exceed the thresholds for any given year will be reported on the following year’s submission. Under the EPCRA Tier II program, facilities must report hazardous chemicals exceeding 10,000 pounds and Extremely Hazardous Substances (EHSs) at 500 pounds or their Threshold Planning Quantity (TPQ), whichever is lower. Typical chemicals historically reported at the Regeneron Red Mill and Tempel Lane facilities include the following: Chemical Storage Type(s) Acetic Acid (mixture) Plastic/non-metallic drums L-Arginine Hydrochloride (pure solid) Plastic/non-metallic drums L-Aspartic Acid (pure solid) Plastic/non-metallic drums Liquid Carbon Dioxide Liquid CO2 Tank (Bulk Gas Outdoor Storage) Liquid Nitrogen Liquid Nitrogen Tank (Bulk Gas Outdoor Storage) Liquid Oxygen Liquid Oxygen Tank (Bulk Gas Outdoor Storage) Phosphoric Acid (mixture, 85%) Plastic/non-metallic drums Phosphoric Acid (mixture, 33%) Plastic/non-metallic drums, totes, tanks Sodium Acetate Trihydrate (pure solid) Plastic/non-metallic drums Sodium Carbonate (pure solid) Plastic/non-metallic drums Sodium Chloride (pure solid) Plastic/non-metallic drums Sodium Hydroxide (mixture, 25%) Plastic/non-metallic drums, totes, tanks Sodium Hypochlorite (mixture, 12.5%) Totes Sodium Phosphate Dibasic Heptahydrate (pure solid) Plastic/non-metallic drums Sucrose (pure solid) Plastic/non-metallic drums Tris Hydrochloride (pure solid) Plastic/non-metallic drums Tromethamine (pure solid) Plastic/non-metallic drums 4.4 Groundwater - EAF Responses a. Water Supply Wells: The proposed action will not require new water supply wells, or create additional demand on supplies from existing water supply wells. The water supply will be the Hudson River, via the SCWA. The Applicant is currently working with the SWCA and State agencies for extension of the water main to connect with the SWCA system. A SCWA policy resolution stating their conditional "readiness and willingness” to provide water service to Regeneron in the Grande Industrial Park is included in Appendix C. b. Water Withdrawal: Water supply demand from the proposed action will not exceed safe and sustainable withdrawal capacity rate of the local supply or C.T. MALE ASSOCIATES - 11 - aquifer. SCWA will provide the domestic and industrial water supply, the approval of which is underway. c. Residential Water & Sewer: The proposed action will not allow or result in residential uses in areas without water and sewer services. The proposed action is not a residential use. d. Discharge to Groundwater: The proposed action will not include or require wastewater discharged to groundwater. Public sewer via the City of Saratoga Springs and the SCSD will be used for domestic and industrial wastewater flows. The Applicant is working with State and local agencies for approval of the discharges and a forcemain extension. e. Contaminated Groundwater Supply: The proposed action will not result in the construction of water supply wells in locations where groundwater is, or is suspected to be, contaminated. f. Bulk Petroleum/Chemical Storage: The proposed action will require the bulk storage of petroleum or chemical products over an aquifer. The project site is mapped as a principal aquifer. For context, all the City of Saratoga Springs and many surrounding communities adjoining the City are mapped as a principal aquifer. This is a lesser classification than the primary aquifer. As outlined above in this section, the storage, use, and monitoring of petroleum and chemical products will be done in accordance with NYSDEC and federal regulations using engineered systems where a release to the environmental is unlikely and will be readily detected and reported if it were to occur . This use does not infer a significant adverse environmental impact. g. Commercial Pesticide Application: The proposed action will not involve the commercial application of pesticides within 100 feet of potable drinking water or irrigation sources. Regeneron applies pesticides at its manufacturing locations, through a licensed applicator, at all building entrances to prevent the ingress of pests for the protection of the biopharmaceutical process, the product, and the patient. This will not be done in the vicinity of a supply well or irrigation source. 5.0 IMPACT ON FLOODING No Impact. The proposed action will not result in development on lands subject to flooding. The project site is within Zone X of the effective FEMA FIRM map and is not flood prone. The off-site water main will cross a FEMA Zone AE floodplain and floodway at the intersection of Geyser Road and NYS Route 50, but these are relatively deep underground water lines (set beneath the stream/culvert) installed using trenchless methods without changing grades, adding fill, or building structures, and not threatened by surface water conditions. C.T. MALE ASSOCIATES - 12 - 6.0 IMPACT ON AIR The proposed action will include a state-regulated air emission source, and a NYSDEC Air Facility Registration (AFR) is expected to be required based on current programming. The sub-sections below outline the anticipated air emission program for the project site. Based on the foregoing and the responses below, there will be no significant adverse impact on air. No uncontrolled, unmonitored, or unregulated sources of emission are proposed. The amount and types of air emissions at the Saratoga Springs facility are expected to be similar to Regeneron’s manufacturing operations at the Red Mill/Columbia Turnpike campus located in East Greenbush, New York. Approval from NYSDEC will be required for air emissions. It is important to note that the estimated air emissions for the facility are expected to be below major source thresholds for air emissions and based on that evaluation, at this time, operations will only require an AFR as the facility would be eligible for the Cap-by-Rule provision which would limit annual emissions to 50 tons per year for both Oxides of Nitrogen (NOX) and Carbon Monoxide (CO) from combustion operations. If detailed emission calculations associated with the air registration process and the subsequent NYSDEC review indicate that the facility has the potential for emissions that did not qualify for an AFR, then the facility will accept permit limitations restricting the potential to emit (PTE) to less than the major source thresholds under an Air State Facility Permit. If necessary, such restrictions would by definition become the facility’s new PTE. Under either case, the facility will not be required to comply with New Source Review/Prevention of Significant Deterioration requirements. On June 15, 2004, the EPA designated the Albany-Schenectady-Troy, NY area consisting of Saratoga, Schenectady, Albany, Rensselaer, Montgomery, Greene, and Schoharie Counties as nonattainment for the 1997 8-hour ozone standard (0.08 parts per million), which was later revoked effective April 6, 2015. This designation was based on the results of ambient air monitoring data collected by the NYSDEC from calendar years 2001-2003. On July 20, 2012, the EPA designated the Albany- Schenectady-Troy, NY attainment for the 2008 ozone standard (0.075 ppm). The area was designated attainment for the 2015 ozone standard (0.070 ppm) on January 16, 2018. Saratoga County and the surrounding area are considered in attainment relative to Lead, Nitrogen Dioxide, Ozone – 2008, Oxone – 2015, PM-2.5 – 2006, PM-2.5 – 2012 and Sulfur Dioxide according to “County Level Attainment Status of National Ambient Air Quality Standards (NAAQS)”, accessed via New York State’s Open Data website (https://data.ny.gov/Energy-Environment/County-Level-Attainment- Status-of-National-Ambient/p58z-ik4q/about_data). The Part 1 FEAF has indicated the project is located in an Air Quality non-attainment area specifically relative to the revoked 1997 8-hour ozone standard. C.T. MALE ASSOCIATES - 13 - 6.1 Manufacturing Related Emissions All manufacturing processes expected to be conducted at the facility utilize mammalian cell culture biotechnology as the sole means of production. Mammalian cell culture is a process by which mammalian cells that have been adapted to produce specific proteins are grown in a nutrient rich medium. Once the cells are introduced into the medium, they are placed into specially designed vessels known as bioreactors, which provide optimum growth conditions by providing temperature control, pH controls, oxygenation, and additional nutrients such as glucose and electrolytes. In this environment, the cells begin to culture and start a phase of exponential growth. As the culture expands, it is transferred to subsequently larger bioreactors until it reaches the largest of these vessels, which is called the production bioreactor. At this point, growth slows and the cells begin to excrete the desired protein into the medium. After a period of time, the culture undergoes a procedure called a harvest , during which it is transferred from the production bioreactor into a system that separates the cells from the medium. The cells are discarded and the medium is collected into a harvest vessel. The material then begins the process of purification, during which the desired protein is extracted from the medium by passing it over several types of chromatography columns, each of which contains a resin to which the protein adheres. At this point, all remaining medium has been removed and discarded and buffers are passed over the chromatography columns to cause the protein to be released from the resin. Finally, the collected solution containing the desired protein has stabilizing agents (known as excipients) added in a process known as formulation. The formulated material is then frozen and stored to await final filling into unit dose vials. It is important to point out that the cells used in the production phase and the growth medium used to culture the cells are environmentally benign. The only materials actually exhausted during the production process are air and water vapor. No Hazardous Air Pollutants are used during the production process nor are any exhausted. Therefore, these emission points are considered exempt under 6 NYCRR 201-3.3(c)(94). 6.2 Combustion Related Emissions Combustion-related emissions for the Saratoga Springs facility have been calculated and utilizes information from Regeneron’s Red Mill campus as the basis for programming. Future facility operations at full build-out are expected to include as many as six steam boilers, ten exempt condensing boilers, and two exempt air rotation units, with the noted sources exempt from permitting as their maximum heat input does not exceed 10 million BTU per hour per source. Each of these combustion units will be fired using natural gas, with the potential for dual fuel operation (natural gas/No. 2 fuel oil) in the six steam boilers to provide a redundant backup fuel source. It is expected that after completion of the initial upgrades to the building to support C.T. MALE ASSOCIATES - 14 - manufacturing, emergency generator units will be installed at a future date to provide a redundant source of power to maintain manufacturing operations in the event of power loss from the grid. Diesel fuel is projected to serve as the primary fuel used in the emergency power generators, as noted in Section 4. Facility programming metrics for fuel oil/diesel fuel usage and storage conservatively assume that fuel oil will be used in the event of a prolonged interruption of natural gas supply to the site for continued boiler operation or during periods where electrical power is not available from the distribution grid to supply emergency generators. As the fuel oil usage would only be in the event of a natural gas outage, no f uel oil usage will occur during routine operations, and Regeneron does not plan to install storage tanks for the purpose of backup fuel storage for the boiler systems, and in the event of the need for the backup fuel usage, fuel oil would be transferred directly from mobile trailers. 6.3 Air – EAF Responses The project will result in emissions of criteria pollutants, Greenhouse Gases and a small amount of Hazardous Air Pollutants resulting from combustion operations (boilers and emergency generators). Process-related emissions of regulated contaminants do not occur as a result of Regeneron’s mammalian cell culture biotechnology, and the materials exhausted during the production process are limited to air and water vapor. Due to the expected level of operation of these sources, it is anticipated that the facility will be eligible for an AFR using NYSDEC’s Cap-by-Rule provision to limit emissions to less than 50 percent of major source thresholds. a. Greenhouse Gas Emissions: State air emission registration will be required for the proposed project. Expected greenhouse gas emissions for the proposed action are listed below: i. Carbon Dioxide (CO2): More than 1,000 tons/year of CO2 are anticipated to be emitted. CO2 emissions are estimated to be 30,618 tons/year. This is an incremental or net increase from the previous industrial use and is appropriate for the proposed use and representative of small to mid - scale manufacturing output in the United States. ii. Nitrous Oxide (N2O): Less than 3.5 tons/year of N2O are anticipated to be emitted. N2O emissions are estimated to be 0.16 tons/year. iii. Perfluorocarbons (PFCs): No PFCs will be emitted by the proposed action. iv. Sulfur Hexafluoride (SF6): No SF6 will be emitted by the proposed action. v. Hydrofluorocarbons (HFCs): No HFCs will be emitted by the proposed action. C.T. MALE ASSOCIATES - 15 - vi. Methane: Less than 43 tons/year of methane are expected to be emitted. Methane emissions are estimated to be 0.59 tons/year. b. Hazardous Air Pollutants (HAPs): The proposed action will generate less than 10 tons/year of any one or combination of hazardous air pollutants. HAPs emissions are estimated to be 0.48 tons/year. c. State Air Registration: A State AFR will be required as multiple heat sources each having greater than 10 Million BTU per hour maximum heat input rating (steam boilers) are expected by the proposed action, as noted in the prior sub sections. d. 50% Emissions Thresholds: No 50% emissions thresholds are reached except for those thresholds that are exceeded overall, as noted above. e. Combustion or Thermal Treatment of Waste: No combustion or thermal treatment of refuse is proposed. 7.0 IMPACT ON PLANTS AND ANIMALS The proposed action will result in the loss of ±0.6 acres of existing green space (road fringes and maintained lawn areas and islands) to add new impervious surface area. Since this is a redevelopment project, the proposed action will occur on previously developed and disturbed property with no new tree clearing, deforestation, or habitat conversion proposed, or other loss of natural resources proposed or inferred. Based on the foregoing and the responses below, there will be no significant adverse impact on plants and animals. 7.1 Plants and Animals – EAF Responses a. T&E Species: The proposed action will not cause a reduction in population or loss of individuals of any Threatened or Endangered (T&E) species, as listed by New York State or the federal government, that use the site, or are found on, over, or near the site. The following species are listed at the site by the NYSDEC and/or the U.S Fish and Wildlife Service (USFWS). Agency species lists are provided in Appendix F. Listed Species Listed by Listing Agency Status Frosted Elfin (Callophrys irus) NYSDEC Threatened Karner Blue Butterfly (Lycaeides melissa samuelis) NYSDEC USFWS Endangered Northern Long-eared Bat (Myotis septentrionalis) USFWS Endangered Monarch Butterfly (Danaus Plexippus) USFWS Proposed Threatened C.T. MALE ASSOCIATES - 16 - The sections below contain impact assessments for each species, given the existing site conditions and the scope of the proposed action: • Northern Long-eared Bat (NLEB): While NLEB is listed in the vicinity of the site by the USFWS, no potential roost tree removal or other potential habitat loss is associated with the proposed project, and it is our opinion that the redevelopment project will not affect NLEB or its habitat. • Frosted Elfin and Karner Blue Butterfly: The industrial project site or the proposed area of disturbance does not contain wild blue lupine or wild indigo, which is the known obligate habitat for these species of butterfly. Habitat for these species is defined by the USFWS: “Frosted elfin and many other species — including…the federally endangered Karner blue butterfly — depend on pine barrens. This rare type of habitat is characterized by sandy soil, an overstory of fire-dependent conifers, and grassy openings that support plants like wild blue lupine and wild indigo.” Habitat characterized by this description is not present at the site. It is our opinion that these species or their habitat will not be affected by the proposed project. • Monarch Butterfly: No impacts to Monarch Butterfly or its habitat are anticipated since the project will not remove or convert meadow habitat. The project will not remove patches of the Monarch-obligate common milkweed (Asclepias syriaca L.) as none was identified in the industrial project site. b. T&E Species Habitat: As previously discussed in Question 7.1a, habitats for the listed T&E species will not be affected by the proposed action. Habitat of the protected butterfly species listed at the site was not observed on the developed industrial site. c. Rare Plants and Animals: The proposed action will not cause reduction in population, or loss of individuals, of any species of special concern or conservation need, as listed by New York State or the Federal government, that use the site, or are found on, over, or near the site. None of these species were listed at the site or are known to occupy the site. d. Rare Plants and Animals Habitat: The proposed action will not result in a reduction or degradation of any habitat used by any species of special concern or conservation need, as listed by New York State or the federal government. None of these species were listed at the site or are known to occupy the site. e. National Natural Landmark: The proposed action will not diminish the capacity of a registered National Natural Landmark to support the biological community it was established to protect. f. Significant Natural Community: The proposed action is not located within a significant natural community. C.T. MALE ASSOCIATES - 17 - g. Common Species Habitat: The proposed action will not substantially interfere with nesting/breeding, foraging, or over-wintering habitat for the predominant species that occupy or use the project site. The proposed action does not entail habitat loss or conversion and is the redevelopment of an existing industrial property. h. Habitat Conversion: The proposed action does not require the conversion of more than 10 acres of forest, grassland or any other regionally or locally important habitat. Less than an acre of maintained lawn green space, road fringes, or landscaped islands will be converted to impervious surface as a result of building and paving improvements. i. Herbicides and Pesticides: Except for routine use around the building entrances for pest control in a controlled interior environment, the proposed action will involve the use of pesticides at the project site. 8.0 IMPACT ON AGRICULTURAL RESOURCES No Impact. The proposed action will not impact agricultural resources. Neither the project site nor the off-site utility areas include agricultural operations or farms and are not located within a NYS Agricultural District. 9.0 IMPACT ON AESTHETIC RESOURCES The land use of the proposed action is not obviously different from, or in sharp contrast to, current land use patterns between the proposed project and a scenic or aesthetic resource. The project site is an existing industrial property located within the General Industrial zoning district and is consistent with adjoining industrial land uses. The proposed manufacturing use is similar in nature and use category to the previous industrial printing use. A mature vegetative buffer screens the subject property from non-industrial sites south of Adams Road. Visual Renderings that are representative of the proposed site conditions are provided in Appendix G. Based on the foregoing and the responses below, there will be no significant adverse impacts on aesthetic resources. 9.1 Aesthetic Resources – EAF Responses a. Designated Resources: The proposed action will not be visible from any officially designated federal, state, or local scenic or aesthetic resource. b. Designated Scenic Views: The proposed action will not result in the obstruction, elimination, or significant screening of designated scenic views. c. Publicly Accessible Vantage Points: The proposed action will be partially visible year-round from publicly accessible vantage points including the sections of Adams Road and Duplainville Road adjoining the site. The project has minimized visual impacts from publicly accessible vantage points to the C.T. MALE ASSOCIATES - 18 - maximum extent practicable by implementing setbacks and maintaining mature vegetative screening, as well as complying with the zoning height restrictions for buildings in this district (50 feet). No removal of existing vegetative buffers is proposed. d. Viewer Engagement: The situation or activity in which viewers are engaged while viewing the proposed action is routine travel by residents and adjoining commercial employees, including to and from work due to partial visibility from the adjoining roadways. The minimization measures listed above in this question, particularly the preservation of setbacks and existing vegetation around the site will minimize or eliminate the visual impact of the proposed site improvements and will not affect tourism-based activities. e. Enjoyment of Designated Aesthetic Resource: The proposed action will not cause diminishment of the public enjoyment and appreciation of a designated aesthetic resource. f. Similar Projects Nearby: There are similar projects within the same viewshed of the proposed project, as it is located within the General Industrial Zone and within the W.J. Grande Industrial Park. The proposed project as sited and designed fits well within the area context and meets zoning requirements. 10.0 IMPACT ON HISTORIC AND ARCHAEOLOGICAL RESOURCES The proposed action does not occur in or adjacent to a historic or archaeological resource, however, it is located in an archaeological buffer zone, as mapped by the Cultural Resource Information System (CRIS) that is maintained by the NY State Historic Preservation Office (SHPO). The project site has all been previously disturbed during its initial development by Quad Graphics. Project-specific consultation has been initiated with SHPO on January 21, 2026. Based on the foregoing and the responses below, there will be no significant adverse impacts on historic and archaeological resources. 10.1 Historic and Archaeological Resources – EAF Responses a. Listed Historic Resources: The proposed action does not occur wholly or partially within, or substantially contiguous to, any buildings, archaeological site or district which is listed on the National or State Register of Historical Places, or that has been determined by the Commissioner of the NYS Office of Parks, Recreation and Historic Preservation (OPRHP) to be eligible for listing on the State Register of Historic Places. The CRIS database lists the Quad Graphics building and some of the adjoining buildings as “Not Eligible” for listing. b. Archaeologically Sensitive Areas: The proposed action will occur partially within an area designated as sensitive for archaeological sites on the SHPO C.T. MALE ASSOCIATES - 19 - archaeological site inventory. The project site has all been previously disturbed during its initial development by Quad Graphics and disturbance of archaeological sites from the proposed action is unlikely. c. Known Archaeological Sites: The proposed action does not occur wholly or partially within, or substantially contiguous to, an archaeological site not included on the NY SHPO inventory. 11.0 IMPACT ON OPEN SPACE AND RECREATION No Impact. The proposed project will not result in a loss of recreational opportunities, or a reduction of an open space resource as designated in any adopted municipal open space plan. 12.0 IMPACT ON CRITICAL ENVIRONMENTAL AREA No Impact. The proposed project is not located within or adjacent to a Critical Environmental Area (CEA). 13.0 IMPACT ON TRANSPORTATION The proposed action will not result in a change to existing transportation systems . A Traffic Assessment was prepared for the proposed action by Creighton Manning Engineering & Surveying, PLLC (Creighton Manning) which found that the proposed development will generate a total of 270 trips during the AM peak hour and 319 trips during the PM peak hour after full build out of the site with 1,000 employees working across three shifts. This is fewer trips than the previous tenant of the building (Quad Graphics), which was expected to generate a total of 389 existing trips during their peak hour of operation. In summary, Regeneron will generate fewer peak hour trips than Quad Graphics, including the amount contemplated during the prior SEQR record for Quad Graphics. In addition, a level of service assessment provided in the Creighton Manning Traffic Assessment indicated that the study intersections near the project site will operate adequately after development of the site during the AM and PM peak hours, and that the intersections likely operated similarly during the peak hours when Quad Graphics was fully operating. The Traffic Assessment is provided in Appendix H. Based on the foregoing and the responses below, there will be no significant adverse impact s on transportation systems. 13.1 Transportation – EAF Responses a. Existing Road Capacity: Based on the Creighton Manning Traffic Assessment provided, the projected traffic increase will not exceed the capacity of the C.T. MALE ASSOCIATES - 20 - existing road network and will operate at levels below Quad Graphics and below thresholds studied in the prior SEQR record. b. Parking: The proposed action will result in the construction of a paved parking area for 500 or more vehicles. A parking garage consisting of up to 1,000 parking spaces is proposed to provide adequate space for Regeneron employees during full staffing. The addition of the new parking garage will account for displacement of existing surface parking by some of the other site improvements. There will be a net increase of up to 654 parking spaces (78% increase) resulting from the parking garage construction, which exceeds the zoning minimum. The net increase of 654 parking spaces in a multi-level garage to accommodate the needs of the manufacturing facility does not infer a significant adverse environmental impact. c. Public Transit: The proposed action will not degrade existing transit access. d. Pedestrian Access: The proposed action will not degrade existing pedestrian or bicycle accommodations. A bike path exists along Geyser Road that will not be changed or interrupted. Inter-site pedestrian accommodations will be improved as part of the proposed action. e. Transportation Pattens: The proposed action will not alter the present pattern of movement of people or goods. The redeveloped facility will operate similar to or below traffic levels seen during Quad Graphics’ tenure at the site. 14.0 IMPACT ON ENERGY The proposed project will cause an increase in the use of energy due to the change of use within the building from a printing plant (Quad Graphics) to a modern pharmaceutical manufacturing facility. Based on the responses below, the increased net energy use to modernize an existing industrial facility will not cause a significant adverse environmental impact. 14.1 Energy – EAF Responses a. Substation: The proposed action includes the construction of a new 115kV substation on the western side of the property to serve the manufacturing use. The addition of the on-site substation will add resiliency to the facility’s power supply and the power grid, and help to better meet the site demand. b. Energy Supply: The proposed action will not require the creation of an energy transmission or supply system to serve more than 50 single or two -family residences or to serve a commercial or industrial use. The facility already has electricity and natural gas supply. The 115kV feed will come from existing power lines north of Duplainville Road across from the site, and to the proposed on-site substation. C.T. MALE ASSOCIATES - 21 - c. Electricity Use: The proposed action will use more than 2,500 MWhrs per year of electricity provide by National Grid. The expected demand is 13,100 MWhrs annually at peak demand (based on 15 MW peak demand). This amount of power consumption is consistent with a small to medium scale manufacturing or industrial use. The evaluation of impacts under this category should also consider that electricity use represents a net or incremental increase in electrical consumption since Quad Graphics also was an industrial user of power and the baseline for evaluation is not zero demand. This increased amount of power consumption does not infer a significant adverse environmental impact since it is appropriate for the land use type and is a net increase from recent operations, rather than a new consumer of power. d. Heating: The proposed action will not involve heating and/or cooling of more than 100,000 square feet of additional or new building area where completed. The current facility is already heated and cooled. Natural gas is provided by National Grid. 15.0 IMPACT ON NOISE, ODOR, AND LIGHT The proposed action will result in an increase in noise from construction and operations, at levels consistent with modern manufacturing uses and the prior industrial use on the site. The proposed action will not result in an increase in outdoor lighting or odors, or any significant, on-going levels of noise beyond the property boundary. Since the site has been recently non-operational, there will be an increase in noise and activity since the 2024 closure of Quad Graphics, but that period was a brief interruption in a decades-long continuous industrial use on the site. Based on the foregoing and the responses below, there will be no significant adverse impacts from noise, odor, and light. 15.1 Noise, Odor, and Light – EAF Responses a. Noise Levels: The proposed action is not expected to produce sound above noise levels established by local regulations or noise that would cause significant impacts to nearby sensitive receptors. Sources of noise at the site are consistent with and appropriate for the allowed use on the property and historical operations in the industrial park and notably will be buffered by property line setbacks and existing mature vegetative buffers. The main sources of noise during construction will be temporary and typical for industrial construction and will include the following: • Vehicles (i.e. tractor trailers, dump trucks, pick-up trucks and passenger vehicles, tool trucks, box trucks, mobile cranes, concrete mixing and pump trucks, paving equipment) • Power tools (i.e. hand tools) C.T. MALE ASSOCIATES - 22 - • Light equipment (i.e. bobcats, small excavators, forklifts) • Heavy equipment (i.e. excavators, bulldozers, loaders, heavy trucks, cranes) The main sources of operational noise include the following: • Exterior cooling towers • Exterior electrical equipment, substation, and transformers • Interior boilers (steam and condensing boilers) • Interior air handling equipment • Exterior emergency back-up generators (if needed during an emergency power outage and regular cycling and testing) b. Blasting: The proposed action will not involve blasting. c. Odors: The proposed action will not result in routine odors for more than one hour per day. d. Lighting: The proposed action will not result in light shining onto adjoining properties. Existing site and building lighting will be utilized or replaced in- kind, as needed. Additional lighting that is required for aesthetic or safety reasons will not shine onto adjoining properties. In addition, the site setting demonstrates that areas of the site with exposed frontage (without vegetative buffer) face either undeveloped wooded or other industrial uses in the W.J. Grande Industrial Park with similar lighting requirements. The existing mature vegetative buffer facing Adams Road will be preserved. e. Sky-Glow: The proposed action will not result in lighting creating sky-glow brighter than existing area conditions. 16.0 IMPACT ON HUMAN HEALTH The proposed action will not have an impact on human health, but it does involve the use and storage of petroleum products and hazardous substances, and the generation of hazardous or other regulated wastes as by-products of manufacturing (potential sources of contaminants). These materials are closely regulated by the NYSDEC, NYSDOT, and federal government, as well as Regeneron’s own Environmental, Health, and Safety (EHS) policies and staff. The use and storage of chemicals and petroleum products is outlined in Section 4 of this document. The narrative below in Section 16 focuses on waste generation, so to align with the Part 2 FEAF questions. Based on the foregoing and the responses below, there will be no significant adverse impacts on human health. 16.1 Hazardous Waste Manufacturing operations at the facility will generate hazardous wastes. Based on the similarity of the proposed site in Saratoga Springs to the existing Red Mill facility used C.T. MALE ASSOCIATES - 23 - by Regeneron for manufacturing activities, similar hazardous waste streams are anticipated to be generated. All hazardous waste generated at the facility will be managed in accordance with NYSDEC and/or USEPA hazardous waste regulations. These regulations pertain to the identification, management, storage, handling, transportation and disposal of waste materials. It is anticipated at this time that the facility will be regulated as a large quantity generator (LQG) of hazardous waste. The LQG facility classification would result from generating either more than 1,000 kg (2,200 lbs.) of non-acute hazardous waste per month or more than 1 kg (2.2 lbs.) of acute hazardous waste per calendar month. Regeneron stores hazardous wastes in drums and containers, and on occasion may utilize totes for the storage of hazardous waste at its facilities. Storage of hazardous waste in tanks does not occur at Regeneron facilities. LQG facilities do not have a limit to the amount of non-acute and acute hazardous waste on-site; however, the facility may only accumulate hazardous waste on-site for up to 90 days from the accumulation start date and will be required to document weekly inspections of storage areas, utilize manifests for disposal of hazardous wastes, and complete annual reporting. The facility will also be required to obtain an EPA Generator ID number, comply with preparedness/prevention rules, and would be subject to preparation and implementation of a hazardous waste reduction plan if generating 25 tons or more of hazardous waste per year. 16.2 Human Health – EAF Responses a. Proximity to Sensitive Receptors: The proposed action is approximately 650 feet north of Geyser Road Elementary School, across Adams Road. Hazardous wastes and substances routinely used and stored on the site will not affect off site properties. Engineering controls (i.e. containments and storage systems), EHS programs and staff, as well as monitoring and tracking these substances in accordance with internal programs and Agency regulations all greatly reduce the risk of a release to the environment. If any incidental releases were to occur, they would be promptly diagnosed, reported, and controlled by Regeneron and/or other involved parties. b. Site Remediation: The site of the proposed action is not currently undergoing remediation. c. Previous Remediation: Two completed spill remediations have occurred within the project site. Based on the closed status of these spills and the information below, no impact on human health is anticipated. No adjoining or nearby properties are listed by the NYSDEC as remediation sites. C.T. MALE ASSOCIATES - 24 - • Spill No. 1112529, titled “Empty Parking Lot,” is addressed at 56 Duplainville Road, Saratoga Springs, NY. An impacted tractor tank released 25 gallons of petroleum onto the parking lot and snowbank. The spill was addressed and subsequently closed on February 27, 2012. • Spill No. 0408171, titled “Quad Graphics,” is addressed at 56 Duplainville Road, Saratoga Springs, NY. A punctured tractor trailer saddle tank resulted in approximately 200 gallons of diesel being released to the ground surface. The spill was contained by the Fire Department and NYSDOT. Impacted soils were removed by High Vac and screened by Aztech, who issued a closure report for the site on December 16, 2004. d. Institutional Control: The site of the proposed action is not subject to an institutional control limiting the use of the property for reasons related to contamination. e. Institutional Control Measures: The proposed action will not affect institutional control measures as there are none in relation to the project site. f. Future Hazardous Waste: As described above in this section, the proposed action has adequate control measures in place to ensure that future generation of hazardous wastes will be protective of the environment and human health. No on-site treatment or disposal of hazardous waste is involved with the proposed action. g. Solid Waste Management Facility: The proposed action will not involve construction or modification of a solid waste management facility. h. Unearthing Solid or Hazardous Waste: The proposed action will not result in the unearthing of solid or hazardous waste. i. Solid Waste Disposal Rate: Due to the construction and operation of the proposed action, an increase in the rate of disposal, or processing of solid waste will likely occur. Rates of waste generation and disposal are appropriate for construction and process operations of similar manufacturing facilities. No waste disposal or processing will occur on site, and it will be handled by licensed haulers and disposed of at permitted solid waste management facilities off the site. j. Excavation Near Waste Disposal: The proposed action will not result in excavation or other disturbance within 2,000 feet of a site used for the disposal of solid or hazardous waste. No known disposal sites are present near the site. k. Explosive Gases: The proposed action will not result in the migration of explosive gases from a landfill site to adjacent off-site resources. No known landfills are present near the site. C.T. MALE ASSOCIATES - 25 - l. Contaminated Leachate: The proposed action will not result in the release of contaminated leachate from the project site. There is no contaminated leachate present on the project site. 17.0 CONSISTENCY WITH COMMUNITY PLANS The proposed action is consistent with adopted land use plans. Regeneron’s proposed use of the site, which can be properly classified under the use category “industrial – general,” is a permitted principal use in the IND-G District. The City’s Unified Development Ordinance defines the “industrial – general” use as follows: “The manufacture, fabrication, processing, reduction, and/or destruction of any article, substance, or commodity, or any other treatment thereof in such a manner as to change the form, character, and/or appearance, and incidental storage, sales, and distribution of such products. General industrial uses may produce noise, vibrations, illumination, or particulate that is perceptible to adjacent land users. These industrial uses typically have outdoor storage areas.” The proposed action is also consistent with the City’s Comprehensive Plan. First, Regeneron’s mission of using the power of science to bring new medicines to patients aligns with the City’s recognized commitment to “history, health and horses (emphasis added).” (2015 Comprehensive Plan, p. 8). Further, the Comprehensive Plan sets forth as a recommended action item to “encourage industrial, technology and office-based businesses to locate within the City.” (2015 Comprehensive Plan, p. 18). The subject property is designated as “Industrial (IND)” by the Comprehensive Plan’s Future Land Use Map, which is defined to include “areas of light to heavy industrial uses to support economic growth and provide a strong tax base for the City.” (2015 Comprehensive Plan, p. 60). With approximately 1,000 jobs projected at full capacity, Regeneron’s project conforms to the City’s vision as expressed in the Comprehensive Plan. Finally, the site is within the W.J. Grande Industrial Park, which is one of the few areas in the City of Saratoga Springs that has the infrastructure capacity, as well as industrially zoned land area available to host such a use. The adaptive reuse of the existing Quad Graphics facility further advances general planning goals of locating development in existing nodes, recycling land and buildings, and preserving greenfield sites and open space. 17.1 Community Plans – EAF Responses a. Surrounding Land Use: The proposed action is consistent with current surrounding land use pattens, including other industrial properties in the W.J. C.T. MALE ASSOCIATES - 26 - Grande Industrial Park. The site provides mature, vegetated buffers and setbacks along Adams Road, which transitions to residential use. b. Population Growth: The project will not cause the permanent population of the City of Saratoga Springs to grow by more than 5%. The City’s population is roughly 28,500. A 5% increase would add 1,425 residents. At full build, Regeneron anticipates 1,000 employees on the site. For context, Quad Graphics employed 800-900 people during its peak. The incremental or net increase would be about 100-200 employees. However, it’s important to note that since this is not a residential project, employees may not live in Saratoga Springs but still may work at Regeneron. c. Consistency with Municipal Plans: As discussed above in this section, the proposed project is consistent with local land use plans and zoning regulations. d. Consistency with Regional Land Use Plans: The proposed action is consistent with County plans, and other regional land use plans, and Regeneron will contribute to the economy of Saratoga County. Economic growth, job creation, infrastructure improvements, and redeveloping vacant property are championed in Saratoga County. e. Density of Development: The proposed action will not cause a change in the density of development that is not supported by existing infrastructure or is distant from existing infrastructure. The site and surrounding area currently have infrastructure (electricity, natural gas, water, sewer, fiber, roads, railroad). The utility upgrades proposed (water, sewer, electricity) are needed to meet the needs of a modern pharmaceutical manufacturing use. No increase in density is proposed. f. Expanded Infrastructure: The proposed action is not located in an area characterized by low-density development without infrastructure. This question defines “sprawl” pattens of development. The proposed action is a redevelopment of an existing industrial facility in an existing industrial park and does not infer sprawl. g. Secondary Development Impacts: The proposed action may induce secondary or indirect development impacts (e.g., residential or commercial development not included in the proposed action); however, not to the magnitude that would cause a significant adverse impact. Regeneron will contribute to the diverse area economy, but will not singularly cause secondary development impacts or adverse impacts to the community. 18.0 CONSISTENCY WITH COMMUNITY CHARACTER The proposed project, a pharmaceutical manufacturing facility located in the W.J. Grande Industrial Park, is consistent with the existing community character, the C.T. MALE ASSOCIATES - 27 - Unified Development Ordinance, and the Comprehensive Plan. The project site had a decades-long history as a manufacturing use. Quad Graphics operated an industrial print facility at the site for nearly 40 years, with various sub-projects and expansions that occurred throughout their tenure. The proposed project is a continuation and reimagining of this site’s history and manufacturing legacy. This project is consistent with qualities of Saratoga Springs and Saratoga County including a diverse work force and tax base, job opportunities, and business development opportunities. 18.1 Community Character – EAF Responses a. Community History: The proposed action will not replace or eliminate existing facilities, structures, or areas of historic importance to the community. The proposed project is repurposing existing an existing facility for continued manufacturing use, rather than replacing it. b. Demand for Services: The proposed action will not create a demand for additional community services (e.g. schools, police and fire). The demand for community services is expected to be roughly the same as when Quad Graphics was operational. First responders will become familiar with the redeveloped facility and its components as it is being constructed and becomes operational (for example EPCRA reporting to local fire departments for chemical storage). In addition, the K-12 enrollment of Saratoga Springs City School District was roughly 6,981 students in 2000-2001 school year, which was in the middle of Quad Graphic’s tenure at the site. In 2024-2025, K-12 enrollment in the district was 5,751 students, which is about an 18% decrease over 25 years. This infers that the school district enrollment has declined over recent time and is not dealing with pressures of enrollment growth as an existing condition. c. Housing Displacement: The proposed action will not displace affordable or low-income housing in an area where there is a shortage of such housing. Since this is not a residential project, the proposed action will not displace or convert affordable or low-income housing units. d. Public Resources: The proposed action will not interfere with the use or enjoyment of officially recognized or designated public resources. e. Architectural Scale Consistency: The proposed action is consistent with the predominant architectural scale and character. The principal building will be reused and improved in accordance with the industrial site context. Ancillary structures and improvements will also be consistent with the scale and character of the existing buildings on the site and elsewhere in the W.J. Grande Industrial Park. f. Natural Landscape Consistency: The proposed action is consistent with the character of the existing natural landscape in the W.J. Grande Industrial Park. The vegetative buffers will remain intact on the site. The remainder of the site C.T. MALE ASSOCIATES - 28 - is previously developed land, including the road fringes and landscaped green spaces and islands. The off-site utility improvements are underground lines and will not be visible. C.T. MALE ASSOCIATES APPENDIX A Site Location Maps ©City of Saratoga Springs Saratoga County, NY Subject Property Location and Approximate Boundaries Legend The locations and features depicted on this map are approximate and do not represent an actual survey CT Male Project No.: 25.0998 United States Geological Survey 7.5 Minute Series Topographic Map Quadrangle(s): Date: 2023 Drafter: REL Figure 1 Subject Property Location Map C.T. MALE ASSOCIATES APPENDIX B Summary of Prior Approvals (prepared by Jones Steves Grassi LLP) 68 West Ave, P.O. Box 4400, Saratoga Springs, New York 12866 (518) 587-0080 Fax: (518) 580-0857 MEMORANDUM Memorandum Summarizing Approvals Issued by the City of Saratoga Springs Planning Board for the Existing Facility at 56 Duplainville Road Previously Operated by Quad/Graphics LLC In connection with the application of Regeneron Pharmaceuticals, Inc. (“Regeneron”) seeking sketch plan review (as a precursor to site plan review) and environmental review of its proposed redevelopment of the property situated at 56 Duplainville Road, the purpose of this memorandum is to identify and briefly describe the principal approvals granted to Quad/Graphics LLC (“Quad”) for the initial development of the subject property. Unless otherwise stated, the information contained herein is based on records provided to our office by the City’s Planning Department spanning the period from 1984 to 2005. In many cases, meeting minutes, approval resolutions and copies of site plans were not provided, and it is not known whether such records still exist. Nevertheless, the documents that were included in the City’s files allow us to gain an understanding of what was previously approved for the site.1 Based on the materials that we have reviewed, over 1,000,000 square feet of building space2 was approved at the subject property by the Planning Board pursuant to applications submitted by Quad commencing in 1984 and concluding in 2000.3 Quad used numbers to identify buildings or phases of its build-out of the site which occurred over the course of twenty years. In total, the records show that ten buildings/phases4 were approved. This memorandum further discusses the Planning Board’s review of the various applications made by Quad pursuant to the State Environmental Quality Review Act (“SEQR”). Where significant, records from the City’s files are provided herewith. The Planning Board may use this memorandum to confirm the elements of the subject property that have already been reviewed under SEQR in order to guide its review of Regeneron’s proposal. 1 These documents include applications, project narratives, memoranda, correspondence and letters of credit. 2 This refers to the principal building and excludes ancillary buildings. 3 Although approvals were issued later, based on the records we received, the last approval that allowed for an expansion of the principal building was granted in 2000. 4 The terms “building” and “phase” are used interchangeably when referring to specific stages of Quad’s development. January 29, 2026 Page 2 of 4 ____________________________ 2 In January of 1984, Quad submitted a proposed site master plan to the City reflecting, in total, the construction of 784,000 square feet of building space, parking for 650 cars, an access road, service road, an on-site detention area and a rail siding, all to be constructed over 6 phases. At the time, Quad projected that the facility would employ 980 workers. Attached as Exhibit A are the materials submitted by Quad relative to the Planning Board’s review of the project under SEQR, including a completed EAF Part 1. After determining that the proposed project was a Type 1 action, the Planning Board issued a determination of non-significance (e.g. a negative declaration) dated April 24, 1984, a copy of which is attached hereto as Exhibit B. From the best we can gather, the Planning Board did not independently approve the site master plan but instead seemed to use it as an expression of Quad’s intention for what full build out of the site would encompass for purposes of SEQR. More detailed site plan applications were submitted to the Planning Board as Quad readied for the next phase of development. Initially, Phase 1, which included 108,000± square feet of building space was approved in April 1984, followed by Phase 2 (64,000± square feet) thereafter in December 1984. In February of 1986, an initial Phase 3 (89,000± square feet) was granted site plan approval and then a second Phase 3 (also 89,000± square feet) was thereafter approved in July of 1987.5 In the ensuing years, Phase 4 (78,000± square feet) was approved in 1990, Phase 5 (89,000± square feet) was approved in 1994 and Phase 6 (158,600± square feet) was approved in 1995.6 In most cases, exterior facilities and improvements (i.e. parking lots, access roads, accessory buildings) were approved as part of site plan applications which principally sought the approval of additional building space. Records provided show that, at least in certain cases, the Planning Board undertook an independent SEQR review of the various phases of the project notwithstanding its 1984 negative declaration relating to the phased development. Subsequent SEQR reviews all resulted in the issuance of negative declarations. In June of 1997, following the issuance of a negative declaration under SEQR, the Planning Board granted approval for a 107,000 square foot addition to the facility known as Building 7. The most recent major expansion of the Quad facility was approved by the Planning Board later in 1997 and thereafter amended in 1998, that being Building 8 (159,330± square feet) and Building 9 (110,750± square feet). Attached hereto as Exhibit C is Part 1 of the Environmental Assessment Form submitted by Quad in connection with its application for site plan approval for Buildings 8 and 9. An attachment to the Part 1 summarizes the statistics associated with employee counts, traffic generation, solid waste generation, water usage and sewer usage as then existed (through Building 7) and as was contemplated if Buildings 8 and 9 were approved and constructed. Of note is that Quad was stated to have 1,270 total employees inclusive of Buildings 1 through 7 and that number was projected to increase to 1,686 employees with the addition of Buildings 8 and 5 It is unclear from the records on file why the approvals for Phase 3 were bifurcated. 6 Site plan applications for the first 6 phases of development resulted in total approved building space of approximately 662,000 square feet notwithstanding the site master plan initially contemplating 784,000 square feet. January 29, 2026 Page 3 of 4 ____________________________ 3 9.After designating the action as Type 1 under SEQR, the Planning Board issued a negative declaration relating to Buildings 8 and 9, a copy of which is attached as Exhibit D, and approved Quad’s site plan application. Modifications to the site plan approval for Buildings 8 and 9 were granted in 1998, but the records do not show that these modifications impacted the size of the approved expansion. While Building 9 is believed to have been constructed as approved, Quad had built only half of Building 8 (that being 80,033± square feet) by the end of 1998. Although a foundation was built for the remaining half of the building (79,297± square feet), construction was never completed and the foundation remains in place. As part of its site master plan, Regeneron proposes to complete construction of what was known by Quad as Building 8. As previously demonstrated, the entirety of Building 8 was already the subject of an environmental review by the Planning Board that resulted in the finding of no significant adverse environmental impacts. (See Exhibit “D.”) On October 4, 2000, the Planning Board approved the last expansion of the facility, that being Building 10, which was a 30,130± square foot addition. It appears that the Planning Board completed SEQR prior to its decision as Part 1 of an EAF was submitted by Quad. Lastly, in December of 2005, Quad sought and obtained the approval of a site plan amendment to install remote thermal oxidizers and other miscellaneous site modifications such as the relocation of a rail spur. In connection with this approval, the Planning Board once again found that no significant environmental impacts would occur. While this memorandum highlights the approvals granted by the Planning Board that allowed for the expansion of the principal building previously housing Quad’s operations, other applications not detailed herein were made by Quad over the years, some of which were handled by way of administrative approval and others which received approval from the Planning Board. Those applications allowed for, among other things, the implementation of site improvements such as a recreation area, a salt storage shed, a vehicle maintenance and storage building and various reconfigurations of on-site parking. When taken together, the historical records provided by the Planning Department tend to show a total approved building size of 1,052,680± square feet. The materials provided by CT Male in support of Regeneron’s application demonstrate that the actual size of the current (now vacant) facility is 907,574± square feet, which will increase to 986,871± square feet upon Regeneron’s completion of the previously approved Building 8. We would not have expected the records maintained by the Planning Department, which are in some cases over 40 years old, to align exactly with what was ultimately constructed by Quad. The files are likely incomplete as it would be atypical for all records associated with a project to be maintained for such a long period of time. Also, the files do not include copies of the actual approved site plans that went along with each phase of the Quad expansion which would provide more definitive information as to exactly what January 29, 2026 Page 4 of 4 ____________________________ 4 was approved. Additional records, possibly including modifications to initial approvals, field changes impacting building size or site elements approved but not built would account for the discrepancy between what exists now and what, by virtue of the records provided, was previously approved by the Planning Board. Notwithstanding the inherent complexities associated with piecing together historical records spanning decades, it seems clear enough that the materials support the conclusion that the 907,574± square foot facility ultimately constructed by Quad received site plan approval from the Planning Board as did the remainder of what was known as Building 8 that has yet to be completed. Additionally, the records show that the Planning Board reviewed the environmental impacts associated with Quad’s development of the property in an industrial zone under SEQR and issued negative declarations on multiple occasions evidencing its conclusion that there were no significant impacts associated therewith. Respectfully Submitted, Jones Steves Grassi LLP Attorneys for Regeneron Pharmaceuticals, Inc. Bruce D. Steves, Esq., of counsel 68 West Avenue, P.O. Box 4400 Saratoga Springs, New York 12866 (518) 587-0080 C.T. MALE ASSOCIATES APPENDIX C Preliminary Water and Sewer Report SCWA Resolution No. 0051 of 2025 February 3, 2026 Preliminary Engineer’s Report for Water and Sanitary Sewer Regeneron Pharmaceuticals 56 Duplainville Road City of Saratoga Springs, NY Prepared for: Regeneron Pharmaceuticals 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: 25.0998 Unauthorized alteration or addition to this document is a violation of the New York Copyright 2026 State Education Law. C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE & GEOLOGY, D.P.C. C.T. MALE ASSOCIATES PRELIMINARY ENGINEER’S REPORT- WATER AND SANITARY SEWER REGENERON SARATOGA SPRINGS 56 DUPLAINVILLE ROAD TABLE OF CONTENTS Page 1.0 PROJECT DESCRIPTION.......................................................................................1 1.1 Water and Sanitary Sewer Projections......................................................1 2.0 MUNICIPAL WATER.............................................................................................2 2.1 Fire Flow........................................................................................................3 3.0 SANITARY SEWER.................................................................................................4 3.1 Wastewater Treatment................................................................................5 4.0 CONCLUSIONS.......................................................................................................6 FIGURES Figure 1 – Existing Water Infrastructure Figure 2- Off-Site Water Main Figure 3- Existing Sanitary Sewer Infrastructure Figure 4- Off-Site Sanitary Sewer Improvements APPENDICES Appendix A – Hydrant Flow Test Results C.T. MALE ASSOCIATES - 1 - 1.0 PROJECT DESCRIPTION This preliminary engineer’s report is to document the projected water demand and sanitary sewer flows from the proposed redevelopment of the former Quad Graphics facility, for use by Regeneron Pharmaceuticals. The report discusses the availability of existing public water and sanitary sewer infrastructure to serve the redevelopment of the property, as well as proposed off-site mitigation necessary to serve this redevelopment. The project is located at 56 Duplainville Road in the City of Saratoga Springs. The redevelopment of the site will include miscellaneous site work including site security work, installation of trash compactors, bulk chemical/gas storage, cooling towers, electrical transformers, process pipe racking, site utility work, backup generators, a future substation and parking garage. None of the proposed site upgrades will result in increased water and sewer use, rather, the change in use from Quad Graphics, which was comprised primarily of printing, warehouse and office space, to pharmaceutical manufacturing will increase the amount of municipal water and sanitary sewer needs. The property is still currently served by the City of Saratoga Springs for both municipal water and sanitary sewer. The City has noted in ongoing conversations that their current water system capacity will limit the amount they can supply Regeneron to an amount that does not exceed Quad Graphics typical water use, without the need for off-site improvements. Available water meter records indicate that the water use in 2023 (prior to the facility closing) was 60,000 gallons per day during summer months. It is assumed that the sanitary sewer flows were similar to the metered water use since there was limited outside water use at Quad Graphics. 1.1 Water and Sanitary Sewer Projections Regeneron is projecting their water and sanitary sewer needs for two phases of build out. The first phase is anticipated to be constructed over the next 4 years and be operational in or around the year 2030. A second future phase, in a yet to be determined year in the future, would result in an expansion of manufacturing and therefore, more water and sanitary sewer demand. Table 1 below provides a summary of the projected water and sanitary sewer needs. The water demand estimates are considered peak summer demands, when there is a higher demand for water associated with cooling. Sanitary sewer demands are provided as average day and peak flows, associated with process C.T. MALE ASSOCIATES - 2 - needs. The water demand is higher than the sanitary sewer projections due to lost water/evaporation in the cooling process. Table 1- Water and Sanitary Sewer Projections Phase Municipal Water Demand Sanitary Sewer Flow Phase 1- 2030 802,000 GPD 546,000 GPD / 516 GPM Peak Phase 2 (TBD)1,600,000 GPD 1,089,000 GPD / 856 GPM Peak The facility is currently utilizing the existing water and sewer connections and will work with the City during the ramp up period. The projected water and sewer projections during this ramp up period are estimated at: Table 2- 2027-2030 Ramp Up Period: Water and Sanitary Sewer Estimates End of Year Municipal Water Demand Sanitary Sewer Flow 2027 470,000 GPD 216,000 GPD / 235 GPM 2028 485,000 GPD 232,000 GPD / 246 GPM 2029 700,000 GPD 538,000 GPD / 426 GPM 2030 802,000 GPD 546,000 GPD / 516 GPM Peak 2.0 MUNICIPAL WATER The property is currently served by municipal water through the City of Saratoga Springs, as shown in Figure 1. The City carries two public water supply ID’s: #NY4500178 and NY4500168 for the Geyser Crest Well Field and Loughberry Lake. The Geyser Crest Well field is located at Hathorn Blvd and Quevic Drive, approximately ¾ mile south of the Regeneron property. Through discussions with the City, the water sources do not have the capacity to provide the additional water demands from Regeneron. Regeneron has received approval (final contract is pending as of the date of this report) from the Saratoga County Water Authority (SCWA) to purchase water directly from SCWA. The SCWA (public water supply #NY4530222) supplies wholesale customers in Saratoga County. The water source is the Hudson River in the Town of Moreau. The C.T. MALE ASSOCIATES - 3 - SCWA operates a transmission main (36” and 30” ductile iron piping) along a route from Moreau to an elevated water storage tank within the Luther Forest Technology Campus in the Towns of Malta and Stillwater. The SCWA transmission main runs north/south through the City of Saratoga Springs along its western limits, crosses NYS Route 50 near West Avenue and traverses the Saratoga Spa State Park property in a utility easement shared with the Saratoga County Sewer District No. 1 trunk sewer. The location of the SCWA transmission main relative to the project area is shown on Figure 1. The agreement would allow Regeneron to purchase water directly from the SCWA, with the off-site water main improvements being the responsibility of Regeneron to construct, then dedicate it to SCWA. A schematic plan for the off-site water main improvements is provided in Figure 2. A new 20-inch HDPE water main will be installed from the project site, along a portion of Adams Road, Cady Hill Boulevard (CR 44), Geyser Road (CR 43), crossing NYSDOT Route 50 to the SCWA transmission main, a length of approximately 7,000 feet. The water main will be installed utilizing primarily trenchless methods and will be located within existing road rights of way. The 20-inch HDPE DR-11 water main is sized to accommodate a peak flow rate of 1,100 gpm. The system pressure provided to Regeneron during a peak flow scenario of 1,100 gpm will vary based upon SCWA tank levels and is calculated to be between 70 psi and 58 psi depending on the hydraulic grade line of the SCWA system. A pressure range of 58 psi to 70 psi is considered acceptable and is within municipal public water supply standards, where an acceptable range is 45-120 psi. A disinfection and metering station will be installed on Regeneron property near the existing recreational area. SCWA requires that users disinfect and meter at the interconnection. A final design report for the off-site water main will be provided as the plans progress. 2.1 Fire Flow The City does not have the available water supply capacity to serve Regeneron with water for their process and cooling needs; however, the existing Quad Graphics facility is served by public water for both domestic and fire protection needs. Regeneron will consider utilization of the City water supply for fire protection purposes. Hydrant flow testing was performed at hydrants within the W.J. Grande Industrial Park to assess the available capacity of this section of the City’s water system for available fire flow needs. The hydrant flow test reports are included in Appendix A. The results of the hydrant flow C.T. MALE ASSOCIATES - 4 - tests indicate that the static pressures within the industrial park are 80-85 psi, which corresponds to a system hydraulic grade line of 510-515 feet. There is little pressure drop when the hydrants are flowed, which is indicative of an appropriately sized water system with multiple loops. The calculated available fire flow at 20 psi (an industry standard theoretical calculation for predicting fire flow capacity) for hydrants within the W.J. Grande Industrial Park ranges from 3,100 gpm to 4,200 gpm. Regeneron will work with the City building department as building renovation plans are developed related to the sprinkler system and needed fire flows. 3.0 SANITARY SEWER The property is currently served by municipal sanitary sewer through the City of Saratoga Springs, as shown in Figure 3. That system consists of a combination of gravity and pressure piping with four pump stations. Two pump stations, Quad 1 and Quad 2, are located in the W.J. Grande Industrial Park. Quad 2 has been replaced within the past 4 years and has a capacity of 167 GPM. Information is unavailable for Quad 1, but it is assumed that the capacity is less than or equal to Quad 2. Both of these stations utilize duplex submersible pumps in precast concrete wet wells. The force mains are 4-inch diameter, and the gravity piping is 8-inch and 12-inch diameter inside the Industrial Park. Sanitary sewer from the Industrial Park is discharged to two pump stations, Ball 1 and Ball 2 located along Geyser Road. These pump stations are larger and handle flows from areas south and west of the Industrial Park as well. Both stations are packaged Gorman- Rupp Co. duplex stations. The self-priming pumps are located in fiberglass enclosures which sit over precast concrete wet wells. Ball 1 and Ball 2 reportedly have a design point of 1,100 gpm and 1,350 gpm, respectively. Between Ball 1 and Ball 2 is a section of 8-inch force main to 12-inch gravity piping. The sewage is pumped from the Ball 2 station to the 36-inch diameter SCSD #1 trunk sewer in the Saratoga Spa State Park approximately 800 feet north of the intersection of Geyser Road and Route 50. In 2025, Regeneron commissioned a flow study of the existing sanitary sewer network, including the four pump stations. The results were provided to the City in October of 2025. Results of the flow study indicate that the Quad 1 and Quad 2 pump stations are likely operating at or near their rated capacities and see little to no contribution of non- sanitary flows (I&I) during wet weather events. Ball 1 operates at approximately 30% of its rated capacity and also sees little to no contribution of I&I during wet weather events. Ball 2, however, is likely to have I&I contributions during wet weather. The City DPW C.T. MALE ASSOCIATES - 5 - has indicated that they are investigating the wet weather events at Ball 2. It is assumed that the City will correct or repair the cause of this I&I. The sanitary sewer system within the Industrial Park (Quad 1, Quad 2 and the 4-inch force main) does not have capacity to handle the additional sanitary sewer flows from the project. Ball 1 has excess capacity of up to 750 gpm. If the I&I issues are rectified in the collection system between Ball 1 and Ball 2, the excess capacity in Ball 2 is estimated to be up to 950 gpm. Assuming that the I&I issues observed at Ball 2 are repaired, for the first phase of development (peak flow of 516 gpm), Ball 1 and Ball 2 have the excess capacity to receive the flows. When looking at future Phase 2 peak flows, Ball 1 would require an upgrade to the pumps to be able to handle these future flows and Ball 2 would have capacity to handle the Phase 2 flows. Regeneron proposes to construct a sanitary sewer pump station on site, located at the NW corner of the site, with an 8-inch force main constructed from the site, along Adams Road, to the gravity main located at the intersection of Adams Road and Cady Hill Boulevard. The existing force main system within the Industrial Park would be bypassed and not connected to. The existing sewer main from this point is a 12-inch gravity main that flows into Ball 1. Calculations for the 12-inch main indicate that in order to handle the Phase 2 peak flows, the pipe size would need to be increased to 15-inches. The collection system between Ball 1 and the SCSD #1 trunk sewer has capacity to accept the additional flows up to the Phase 2 estimated sewer flows. Please refer to Figure 4 for the off-site sewer improvements. Regeneron will continue to work with the City’s DPW as design progresses for the sanitary sewer pump station and off-site sewer upgrades, including submission of a basis of design report. 3.1 Wastewater Treatment The City of Saratoga Springs discharges wastewater to the Saratoga County Sewer District #1. For this portion of the City’s system, flow enters the SCSD #1 trunk sewer near the intersection of NYS Route 50 and the Avenue of the Pines. Regeneron has been in contact with SCSD #1 regarding this project. A utility will serve request has been provided to SCSD #1 and documentation regarding this request will be submitted as part of the SEQRA record when received. Preliminary discussions with SCSD #1 indicate that C.T. MALE ASSOCIATES - 6 - the trunk sewer and WWTP have capacity to accept the additional wastewater flows from the project. 4.0 CONCLUSIONS In conclusion, this Preliminary Engineer’s Report documents the anticipated water and sanitary sewer needs for this facility at Phase 1 and Phase 2 of build out. The projected water and sewer demands exceed the historic uses by Quad Graphics. For the water system, there is insufficient excess water supply capacity in the City of Saratoga Springs system to serve Regeneron’s water demands. Given this constraint, Regeneron is under contract to purchase water from the Saratoga County Water Authority and will construct the 20-inch HDPE water main to connect to the site. The agreement will allow the project to move forward without impact on the City’s water system. For the sanitary sewer system, the existing sewer force main system within the industrial park itself does not have capacity to serve the increased sewer flows. Regeneron will construct an on-site pump station and 8-inch force main along Adams Road to connect directly to the Ball 1 pump station, which has capacity to serve the facility for Phase 1 projected flows. Regeneron will continue to work with the City DPW and City Engineer as the pump station plan and off-site improvement plans are advanced. C.T. MALE ASSOCIATES FIGURES C.T. MALE ASSOCIATES Figure 1 Existing Water Infrastructure © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD P A M E L A LN P A M E L A L N PAM E L A L N PAMELA L N T I F F A N Y PL DEER R U N D R RIP VAN L N VAN BRU M M E L L N G E Y S E R LOOP RD AUGU S T U S A V E HYD ADAMS RD DUPLAINVILLE RD/CR 46 CA N D Y H I L L B L V D / C R 4 4 GRANDE BLVD DU P L A I N V I L L E R D CR 46 FR E E D O M W A Y GEYSE R R D / C R 4 3 GEY S E R R D / C R 4 3 SK Y W A R D D R SK Y W A R D D R GEY S E R R D / C R 4 3 ADAM S R D CA S I N O D R JA N E S T QUEVIC DR QU E V I C D R ARAPAHO PATH TAMARACK TRAIL CURT BLVD QUEVIC DR TAMARACK TRAIL CU R T B L V D VICHY DR VICHY DR S K I D M O R E D R CO E S A D R LA R K S P U R D R KARNER DR TO M M Y L U T H E R D R GEY S E R R D / C R 4 3 BAKER RD E U R E K A D R H A Y E S D R A D A M S R D ADAMS RD RIP VAN LN KA A T S K I L L W A Y SK Y W A R D D R BAL L S T O N A V E / N Y - 5 0 BA L L S T O N A V E / N Y - 5 0 WH I T E F A R M S R D O R E N D A T R L ALBANY ST WE S T A V E NEWARK ST 8" PI P E 8" PIPE 8" PIPE 8" PIPE 8" PIPE 8" P I P E 8 " P I P E 8 " P I P E 8" P I P E 8 " P I P E 8" P I P E 8" P I P E 8 " P I P E 8" PIPE 8" P I P E 8" P I P E 8" PIPE 8" PIPE 8" PIPE 8" PIPE 8" P I P E 8" P I P E 8" P I P E 8" P I P E 8" P I P E 8" PIPE 8" PIPE 8" P I P E 8" PIPE 8" P I P E 8" PIPE 8" PIPE 8" PIPE 8" P I P E 8" P I P E 14 " P I P E 8" PIPE 8 " P I P E 8" P I P E 8" P I P E 8" P I P E 8" PIPE 8 " P I P E 8" PIPE 8" PIPE 16 " P I P E 16" PIP E 16" P I P E 16" PIP E 16" PIP E 6" PIPE 6" PIPE 6" PIPE 6" P I P E 6" P I P E 12 " P I P E 12" PIPE 12" PIPE 1 2 " P I P E 1 2 " P I P E 6" P I P E 6" PIPE 4" PIPE 8" P I P E SC W A T R A N S M I S S I O N M A I N 36 " P I P E 30 " P I P E 30 " P I P E 36" PIPE W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWW W W W WW W WW W W W W W W W W W W W W REGENERON SITE GEYSER CREST WELL FIELD HYD LEGEND: CITY OF SARATOGA SPRINGS WATER MAINS SARATOGA COUNTY WATER AUTHORITY TRANSMISSION MAIN HYDRANTS (ONLY WJ INDUSTRIAL PARK SHOWN) W W DATE:PROJ. NO.:SCALE:DRAFTED: CA D D W G . F I L E N A M E : :X R E F S C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 www.ctmale.com GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY FIGURE 1 24.5405 PUBLIC WATER SUPPLY FEASIBILITY EVALUATION REGENERON PHARMACEUTICALS, INC. EXISTING PUBLIC WATER INFRASTRUCTURE WJ GRANDE INDUSTRIAL PARK CITY OF SARATOGA SPRINGS SARATOGA COUNTY, NEW YORKWSGAS SHOWN MAY 29, 2025 NO N E FI L E N A M E 0 BAR SCALE 1 inch = ft. 400 400 800 400 200 C.T. MALE ASSOCIATES Figure 2 Off-Site Water Main © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Micros o f t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD HYD P A M E L A LN P A M E L A L N PAM E L A L N PAMELA L N T I F F A N Y PL DEER R U N D R RIP VAN L N VAN BRU M M E L L N G E Y S E R LOOP RD AUGU S T U S A V E HYD ADAMS RD DUPLAINVILLE RD/CR 46 CA N D Y H I L L B L V D / C R 4 4 GRANDE BLVD DU P L A I N V I L L E R D CR 46 FR E E D O M W A Y GEYSE R R D / C R 4 3 GEY S E R R D / C R 4 3 SK Y W A R D D R SK Y W A R D D R GEY S E R R D / C R 4 3 ADAM S R D CA S I N O D R JA N E S T QUEVIC DR QU E V I C D R ARAPAHO PATH TAMARACK TRAIL CURT BLVD QUEVIC DR TAMARACK TRAIL CU R T B L V D VICHY DR VICHY DR S K I D M O R E D R CO E S A D R LA R K S P U R D R KARNER DR TO M M Y L U T H E R D R GEY S E R R D / C R 4 3 BAKER RD E U R E K A D R H A Y E S D R A D A M S R D ADAMS RD RIP VAN LN KA A T S K I L L W A Y SK Y W A R D D R BAL L S T O N A V E / N Y - 5 0 BA L L S T O N A V E / N Y - 5 0 WH I T E F A R M S R D O R E N D A T R L ALBANY ST WE S T A V E NEWARK ST 8" PI P E 8" PIPE 8" PIPE 8" PIPE 8" PIPE 8" P I P E 8 " P I P E 8 " P I P E 8" P I P E 8 " P I P E 8" P I P E 8" P I P E 8 " P I P E 8" PIPE 8" P I P E 8" P I P E 8" PIPE 8" PIPE 8" PIPE 8" PIPE 8" P I P E 8" P I P E 8" P I P E 8" P I P E 8" P I P E 8" PIPE 8" PIPE 8" P I P E 8" PIPE 8" P I P E 8" PIPE 8" PIPE 8" PIPE 8" P I P E 8" P I P E 14 " P I P E 8" PIPE 8 " P I P E 8" P I P E 8" P I P E 8" P I P E 8" PIPE 8 " P I P E 8" PIPE 8" PIPE 16 " P I P E 16" PIP E 16" P I P E 16" PIP E 16" PIP E 6" PIPE 6" PIPE 6" PIPE 6" P I P E 6" P I P E 12 " P I P E 12" PIPE 12" PIPE 1 2 " P I P E 1 2 " P I P E 6" P I P E 6" PIPE 4" PIPE 8" P I P E SC W A T R A N S M I S S I O N M A I N 36 " P I P E 30 " P I P E 30 " P I P E 36" PIPE W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWW W W W WW W WW W W W W W W W W W W W W REGENERON SITE W W W W W W W W W W RAILROAD CROSSING GEYSER ROAD BRIDGE OFF-SITE WATER MAIN 20-INCH HDPE CONNECTION TO SCWA TRANSMISSION MAIN GEYSER CREST WELL FIELD DISINFECTION AND METERING BUILDING, CONNECT TO ON-SITE WATER MAINS HYD LEGEND: CITY OF SARATOGA SPRINGS WATER MAINS SARATOGA COUNTY WATER AUTHORITY TRANSMISSION MAIN HYDRANTS (ONLY WJ INDUSTRIAL PARK SHOWN) W W W PROPOSED SCWA INTERCONNECT DATE:PROJ. NO.:SCALE:DRAFTED: CA D D W G . F I L E N A M E : :X R E F S C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 www.ctmale.com GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY FIGURE 2 24.5405 REGENERON PHARMACEUTICALS, INC. OFF-SITE WATER MAIN EXTENSION ROUTE CITY OF SARATOGA SPRINGS SARATOGA COUNTY, NEW YORKWSGAS SHOWN MAY 29, 2025 NO N E FI L E N A M E 0 BAR SCALE 1 inch = ft. 400 400 800 400 200 C.T. MALE ASSOCIATES Figure 3 Existing Sanitary Sewer Infrastructure © 2025 Microsof t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Microsoft C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Microsof t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Microsof t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S ADAMS RD DUPLAINVILLE RD/CR 46 CA N D Y H I L L B L V D / C R 4 4 GRANDE BLVD DU P L A I N V I L L E R D CR 46 FR E E D O M W A Y GEYSE R R D / C R 4 3 GEY S E R R D / C R 4 3 SK Y W A R D D R SK Y W A R D D R GEYS E R R D / C R 4 3 P A M E L A LN P A M E L A L N ADAM S R D CA S I N O D R JA N E S T PAM E L A L N PAMELA L N QUEVIC DR QU E V I C D R ARAPAHO PATH TAMARACK TRAIL CURT BLVD QUEVIC DR TAMARACK TRAIL CURT BLVD VICHY DR VICHY DR S K I D M O R E D R CO E S A D R LA R K S P U R D R KARNER DR TO M M Y L U T H E R D R GEY S E R R D / C R 4 3 BAKER RD T I F F A N Y PL E U R E K A D R H A Y E S D R A D A M S R D ADAMS RD DEER R U N D R RIP VAN LN RIP VAN L N VAN BRU M M E L L N KA A T S K I L L W A Y SK Y W A R D D R BAL L S T O N A V E / N Y - 5 0 BA L L S T O N A V E / N Y - 5 0 WH I T E F A R M S R D O R E N D A T R L G E Y S E R LOOP RD AUGU S T U S A V E SS SS SS SS SS SS SS SS SS SS SS SS S S SS SS SS ADAMS RD PUMP STATION 4" F O R C E M A I N 4" F O R C E M A I N 4" FORCE MAIN 4" F O R C E M A I N 8" FOR C E M A I N 8" G R A V I T Y M A I N QUAD "1" PUMP STATION QUAD "2" PUMP STATION BALL "1" PUMP STATION BALL "2" PUMP STATION 8" F O R C E M A I N SS SS SS SS SS 36" S . C . S . D . M A I N SMH SMH SMH SMH SMH SMH LEGEND: EXISTING SEWER FORCE MAIN EXISTING SEWER GRAVITY MAIN SS SS DATE:PROJ. NO.:SCALE:DRAFTED: CA D D W G . F I L E N A M E : :X R E F S C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 www.ctmale.com GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY 24.5319 SANITARY SEWER FEASIBILITY EVALUATION REGENERON PHARMACEUTICALS, INC. EXISTING SANITARY SEWER INFRASTRUCTURE WJ GRANDE INDUSTRIAL PARK CITY OF SARATOGA SPRINGS SARATOGA COUNTY, NEW YORKWSGAS SHOWN MAR. 6, 2025 NO N E FI L E N A M E 0 BAR SCALE 1 inch = ft. 400 400 800 400 200 C.T. MALE ASSOCIATES Figure 4 Off-Site Sanitary Sewer Improvements © 2025 Microsof t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Microsoft C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Microsof t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S © 2025 Microsof t C o r p o r a t i o n © 2 0 2 5 M a x a r © C N E S ( 2 0 2 5 ) D i s t r i b u t i o n A i r b u s D S DUPLAINVILLE RD/CR 46 CA D Y H I L L B L V D / C R 4 4 GRANDE BLVD DU P L A I N V I L L E R D CR 46 FR E E D O M W A Y GEYSE R R D / C R 4 3 GEY S E R R D / C R 4 3 SK Y W A R D D R SK Y W A R D D R GEYS E R R D / C R 4 3 P A M E L A LN P A M E L A L N CA S I N O D R JA N E S T PAM E L A L N PAMELA L N QUEVIC DR QU E V I C D R ARAPAHO PATH TAMARACK TRAIL CURT BLVD QUEVIC DR TAMARACK TRAIL CURT BLVD VICHY DR VICHY DR S K I D M O R E D R CO E S A D R LA R K S P U R D R KARNER DR TO M M Y L U T H E R D R GEY S E R R D / C R 4 3 BAKER RD T I F F A N Y PL E U R E K A D R H A Y E S D R A D A M S R D ADAMS RD DEER R U N D R RIP VAN LN RIP VAN L N VAN BRU M M E L L N KA A T S K I L L W A Y SK Y W A R D D R BAL L S T O N A V E / N Y - 5 0 BA L L S T O N A V E / N Y - 5 0 WH I T E F A R M S R D O R E N D A T R L G E Y S E R LOOP RD AUGU S T U S A V E SMH SMH SMH SMH SMH SMH ADAMS RD ADAM S R D FM FM FM FM FM FM FM FM FM FM FM FM F M SS SS FM SS SS SS SS SS 36" S . C . S . D . M A I N ADAMS RD PUMP STATION 4" F O R C E M A I N 4" F O R C E M A I N 4" FORCE MAIN 4" F O R C E M A I N 8" FOR C E M A I N 12" G R A V I T Y M A I N QUAD "1" PUMP STATION QUAD "2" PUMP STATION BALL "2" PUMP STATION 8" F O R C E M A I N BALL "1" PUMP STATION 12" GR A V I T Y M A I N SANITARY SEWER PUMP STATION FM FM FM FM FM FM8" FORCE MAIN LEGEND: EXISTING SEWER FORCE MAIN EXISTING SEWER GRAVITY MAIN PROPOSED SEWER FORCE MAIN SS FM FM DATE:PROJ. NO.:SCALE:DRAFTED: CA D D W G . F I L E N A M E : :X R E F S C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 www.ctmale.com GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY FIGURE 4 24.5319 REGENERON PHARMACEUTICALS, INC. OFF-SITE SANITARY SEWER UPGRADES CITY OF SARATOGA SPRINGS SARATOGA COUNTY, NEW YORKWSGAS SHOWN MAR. 6, 2025 NO N E FI L E N A M E 0 BAR SCALE 1 inch = ft. 400 400 800 400 200 C.T. MALE ASSOCIATES APPENDICES C.T. MALE ASSOCIATES Appendix A Hydrant Flow Test Results C.T. MALE ASSOCIATES, P.C. 50 Century Hill Drive Latham, New York 12110 CTM PROJECT NO. 24.5405 HYDRANT FLOW TEST RESULTS LOCATION: Test 1, CR-46 Dead End DATE: 3/27/2025 TIME: 8:00 A.M. BY: William Gannon and Andrew Bailey RESIDUAL HYDRANT LOCATION: Freedom Way & CR-46 STATIC (PSI): HS 80 RESIDUAL (PSI): HR 68 HR = Pstatic - 20 = 60 psi HF = Pstatic - Presidual = 12 psi FLOW HYDRANT LOCATION: West end of CR-46 PITOT (PSI): 61 FLOW (GPM): 1310 (QF) Q AT 20 PSI = 0.54 60 0.54 QF HR = 1310 = 3,124 GPM 0.54 12 0.54 HF C.T. MALE ASSOCIATES, P.C. 50 Century Hill Drive Latham, New York 12110 CTM PROJECT NO. 24.5405 HYDRANT FLOW TEST RESULTS LOCATION: Test 2, Freedom Way DATE: 3/27/2025 TIME: 8:20 A.M. BY: William Gannon and Andrew Bailey RESIDUAL HYDRANT LOCATION: Driveway to 24 Freedom Way STATIC (PSI): HS 80 RESIDUAL (PSI): HR 70 HR = Pstatic - 20 = 60 psi HF = Pstatic - Presidual = 10 psi FLOW HYDRANT LOCATION: South end of Freedom Way PITOT (PSI): 57 FLOW (GPM): 1270 (QF) Q AT 20 PSI = 0.54 60 0.54 QF HR = 1270 = 3,342 GPM 0.54 10 0.54 HF C.T. MALE ASSOCIATES, P.C. 50 Century Hill Drive Latham, New York 12110 CTM PROJECT NO. 24.5405 HYDRANT FLOW TEST RESULTS LOCATION: Test 3, CR-46 DATE: 3/27/2025 TIME: 8:35 A.M. BY: William Gannon and Andrew Bailey RESIDUAL HYDRANT LOCATION: East end of 45 Duplainville Rd STATIC (PSI): HS 80 RESIDUAL (PSI): HR 70 HR = Pstatic - 20 = 60 psi HF = Pstatic – Presidual = 10 psi FLOW HYDRANT LOCATION: West end of 45 Duplainville Rd PITOT (PSI): 60 FLOW (GPM): 1300 (QF) Q AT 20 PSI = 0.54 60 0.54 QF HR = 1300 = 3,421 GPM 0.54 10 0.54 HF C.T. MALE ASSOCIATES, P.C. 50 Century Hill Drive Latham, New York 12110 CTM PROJECT NO. 24.5405 HYDRANT FLOW TEST RESULTS LOCATION: Test 4, CR-46 DATE: 3/27/2025 TIME: 8:45 A.M. BY: William Gannon and Andrew Bailey RESIDUAL HYDRANT LOCATION: East end of 45 Duplainville Rd STATIC (PSI): HS 80 RESIDUAL (PSI): HR 70 HR = Pstatic - 20 = 60 psi HF = Pstatic – Presidual = 10 psi FLOW HYDRANT LOCATION: 11 Duplainville Rd PITOT (PSI): 58 FLOW (GPM): 1280 (QF) Q AT 20 PSI = 0.54 60 0.54 QF HR = 1280 = 3,368 GPM 0.54 10 0.54 HF C.T. MALE ASSOCIATES, P.C. 50 Century Hill Drive Latham, New York 12110 CTM PROJECT NO. 24.5405 HYDRANT FLOW TEST RESULTS LOCATION: Test 5, CR-44 DATE: 3/27/2025 TIME: 8:55 A.M. BY: William Gannon and Andrew Bailey RESIDUAL HYDRANT LOCATION: 36 Cady Hill Blvd STATIC (PSI): HS 85 RESIDUAL (PSI): HR 77 HR = Pstatic - 20 = 65 psi HF = Pstatic – Presidual = 8 psi FLOW HYDRANT LOCATION: 10 Cady Hill Blvd PITOT (PSI): 70 FLOW (GPM): 1400 (QF) Q AT 20 PSI = 0.54 65 0.54 QF HR = 1400 = 4,339 GPM 0.54 8 0.54 HF C.T. MALE ASSOCIATES APPENDIX D Stormwater Management Plan and Narrative February 3, 2026 Conceptual Stormwater Management Plan for Regeneron Pharmaceuticals 56 Duplainville Road City of Saratoga Springs, NY Prepared for: Regeneron Pharmaceuticals 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: 25.0998 Unauthorized alteration or addition to this document is a violation of the New York © Copyright 2026 State Education Law. C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE & GEOLOGY, D.P.C. C.T. MALE ASSOCIATES CONCEPTUAL STORMWATER MANAGEMENT PLAN REGENERON SARATOGA SPRINGS 56 DUPLAINVILLE ROAD TABLE OF CONTENTS Page 1.0 Introduction ..............................................................................................................1 2.0 Project Description ...................................................................................................1 3.0 Existing Conditions .................................................................................................2 4.0 Post-Developed Conditions ....................................................................................3 5.0 Erosion and Sediment Controls .............................................................................4 APPENDICES Appendix A – USGS Web Soil Survey Appendix B – Drainage Maps Appendix C - HydroCAD Modeling Appendix D – WQv Calculations C.T. MALE ASSOCIATES 1.0 INTRODUCTION This conceptual stormwater management plan provides a discussion of how stormwater management requirements will be met for the proposed project. As the project progresses, a complete SWPPP shall be completed conforming to the requirements of GP- 0-25-001, “New York Standard and Specifications for Erosion and Sediment Control” and “New York State Stormwater Management Design Manual.” Since the disturbance associated with this project is greater than 1.0 acres, it is necessary for the owner/applicant to obtain coverage by a New York State Pollution Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001. This site qualifies as a redevelopment project with an increase in impervious area. Therefore, all redeveloped impervious area shall be treated at 25% WQv and all new impervious area shall be treated at 100% WQv. 2.0 PROJECT DESCRIPTION Regeneron Pharmaceuticals, Inc. is redeveloping a 62.1-acres parcel located at 56 Duplainville Road, tax parcel 177-1-66, in the City of Saratoga Springs. The site address is 56 Duplainville Road, within the Grande Industrial Park, located between Adams Road and Duplainville Road. The existing parcel was previously home to Quad Graphics, which operated from the 1980s to 2023. The existing site contains 907,574 sf of principal building, asphalt blacktop pavement, concrete walkways, and associated existing utilities. The site also contains an existing basketball court, volleyball courts and playground area. The parcel is currently developed with 65.8% impervious coverage. The proposed project includes necessary site work to produce pharmaceuticals which include: • Increase site security with perimeter fencing and two guard shacks, with locations proposed at the existing site driveways off of Adams Road and Duplainville Road. • Sanitary sewer pump station and off-site sanitary sewer forcemain. • New 20-inch water main interconnect with the Saratoga County Water Authority. • 200,000 gallon on-site water tank for fire/sprinkler use. • Installation of trash compactors (multiple locations). • Bulk chemical and gas storage (multiple locations). • Sidewalk and covered walkway at SE corner of building. C.T. MALE ASSOCIATES • Cooling towers and electrical transformers at NW corner of building. • Pipe racking, north side of building. • Removal of rail spur and site driveway work, north side of building. • Miscellaneous site utility work (electrical duct banks, water mains, sewer mains, removal of unused buried tanks). • 115kV substation. • Site generators. • Parking garage. The anticipated disturbance for all site amenities is approximately 12.9 acres. The off-site utility work (water and sanitary sewer) will be installed primarily by directional drill methods and will result in a limited amount of land disturbance. 3.0 EXISTING CONDITIONS Based on a review of the soils survey obtained from the USDA NRCS Web Soil Survey website, the on-site soils are classified as Hydrologic Soil Group (HSG) “A” which typically are very well draining soils with high infiltration rates. On-site infiltration testing will be completed as the project progresses. See printout from USGS in Appendix A. The project site drains to three design points. Design Point 1 is an outlet from the stormwater retention pond in the northwest corner of the site that discharges to Duplainville Road. Design Point 2 is an outfall to the Adams Road roadside drainage swale in the southwest corner of the site. Design Point 3 is at the southeast entrance to the site which also drains to the Adams Road roadside drainage swale. The closest surface waterbody is Geyser Brook and tribs, Segment ID 1101-0071 in the Upper Hudson River basin. The existing site has two detention basins. The main basin is located in the northwest corner of the site with approximately 53.2 acres tributary to it. There is a second detention basin located south of the easter parking lot. The site also includes other infiltration practices such as drywells and infiltration trenches. These additional infiltration practices are primarily located on the east side of the site which was developed later than the original detention basin in the northwest corner . The original stormwater management of the site was designed as the site was developed starting in the 1980s, through the 1990s, C.T. MALE ASSOCIATES and into the early 2000s. The stormwater management was designed in accordance with the applicable regulations of the time of construction. 4.0 POST-DEVELOPED CONDITIONS The project proposes redeveloping approximately 10.16 acres of impervious area and adding approximately 0.62 acres of new impervious area. The water quality volume (WQv) is calculated to be 25% of the redevelopment area and 100% of the additional impervious area for a total of 13,077 cf, see Appendix D. Per Chapter 9 of the New York State Stormwater Management Design Manual, meeting runoff reduction volume (RRv) sizing criteria is not required for the redevelopment portion of the project and is only required for design points with a net increase in impervious areas. Since the project does increase the impervious area by 0.62 acres, 1,394 cf of RRv credit is required for the project, see Appendix D. Due to the previous use of infiltration practices on the site, it is expected that infiltration practices such as drywells will be used to treat the WQv and provide the RRv requirement. In areas where drywells are not feasible, hydrodynamic separators will be used to provide WQv treatment. A preliminary HydroCAD model has been prepared, see Appendix C and the summary table below. Due to the minor increase in impervious area and minor drainage area modifications, the flowrates at Design Point 1 are modeled to increase by 0.03 cfs during the 10-year storm event and by 0.04 cfs during the 100-year storm event. According to the CGP 0-25-001 the definition of altering hydrology from pre- to post development conditions is “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).” The increase in flowrate is significantly less than the 5% allowance when considering alterations to the hydrology and therefore no additional detention is proposed. A summary of the anticipated flowrates for each design point is provided in Table 1 below: Table 1 – Pre and Post Development Runoff Rates Rain Fall Event Design Point Flow Rates (cfs) 1 2 3 10-YR Existing 20.64 0.63 0.03 Proposed 20.67 0.63 0.03 100-YR Existing 36.23 2.41 2.22 Proposed 36.27 2.41 2.02 C.T. MALE ASSOCIATES Based upon Table 1, the required improvements to the site’s stormwater management system to meet current NYSDEC standards for redevelopment projects will be to provide treatment of the water quality volume from the new impervious surfaces and to meet the runoff reduction volume for these surfaces. This detail will be provided as the overall site SWPPP is developed during the site plan approval process. For the purpose of this conceptual report, it is proposed that treatment practices will be installed primarily at the northwest corner of the site. There is proposed to be more significant redevelopment on on the west side of the building and it is anticipated that some of the storm pipes may need to be rerouted around the new development (parking garage, site generators, substation). In this case, it is anticipated that the areas of redevelopment will be captured by new catch basins which can be modified to contain a drywell or hydrodynamic separator to provide treatment before discharging into the northwest detention basin. As the project progresses more detail on utility locations will be provided. The upgrades along the southeast entrance road have been previously approved and designed by others. An infiltration basin will provide treatment and detention of the runoff from the additional impervious area. 5.0 EROSION AND SEDIMENT CONTROLS The erosion control measures will be designed in accordance with the technical standards within the New York Standards and Specifications for Erosion and Sediment Control, dated November 2016 (a.k.a. “The Blue Book”). Erosion and Sediment Control Plans and Detail Sheets will be included as the project progresses. C.T. MALE ASSOCIATES APPENDICES C.T. MALE ASSOCIATES Appendix A USGS Web Soil Survey Hydrologic Soil Group—Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/22/2026 Page 1 of 4 47 6 8 1 0 0 47 6 8 2 0 0 47 6 8 3 0 0 47 6 8 4 0 0 47 6 8 5 0 0 47 6 8 6 0 0 47 6 8 7 0 0 47 6 8 1 0 0 47 6 8 2 0 0 47 6 8 3 0 0 47 6 8 4 0 0 47 6 8 5 0 0 47 6 8 6 0 0 47 6 8 7 0 0 594700 594800 594900 595000 595100 595200 595300 595400 595500 595600 595700 594800 594900 595000 595100 595200 595300 595400 595500 595600 595700 595800 43° 3' 56'' N 73 ° 5 0 ' 1 3 ' ' W 43° 3' 56'' N 73 ° 4 9 ' 2 4 ' ' W 43° 3' 33'' N 73 ° 5 0 ' 1 3 ' ' W 43° 3' 33'' N 73 ° 4 9 ' 2 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:5,000 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Saratoga County, New York Survey Area Data: Version 25, Sep 2, 2025 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/22/2026 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI WnA Windsor loamy sand, 0 to 3 percent slopes A 19.4 26.4% WnB Windsor loamy sand, 3 to 8 percent slopes A 54.2 73.6% Totals for Area of Interest 73.7 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/22/2026 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Saratoga County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/22/2026 Page 4 of 4 C.T. MALE ASSOCIATES Appendix B Drainage Maps 326.22 327.42 328.94 327.35 327.53 329.54 329.59 336.33 330.76 UT UT UT UT UT UT UT UT UT UE W W UE UE UE UE UE UE UE ST 331.37331.58 331.75 323.49 330.86 327.81 ====== UE UE UE UE UE UE UEUE UE SS SS SS SS SS S T S T U T UT UT U T W BENCHMARK "X-CUT" IN N.H.O.A.ELEVATION=328.39' BENCHMARK"X-CUT" IN N.H.O.A. ELEVATION=332.45' BENCHMARK "X-CUT" IN SIDE BOLTELEVATION=327.59' BENCHMARKBOLT ON PAVILION ELEVATION=332.60' BENCHMARK"X-CUT" IN N.H.O.A.ELEVATION=328.71' ST ST S T S T ST ST ST S T ST ST ST ST S T S T S T ST S T ST ST ST ST 327.22 330.48 343.57 UE UE UE UE UE UE UE UE UE UE UE UE U E UE UE UE UE UE UE UE UE UE UE UE UE UE W W W W W W W W W W UT UT UT UE UE UE UE U E U E UE UE UE UE U E UE UE UE UE U E UE UE UE UE UE UE UE UE UE UE UE UE U E UE UE U E U E U E U E U E W W W W W W W W UE UE UE W W W W W W W W W CBS CB CBR CBR CBR CBR CBR CBR DMH DMH STOP SIGN POSTAL PARKING SIGN POSTAL PARKING SIGN SMH HANDICAPPED PARKING SIGN MW MW DMH 1" COPPER PIPE CBS CBS SMH 15 MPH SIGN RAILROAD CROSSING SIGN CBR CBR 30 MPH SIGN CBR RAILROAD CROSSING SIGN CBR CBR CBR CB CBR CBR CBR CBR CBR S T CBS CBR CBS CBS CBR NO CLEARANCESIGN DERAILSIGN RAILROAD CROSSING SIGN CBR CBS CBR DMH CO SMH CBR SMH SMH SMH SMH SMH CBR CBR CBR CBR CBR CBR CBR CBS CBS CIRF IRF CBR CBS CBS CBS TPED DMH DMH DMH CBR CBR CBS CBS CBS CB CB CBR CBR CBR CBR CBR BENCHMARKRR SPIKE IN UPELEVATION=323.33' CBR CBR CBR CBS CBR DMH DMH TEL RISER TPED TPED ST S T ST ST TC330.21 B C 3 2 9 . 6 9 T C 3 2 9 . 7 4 B C 3 2 9 . 6 5 TC329.74BC329.66 T C 3 3 0 . 2 5 B C 3 2 9 . 6 9 TC = 3 3 0 . 1 5 BC = 3 2 9 . 7 3 TC = 3 3 0 . 6 9 BC = 3 3 0 . 5 6 1 2 " H D P E 12 " H D P E 12 " H D P E 12 " H D P E 12" H D P E 12" HDPE 12" H D P E 12" H D P E 12" HDPE 1 2 " H D P E 24 " H D P E 12" H D P E 12" H D P E 12" HDPE 12" H D P E 1 2 " H D P E 12 " H D P E 2 4 " H D P E DMH DMH DMH DMH TC = 3 2 9 . 8 9 BC = 3 2 9 . 7 6 TC = 3 3 0 . 0 3 B C = 3 3 0 . 0 5 TC=330.73 BC=330.55 TC = 3 3 0 . 3 0 BC = 3 3 0 . 1 6 TC 3 3 0 . 6 1 BC 3 3 0 . 0 6 TC 3 3 0 . 7 6 BC 3 3 0 . 2 5 TC327.26 BC326.69 TC327.83 BC327.18 12 " H D P E 18" HDPE 12" HDPE 12" HDPE ST ST 24 " H D P E 12" H D P E DMHSTST24" HDPE36" HDPE 15 " C I P 36" HDPE 12 " H D P E 12" H D P E 3 6 " H D P E 3 6 " H D P E 12 " H D P E 18" HDPE 1 2 " H D P E 12 " P V C ST DMH 36 " C M P DMH DMH 3 6 " C M P 3 6 " C M P 12" H D P E 8" H D P E 12" HDPE 12 " H D P E 36 " H D P E 36 " H D P E 8 " H D P E 12 " C M P 3 0 " C M P 12" CMP CBR W CBS YD W W W W W W W W W W W W W U T UT UT DMH CBS UE UE UE UE UE U E UE U E U E U E UE UE UE UE U E DUPLAINVILLE ROAD/HARRY DRIVE SIGN WATER SPIGOT ST ST ST ST ST ST S T EV PARKING ONLY SIGN EV PARKING ONLY SIGN HANDICAPPED PARKING SIGN CBR CB ST ST ST ST ST ST ST ST ST ST 18 " D I P 42" CMP 18 " D I P 42" CMP 36" CMP SMH 12" PVC12" PVC DMH ST36" CMP 12" HDPE 18 " D I P ST ST 12" H D P E 12 " H D P E 18 " C M P 12" C M P DMH IRRIGATION VALVE CLUSTER SS SS SS SS SS SS 12 " P V C 12 " P V C 18" P V C 18 " H D P E 18" P V C 1 8 " P V C 18" HDPE 12 " H D P E 2 4 " C M P SS SS SS SS SMH 12 " P V C 18 " D I P 12 " H D P E 12" CMP TC=330.12 BC=329.73 TC = 3 3 0 . 5 9 BC = 3 3 0 . 0 6 TC=329.98 BC=329.86 TC= 3 3 0 . 3 6 BC= 3 2 9 . 9 0 TC= 3 3 0 . 9 0 BC= 3 3 0 . 4 3 TC= 3 2 8 . 7 6 BC= 3 2 8 . 2 6 TC= 3 2 9 . 9 4 BC= 3 2 9 . 4 9 TC= 3 2 9 . 9 8 BC= 3 2 9 . 4 6 TC= 3 2 9 . 9 8 BC= 3 2 9 . 5 8 TC= 3 2 9 . 0 7 BC= 3 2 8 . 5 5 TC= 3 2 9 . 8 2 BC= 3 2 9 . 1 6 TC=330.06 BC=329.51 TC= 3 3 0 . 1 4 BC= 3 3 0 . 0 9 TC= 3 3 0 . 3 4 BC= 3 2 9 . 7 8 ST ST 36 " C M P 36 " C M P 24" CMP 36 " C M P SS SMH SS SS SS 12 " P V C 8" PVC SMH 8" PVC8" PVC 6" P V C 8" P V C 6" P V C 12" H D P E ST ST 36" CMP36" CMP 2 4 " C M P ST CBS CBS TC= 3 2 9 . 8 3 BC= 3 2 8 . 3 9 TC= 3 3 0 . 7 5 BC= 3 3 0 . 2 4 TC= 3 3 0 . 5 1 BC = 3 3 0 . 1 8 TC= 3 2 9 . 9 8 BC= 3 2 9 . 5 8 TC= 3 3 0 . 1 8 BC= 3 2 9 . 6 7 TC= 3 2 9 . 9 0 BC= 3 2 9 . 4 5 TC= 3 2 9 . 7 5 BC= 3 2 9 . 2 6 12 " H D P E TC=329.04 BC=328.98 TC = 3 2 9 . 6 3 B C = 3 2 9 . 4 8 T C = 3 2 9 . 7 3 B C = 3 2 9 . 2 7 T C = 3 2 9 . 7 8 B C = 3 2 9 . 6 3 TC= 3 3 1 . 5 1 BC= 3 3 1 . 0 1 TC=331 . 9 3 BC=331 . 7 6 UEUEUE IRRIGATION VALVE CLUSTER IRRIGATION VALVE CLUSTER 2 4 " H D P E 24 " H D P E ST ST W TPED SS 12 " H D P E CIRF CBR CBR ADAMS ROAD TPED TPED TPED IRF TPED CMON GRANDE BLVD ADAMS ROAD ADAMS ROAD GRANDE BLVD GRANDE BLVD 10055 327.35 CIRF PLS 49624 10056 327.53 IRF 5380 332.45 CMON 0.5H 4X4 DP-1 DP-3DP-2 E1.1 E1.2 E1.4 E1.3 E1.5 E3.1 E2.1 2P 1P LEGEND SUBCATCHMENT DESIGN POINT P1 DP-1 DATE:PROJ. NO.:SCALE:DRAFTED: CA D D W G . F I L E N A M E : :X R E F S www.ctmale.com C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY 25.0998 REGENERON MASTER PLAN 56 DUPLAINVILLE ROAD EXISTING CONDITIONS DRAINAGE MAP CITY OF SARATOGA SPRINGS SARATOGA COUNTYAJB1" = 60'JAN 2026 NO N E FI L E N A M E 0 BAR SCALE 1 inch = ft. 60 60 120 60 30 ====== E E E E RAIL REMOVAL DW D W D W W W W W W W W W W W W W W RELOCATE D ACCESS ROAD SSSSSS SS SS SS SS SS SS SS SS SS SS SS SS S S S S SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 326.22 327.42 328.94 327.35 327.53 329.54 329.59 336.33 330.76 UT UT UT UT UT UT UT UT UT UE W W UE UE UE UE UE UE UE ST 331.37331.58 331.75 323.49 330.86 327.81 ====== UE UE UE UE UE UE UEUE UE SS SS SS SS SS S T S T U T UT UT U T W BENCHMARK "X-CUT" IN N.H.O.A.ELEVATION=328.39' BENCHMARK"X-CUT" IN N.H.O.A. ELEVATION=332.45' BENCHMARK "X-CUT" IN SIDE BOLTELEVATION=327.59' BENCHMARKBOLT ON PAVILION ELEVATION=332.60' BENCHMARK"X-CUT" IN N.H.O.A.ELEVATION=328.71' ST ST S T S T ST ST ST ST S T ST ST ST ST S T S T S T ST S T ST ST ST ST 327.22 330.48 343.57 UE UE UE UE UE UE UE UE UE UE UE UE U E UE UE UE UE UE UE UE UE UE UE UE UE UE W W W W W W W W W W UT UT UT UE UE UE UE U E U E UE UE UE UE U E UE UE UE UE U E UE UE UE UE UE UE UE UE UE UE UE UE U E UE UE U E U E U E U E U E W W W W W W W W UE UE UE W W W W W W W W W CBS CB CBR CBR CBR CBR CBR CBR DMH DMH SMH MW MW DMH GAS PUMP CBS CBS SMH CBR CBR CBR GT CBR CBR CBR CB CBR CBR CBR CBR CBR S T CBS CBR CBS CBS CBR CBR CBS CBR DMH CO SMH CBR SMH SMH SMH SMH SMH CBR CBR CBR CBR CBR CBR CBR CBS CBS CBR CBS CBS CBS TPED DMH DMH DMH CBR CBR CBS CBS CBS CB CB CBR CBR CBR CBR CBR BENCHMARKRR SPIKE IN UPELEVATION=323.33' CBR CBR CBR CBS CBR DMH DMH TEL RISER TPED TPED ST S T ST ST TC330.21 B C 3 2 9 . 6 9 T C 3 2 9 . 7 4 B C 3 2 9 . 6 5 TC329.74BC329.66 T C 3 3 0 . 2 5 B C 3 2 9 . 6 9 TC = 3 3 0 . 1 5 BC = 3 2 9 . 7 3 TC = 3 3 0 . 6 9 BC = 3 3 0 . 5 6 1 2 " H D P E 12 " H D P E 12 " H D P E 12 " H D P E 12" H D P E 12" HDPE 12" H D P E 12" H D P E 12" HDPE 1 2 " H D P E 24 " H D P E 12" H D P E 12" H D P E 12" HDPE 12" H D P E 1 2 " H D P E 12 " H D P E 2 4 " H D P E DMH DMH DMH DMH TC = 3 2 9 . 8 9 BC = 3 2 9 . 7 6 TC = 3 3 0 . 0 3 B C = 3 3 0 . 0 5 TC=330.73 BC=330.55 TC = 3 3 0 . 3 0 BC = 3 3 0 . 1 6 TC 3 3 0 . 6 1 BC 3 3 0 . 0 6 TC 3 3 0 . 7 6 BC 3 3 0 . 2 5 TC327.26 BC326.69 TC327.83 BC327.18 12 " H D P E 18" HDPE 12" HDPE 12" HDPE ST ST 24 " H D P E 12" H D P E DMHSTST24" HDPE36" HDPE 15 " C I P 36" HDPE 12 " H D P E 12" H D P E 3 6 " H D P E 3 6 " H D P E 12 " H D P E 18" HDPE 1 2 " H D P E 12 " P V C ST DMH 36 " C M P DMH DMH 3 6 " C M P 3 6 " C M P 12" H D P E 8" H D P E 12" HDPE 12 " H D P E 36 " H D P E 36 " H D P E 8 " H D P E 12 " C M P 3 0 " C M P 12" CMP CBR W CBS YD W W W W W W W W W W W W W U T UT UT DMH CBS UE UE UE UE UE U E UE U E U E U E UE UE UE UE U E WATER SPIGOT 8" GAS PIPE CBR ST ST ST ST ST ST ST ST 18 " D I P 42" CMP 18 " D I P 42" CMP 36" CMP SMH 12" PVC12" PVC DMH ST36" CMP 12" HDPE 18 " D I P ST ST 12" H D P E 12 " H D P E 18 " C M P 12" C M P DMH IRRIGATION VALVE CLUSTER SS SS SS SS SS SS 18" P V C 18 " H D P E 18" P V C 1 8 " P V C 18" HDPE 12 " H D P E 2 4 " C M P SS SS SS SS SMH 18 " D I P 12 " H D P E 12" CMP TC=330.12 BC=329.73 TC = 3 3 0 . 5 9 BC = 3 3 0 . 0 6 TC=329.98 BC=329.86 TC= 3 3 0 . 3 6 BC= 3 2 9 . 9 0 TC= 3 3 0 . 9 0 BC= 3 3 0 . 4 3 TC= 3 2 8 . 7 6 BC= 3 2 8 . 2 6 TC= 3 2 9 . 9 4 BC= 3 2 9 . 4 9 TC= 3 2 9 . 9 8 BC= 3 2 9 . 4 6 TC= 3 2 9 . 9 8 BC= 3 2 9 . 5 8 TC= 3 2 9 . 0 7 BC= 3 2 8 . 5 5 TC= 3 2 9 . 8 2 BC= 3 2 9 . 1 6 TC=330.06 BC=329.51 TC= 3 3 0 . 1 4 BC= 3 3 0 . 0 9 TC= 3 3 0 . 3 4 BC= 3 2 9 . 7 8 ST ST 36 " C M P 36 " C M P 24" CMP 36 " C M P SS SMH SS SS SS SMH 12" H D P E ST ST 36" CMP36" CMP 2 4 " C M P ST CBS CBS TC= 3 2 9 . 8 3 BC= 3 2 8 . 3 9 TC= 3 3 0 . 7 5 BC= 3 3 0 . 2 4 TC= 3 3 0 . 5 1 BC = 3 3 0 . 1 8 TC= 3 2 9 . 9 8 BC= 3 2 9 . 5 8 TC= 3 3 0 . 1 8 BC= 3 2 9 . 6 7 TC= 3 2 9 . 9 0 BC= 3 2 9 . 4 5 TC= 3 2 9 . 7 5 BC= 3 2 9 . 2 6 12 " H D P E TC=329.04 BC=328.98 TC = 3 2 9 . 6 3 B C = 3 2 9 . 4 8 T C = 3 2 9 . 7 3 B C = 3 2 9 . 2 7 T C = 3 2 9 . 7 8 B C = 3 2 9 . 6 3 TC= 3 3 1 . 5 1 BC= 3 3 1 . 0 1 TC=331 . 9 3 BC=331 . 7 6 UEUEUE IRRIGATION VALVE CLUSTER IRRIGATION VALVE CLUSTER 2 4 " H D P E 24 " H D P E ST ST W TPED SS 12 " H D P E CBR CBR ADAMS ROAD TPED TPED TPED TPED GRANDE BLVD ADAMS ROAD ADAMS ROAD GRANDE BLVD GRANDE BLVD 12 " H D P E DMH ST ST ST ST S T DMH ST ST 10294 330.76 TPED 10055 327.35 CIRF PLS 49624 10056 327.53 IRF 2602 323.49 GT POST 2794 327.23 GAS 2795 327.99 GAS 2796 327.96 GT 20126 326.96 GAS CONTINUED FROM GAS 279420127 327.22 GAS 20128 327.18 GAS 20129 327.50 GAS END BLDF 20163 330.48 TPED20165 343.57 TPED 5119 330.77 TPED5120 330.73 TPED 5255 333.51 TPED UP CUT 5380 332.45 CMON 0.5H 4X4 5430 332.68 TPED 5431 332.81 TPED 5442 343.17 TPED 5443 343.76 TPED 919 327.44 RR 920 327.53 RR 921 327.68 RR 922 327.72 RR 935 327.57 RR 936 327.54 RR 939 327.57 RR 940 327.60 RR 941 327.61 RR 942 327.66 RR DP-1 DP-3DP-2 P1.1 P1.2 P1.4 P1.3 P1.5 P3.1 P3.2P2.1 2P 1P 3P LEGEND SUBCATCHMENT DESIGN POINT P1 DP-1 DATE:PROJ. NO.:SCALE:DRAFTED: CA D D W G . F I L E N A M E : :X R E F S www.ctmale.com C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY 25.0998 REGENERON MASTER PLAN 56 DUPLAINVILLE ROAD PROPOSED CONDITIONS DRAINAGE MAP CITY OF SARATOGA SPRINGS SARATOGA COUNTYAJB1" = 60'JAN 2026 NO N E FI L E N A M E 0 BAR SCALE 1 inch = ft. 60 60 120 60 30 C.T. MALE ASSOCIATES Appendix C HydroCAD Modeling 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 1/22/2026 HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Regeneron Existing Printed 1/22/2026Prepared 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 Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 1-yr Default 24.00 1 2.22 2 2 10-yr NY-Saratoga 24-hr S1 10-yr Default 24.00 1 3.70 2 3 100-yr NY-Saratoga 24-hr S1 100-yr Default 24.00 1 6.15 2 Regeneron Existing Printed 1/22/2026Prepared 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) 32.404 98 Paved parking, HSG A (E1.2, E1.3, E1.4, E1.5, E2.1, E3.1) 10.167 98 Paved parking, HSG D (E1.1) 10.041 30 Woods, Good, HSG A (E1.1, E2.1, E3.1) 64.645 76 TOTAL AREA Regeneron Existing Printed 1/22/2026Prepared 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 54.478 HSG A E1.1, E1.2, E1.3, E1.4, E1.5, E2.1, E3.1 0.000 HSG B 0.000 HSG C 10.167 HSG D E1.1 0.000 Other 64.645 TOTAL AREA Regeneron Existing Printed 1/22/2026Prepared 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 32.404 0.000 0.000 10.167 0.000 42.571 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 54.478 0.000 0.000 10.167 0.000 64.645 TOTAL AREA Regeneron Existing Printed 1/22/2026Prepared 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) n Width (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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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=706,830 sf 88.36% Impervious Runoff Depth>1.36"Subcatchment E1.5: Tc=6.0 min CN=91 Runoff=28.74 cfs 1.834 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=2.33 cfs 0.084 afReach DP-1: DP-1 Outflow=2.33 cfs 0.084 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=315.29' Storage=16,041 cf Inflow=33.62 cfs 2.463 afPond 1P: Discarded=10.14 cfs 2.376 af Primary=2.33 cfs 0.084 af Outflow=12.47 cfs 2.461 af Peak Elev=327.82' Storage=20,965 cf Inflow=28.74 cfs 1.834 afPond 2P: Discarded=5.51 cfs 1.833 af Primary=0.00 cfs 0.000 af Outflow=5.51 cfs 1.833 af Total Runoff Area = 64.645 ac Runoff Volume = 4.307 af Average Runoff Depth = 0.80" 34.15% Pervious = 22.074 ac 65.85% Impervious = 42.571 ac NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 442,880 98 Paved parking, HSG D 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 13HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.5: Runoff = 28.74 cfs @ 12.04 hrs, Volume= 1.834 af, Depth> 1.36" 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 624,521 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 706,830 91 Weighted Average 82,309 11.64% Pervious Area 624,521 88.36% 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 ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-Saratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=706,830 sf Runoff Volume=1.834 af Runoff Depth>1.36" Tc=6.0 min CN=91 28.74 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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 = 53.197 ac, 77.18% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 2.33 cfs @ 12.26 hrs, Volume= 0.084 af Outflow = 2.33 cfs @ 12.26 hrs, Volume= 0.084 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 ) 2 1 0 Inflow Area=53.197 ac 2.33 cfs 2.33 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 19HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 53.197 ac, 77.18% Impervious, Inflow Depth > 0.56" for 1-yr event Inflow = 33.62 cfs @ 12.04 hrs, Volume= 2.463 af Outflow = 12.47 cfs @ 12.26 hrs, Volume= 2.461 af, Atten= 63%, Lag= 12.9 min Discarded = 10.14 cfs @ 12.26 hrs, Volume= 2.376 af Primary = 2.33 cfs @ 12.26 hrs, Volume= 0.084 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= 315.29' @ 12.26 hrs Surf.Area= 14,602 sf Storage= 16,041 cf Plug-Flow detention time= 8.7 min calculated for 2.461 af (100% of inflow) Center-of-Mass det. time= 8.1 min ( 876.8 - 868.7 ) 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 314.00'30.000 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=10.14 cfs @ 12.26 hrs HW=315.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 10.14 cfs) Primary OutFlow Max=2.31 cfs @ 12.26 hrs HW=315.29' (Free Discharge) 2=Culvert (Inlet Controls 2.31 cfs @ 2.71 fps) NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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=53.197 ac Peak Elev=315.29' Storage=16,041 cf 33.62 cfs 12.47 cfs 10.14 cfs 2.33 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 21HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 16.227 ac, 88.36% Impervious, Inflow Depth > 1.36" for 1-yr event Inflow = 28.74 cfs @ 12.04 hrs, Volume= 1.834 af Outflow = 5.51 cfs @ 12.49 hrs, Volume= 1.833 af, Atten= 81%, Lag= 26.8 min Discarded = 5.51 cfs @ 12.49 hrs, Volume= 1.833 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= 327.82' @ 12.49 hrs Surf.Area= 11,904 sf Storage= 20,965 cf Plug-Flow detention time= 28.2 min calculated for 1.833 af (100% of inflow) Center-of-Mass det. time= 27.8 min ( 858.1 - 830.2 ) 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 325.00'20.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=5.51 cfs @ 12.49 hrs HW=327.82' (Free Discharge) 2=Exfiltration (Exfiltration Controls 5.51 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Existing Printed 1/22/2026Prepared 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 ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.227 ac Peak Elev=327.82' Storage=20,965 cf 28.74 cfs 5.51 cfs 5.51 cfs 0.00 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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=706,830 sf 88.36% Impervious Runoff Depth>2.73"Subcatchment E1.5: Tc=6.0 min CN=91 Runoff=57.69 cfs 3.689 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=20.64 cfs 1.605 afReach DP-1: DP-1 Outflow=20.64 cfs 1.605 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=317.52' Storage=55,317 cf Inflow=89.42 cfs 6.239 afPond 1P: Discarded=14.25 cfs 4.629 af Primary=20.64 cfs 1.605 af Outflow=34.89 cfs 6.235 af Peak Elev=329.15' Storage=41,309 cf Inflow=57.69 cfs 3.689 afPond 2P: Discarded=20.76 cfs 3.377 af Primary=4.57 cfs 0.308 af Outflow=25.33 cfs 3.686 af Total Runoff Area = 64.645 ac Runoff Volume = 9.690 af Average Runoff Depth = 1.80" 34.15% Pervious = 22.074 ac 65.85% Impervious = 42.571 ac NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 442,880 98 Paved parking, HSG D 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 28HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.5: Runoff = 57.69 cfs @ 12.04 hrs, Volume= 3.689 af, Depth> 2.73" 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 624,521 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 706,830 91 Weighted Average 82,309 11.64% Pervious Area 624,521 88.36% 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 ) 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-Saratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=706,830 sf Runoff Volume=3.689 af Runoff Depth>2.73" Tc=6.0 min CN=91 57.69 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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 = 53.197 ac, 77.18% Impervious, Inflow Depth = 0.36" for 10-yr event Inflow = 20.64 cfs @ 12.29 hrs, Volume= 1.605 af Outflow = 20.64 cfs @ 12.29 hrs, Volume= 1.605 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 ) 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=53.197 ac 20.64 cfs 20.64 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 34HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 53.197 ac, 77.18% Impervious, Inflow Depth > 1.41" for 10-yr event Inflow = 89.42 cfs @ 12.04 hrs, Volume= 6.239 af Outflow = 34.89 cfs @ 12.29 hrs, Volume= 6.235 af, Atten= 61%, Lag= 14.8 min Discarded = 14.25 cfs @ 12.29 hrs, Volume= 4.629 af Primary = 20.64 cfs @ 12.29 hrs, Volume= 1.605 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= 317.52' @ 12.29 hrs Surf.Area= 20,517 sf Storage= 55,317 cf Plug-Flow detention time= 14.9 min calculated for 6.235 af (100% of inflow) Center-of-Mass det. time= 14.5 min ( 843.8 - 829.3 ) 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 314.00'30.000 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=14.24 cfs @ 12.29 hrs HW=317.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 14.24 cfs) Primary OutFlow Max=20.63 cfs @ 12.29 hrs HW=317.52' (Free Discharge) 2=Culvert (Inlet Controls 20.63 cfs @ 6.57 fps) NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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=53.197 ac Peak Elev=317.52' Storage=55,317 cf 89.42 cfs 34.89 cfs 14.25 cfs20.64 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 36HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 16.227 ac, 88.36% Impervious, Inflow Depth > 2.73" for 10-yr event Inflow = 57.69 cfs @ 12.04 hrs, Volume= 3.689 af Outflow = 25.33 cfs @ 12.20 hrs, Volume= 3.686 af, Atten= 56%, Lag= 9.5 min Discarded = 20.76 cfs @ 12.20 hrs, Volume= 3.377 af Primary = 4.57 cfs @ 12.20 hrs, Volume= 0.308 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.15' @ 12.20 hrs Surf.Area= 44,844 sf Storage= 41,309 cf Plug-Flow detention time= 34.3 min calculated for 3.686 af (100% of inflow) Center-of-Mass det. time= 33.7 min ( 835.5 - 801.8 ) 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 325.00'20.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=20.75 cfs @ 12.20 hrs HW=329.15' (Free Discharge) 2=Exfiltration (Exfiltration Controls 20.75 cfs) Primary OutFlow Max=4.57 cfs @ 12.20 hrs HW=329.15' (Free Discharge) 1=Culvert (Inlet Controls 4.57 cfs @ 2.97 fps) NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Existing Printed 1/22/2026Prepared 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 ) 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.227 ac Peak Elev=329.15' Storage=41,309 cf 57.69 cfs 25.33 cfs 20.76 cfs 4.57 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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=706,830 sf 88.36% Impervious Runoff Depth>5.10"Subcatchment E1.5: Tc=6.0 min CN=91 Runoff=102.49 cfs 6.896 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=36.23 cfs 4.958 afReach DP-1: DP-1 Outflow=36.23 cfs 4.958 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=321.40' Storage=152,708 cf Inflow=190.00 cfs 13.104 afPond 1P: Discarded=20.73 cfs 8.138 af Primary=36.23 cfs 4.958 af Outflow=56.97 cfs 13.096 af Peak Elev=329.47' Storage=66,212 cf Inflow=102.49 cfs 6.896 afPond 2P: Discarded=50.60 cfs 6.311 af Primary=5.98 cfs 0.576 af Outflow=56.58 cfs 6.887 af Total Runoff Area = 64.645 ac Runoff Volume = 20.018 af Average Runoff Depth = 3.72" 34.15% Pervious = 22.074 ac 65.85% Impervious = 42.571 ac NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 442,880 98 Paved parking, HSG D 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 43HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1.5: Runoff = 102.49 cfs @ 12.04 hrs, Volume= 6.896 af, Depth> 5.10" 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 624,521 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 706,830 91 Weighted Average 82,309 11.64% Pervious Area 624,521 88.36% 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 ) 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-Saratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=706,830 sf Runoff Volume=6.896 af Runoff Depth>5.10" Tc=6.0 min CN=91 102.49 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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 = 53.197 ac, 77.18% Impervious, Inflow Depth = 1.12" for 100-yr event Inflow = 36.23 cfs @ 12.45 hrs, Volume= 4.958 af Outflow = 36.23 cfs @ 12.45 hrs, Volume= 4.958 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 ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=53.197 ac 36.23 cfs 36.23 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 49HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 53.197 ac, 77.18% Impervious, Inflow Depth > 2.96" for 100-yr event Inflow = 190.00 cfs @ 12.04 hrs, Volume= 13.104 af Outflow = 56.97 cfs @ 12.45 hrs, Volume= 13.096 af, Atten= 70%, Lag= 24.5 min Discarded = 20.73 cfs @ 12.45 hrs, Volume= 8.138 af Primary = 36.23 cfs @ 12.45 hrs, Volume= 4.958 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= 321.40' @ 12.45 hrs Surf.Area= 29,853 sf Storage= 152,708 cf Plug-Flow detention time= 24.3 min calculated for 13.069 af (100% of inflow) Center-of-Mass det. time= 23.9 min ( 829.7 - 805.8 ) 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 314.00'30.000 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=20.73 cfs @ 12.45 hrs HW=321.40' (Free Discharge) 1=Exfiltration (Exfiltration Controls 20.73 cfs) Primary OutFlow Max=36.23 cfs @ 12.45 hrs HW=321.40' (Free Discharge) 2=Culvert (Inlet Controls 36.23 cfs @ 11.53 fps) NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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=53.197 ac Peak Elev=321.40' Storage=152,708 cf 190.00 cfs 56.97 cfs 20.73 cfs 36.23 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared by C T Male Associates Page 51HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 16.227 ac, 88.36% Impervious, Inflow Depth > 5.10" for 100-yr event Inflow = 102.49 cfs @ 12.04 hrs, Volume= 6.896 af Outflow = 56.58 cfs @ 12.16 hrs, Volume= 6.887 af, Atten= 45%, Lag= 7.3 min Discarded = 50.60 cfs @ 12.16 hrs, Volume= 6.311 af Primary = 5.98 cfs @ 12.16 hrs, Volume= 0.576 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.47' @ 12.16 hrs Surf.Area= 109,291 sf Storage= 66,212 cf Plug-Flow detention time= 30.3 min calculated for 6.887 af (100% of inflow) Center-of-Mass det. time= 29.4 min ( 810.7 - 781.3 ) 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 325.00'20.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=50.38 cfs @ 12.16 hrs HW=329.47' (Free Discharge) 2=Exfiltration (Exfiltration Controls 50.38 cfs) Primary OutFlow Max=5.97 cfs @ 12.16 hrs HW=329.47' (Free Discharge) 1=Culvert (Inlet Controls 5.97 cfs @ 3.38 fps) NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Existing Printed 1/22/2026Prepared 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 ) 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.227 ac Peak Elev=329.47' Storage=66,212 cf 102.49 cfs 56.58 cfs 50.60 cfs 5.98 cfs P1.1 P1.2 P1.3 P1.4 P1.5 P2.1 P3.1 P3.2 DP-1 DP-1 DP-2 DP-2 DP-3 DP-3 1P 2P 3P Routing Diagram for Regeneron Proposed Prepared by C T Male Associates, Printed 1/22/2026 HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Regeneron Proposed Printed 1/22/2026Prepared 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 Regeneron Proposed Printed 1/22/2026Prepared 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-Saratoga 24-hr S1 1-yr Default 24.00 1 2.22 2 2 10-yr NY-Saratoga 24-hr S1 10-yr Default 24.00 1 3.70 2 3 100-yr NY-Saratoga 24-hr S1 100-yr Default 24.00 1 6.15 2 Regeneron Proposed Printed 1/22/2026Prepared 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) 13.535 39 >75% Grass cover, Good, HSG A (P1.1, P1.2, P1.3, P1.4, P1.5, P2.1, P3.1, P3.2) 33.573 98 Paved parking, HSG A (P1.2, P1.3, P1.4, P1.5, P2.1, P3.1, P3.2) 10.391 98 Paved parking, HSG D (P1.1) 16.920 30 Woods, Good, HSG A (P1.1, P2.1, P3.1, P3.2) 74.419 72 TOTAL AREA Regeneron Proposed Printed 1/22/2026Prepared 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 64.028 HSG A P1.1, P1.2, P1.3, P1.4, P1.5, P2.1, P3.1, P3.2 0.000 HSG B 0.000 HSG C 10.391 HSG D P1.1 0.000 Other 74.419 TOTAL AREA Regeneron Proposed Printed 1/22/2026Prepared 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 13.535 0.000 0.000 0.000 0.000 13.535 >75% Grass cover, Good P1.1, P1.2, P1.3, P1.4, P1.5, P2.1, P3.1, P3.2 33.573 0.000 0.000 10.391 0.000 43.964 Paved parking P1.1, P1.2, P1.3, P1.4, P1.5, P2.1, P3.1, P3.2 16.920 0.000 0.000 0.000 0.000 16.920 Woods, Good P1.1, P2.1, P3.1, P3.2 64.028 0.000 0.000 10.391 0.000 74.419 TOTAL AREA Regeneron Proposed Printed 1/22/2026Prepared 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) n Width (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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared 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 83.66% Impervious Runoff Depth>1.14"Subcatchment P1.2: 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 P1.3: Tc=0.0 min CN=91 Runoff=6.54 cfs 0.348 af Runoff Area=402,595 sf 70.80% Impervious Runoff Depth>0.75"Subcatchment P1.4: Tc=6.0 min CN=81 Runoff=8.50 cfs 0.575 af Runoff Area=706,830 sf 88.36% Impervious Runoff Depth>1.36"Subcatchment P1.5: Tc=6.0 min CN=91 Runoff=28.74 cfs 1.834 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=422,886 sf 11.43% Impervious Runoff Depth=0.00"Subcatchment P3.1: Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=459,833 sf 10.71% Impervious Runoff Depth=0.00"Subcatchment P3.2: Tc=0.0 min CN=39 Runoff=0.00 cfs 0.000 af Inflow=2.34 cfs 0.085 afReach DP-1: DP-1 Outflow=2.34 cfs 0.085 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=315.30' Storage=16,064 cf Inflow=33.66 cfs 2.466 afPond 1P: Discarded=10.14 cfs 2.379 af Primary=2.34 cfs 0.085 af Outflow=12.48 cfs 2.463 af Peak Elev=327.82' Storage=20,965 cf Inflow=28.74 cfs 1.834 afPond 2P: Discarded=5.51 cfs 1.833 af Primary=0.00 cfs 0.000 af Outflow=5.51 cfs 1.833 af Peak Elev=327.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 3P: Outflow=0.00 cfs 0.000 af Total Runoff Area = 74.419 ac Runoff Volume = 4.310 af Average Runoff Depth = 0.70" 40.92% Pervious = 30.455 ac 59.08% Impervious = 43.964 ac NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 9HydroCAD® 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 452,612 98 Paved parking, HSG D 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 10HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.2: 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 320,894 98 Paved parking, HSG A 62,689 39 >75% Grass cover, Good, HSG A 383,583 88 Weighted Average 62,689 16.34% Pervious Area 320,894 83.66% 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 ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NY-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 11HydroCAD® 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 12HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.4: 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 285,029 98 Paved parking, HSG A 117,566 39 >75% Grass cover, Good, HSG A 402,595 81 Weighted Average 117,566 29.20% Pervious Area 285,029 70.80% 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 ) 9 8 7 6 5 4 3 2 1 0 NY-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 13HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.5: Runoff = 28.74 cfs @ 12.04 hrs, Volume= 1.834 af, Depth> 1.36" 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 624,521 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 706,830 91 Weighted Average 82,309 11.64% Pervious Area 624,521 88.36% 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 ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-Saratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=706,830 sf Runoff Volume=1.834 af Runoff Depth>1.36" Tc=6.0 min CN=91 28.74 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 14HydroCAD® 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 15HydroCAD® 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Area (sf) CN Description 48,357 98 Paved parking, HSG A 74,906 39 >75% Grass cover, Good, HSG A 299,623 30 Woods, Good, HSG A 422,886 39 Weighted Average 374,529 88.57% Pervious Area 48,357 11.43% 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-Saratoga 24-hr S1 1-yr Rainfall=2.22" Runoff Area=422,886 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 16HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.2: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" 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-Saratoga 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 P3.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 NY-Saratoga 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 17HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 53.262 ac, 77.61% Impervious, Inflow Depth = 0.02" for 1-yr event Inflow = 2.34 cfs @ 12.26 hrs, Volume= 0.085 af Outflow = 2.34 cfs @ 12.26 hrs, Volume= 0.085 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 ) 2 1 0 Inflow Area=53.262 ac 2.34 cfs 2.34 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 18HydroCAD® 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-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 19HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 20.264 ac, 11.06% 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=20.264 ac 0.00 cfs 0.00 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 20HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 53.262 ac, 77.61% Impervious, Inflow Depth > 0.56" for 1-yr event Inflow = 33.66 cfs @ 12.04 hrs, Volume= 2.466 af Outflow = 12.48 cfs @ 12.26 hrs, Volume= 2.463 af, Atten= 63%, Lag= 12.9 min Discarded = 10.14 cfs @ 12.26 hrs, Volume= 2.379 af Primary = 2.34 cfs @ 12.26 hrs, Volume= 0.085 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= 315.30' @ 12.26 hrs Surf.Area= 14,606 sf Storage= 16,064 cf Plug-Flow detention time= 8.7 min calculated for 2.458 af (100% of inflow) Center-of-Mass det. time= 8.1 min ( 876.9 - 868.7 ) 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 314.00'30.000 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=10.14 cfs @ 12.26 hrs HW=315.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 10.14 cfs) Primary OutFlow Max=2.32 cfs @ 12.26 hrs HW=315.29' (Free Discharge) 2=Culvert (Inlet Controls 2.32 cfs @ 2.71 fps) NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 21HydroCAD® 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=53.262 ac Peak Elev=315.30' Storage=16,064 cf 33.66 cfs 12.48 cfs 10.14 cfs 2.34 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 22HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 16.227 ac, 88.36% Impervious, Inflow Depth > 1.36" for 1-yr event Inflow = 28.74 cfs @ 12.04 hrs, Volume= 1.834 af Outflow = 5.51 cfs @ 12.49 hrs, Volume= 1.833 af, Atten= 81%, Lag= 26.8 min Discarded = 5.51 cfs @ 12.49 hrs, Volume= 1.833 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= 327.82' @ 12.49 hrs Surf.Area= 11,904 sf Storage= 20,965 cf Plug-Flow detention time= 28.2 min calculated for 1.833 af (100% of inflow) Center-of-Mass det. time= 27.8 min ( 858.1 - 830.2 ) 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 325.00'20.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=5.51 cfs @ 12.49 hrs HW=327.82' (Free Discharge) 2=Exfiltration (Exfiltration Controls 5.51 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=325.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 23HydroCAD® 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 ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.227 ac Peak Elev=327.82' Storage=20,965 cf 28.74 cfs 5.51 cfs 5.51 cfs 0.00 cfs NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 24HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 327.00' @ 0.00 hrs Surf.Area= 136 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) 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 327.00'30.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.09 cfs potential flow) NY-Saratoga 24-hr S1 1-yr Rainfall=2.22"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 25HydroCAD® 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=10.556 ac Peak Elev=327.00' Storage=0 cf 0.00 cfs 0.00 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 26HydroCAD® 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 83.66% Impervious Runoff Depth>2.45"Subcatchment P1.2: 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 P1.3: Tc=0.0 min CN=91 Runoff=13.01 cfs 0.699 af Runoff Area=402,595 sf 70.80% Impervious Runoff Depth>1.87"Subcatchment P1.4: Tc=6.0 min CN=81 Runoff=22.84 cfs 1.440 af Runoff Area=706,830 sf 88.36% Impervious Runoff Depth>2.73"Subcatchment P1.5: Tc=6.0 min CN=91 Runoff=57.69 cfs 3.689 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=422,886 sf 11.43% Impervious Runoff Depth>0.02"Subcatchment P3.1: Tc=10.0 min CN=39 Runoff=0.03 cfs 0.016 af Runoff Area=459,833 sf 10.71% Impervious Runoff Depth>0.02"Subcatchment P3.2: Tc=0.0 min CN=39 Runoff=0.03 cfs 0.018 af Inflow=20.67 cfs 1.609 afReach DP-1: DP-1 Outflow=20.67 cfs 1.609 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=317.53' Storage=55,408 cf Inflow=89.55 cfs 6.247 afPond 1P: Discarded=14.26 cfs 4.634 af Primary=20.67 cfs 1.609 af Outflow=34.92 cfs 6.243 af Peak Elev=329.15' Storage=41,309 cf Inflow=57.69 cfs 3.689 afPond 2P: Discarded=20.76 cfs 3.377 af Primary=4.57 cfs 0.308 af Outflow=25.33 cfs 3.686 af Peak Elev=327.01' Storage=2 cf Inflow=0.03 cfs 0.018 afPond 3P: Outflow=0.03 cfs 0.018 af Total Runoff Area = 74.419 ac Runoff Volume = 9.715 af Average Runoff Depth = 1.57" 40.92% Pervious = 30.455 ac 59.08% Impervious = 43.964 ac NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 27HydroCAD® 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 452,612 98 Paved parking, HSG D 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 28HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.2: 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 320,894 98 Paved parking, HSG A 62,689 39 >75% Grass cover, Good, HSG A 383,583 88 Weighted Average 62,689 16.34% Pervious Area 320,894 83.66% 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 ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NY-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 29HydroCAD® 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 30HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.4: 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 285,029 98 Paved parking, HSG A 117,566 39 >75% Grass cover, Good, HSG A 402,595 81 Weighted Average 117,566 29.20% Pervious Area 285,029 70.80% 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 ) 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 31HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.5: Runoff = 57.69 cfs @ 12.04 hrs, Volume= 3.689 af, Depth> 2.73" 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 624,521 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 706,830 91 Weighted Average 82,309 11.64% Pervious Area 624,521 88.36% 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 ) 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-Saratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=706,830 sf Runoff Volume=3.689 af Runoff Depth>2.73" Tc=6.0 min CN=91 57.69 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 32HydroCAD® 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 33HydroCAD® 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Area (sf) CN Description 48,357 98 Paved parking, HSG A 74,906 39 >75% Grass cover, Good, HSG A 299,623 30 Woods, Good, HSG A 422,886 39 Weighted Average 374,529 88.57% Pervious Area 48,357 11.43% 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-Saratoga 24-hr S1 10-yr Rainfall=3.70" Runoff Area=422,886 sf Runoff Volume=0.016 af Runoff Depth>0.02" Tc=10.0 min CN=39 0.03 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 34HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.2: Runoff = 0.03 cfs @ 23.95 hrs, Volume= 0.018 af, Depth> 0.02" 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-Saratoga 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 P3.2: 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-Saratoga 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 35HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 53.262 ac, 77.61% Impervious, Inflow Depth = 0.36" for 10-yr event Inflow = 20.67 cfs @ 12.29 hrs, Volume= 1.609 af Outflow = 20.67 cfs @ 12.29 hrs, Volume= 1.609 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 ) 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=53.262 ac 20.67 cfs 20.67 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 36HydroCAD® 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-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 37HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 20.264 ac, 11.06% Impervious, Inflow Depth > 0.01" 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=20.264 ac 0.03 cfs 0.03 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 38HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 53.262 ac, 77.61% Impervious, Inflow Depth > 1.41" for 10-yr event Inflow = 89.55 cfs @ 12.04 hrs, Volume= 6.247 af Outflow = 34.92 cfs @ 12.29 hrs, Volume= 6.243 af, Atten= 61%, Lag= 14.8 min Discarded = 14.26 cfs @ 12.29 hrs, Volume= 4.634 af Primary = 20.67 cfs @ 12.29 hrs, Volume= 1.609 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= 317.53' @ 12.29 hrs Surf.Area= 20,527 sf Storage= 55,408 cf Plug-Flow detention time= 14.9 min calculated for 6.230 af (100% of inflow) Center-of-Mass det. time= 14.5 min ( 843.8 - 829.3 ) 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 314.00'30.000 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=14.25 cfs @ 12.29 hrs HW=317.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 14.25 cfs) Primary OutFlow Max=20.65 cfs @ 12.29 hrs HW=317.52' (Free Discharge) 2=Culvert (Inlet Controls 20.65 cfs @ 6.57 fps) NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 39HydroCAD® 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=53.262 ac Peak Elev=317.53' Storage=55,408 cf 89.55 cfs 34.92 cfs 14.26 cfs20.67 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 40HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 16.227 ac, 88.36% Impervious, Inflow Depth > 2.73" for 10-yr event Inflow = 57.69 cfs @ 12.04 hrs, Volume= 3.689 af Outflow = 25.33 cfs @ 12.20 hrs, Volume= 3.686 af, Atten= 56%, Lag= 9.5 min Discarded = 20.76 cfs @ 12.20 hrs, Volume= 3.377 af Primary = 4.57 cfs @ 12.20 hrs, Volume= 0.308 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.15' @ 12.20 hrs Surf.Area= 44,844 sf Storage= 41,309 cf Plug-Flow detention time= 34.3 min calculated for 3.686 af (100% of inflow) Center-of-Mass det. time= 33.7 min ( 835.5 - 801.8 ) 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 325.00'20.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=20.75 cfs @ 12.20 hrs HW=329.15' (Free Discharge) 2=Exfiltration (Exfiltration Controls 20.75 cfs) Primary OutFlow Max=4.57 cfs @ 12.20 hrs HW=329.15' (Free Discharge) 1=Culvert (Inlet Controls 4.57 cfs @ 2.97 fps) NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 41HydroCAD® 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 ) 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.227 ac Peak Elev=329.15' Storage=41,309 cf 57.69 cfs 25.33 cfs 20.76 cfs 4.57 cfs NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 42HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: 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 Discarded = 0.03 cfs @ 23.95 hrs, Volume= 0.018 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 327.01' @ 23.95 hrs Surf.Area= 144 sf Storage= 2 cf Plug-Flow detention time= 0.9 min calculated for 0.018 af (100% of inflow) Center-of-Mass det. time= 0.7 min ( 1,220.2 - 1,219.5 ) 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 327.00'30.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.10 cfs @ 23.95 hrs HW=327.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) NY-Saratoga 24-hr S1 10-yr Rainfall=3.70"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 43HydroCAD® 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 ) 0.034 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 Peak Elev=327.01' Storage=2 cf 0.03 cfs 0.03 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 44HydroCAD® 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 83.66% Impervious Runoff Depth>4.77"Subcatchment P1.2: 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 P1.3: Tc=0.0 min CN=91 Runoff=22.88 cfs 1.307 af Runoff Area=402,595 sf 70.80% Impervious Runoff Depth>4.02"Subcatchment P1.4: Tc=6.0 min CN=81 Runoff=48.06 cfs 3.094 af Runoff Area=706,830 sf 88.36% Impervious Runoff Depth>5.10"Subcatchment P1.5: Tc=6.0 min CN=91 Runoff=102.49 cfs 6.896 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=422,886 sf 11.43% Impervious Runoff Depth>0.49"Subcatchment P3.1: Tc=10.0 min CN=39 Runoff=2.02 cfs 0.394 af Runoff Area=459,833 sf 10.71% Impervious Runoff Depth>0.49"Subcatchment P3.2: Tc=0.0 min CN=39 Runoff=2.22 cfs 0.430 af Inflow=36.27 cfs 4.968 afReach DP-1: DP-1 Outflow=36.27 cfs 4.968 af Inflow=2.41 cfs 0.163 afReach DP-2: DP-2 Outflow=2.41 cfs 0.163 af Inflow=2.02 cfs 0.394 afReach DP-3: DP-3 Outflow=2.02 cfs 0.394 af Peak Elev=321.41' Storage=153,006 cf Inflow=190.29 cfs 13.123 afPond 1P: Discarded=20.75 cfs 8.148 af Primary=36.27 cfs 4.968 af Outflow=57.01 cfs 13.116 af Peak Elev=329.47' Storage=66,212 cf Inflow=102.49 cfs 6.896 afPond 2P: Discarded=50.60 cfs 6.311 af Primary=5.98 cfs 0.576 af Outflow=56.58 cfs 6.887 af Peak Elev=329.21' Storage=2,124 cf Inflow=2.22 cfs 0.430 afPond 3P: Outflow=1.46 cfs 0.430 af Total Runoff Area = 74.419 ac Runoff Volume = 20.431 af Average Runoff Depth = 3.29" 40.92% Pervious = 30.455 ac 59.08% Impervious = 43.964 ac NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 45HydroCAD® 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 452,612 98 Paved parking, HSG D 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 46HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.2: 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 320,894 98 Paved parking, HSG A 62,689 39 >75% Grass cover, Good, HSG A 383,583 88 Weighted Average 62,689 16.34% Pervious Area 320,894 83.66% 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 ) 55 50 45 40 35 30 25 20 15 10 5 0 NY-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 47HydroCAD® 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 48HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.4: 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 285,029 98 Paved parking, HSG A 117,566 39 >75% Grass cover, Good, HSG A 402,595 81 Weighted Average 117,566 29.20% Pervious Area 285,029 70.80% 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 ) 50 45 40 35 30 25 20 15 10 5 0 NY-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 49HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1.5: Runoff = 102.49 cfs @ 12.04 hrs, Volume= 6.896 af, Depth> 5.10" 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 624,521 98 Paved parking, HSG A 82,309 39 >75% Grass cover, Good, HSG A 706,830 91 Weighted Average 82,309 11.64% Pervious Area 624,521 88.36% 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 ) 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 NY-Saratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=706,830 sf Runoff Volume=6.896 af Runoff Depth>5.10" Tc=6.0 min CN=91 102.49 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 50HydroCAD® 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-Saratoga 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-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 51HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.1: Runoff = 2.02 cfs @ 12.50 hrs, Volume= 0.394 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Area (sf) CN Description 48,357 98 Paved parking, HSG A 74,906 39 >75% Grass cover, Good, HSG A 299,623 30 Woods, Good, HSG A 422,886 39 Weighted Average 374,529 88.57% Pervious Area 48,357 11.43% 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-Saratoga 24-hr S1 100-yr Rainfall=6.15" Runoff Area=422,886 sf Runoff Volume=0.394 af Runoff Depth>0.49" Tc=10.0 min CN=39 2.02 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 52HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3.2: Runoff = 2.22 cfs @ 12.40 hrs, Volume= 0.430 af, Depth> 0.49" 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-Saratoga 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 P3.2: Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 2 1 0 NY-Saratoga 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 53HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 Inflow Area = 53.262 ac, 77.61% Impervious, Inflow Depth = 1.12" for 100-yr event Inflow = 36.27 cfs @ 12.45 hrs, Volume= 4.968 af Outflow = 36.27 cfs @ 12.45 hrs, Volume= 4.968 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 ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=53.262 ac 36.27 cfs 36.27 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 54HydroCAD® 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-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 55HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 Inflow Area = 20.264 ac, 11.06% Impervious, Inflow Depth > 0.23" for 100-yr event Inflow = 2.02 cfs @ 12.50 hrs, Volume= 0.394 af Outflow = 2.02 cfs @ 12.50 hrs, Volume= 0.394 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=20.264 ac 2.02 cfs 2.02 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 56HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Inflow Area = 53.262 ac, 77.61% Impervious, Inflow Depth > 2.96" for 100-yr event Inflow = 190.29 cfs @ 12.04 hrs, Volume= 13.123 af Outflow = 57.01 cfs @ 12.45 hrs, Volume= 13.116 af, Atten= 70%, Lag= 24.6 min Discarded = 20.75 cfs @ 12.45 hrs, Volume= 8.148 af Primary = 36.27 cfs @ 12.45 hrs, Volume= 4.968 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= 321.41' @ 12.45 hrs Surf.Area= 29,879 sf Storage= 153,006 cf Plug-Flow detention time= 24.3 min calculated for 13.116 af (100% of inflow) Center-of-Mass det. time= 23.9 min ( 829.7 - 805.8 ) 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 314.00'30.000 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=20.75 cfs @ 12.45 hrs HW=321.41' (Free Discharge) 1=Exfiltration (Exfiltration Controls 20.75 cfs) Primary OutFlow Max=36.27 cfs @ 12.45 hrs HW=321.41' (Free Discharge) 2=Culvert (Inlet Controls 36.27 cfs @ 11.54 fps) NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 57HydroCAD® 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=53.262 ac Peak Elev=321.41' Storage=153,006 cf 190.29 cfs 57.01 cfs 20.75 cfs 36.27 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 58HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 2P: Inflow Area = 16.227 ac, 88.36% Impervious, Inflow Depth > 5.10" for 100-yr event Inflow = 102.49 cfs @ 12.04 hrs, Volume= 6.896 af Outflow = 56.58 cfs @ 12.16 hrs, Volume= 6.887 af, Atten= 45%, Lag= 7.3 min Discarded = 50.60 cfs @ 12.16 hrs, Volume= 6.311 af Primary = 5.98 cfs @ 12.16 hrs, Volume= 0.576 af Routed to Pond 1P : Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.47' @ 12.16 hrs Surf.Area= 109,291 sf Storage= 66,212 cf Plug-Flow detention time= 30.3 min calculated for 6.887 af (100% of inflow) Center-of-Mass det. time= 29.4 min ( 810.7 - 781.3 ) 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 325.00'20.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=50.38 cfs @ 12.16 hrs HW=329.47' (Free Discharge) 2=Exfiltration (Exfiltration Controls 50.38 cfs) Primary OutFlow Max=5.97 cfs @ 12.16 hrs HW=329.47' (Free Discharge) 1=Culvert (Inlet Controls 5.97 cfs @ 3.38 fps) NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 59HydroCAD® 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 ) 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.227 ac Peak Elev=329.47' Storage=66,212 cf 102.49 cfs 56.58 cfs 50.60 cfs 5.98 cfs NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 60HydroCAD® 10.20-5c s/n 00410 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: 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 = 1.46 cfs @ 12.52 hrs, Volume= 0.430 af, Atten= 34%, Lag= 7.0 min Discarded = 1.46 cfs @ 12.52 hrs, Volume= 0.430 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 329.21' @ 12.52 hrs Surf.Area= 2,101 sf Storage= 2,124 cf Plug-Flow detention time= 13.3 min calculated for 0.430 af (100% of inflow) Center-of-Mass det. time= 12.4 min ( 970.1 - 957.7 ) 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 327.00'30.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.45 cfs @ 12.52 hrs HW=329.21' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.45 cfs) NY-Saratoga 24-hr S1 100-yr Rainfall=6.15"Regeneron Proposed Printed 1/22/2026Prepared by C T Male Associates Page 61HydroCAD® 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 ) 2 1 0 Inflow Area=10.556 ac Peak Elev=329.21' Storage=2,124 cf 2.22 cfs 1.46 cfs C.T. MALE ASSOCIATES Appendix D WQv Calculations 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 2.54 2.54 100 0.95 10,511 2 0.62 0.62 100 0.95 2,566 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 3.16 3.16 100 0.95 13077 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 New ConstructionWhat is the nature of this construction project? Step 4 - Calcuate Minimum RRv Required Hydrologic Soil Group Acres S A 0.62 55% B 0.00 40% C 0.00 30% D 0.00 20% Total Area 0.62 S =0.55 Impervious = 0.62 acres Precipitation 1.20 inches Rv 0.95 Minimum RRv 0.032 af 1394 cf Enter the Soils Data for the site Calculate the Minimum RRv C.T. MALE ASSOCIATES APPENDIX E Wetland Delineation Map Sar a t o g a S p a S t a t e Par k W e s t A v e n u e Geyser L o o p R o a d Avenue Of The Pines Geyser R o a d W a l k w a y White Farm Road Duplainville Road Entrance R o o s e v e l t D r i v e Av e n u e Of T h e P i n e s Gideon Putnam Road Sa r a t o g a Sp a S t a t e Pa r k Ski d m o r e D r i v e Roosevelt Court Old B a l l s t o n Av e n u e N o r t h S o u t h R o a d Winners Circle Mohegan Court C a s i n o D r i v e Wa l k w a y C a d y H i l l B o u l e v a r d P r e a k n e s s W a y Derby Dri v e H a t h o r n B o u l e v a r d Ha r r y Dr i v e Co e s a Dri v e A n n i e D r i v e Jane Street Roosevelt Drive Extension Aqueduct Drive Quevic Drive S a r a t o g a S p a S t a t e P a r k Wilshire Bouleva r d Aven u e Of Th e Pine s Karner Drive Albany Street Ball s t o n A v e n u e Winners Circle Arapaho Path Newark Street Baker Road Unlimited Driv e Pame l a L a n e Grande Bouleva r d K a t i e L a n e L a r k s p u r D r i v e Vichy Drive F r e e d o m W a y Ba l l s t o n A v e n u e W h i t e F a r m s R o a d Ti f f a n y P l a c e W a l k w a y T o m m y L u t h e r D r i v e Sk y w a r d D r i v e Adams Road Tr a i n T r a c k s A c c e s s R o a d Marsel Drive WPA UP1 WPB UP2 UP3WPC New York State, Maxar City of Saratoga Springs Saratoga County, NY Project Number: 24.5316 Data Source: NYSGIS Clearinghouse Projection: State Plane NAD83 NYE (Feet) Date: 10/02/2025 GIS: J Spain Figure 1: Geyser Road Wetland Delineation Map 0 600 1,200300 US Feet 1 inch = 600' Legend Survey Limits Delineated Wetlands NYSDEC 100' AA Wetland Flag Point Wetland Data Plot Note: A delineation of wetlands and waterbodies was performed by C.T. Male staff on September 25, 2025 in accordance with the 1987 U.S. Army Corps of Engineers (Corps) Wetland Delineation Manual and the Northcentral and Northeast Regional supplement, and the NYSDEC Freshwater Wetland Delineation Manual dated July 1995. Wetland flags were surveyed using a Trimble GEO7X GPS unit. Wetland A PEM Wetland B PEM Wetland C PEM 1 2 3 45 6 7 8 1 Photo Location Geyser Brook NYSDEC Class C(T) Avenue Of The P i n e s Geyser R o a d Bal l s t o n A v e n u e Av e n u e O f T h e P i n e s Sa r a t o g a S p a S t a t e P a r k Old B a l l s t o n A v e n u e Avenue Of The Pines Bal l s t o n A v e n u e WPA UP1 WPB UP3 WPC New York State, Maxar, Microsoft City of Saratoga Springs Saratoga County, NY Project Number: 24.5319 Data Source: NYSGIS Clearinghouse Projection: State Plane NAD83 NYE (Feet) Date: 10/02/2025 GIS: J Spain Geyser Road Wetland Delineation Map 0 100 20050 US Feet 1 inch = 100' Legend Survey Limits Delineated Wetlands NYSDEC 100' AA Wetland Flag Point Wetland Data Plot Note: A delineation of wetlands and waterbodies was performed by C.T. Male staff on September 25, 2025 in accordance with the 1987 U.S. Army Corps of Engineers (Corps) Wetland Delineation Manual and the Northcentral and Northeast Regional supplement, and the NYSDEC Freshwater Wetland Delineation Manual dated July 1995. Wetland flags were surveyed using a Trimble GEO7X GPS unit. Wetland A PEM Wetland B PEM Wetland C PEM Wetland Contd. 1 Photo Location 7 8 3 4 Geyser Brook NYSDEC Class C(T) C.T. MALE ASSOCIATES APPENDIX F Agency Species Lists C.T. MALE ASSOCIATES APPENDIX G Visual Renderings 4 S P A C E S 14 S P A C E S 17 S P A C E S 20 S P A C E S 32 S P A C E S 10 ADA SPACE S 33 S P A C E S 32 S P A C E S 31 S P A C E S 30 S P A C E S 27 S P A C E S 24 S P A C E S 17 S P A C E S 10 SPACES 12 SPACES 12 SPACES 14 SPACES 14 SPACES 11 SPACES 11 SPACES 11 SPACES 11 SPACES 10 S P A C ES 11 S P AC ES 11 S P A C ES 23 S P AC ES 12 S P AC ES 11 SP A C ES 17 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 17 ' 24 ' 0. 6 ' 8' DUPLAINVILLE ROADDUPLAINVILLE ROAD ADAMS ROADADAMS ROAD M A R S E L D R I V E M A R S E L D R I V E BLACKTOP PARKING AREA BLACKTOP PARKING AREA CONCRETE CURB RETAINING WALL RETAINING WALL STEPSSTEPS CO N CR E T E ST E P S BLA C KTOP CONCRETE CONCRETE CONCRETE CONCRETE DRAIN CONCRETE GRAVELCONCRETE CURB BLACKTOP CONCRETE EDGE OF GRAVEL EDGE OF GRAVEL RETAINING WALL BLAC K T O P WAL K RETAINING WALL BLACKTOP BLACKTOP BLACKTOP CO NCR ETE E DG E BLA C K T OP BL ACK TO P CO N C RE T E GRAVEL GRAVEL CON C RETE CO N C R E TE CONCRETE PAD W/PAVILION BUILDING GRAVEL BLACKTOP GRAINTE CURB FLAGPOLE BENCHES LAN D S CAPING E D G E CONCRETE BLACKTOP EDGE BLA C K T OP E DGE HEDG E R O W BRICK P AVERS VAULT GRANITE CURB CONCRETE WALL CONCRETE PADRETAINING WALL CONCRETE PAD EDGE OF GRAVEL CONCRETE PAD CONCRETE PAD BLACKTOP PATCH BLACKTOP EDGE BLACKTOP EDGE 1" COPPER PIPE SH E D BLACKTOP EDGE BL A C K T O P E DG E BLACKTOP PATCH METAL POST ED G E OF GR A V E L CONCRETE PAD BLACKTOP EDGE BLACKTOP EDGE BL A C K T O P E D G E BL A C K TOP E D GE BL A C K TO P E D G E BL A C K T O P ED G E BLACKTOP EDGE BLACKTOP EDGE BLACKTOP EDGE BL A C K TO P E D G E BL A C K T O P E D G E POST W/SHUT OFF DISCHARGE POST STEPS EDGE OF GRAVEL STEPS W/HANDRAIL RETAINING WALL ED G E OF GR A V E L CONCRETE ELECTRICAL PAD CONCRETE RETAINING WALL STEPSPORCH CONCRETE PAD BL A C K T O P E D G E BL A C K TO P E D G E BL A C K TO P E D G E BL A C K T O P E D G E EDGE OF GRAVEL EDGE OF GRAVEL STEPS STEPS EDGE OF GRAVEL EDGE OF GRAVEL COMPACTOR CO NCR ETE E DG E CO NCR ETE E DG E CO N CR E T E E D G E CO N C R E T E ED G E BLACKTOP RAMP BLACK TO P ED GE BLACK TO P E DGE CONCRETE EDGE CONCRETE EDGE CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PAD WITH ELECTRICAL PANEL GRAINTE CURB 2" PIPE HED GE ROW HEDGEROW HE DG E ROW BRIC K P A V E R S BRICK P AVERS GRAINT E CUR B RAISED BRICK PLANTER CONCRETE VAULT WB-67AASHTO 2018 (US)(c) 2025 Transoft Solu t i o ns, Inc. All rights reserved. WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. WB- 6 7 AAS H T O 2 0 18 ( U S ) (c) 2025 Tra n s o f t S o l u t i o n s , I n c . A l l r i g h t s r e s e r v e d . WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. MECHANICAL /OPEN CELL COOLING TOWER BULK CHEMICALS, BULK GAS , O2, CO2, N2 ELECTRICAL (115 KV SUBSTATION, GENERATORS,TRANSFORMERS) COMPACTORS PIPES / PIPE RACK GUARD HOUSE & PAVEMENT ADDITIONS PARKING GARAGE EXISTING BUILDING PHOTO SIMULATION - POINT OF VIEW & DIRECTION NORTH www.ctmale.com C.T. MALE ASSOCIATESC.T. MALE ASSOCIATESEngineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY ▪ JOHNSTOWN, NY ▪ POUGHKEEPSIE, NY ▪ SYRACUSE, NY OFSHEET DWG. NO: UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW C.T. MALE ASSOCIATES c DESIGNER : DRAFTED : CHECKED : PROJ. NO : SCALE : NONE DATE : PROJECT NUMBER: A-101 1 4 VIEW 1 01/14/ 2026 250998 Designer Author Checker 250998 REGENERON MASTER PLAN 56 DUPLAINVILLE ROAD EXISTING CONDITIONS - VIEW LOOKING NORTH ON ADAMS ROAD PROPOSED CONDITIONS - RENDERING WITH COLORS - VIEW LOOKING NORTH ON ADAMS ROAD PROPOSED CONDITIONS - RENDERING FINAL IMAGE - VIEW LOOKING NORTH ON ADAMS ROAD DATE NO.REVISION RECORD/DESCRIPTION DRAFTER CHECK 4 S P A C E S 14 S P A C E S 17 S P A C E S 20 S P A C E S 32 S P A C E S 10 ADA SPACE S 33 S P A C E S 32 S P A C E S 31 S P A C E S 30 S P A C ES27 S P A C E S 24 S P A C E S 17 S P A C E S 10 SPACES 12 SPACES 12 SPACES 14 SPACES 14 SPACES 11 SPACES 11 SPACES 11 SPACES 11 SPACES 10 S P AC ES 11 S P A C ES 11 S P AC ES 23 S P AC ES 12 S P AC ES 11 SP A C ES 17 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 17 ' 24 ' 0. 6 ' 8' DUPLAINVILLE ROADDUPLAINVILLE ROAD ADAMS ROADADAMS ROAD M A R S E L D R I V E M A R S E L D R I V E BLACKTOP PARKING AREA BLACKTOP PARKING AREA CONCRETE CURB RETAINING WALL RETAINING WALL STEPSSTEPS CO N CR E T E ST E P S BLA C KTOP CONCRETE CONCRETE CONCRETE CONCRETE DRAIN CONCRETE GRAVELCONCRETE CURB BLACKTOP CONCRETE EDGE OF GRAVEL EDGE OF GRAVEL RETAINING WALL BLAC K T O P WAL K RETAINING WALL BLACKTOP BLACKTOP BLACKTOP CO NCR ETE E DG E BLA C K T OP BLACK TO P CO N C RE T E GRAVEL GRAVEL CON C RETE CO N C R E TE CONCRETE PAD W/PAVILION BUILDING GRAVEL BLACKTOP GRAINTE CURB FLAGPOLE BENCHES LAND S CAPING E D G E CONCRETE BLACKTOP EDGE BLA C K T OP E DGE HED G E R O W BRIC K P A V E R S VAULT GRANITE CURB CONCRETE WALL CONCRETE PADRETAINING WALL CONCRETE PAD EDGE OF GRAVEL CONCRETE PAD CONCRETE PAD BLACKTOP PATCH BLACKTOP EDGE BLACKTOP EDGE 1" COPPER PIPE SH E D BLACKTOP EDGE BL A C K T O P E D G E BLACKTOP PATCH METAL POST ED G E OF GR A V E L CONCRETE PAD BLACKTOP EDGE BLACKTOP EDGE BL A C K T O P E D G E BL A C K TOP E D GE BL A C K TO P E D G E BL A C K T O P ED G E BLACKTOP EDGE BLACKTOP EDGE BLACKTOP EDGE BL A C K TO P E D G E BL A C K T O P E D G E POST W/SHUT OFF DISCHARGE POST STEPS EDGE OF GRAVEL STEPS W/HANDRAIL RETAINING WALL ED G E O F GR A V E L CONCRETE ELECTRICAL PAD CONCRETE RETAINING WALL STEPSPORCH CONCRETE PAD BL A C K T O P E D G E BL A C K TO P E D G E BL A C K T O P E D G E BL A C K T O P E D GE EDGE OF GRAVEL EDGE OF GRAVEL STEPS STEPS EDGE OF GRAVEL EDGE OF GRAVEL COMPACTOR CO NCR ETE E DG E CO NCR ETE E DG E CO N CR E T E E D G E CO N C R E T E ED G E BLACKTOP RAMP BLACK TO P ED GE BLACK TO P E DGE CONCRETE EDGE CONCRETE EDGE CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PAD WITH ELECTRICAL PANEL GRAINTE CURB 2" PIPE HED GE ROW HEDGEROW HE DG E ROW BRIC K P A V E R S BRICK P AVERS GRAINT E CUR B RAISED BRICK PLANTER CONCRETE VAULT WB-67AASHTO 2018 (US)(c) 2025 Transoft Solu t i o ns, Inc. All rights reserved. WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. WB- 6 7 AAS H T O 2 0 18 ( U S ) (c) 2025 Tra n s o f t S o l u t i o n s , I n c . A l l r i g h t s r e s e r v e d . WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. MECHANICAL /OPEN CELL COOLING TOWER BULK CHEMICALS, BULK GAS , O2, CO2, N2 ELECTRICAL (115 KV SUBSTATION, GENERATORS,TRANSFORMERS) COMPACTORS PIPES / PIPE RACK GUARD HOUSE & PAVEMENT ADDITIONS PARKING GARAGE EXISTING BUILDING PHOTO SIMULATION - POINT OF VIEW & DIRECTION NORTH www.ctmale.com C.T. MALE ASSOCIATESC.T. MALE ASSOCIATESEngineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY ▪ JOHNSTOWN, NY ▪ POUGHKEEPSIE, NY ▪ SYRACUSE, NY OFSHEET DWG. NO: UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW C.T. MALE ASSOCIATES c DESIGNER : DRAFTED : CHECKED : PROJ. NO : SCALE : NONE DATE : PROJECT NUMBER: A-102 2 4 VIEW 2 01/14/ 2026 250998 Designer Author Checker 250998 REGENERON MASTER PLAN 56 DUPLAINVILLE ROAD DATE NO.REVISION RECORD/DESCRIPTION DRAFTER CHECK EXISTING CONDITIONS - VIEW LOOKING SOUTH-WEST ON DUPLAINVILLE ROAD PROPOSED CONDITIONS - RENDERING WITH COLORS - VIEW LOOKING SOUTH-WEST ON DUPLAINVILLE ROAD PROPOSED CONDITIONS - RENDERING FINAL IMAGE - VIEW LOOKING SOUTH-WEST ON DUPLAINVILLE ROAD 4 S P A C E S 14 S P A C E S 17 S P A C E S 20 S P A C E S 32 S P A C E S 10 ADA SPACE S 33 S P A C E S 32 S P A C E S 31 S P A C E S 30 S P A C E S 27 S P A C E S 24 S P A C E S 17 S P A C E S 10 SPACES 12 SPACES 12 SPACES 14 SPACES 14 SPACES 11 SPACES 11 SPACES 11 SPACES 11 SPACES 10 S P AC ES 11 S P A C ES 11 S P AC ES 23 S P AC ES 12 S P AC ES 11 SP A C ES 17 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 17 ' 24 ' 0. 6 ' 8' DUPLAINVILLE ROADDUPLAINVILLE ROAD ADAMS ROADADAMS ROAD M A R S E L D R I V E M A R S E L D R I V E BLACKTOP PARKING AREA BLACKTOP PARKING AREA CONCRETE CURB RETAINING WALL RETAINING WALL STEPSSTEPS CO N CR E T E ST E P S BLA C KTOP CONCRETE CONCRETE CONCRETE CONCRETE DRAIN CONCRETE GRAVELCONCRETE CURB BLACKTOP CONCRETE EDGE OF GRAVEL EDGE OF GRAVEL RETAINING WALL BLA C K T O P WAL K RETAINING WALL BLACKTOP BLACKTOP BLACKTOP CO NCR ETE E DG E BLA C K T OP BL ACK TO P CO N C RE T E GRAVEL GRAVEL CON C RETE CO N C R E TE CONCRETE PAD W/PAVILION BUILDING GRAVEL BLACKTOP GRAINTE CURB FLAGPOLE BENCHES LAND S CAPING E D G E CONCRETE BLACKTOP EDGE BLA C K T OP E DGE HED G E R O W BRIC K P A V E R S VAULT GRANITE CURB CONCRETE WALL CONCRETE PADRETAINING WALL CONCRETE PAD EDGE OF GRAVEL CONCRETE PAD CONCRETE PAD BLACKTOP PATCH BLACKTOP EDGE BLACKTOP EDGE 1" COPPER PIPE SH E D BLACKTOP EDGE BL A C K T O P E D G E BLACKTOP PATCH METAL POST ED G E OF GR A V E L CONCRETE PAD BLACKTOP EDGE BLACKTOP EDGE BL A C K T O P E D G E BL A C K TOP E D GE BL A C K TO P E D G E BL A C K T O P ED G E BLACKTOP EDGE BLACKTOP EDGE BLACKTOP EDGE BL A C K TO P E D G E BL A C K T O P E D G E POST W/SHUT OFF DISCHARGE POST STEPS EDGE OF GRAVEL STEPS W/HANDRAIL RETAINING WALL ED G E O F GR A V E L CONCRETE ELECTRICAL PAD CONCRETE RETAINING WALL STEPSPORCH CONCRETE PAD BL A C K T O P E D G E BL A C K TO P E D G E BL A C K T O P E D G E BL A C K T O P E D GE EDGE OF GRAVEL EDGE OF GRAVEL STEPS STEPS EDGE OF GRAVEL EDGE OF GRAVEL COMPACTOR CO NCR ETE E DG E CO NCR ETE E DG E CO N CR E T E E D G E CO N C R E T E ED G E BLACKTOP RAMP BLACK TO P ED GE BLACK TO P E DGE CONCRETE EDGE CONCRETE EDGE CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PAD WITH ELECTRICAL PANEL GRAINTE CURB 2" PIPE HED GE ROW HEDGEROW HE DG E ROW BRIC K P A V E R S BRICK P AVERS GRAINT E CUR B RAISED BRICK PLANTER CONCRETE VAULT WB-67AASHTO 2018 (US)(c) 2025 Transoft Solut i ons, Inc. All rights reserved. WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. WB- 6 7 AAS H T O 2 0 18 ( U S ) (c) 2025 Tra n s o f t S o l u t i o n s , I n c . A l l r i g h t s r e s e r v e d . WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. MECHANICAL /OPEN CELL COOLING TOWER BULK CHEMICALS, BULK GAS , O2, CO2, N2 ELECTRICAL (115 KV SUBSTATION, GENERATORS,TRANSFORMERS) COMPACTORS PIPES / PIPE RACK GUARD HOUSE & PAVEMENT ADDITIONS PARKING GARAGE EXISTING BUILDING PHOTO SIMULATION - POINT OF VIEW & DIRECTION NORTH www.ctmale.com C.T. MALE ASSOCIATESC.T. MALE ASSOCIATESEngineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY ▪ JOHNSTOWN, NY ▪ POUGHKEEPSIE, NY ▪ SYRACUSE, NY OFSHEET DWG. NO: UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW C.T. MALE ASSOCIATES c DESIGNER : DRAFTED : CHECKED : PROJ. NO : SCALE : NONE DATE : PROJECT NUMBER: A-103 3 4 VIEW 3 01/14/ 2026 250998 Designer Author Checker 250998 REGENERON MASTER PLAN 56 DUPLAINVILLE ROAD DATE NO.REVISION RECORD/DESCRIPTION DRAFTER CHECK EXISTING CONDITIONS - VIEW LOOKING EAST-SOUTH ON DUPLAINVILLE ROAD PROPOSED CONDITIONS - RENDERING WITH COLORS - VIEW LOOKING EAST-SOUTH ON DUPLAINVILLE ROAD PROPOSED CONDITIONS - RENDERING FINAL IMAGE - VIEW LOOKING EAST-SOUTH ON DUPLAINVILLE ROAD 4 S P A C E S 14 S P A C E S 17 S P A C E S 20 S P A C E S 32 S P A C E S 10 ADA SPACE S 33 S P A C E S 32 S P A C E S 31 S P A C E S 30 S P A C E S 27 S P A C E S 24 S P A C E S 17 S P A C E S 10 SPACES 12 SPACES 12 SPACES 14 SPACES 14 SPACES 11 SPACES 11 SPACES 11 SPACES 11 SPACES 10 S P A C ES 11 S P AC ES 11 S P A C ES 23 S P AC ES 12 S P AC ES 11 SP A C ES 17 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 10 SPACES 17 ' 24 ' 0. 6 ' 8' DUPLAINVILLE ROADDUPLAINVILLE ROAD ADAMS ROADADAMS ROAD M A R S E L D R I V E M A R S E L D R I V E BLACKTOP PARKING AREA BLACKTOP PARKING AREA CONCRETE CURB RETAINING WALL RETAINING WALL STEPSSTEPS CO N CR E T E ST E P S BLA C KTOP CONCRETE CONCRETE CONCRETE CONCRETE DRAIN CONCRETE GRAVELCONCRETE CURB BLACKTOP CONCRETE EDGE OF GRAVEL EDGE OF GRAVEL RETAINING WALL BLA C K T O P WAL K RETAINING WALL BLACKTOP BLACKTOP BLACKTOP CO N C R ET E ED G E BLA C K T OP BL ACK TO P CO N C RE T E GRAVEL GRAVEL CON C RETE CO N C R E TE CONCRETE PAD W/PAVILION BUILDING GRAVEL BLACKTOP GRAINTE CURB FLAGPOLE BENCHES LAND S CAPING E D G E CONCRETE BLACKTOP EDGE BLA C K T OP E DGE HEDG E R O W BRICK P AVERS VAULT GRANITE CURB CONCRETE WALL CONCRETEPADRETAINING WALL CONCRETE PAD EDGE OF GRAVEL CONCRETE PAD CONCRETE PAD BLACKTOP PATCH BLACKTOP EDGE BLACKTOP EDGE 1" COPPER PIPE SH E D BLACKTOP EDGE BL A C K T O P E DG E BLACKTOP PATCH METAL POST ED G E O F GR A V EL CONCRETE PAD BLACKTOP EDGE BLACKTOP EDGE BL A C K T O P E D G E BL A C K TOP E D GE BL A C K TO P E D G E BL A C K T O P ED G E BLACKTOP EDGE BLACKTOP EDGE BLACKTOP EDGE BL A C K TO P E D G E BL A C K T O P E D G E POST W/SHUT OFF DISCHARGE POST STEPS EDGE OF GRAVEL STEPS W/HANDRAIL RETAINING WALL ED G E OF GR A V E L CONCRETE ELECTRICAL PAD CONCRETE RETAINING WALL STEPSPORCH CONCRETE PAD BL A C K T O P E D G E BL A C K T O P E D GE BL A C K TO P E D G E BL A C K T O P E D G E EDGE OF GRAVEL EDGE OF GRAVEL STEPS STEPS EDGE OF GRAVEL EDGE OF GRAVEL COMPACTOR CO NCR ETE E DG E CO NCR ETE E DG E CO N C R E TE E DG E CO N C R E T E ED G E BLACKTOPRAMP BLACK TO P ED GE BLACK TO P E DGE CONCRETE EDGE CONCRETE EDGE CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PADS CONCRETE PAD WITH ELECTRICAL PANEL GRAINTE CURB 2" PIPE HEDGE ROW HEDGEROW HE DG E ROW BRI C K P A V E R S BRICK P AVERS GRAINT E CUR B RAISED BRICK PLANTER CONCRETE VAULT WB-67AASHTO 2018 (US)(c) 2025 Transoft So l u t i o ns, Inc. All rights reserved. WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. WB- 6 7 AAS H T O 2 0 18 ( U S ) (c) 2025 Tra n s o f t S o l u t i o n s , I n c . A l l r i g h t s r e s e r v e d . WB-67AASHTO 2018 (US)(c) 2025 Transoft Solutions, Inc. All rights reserved. MECHANICAL /OPEN CELL COOLING TOWER BULK CHEMICALS, BULK GAS , O2, CO2, N2 ELECTRICAL (115 KV SUBSTATION, GENERATORS,TRANSFORMERS) COMPACTORS PIPES / PIPE RACK GUARD HOUSE & PAVEMENT ADDITIONS PARKING GARAGE EXISTING BUILDING PHOTO SIMULATION - POINT OF VIEW & DIRECTION NORTH www.ctmale.com C.T. MALE ASSOCIATESC.T. MALE ASSOCIATESEngineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY ▪ JOHNSTOWN, NY ▪ POUGHKEEPSIE, NY ▪ SYRACUSE, NY OFSHEET DWG. NO: UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW C.T. MALE ASSOCIATES c DESIGNER : DRAFTED : CHECKED : PROJ. NO : SCALE : NONE DATE : PROJECT NUMBER: A-104 4 4 VIEW 4 01/14/ 2026 250998 Designer Author Checker 250998 REGENERON MASTER PLAN 56 DUPLAINVILLE ROAD DATE NO.REVISION RECORD/DESCRIPTION DRAFTER CHECK EXISTING CONDITIONS - VIEW LOOKING EAST-SOUTH ON DUPLAINVILLE ROAD PROPOSED CONDITIONS - RENDERING WITH COLORS - VIEW LOOKING EAST-SOUTH ON DUPLAINVILLE ROAD PROPOSED CONDITIONS - RENDERING FINAL IMAGE - VIEW LOOKING EAST-SOUTH ON DUPLAINVILLE ROAD C.T. MALE ASSOCIATES APPENDIX H Traffic Assessment (prepared by Creighton Manning) January 30, 2026 Ms. Kathryn Serra, P.E. C.T. Male Associates 50 Century Hill Drive Latham, NY, 12110 RE: Traffic Assessment, Regeneron Saratoga Campus, 56 Duplainville Road, City of Saratoga Springs, Saratoga County, New York; CM Project No. R252023.00 Dear Ms. Serra: Creighton Manning Engineering & Surveying, PLLC (CM) has conducted a Traffic Assessment for the proposed Regeneron Saratoga Campus located at 56 Duplainville Road in the City of Saratoga Springs. This assessment is based on information provided in the “Overall Development Schematic Plan” prepared by C.T. Male Associates, dated December 16, 2025, which is included under Attachment A. 1.0 Project Description The proposed Regeneron Saratoga Springs Campus will utilize the vacant industrial building previously occupied by Quad Graphics, located at 56 Duplainville Road within the W J Grande Industrial Park. The project includes the construction of a parking garage with up to 1,000 spaces, a substation, site generators, and other ancillary buildings/structures along the perimeter of the existing building and within the area of the existing parking lots. After construction of a previously-approved addition in the southwest corner, the total area of the principal building will be 986,871 square-feet (SF). Access to the site is provided via Marsel Drive, located on the north side of Adams Road approximately 1,600-feet west of Cady Hill Boulevard. A truck-only access is provided on the existing site driveway on the south side of Duplainville Road approximately 530-feet east of Freedom Way. The project will eliminate the eastern driveway on Duplainville Road (approximately 1,000-feet east of Freedom Way). It is anticipated that the development will be built and fully occupied by 2030. The project location is shown in Figure 1 below. Study Intersection Site Access N Duplainville Rd Ca d y H i l l B l v d ( C R 4 4 ) Project Site Ms. Kathryn Serra, P.E. January 30, 2026 Page 2 of 8 2.0 Existing Conditions Roadways Serving the Site Adams Road is classified as an urban local road and generally travels in an east-west direction between Rowland Street at its western limits to Cady Hill Boulevard at its eastern limits. Adams Road generally consists of a 12-foot wide travel lane in each direction with no paved shoulders or sidewalks. The posted speed limit on Adams Road is 30-mph and land uses along the roadway consist of residential homes, Geyser Park, and industrial buildings associated with the W J Grande Industrial Park. Duplainville Road (CR 46) is classified as an urban local road, traveling in an east-west direction within the W J Grande Industrial Park between a dead end at its western limits to Cady Hill Boulevard at its eastern limits where the road transitions to Grande Boulevard and extends further east. Duplainville Road generally provides a 12-foot wide travel lane in each direction with three to five-foot wide paved shoulders and no sidewalks. The posted speed limit on Duplainville Road is 30-mph and land uses along the roadway consist of industrial uses associated with the W J Grande Industrial Park. Study Area Intersections • NY Route 50/Geyser Road (CR 43)/Avenue of the Pines – This is a four-leg intersection operating under actuated traffic signal control. The eastbound Geyser Road approach provides an exclusive left-turn lane and a shared though/right-turn lane. The westbound Avenue of the Pines approach provides one lane for shared travel movements. The northbound NY Route 50 approach provides an exclusive left-turn lane, two through lanes, and a separate right-turn lane while the southbound NY Route 50 approach provides an exclusive left-turn lane and two through lanes with shared right-turn movements. Marked crosswalks are provided on the west and north legs of the intersection with pedestrian push buttons and countdown timers. Sidewalks are also provided on all corners excluding the southeast corner. It is noted that bus stop shelters are provided on both sides of the north leg of the intersection for northbound and southbound buses on Route 450 of CDTA’s Schenectady- Wilton Line. • Geyser Road (CR 43)/Cady Hill Boulevard (CR 44) – This is a three-leg intersection operating under actuated traffic signal control. The eastbound Geyser Road approach provides one lane for shared left-turn/through travel movements while the westbound Geyser Road approach provides a through lane and a separate right- turn lane. The southbound Cady Hill Boulevard approach provides one left-turn lane and one right-turn lane. A marked crosswalk is provided on the north leg of the intersection with pedestrian push buttons and countdown timers. This crosswalk connects a multi-use trail which extends east and west on the north side of Geyser Road. There are no sidewalks provided on the south side of Geyser Road or on either side of Cady Hill Boulevard. • Cady Hill Boulevard (CR 44)/Adams Road/Old County Road – This is a four-leg intersection controlled by a stop sign on the eastbound Adams Road approach and a yield sign on the westbound Old County Road approach. It is noted that Old County Road is an access driveway for the industrial use at 49 Geyser Road. All approaches provide one lane for shared travel movements, and there are no sidewalks or marked crosswalks at the intersection. • Rowland Street (CR 47)/Adams Road – This is a three-leg intersection operating under stop sign control on the westbound Adams Road approach. All approaches provide a single lane for shared travel movements. There are no marked crosswalks or sidewalks provided at the intersection. Data Collection Table 1 summarizes the days and times the turning movement counts were conducted at the study intersections. Ms. Kathryn Serra, P.E. January 30, 2026 Page 3 of 8 Table 1 – Turning Movement Count Summary Intersection AM Peak Period (7:00 to 9:00 a.m.) PM Peak Period (4:00 to 6:00 p.m.) NY Route 50/Geyser Road/Avenue of the Pines January 14, 2026 January 13, 2026 Geyser Road/Cady Hill Boulevard January 13, 2026 January 13, 2026 Cady Hill Boulevard/Adams Road/Old County Road January 16, 2026 January 15, 2026 Rowland Street/Adams Road January 13, 2026 January 13, 2026 The observed weekday peak hours varied. These counts were seasonally factored to average conditions using the most recent Seasonal Adjustment Factors provided by the New York State Department of Transportation (NYSDOT). The Existing 2026 traffic volumes that have been balanced and seasonally factored at the study area intersections during weekday morning and evening peak hours are shown on Figure 2-1. An automatic traffic recorder (ATR) was installed on Geyser Road approximately 500-feet east of Cady Hill Boulevard from Wednesday, January 7, 2026 to Friday, January 9, 2026 to collect volume and speed data near the proposed site. Data collected from the ATR shows that Geyser Road currently serves 9,890 vehicles per weekday. The data also indicates that the 85th percentile speed1 on Geyser Road is 42-mph in the eastbound direction and 43-mph in the westbound direction. The raw ATR data and turning movement count data is included under Attachment B. 3.0 Traffic Assessment Trip Generation Trip generation determines the quantity of traffic expected to travel to/from the site. Peak hour trip generation data for the Regeneron Red Mill Campus located in East Greenbush, New York, was provided by the client since operations at this existing facility are expected to be similar to operations at the proposed Regeneron Saratoga Springs Campus. Table 2 summarizes the trip generation rates calculated from existing gate data provided by the client for the 2,372 employees associated with the Regeneron Red Mill Campus. It is noted that typical weekday morning and evening peak hour operations generally coincide with peak conditions of the adjacent street network. Table 2 – Existing Employee Trip Rate Summary (Regeneron Red Mill Campus) Land Use Staff AM Peak Hour 7:00 to 8:00 a.m. (Trips per Employee) PM Peak Hour 4:00 to 5:00 p.m. (Trips per Employee) Enter Exit Total Enter Exit Total Regeneron Pharmaceuticals – Red Mill Campus 2,372 employees 0.243 0.027 0.270 0.016 0.303 0.319 The rates from Table 2 were applied to operations of the proposed Regeneron Saratoga Springs Campus. It is expected that the Regeneron Saratoga Springs Campus will accommodate 400 employees associated with Phase I (first 3 years of development) and that the site will accommodate up to 1,000 total employees after full build-out. For the purposes of this study and to provide a worst-case assessment, full build-out of the Regeneron Saratoga Springs Campus was assumed with 1,000 employees. The expected weekday AM and PM trip generation for the proposed development are summarized in Table 3. Table 3 – Trip Generation Summary for Regeneron Saratoga Springs Campus Land Use Staff AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total Regeneron Pharmaceuticals – Saratoga Springs Campus 1,000 employees 243 27 270 16 303 319 1 The 85th percentile speed is the speed in which 85 percent of drivers were observed driving at or below. Ms. Kathryn Serra, P.E. January 30, 2026 Page 4 of 8 The proposed development of the Regeneron Saratoga Springs Campus will generate a total of 270 trips during the AM peak hour and 319 trips during the PM peak hour after full build-out of the site based on the trip generation rates calculated from the Regeneron Red Mill Campus. A review of SEQR documentation of the approved Quad Graphics expansion that previously occupied the facility at 56 Duplainville Road indicates that the original use would generate a total of 389 exiting trips during the PM peak hour which was the highest peak hour of operation on a typical workday. It is noted that re-occupancy of this facility by the proposed Regeneron Saratoga Springs Campus will generate 70 fewer total trips during the PM peak hour when compared to Quad Graphics which received a SEQR negative declaration notice. It is also noted that information provided by the client for the proposed Regeneron Saratoga Springs Campus indicates that the 1,000 employees associated the general office staff and manufacturing/technology operations will operate under the following approximate shifting schedule on a typical weekday: • 1st Shift (6:00 a.m. to 4:00 p.m.) – 750 employees • 2nd Shift (1:00 p.m. to 11:00 p.m.) – 150 employees • 3rd Shift (10:00 p.m. to 8:00 a.m.) – 100 employees This staggered shift operation is similar to the Regeneron Red Mill Campus and reduces the total number of employees arriving and departing the facility at the same time, particularly during the peak hours of the adjacent street network. Future Traffic Volumes To evaluate the impact of the proposed development, traffic projections were prepared for a 2030 year of completion. Historical traffic volume data published by the NYSDOT indicates that traffic volume growth on Geyser Road in the vicinity of the site has decreased over the past several years. In order to provide a conservative assessment, a growth rate of ½ percent per year was used to estimate general background growth in traffic volumes. Additionally, research into proposed development projects underway near the project site was conducted to determine if any upcoming projects will affect future traffic volumes through the study intersections. The following other developments have been approved in the project area: • Slack Chemical Company – Warehouse addition located at 3 Unlimited Drive (Saratoga Springs). • Skyward Warehouse Uses (Saratoga Springs) – o Warehouse (Lot 1) located on the west side of Skyward Drive (20 Skyward Drive). o Warehouse (Lot 2) located on the east side of Skyward Drive. • Mill Town Center – Mixed-use development located north of Trieble Avenue (Milton). • Doubleday Avenue – Mixed-use development located on the west side of Doubleday Avenue (Milton). Trips for these other approved developments were estimated and distributed through the local roadway network. The general background growth rate was applied to the Existing 2026 traffic volumes, and the trips estimated from the other known development projects were added to develop the 2030 No-Build traffic volumes, representing future traffic conditions in the study area without the proposed development. These volumes are illustrated on Figure 2-2. Traffic generated by the project was distributed on the study area roadways based on the existing turning movement counts conducted at the site intersections and expected travel routes. It is noted that 5% of traffic was routed to/from the north toward Duplainville Road via Cady Hill Boulevard to reflect trucks using the truck-only access in the northwest corner of the site. The trip distribution patterns and trip assignment are shown on Figure 3-1 and Figure 3-2. The site generated trips were added to the No-Build 2030 traffic volumes resulting in the 2030 Build traffic volumes for the weekday AM and PM peak hours as shown on Figure 4. Ms. Kathryn Serra, P.E. January 30, 2026 Page 5 of 8 Traffic Operations Intersection Level of Service (LOS) and capacity analysis relate traffic volumes to the physical characteristics of an intersection. Intersection evaluations were made using the Synchro 11 Software, which automates the procedures contained in the Highway Capacity Manual. Table 4 summarizes the results of the level of service calculations for the proposed project. The detailed level of service analyses are included under Attachment C. Table 4 – Level of Service Summary Intersection Co n t r o l AM Peak Hour PM Peak Hour 2026 Existing 2030 No-Build 2030 Build 2026 Existing 2030 No-Build 2030 Build NY Route 50/Geyser Road/Avenue of the Pines S Geyser Road EB Avenue of the Pines WB NY Route 50 NB NY Route 50 SB L TR LTR L T,T R L T TR B (13.1) A (9.7) C (21.6) B (14.7) B (17.2) B (14.9) B (14.8) B (17.2) B (17.3) B (13.5) A (9.8) C (23.5) B (15.8) B (18.2) B (15.7) B (15.8) B (18.9) B (19.2) B (14.1) B (10.1) C (26.1) B (17.4) B (18.9) B (16.3) B (17.2) C (22.0) C (23.4) B (15.7) B (11.4) C (28.3) B (17.1) B (18.0) B (16.1) B (15.5) C (23.3) C (23.7) B (17.5) B (12.5) C (32.1) B (19.3) B (19.7) B (17.7) B (17.0) C (26.5) C (26.9) C (22.6) B (13.9) D (38.1) C (23.4) C (23.6) C (21.2) C (20.4) C (31.9) C (32.6) Overall B (15.9) B (16.9) B (19.0) C (20.4) C (22.8) C (26.7) Geyser Road/Cady Hill Boulevard S Geyser Road EB Geyser Road WB Cady Hill Boulevard SB LT T R L R A (5.4) A (4.3) A (2.8) B (11.2) A (8.2) A (5.7) A (4.4) A (2.8) B (11.4) A (8.3) A (6.0) A (4.3) A (3.3) B (12.5) A (9.0) A (5.7) A (7.1) A (2.5) B (11.6) A (7.9) A (5.9) A (7.6) A (2.3) B (12.0) A (8.4) A (9.3) B (11.8) A (1.7) B (16.7) A (8.1) Overall A (5.5) A (5.7) A (5.7) A (7.1) A (7.5) B (11.8) Cady Hill Boulevard/Adams Road/Old County Road U* Adams Road EB Old County Road WB Cady Hill Boulevard NB Cady Hill Boulevard SB LTR LTR L L A (9.5) A (0.0) A (7.4) A (0) A (9.6) A (0.0) A (7.5) A (0) B (12.1) A (0.0) A (8.0) A (0) B (11.9) B (14.1) A (8.0) A (0) B (12.3) B (14.8) A (8.0) A (0) C (17.4) D (31.6) A (8.1) A (0) Rowland Street/Adams Road U Adams Road WB Rowland Street SB LR L B (11.0) A (8.1) B (12.0) A (8.3) B (12.1) A (8.4) B (13.1) A (8.8) B (14.1) A (9.0) B (14.5) A (9.0) Adams Road/Marsel Drive U Adams Road EB Marsel Road SB L LR -- -- -- -- A (7.8) B (10.4) -- -- -- -- A (7.5) B (12.3) U, S = Unsignalized intersection, Signalized intersection EB, WB, NB, SB = Eastbound, Westbound, Northbound, and Southbound intersection approaches L, T, R = Left-turn, Through, and/or Right-turn movements X (Y.Y) = Level of service (Average delay in seconds per vehicle) * Note that the WB Old County Road approach is controlled by a yield sign. For the purposes of this analysis, a stop sign was assumed in the Synchro model The impact of the project can be described by comparing the analysis of the No-Build and Build operating conditions. The following observation are evident from this analysis: • NY Route 50/Geyser Road (CR 43)/Avenue of the Pines – The level of service analysis indicates that this intersection will operate at an overall LOS B during the AM peak hour with all approaches operating at LOS C or better through Build conditions with an increase in overall vehicle delay of two (2) seconds. In addition, the analysis indicates that this intersection will operate at an overall LOS C during the PM peak hour with all approaches operating at LOS C or better through No-Build conditions. After full build-out of the proposed development, this intersection will continue to operate at an overall LOS C with an increase in average vehicle delay of approximately four (4) seconds. All lanes will continue to operate at LOS C or better with the exception of the westbound Avenue of the Pines approach which will change from LOS C to LOS D with Ms. Kathryn Serra, P.E. January 30, 2026 Page 6 of 8 an increase in average vehicle delay of approximately six (6) seconds. It is noted that minor signal timing changes cannot improve conditions on this approach during the PM peak hour; therefore, no mitigation is recommended since the intersection will continue to operate at acceptable levels of service during the AM and PM peak hours after re-occupancy of the site. It is noted that this intersection likely operated similar to the Build condition during the peak hours when Quad Graphics was fully staffed. • Geyser Road (CR 43)/Cady Hill Boulevard (CR 44) – The level of service analysis indicates that this intersection operates at an overall LOS A with all approaches operating at LOS B or better through No-Build conditions during the AM and PM peak hours. After build-out of the proposed site, this intersection will operate at an overall LOS A/B during the AM and PM peak hours with an increase in average vehicle delay of approximately four (4) seconds or less with all lanes operating at LOS B or better. A queuing evaluation was also conducted at the signalized Geyser Road/Cady Hill Boulevard intersection to determine if queuing associated with traffic operations impact the unsignalized Adams Road/Old Country Road intersection on Cady Hill Boulevard located to the north. This unsignalized intersection on Cady Hill Boulevard is located approximately 125-feet north of the stop line and can accommodate approximately five (5) vehicles in queue before operations of Adams Road and Old Country Road is impacted. Table 5 summarizes the queues on the southbound Cady Hill Boulevard approach. Table 5 – Queuing Summary (in feet) Intersection Available Storage AM Peak Hour PM Peak Hour No-Build Build No-Build Build 50th 95th 50th 95th 50th 95th 50th 95th Geyser Road/Cady Hill Boulevard Cady Hill Boulevard SB L R 125 125 25 0 25 25 25 0 25 25 25 25 50 25 100 25 150 25 SB = Southbound intersection approach - L, R = Left-turn and Right-turn movements Build Conditions – The Synchro model indicates that the southbound Cady Hill Boulevard right-turn lane will experience average and 95th percentile vehicle queues of approximately one vehicle (25-feet) or less during the AM and PM peak hours through build-out conditions which will not impact the adjacent Adams Road/Old Country Road intersection. In addition, the Synchro model indicates that the southbound Cady Hill Boulevard left-turn lane will experience average and 95th percentile vehicle queues of approximately one vehicle (25-feet) during the AM peak hour through build-out conditions; however, the average vehicle queue will increase from one vehicle (25-feet) to four vehicles (100-feet) during the PM peak hour after build-out of the site. In addition, the 95th percentile vehicle queue during the PM peak hour will increase from two vehicles (50-feet) to six vehicles (150-feet) after build-out of the site. While the average vehicle queue will not impact the adjacent unsignalized intersection, the 95th percentile queue will extend back and potentially impact operations of Adams Road/Old Country Road during the PM peak hour as the traffic signal cycles through the phases of the timing plan. It is noted that these conditions are likely similar to what was experienced when Quad Graphics was fully staffed and occupied. A review of the SimTraffic simulation indicates that good operations are typically provided between these two closely spaced intersections; however, there are instances when the southbound queue will extend back and impact traffic operations at the Adams Road/Old Country Road intersection on Cady Hill Boulevard. The two screen shots of the SimTraffic simulation (shown below) show average and worst-case conditions that could exist. It is noted that the eastbound queue that extends onto Adams Road dissipates quickly when the green phase associated with the southbound Cady Hill Boulevard approach is activated. The installation of a “Do Not Block Cross Road” sign (NYS Supplement to the MUTCD NYR9-4) should be considered on the southbound approach Ms. Kathryn Serra, P.E. January 30, 2026 Page 7 of 8 to Cady Hill Boulevard so that vehicles do not block access to Adams Road. This will ensure that northbound vehicles on Cady Hill Boulevard turning left onto Adams Road are not blocked. • Cady Hill Boulevard (CR 44)/Adams Road/Old County Road – The level of service analysis indicates that the northbound and southbound left-turn movements on Cady Hill Boulevard will operate at LOS A through Build conditions during both peak hours. In addition, the eastbound Adams Road approach operates at LOS A/B during the AM and PM peak hours through No-Build conditions. After build-out of the site, the eastbound Adams Road approach will operate at LOS B/C during the AM and PM peak hours with an increase in average vehicle delay of five (5) seconds or less. In addition, the westbound Old County Road approach will operate at LOS A during the AM peak hour through Build conditions, however, this approach will change from LOS B to LOS D during the PM peak hour after development of the site due to the increase in opposing traffic. It is noted that only 10 vehicles were observed exiting Old Country Road during the PM peak hour so the increase in delay does not impact a significant number of motorists. In addition, a review of the SimTraffic simulation indicates that the operation of the adjacent traffic signal creates gaps in traffic and that average delay during the PM peak hour on the westbound approach is actually closer to 10 seconds which is equivalent to LOS B. As noted above, the installation of a “Do Not Block Cross Road” sign should be considered on the southbound approach to Cady Hill Boulevard. No additional mitigation is recommended. • Rowland Street (CR 47)/Adams Road – The level of service analysis indicates that the southbound left-turn movement on Rowland Street will operate at LOS A during both peak hours while the westbound Adams Road approach will operate at LOS B during both peak hours through full build-out of the site with an increase in average vehicle delay less than one (1) second. No mitigation is recommended at this intersection. • Adams Road/Marsel Drive – This intersection will provide access to the proposed site. It is recommended that the southbound Marsel Drive approach continue to operate under stop-sign control and that single lanes be provided for shared travel movements on all approaches. The level of service analysis indicates Average Vehicle Queue Conditions 95th Percentile Vehicle Queue Conditions Ms. Kathryn Serra, P.E. January 30, 2026 Page 8 of 8 that the eastbound left-turn movement on Adams Road will operate at LOS A during both peak hours while the southbound Marsel Drive approach will operate at LOS B during both peak hours after build-out of the site. 4.0 Conclusions The proposed Regeneron Saratoga Springs Campus will utilize the vacant industrial building located at 56 Duplainville Road. The project includes the construction of a parking garage with up to 1,000 spaces, a substation, site generators, and other ancillary buildings/structures along the perimeter of the existing building and within the area of the existing parking lots. After construction of a previously-approved addition in the southwest corner, the total area of the principal building will be 986,871 SF. Access to the site is provided via Marsel Drive, located on the north side of Adams Road. A truck-only access is provided on the existing site driveway on the south side of Duplainville Road approximately 530-feet east of Freedom Way. The project will eliminate the eastern driveway on Duplainville Road (approximately 1,000-feet east of Freedom Way). It is anticipated that the development will be built and fully occupied by 2030. The following conclusions are noted: • The proposed development will generate a total of 270 trips during the AM peak hour and 319 trips during the PM peak hour after full build-out of the site with 1,000 employees. It is noted that this is less trips than the previous tenant of the building (Quad Graphics), which was expected to generate a total of 389 exiting trips during peak hour of operation (PM peak hour) under its proposed expansion which received a SEQR negative declaration notice. • The level of service assessment indicates that all study intersections will operate adequately after development of the site during the AM and PM peak hours. It is noted that these intersections likely operated similar to Build conditions during the peak hours when Quad Graphics was fully staffed • A queuing assessment at the Geyser Road/Cady Hill Boulevard intersection indicates that while the average vehicle queue on the southbound approach will not impact the adjacent unsignalized intersection, the 95th percentile queue will extend back and potentially impact operations of Adams Road/Old Country Road during the PM peak hour as the traffic signal cycles through the phases of the timing plan. A review of the SimTraffic simulation indicates that good operations are typically provided between these two closely spaced intersections; however, there are instances when the southbound queue will extend back and impact traffic operations at the Adams Road/Old Country Road. The installation of a “Do Not Block Cross Road” sign (NYS Supplement to the MUTCD NYR9-4) should be considered on the southbound approach to Cady Hill Boulevard so that vehicles do not block access to Adams Road. This will ensure that northbound vehicles on Cady Hill Boulevard turning left onto Adams Road are not blocked. Please feel free to call our office if you have any questions or comments regarding the above assessment. Respectfully submitted, Creighton Manning Mark Nadolny Matt Flaherty, P.E. (NY, MA) Associate Project Engineer Attachments Z:\2025\R252023.00 - CTMale-Regeneron Saratoga\Working Docs\Reports\2026-01-30_Regeneron Saratoga Traffic Assessment_R252023.docx 2026 EXISTING 2030 NO-BUILD N N N1 2 Z: \ 2 0 2 5 \ R 2 5 2 0 2 3 . 0 0 - C T M a l e - R e g e n e r o n S a r a t o g a \ C A D \ B C A D \ d g n _ c o n n e c t 2 0 2 3 \ f i g u r e s \ R 2 5 2 0 2 3 _ f i g _ t r a f _ 0 1 . d g n PROJECT: DATE: FIGURE:2CITY OF SARATOGA SPRINGS, NY REGENERON SARATOGA CAMPUS R252023.00 01/2026 TRAFFIC VOLUMES 5 ( 3 5 ) 30 ( 1 7 0 ) 0 ( 0 ) 0 (0) 0 (1) 0 (9) (6 6 ) 3 9 (6 7 ) 1 1 8 (1 ) 1 2 (17) 17 (0) 1 (50) 70 AM PEAK HOUR (PM PEAK HOUR) AM PEAK HOUR (PM PEAK HOUR) BL V D CA D Y H I L L 15 ( 4 4 ) 85 ( 1 8 5 ) 134 (123) 150 (435) (11) 35 (309) 362 17 1 ( 3 7 5 ) 21 3 ( 4 1 3 ) 28 ( 3 4 ) 26 (49) 98 (144) 16 (34) (2 6 ) 3 4 (3 5 7 ) 3 6 7 (4 4 ) 2 9 (307) 254 (131) 138 (30) 18 26 6 ( 3 4 8 ) 51 ( 3 4 ) 20 (84) 4 (17) (3 7 2 ) 2 8 2 (1 1 ) 1 3 50 GEYSER RDRO W L A N D S T ADAMS RD 5 ( 3 6 ) 34 ( 1 8 9 ) 0 ( 0 ) 0 (0) 0 (1) 0 (9) (6 7 ) 4 0 (7 4 ) 1 3 3 (1 ) 1 2 (17) 17 (0) 1 (51) 71 BL V D CA D Y H I L L 16 ( 4 9 ) 89 ( 2 0 0 ) 146 (129) 185 (491) (13) 39 (337) 418 21 3 ( 4 1 5 ) 22 0 ( 4 2 7 ) 29 ( 3 5 ) 27 (50) 120 (163) 16 (35) (3 2 ) 4 2 (3 6 9 ) 3 7 7 (4 5 ) 3 0 (352) 298 (153) 157 (37) 23 32 2 ( 4 1 8 ) 52 ( 3 5 ) 20 (86) 4 (17) (4 1 5 ) 3 6 4 (1 1 ) 1 3 50 GEYSER RDRO W L A N D S T ADAMS RD THE PINES AVENUE OF THE PINES AVENUE OF RD OLD COUNTY RD OLD COUNTY TRIP DISTRIBUTION TRIP ASSIGNMENT N N 1 2 Z: \ 2 0 2 5 \ R 2 5 2 0 2 3 . 0 0 - C T M a l e - R e g e n e r o n S a r a t o g a \ C A D \ B C A D \ d g n _ c o n n e c t 2 0 2 3 \ f i g u r e s \ R 2 5 2 0 2 3 _ f i g _ t r a f _ 0 1 . d g n PROJECT: DATE: FIGURE:3CITY OF SARATOGA SPRINGS, NY REGENERON SARATOGA CAMPUS R252023.00 01/2026 TRAFFIC VOLUMES 85 % (85%) ENTERING (EXITING) AM PEAK HOUR (PM PEAK HOUR) BL V D CA D Y H I L L (1 5 % ) (7 5 % ) 75% 15% 40 % 25% 10 % (40%) (25%) (10%) 10 %(10%) 50 GEYSER RDRO W L A N D S T (1 0 % ) (8 5 % ) 85% 10% ADAMS RD SITE DR MA R S E L (1 3 ) 2 0 7 (258) 23 BL V D CA D Y H I L L 4 ( 4 5 ) 20 ( 2 2 8 ) 183 (12) (2) 36 98 ( 6 ) 61 (4) (2 ) 2 4 (122) 10 (76) 7 (30) 3 24 ( 2 ) 3 (30) 50 GEYSER RDRO W L A N D S T 3 ( 3 0 ) 23 ( 2 5 8 ) 207 (13) (2) 24 ADAMS RD SITE DR MA R S E L THE PINES AVENUE OF THE PINES AVENUE OF RD OLD COUNTY RD OLD COUNTY 5% (5 % ) 1 ( 1 5 ) (1 ) 1 2 2030 BUILD N Z: \ 2 0 2 5 \ R 2 5 2 0 2 3 . 0 0 - C T M a l e - R e g e n e r o n S a r a t o g a \ C A D \ B C A D \ d g n _ c o n n e c t 2 0 2 3 \ f i g u r e s \ R 2 5 2 0 2 3 _ f i g _ t r a f _ 0 1 . d g n PROJECT: DATE: FIGURE:4CITY OF SARATOGA SPRINGS, NY REGENERON SARATOGA CAMPUS R252023.00 01/2026 TRAFFIC VOLUMES 5 ( 3 6 ) 35 ( 2 0 4 ) 0 ( 0 ) 0 (0) 0 (1) 0 (9) (8 0 ) 2 4 7 (7 5 ) 1 4 5 (1 ) 1 2 (17) 17 (0) 1 (309) 94 AM PEAK HOUR (PM PEAK HOUR) BL V D CA D Y H I L L 20 ( 9 4 ) 10 9 ( 4 2 8 ) 329 (141) 185 (491) (15) 75 (337) 418 31 1 ( 4 2 1 ) 22 0 ( 4 2 7 ) 29 ( 3 5 ) 27 (50) 181 (167) 16 (35) (3 4 ) 6 6 (3 6 9 ) 3 7 7 (4 5 ) 3 0 (474) 308 (229) 164 (67) 26 32 2 ( 4 1 8 ) 76 ( 3 7 ) 23 (116) 4 (17) (4 1 5 ) 3 6 4 (1 1 ) 1 3 50 GEYSER RDRO W L A N D S T 3 ( 3 0 ) 23 ( 2 5 8 ) 207 (13) 45 (104) (2) 24 (68) 89 ADAMS RD SITE DR MA R S E L THE PINES AVENUE OF RD OLD COUNTY Attachment A Site Plan Regeneron Saratoga Springs Campus City of Saratoga Springs, New York Attachment B Traffic Volume Data Regeneron Saratoga Springs Campus City of Saratoga Springs, New York R252023: Geyser Rd & Cady Hill Boulevard AM - TMCR252023: Geyser Rd & Cady Hill Boulevard AM - TMC Tue Jan 13, 2026 Full Length (7 AM-9 AM) All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370903, Location: 43.059597, -73.821649, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Geyser Road Cady Hill Boulevard Direction Eastbound Westbound Southbound Time L T U AppApp Ped*T R U RR AppApp Ped*L R U RR AppApp Ped*IntInt 2026-01-13 7:00AM 1 66 0 6767 0 17 12 0 6 3535 0 24 2 0 1 2727 0 129129 7:15AM 5 94 0 9999 0 23 14 0 4 4141 0 18 0 0 1 1919 0 159159 7:30AM 6 94 0 100100 0 29 15 0 10 5454 0 25 2 0 3 3030 0 184184 7:45AM 15 80 0 9595 0 46 25 0 14 8585 0 20 1 0 3 2424 0 204204 Hourly Total 27 334 0 361361 0 115 66 0 34 215215 0 87 5 0 8 100100 0 676676 8:00AM 6 65 0 7171 1 40 32 0 9 8181 0 11 3 0 0 1414 0 166166 8:15AM 1 65 0 6666 0 37 15 0 8 6060 0 16 2 0 0 1818 0 144144 8:30AM 2 70 0 7272 0 32 9 0 9 5050 0 20 2 0 1 2323 0 145145 8:45AM 11 81 0 9292 0 45 17 0 4 6666 0 21 3 0 5 2929 0 187187 Hourly Total 20 281 0 301301 1 154 73 0 30 257257 0 68 10 0 6 8484 0 642642 9:00AM 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 00 Hourly Total 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 00 0 00 TotalTotal 47 615 0 662662 1 269 139 0 64 472472 0 155 15 0 14 184184 0 13181318 % Approach% Approach 7.1%92.9%0%---57.0%29.4%0%13.6%---84.2%8.2%0%7.6%---- % Total% Total 3.6%46.7%0%50.2%50.2%-20.4%10.5%0%4.9%35.8%35.8%-11.8%1.1%0%1.1%14.0%14.0%-- LightsLights 43 599 0 642642 -254 113 0 55 422422 -122 12 0 8 142142 -1206 % Lights% Lights 91.5%97.4%0%97.0%97.0%-94.4%81.3%0%85.9%89.4%89.4%-78.7%80.0%0%57.1%77.2%77.2%-91.5% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 4 8 0 1212 -9 22 0 6 3737 -29 1 0 2 3232 -81 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 8.5%1.3%0%1.8%1.8%-3.3%15.8%0%9.4%7.8%7.8%-18.7%6.7%0%14.3%17.4%17.4%-6.1% BusesBuses 0 8 0 88 -6 4 0 3 1313 -4 2 0 4 1010 -31 % Buses% Buses 0%1.3%0%1.2%1.2%-2.2%2.9%0%4.7%2.8%2.8%-2.6%13.3%0%28.6%5.4%5.4%-2.4% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0% Pedestrians ----1 -----0 -----0 % Pedestrians ----100%------------- Bicycles on Crosswalk ----0 -----0 -----0 % Bicycles on Crosswalk ----0%------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 1 of 4 R252023: Geyser Rd & Cady Hill Boulevard AM - TMCR252023: Geyser Rd & Cady Hill Boulevard AM - TMC Tue Jan 13, 2026 AM Peak (7:15 AM - 8:15 AM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370903, Location: 43.059597, -73.821649, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Geyser Road Cady Hill Boulevard Direction Eastbound Westbound Southbound Time L T U AppApp Ped*T R U RR AppApp Ped*L R U RR AppApp Ped*IntInt 2026-01-13 7:15AM 5 94 0 9999 0 23 14 0 4 4141 0 18 0 0 1 1919 0 159159 7:30AM 6 94 0 100100 0 29 15 0 10 5454 0 25 2 0 3 3030 0 184184 7:45AM 15 80 0 9595 0 46 25 0 14 8585 0 20 1 0 3 2424 0 204204 8:00AM 6 65 0 7171 1 40 32 0 9 8181 0 11 3 0 0 1414 0 166166 TotalTotal 32 333 0 365365 1 138 86 0 37 261261 0 74 6 0 7 8787 0 713713 % Approach% Approach 8.8%91.2%0%---52.9%33.0%0%14.2%---85.1%6.9%0%8.0%---- % Total% Total 4.5%46.7%0%51.2%51.2%-19.4%12.1%0%5.2%36.6%36.6%-10.4%0.8%0%1.0%12.2%12.2%-- PHFPHF 0.533 0.886 -0.9130.913 -0.750 0.672 -0.661 0.7680.768 -0.740 0.500 -0.583 0.7250.725 -0.874 LightsLights 30 322 0 352352 -132 69 0 32 233233 -62 6 0 2 7070 -655 % Lights% Lights 93.8%96.7%0%96.4%96.4%-95.7%80.2%0%86.5%89.3%89.3%-83.8%100%0%28.6%80.5%80.5%-91.9% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 2 5 0 77 -3 14 0 4 2121 -12 0 0 2 1414 -42 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 6.3%1.5%0%1.9%1.9%-2.2%16.3%0%10.8%8.0%8.0%-16.2%0%0%28.6%16.1%16.1%-5.9% BusesBuses 0 6 0 66 -3 3 0 1 77 -0 0 0 3 33 -16 % Buses% Buses 0%1.8%0%1.6%1.6%-2.2%3.5%0%2.7%2.7%2.7%-0%0%0%42.9%3.4%3.4%-2.2% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%0%0%0%-0%0%0%0%0%0%-0% Pedestrians ----1 -----0 -----0 % Pedestrians ----100%------------- Bicycles on Crosswalk ----0 -----0 -----0 % Bicycles on Crosswalk ----0%------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 3 of 4 R252023: Geyser Rd & Cady Hill Boulevard AM - TMCR252023: Geyser Rd & Cady Hill Boulevard AM - TMC Tue Jan 13, 2026 AM Peak (7:15 AM - 8:15 AM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370903, Location: 43.059597, -73.821649, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US [N] Cady Hill Boulevard [E ] G e y s e r R o a d [W ] G e y s e r R o a d To t a l : 6 6 8 To t a l : 5 1 6 Total: 242 Ou t : 4 0 7 Ou t : 1 5 1 Out: 155 In : 2 6 1 In : 3 6 5 In: 87 138 333 7 4 1 3 123 32 1 4 of 4 R252023: Geyser Rd & Cady Hill Boulevard PM - TMCR252023: Geyser Rd & Cady Hill Boulevard PM - TMC Tue Jan 13, 2026 Full Length (4 PM-6 PM) All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370907, Location: 43.059597, -73.821649, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Geyser Road Cady Hill Boulevard Direction Eastbound Westbound Southbound Time L T U AppApp Ped*T R U RR AppApp Ped*L R U RR AppApp Ped*IntInt 2026-01-13 4:00PM 3 63 0 6666 0 92 17 0 7 116116 0 18 5 0 3 2626 1 208208 4:15PM 4 57 0 6161 0 94 28 0 6 128128 0 23 2 0 3 2828 0 217217 4:30PM 3 72 0 7575 0 110 13 0 19 142142 0 51 9 0 6 6666 0 283283 4:45PM 3 75 0 7878 0 108 18 0 10 136136 0 49 5 0 7 6161 0 275275 Hourly Total 13 267 0 280280 0 404 76 0 42 522522 0 141 21 0 19 181181 1 983983 5:00PM 0 80 0 8080 0 88 13 0 6 107107 0 38 7 0 0 4545 1 232232 5:15PM 2 60 0 6262 0 78 15 0 10 103103 0 26 7 0 5 3838 0 203203 5:30PM 3 64 0 6767 0 94 16 0 8 118118 0 25 1 0 3 2929 0 214214 5:45PM 2 54 0 5656 0 94 18 0 1 113113 0 19 3 0 0 2222 0 191191 Hourly Total 7 258 0 265265 0 354 62 0 25 441441 0 108 18 0 8 134134 1 840840 6:00PM 0 0 0 00 0 1 0 0 0 11 0 0 0 0 0 00 0 11 Hourly Total 0 0 0 00 0 1 0 0 0 11 0 0 0 0 0 00 0 11 TotalTotal 20 525 0 545545 0 759 138 0 67 964964 0 249 39 0 27 315315 2 18241824 % Approach% Approach 3.7%96.3%0%---78.7%14.3%0%7.0%---79.0%12.4%0%8.6%---- % Total% Total 1.1%28.8%0%29.9%29.9%-41.6%7.6%0%3.7%52.9%52.9%-13.7%2.1%0%1.5%17.3%17.3%-- LightsLights 8 524 0 532532 -747 95 0 57 899899 -231 37 0 25 293293 -1724 % Lights% Lights 40.0%99.8%0%97.6%97.6%-98.4%68.8%0%85.1%93.3%93.3%-92.8%94.9%0%92.6%93.0%93.0%-94.5% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 4 1 0 55 -4 10 0 3 1717 -17 1 0 2 2020 -42 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 20.0%0.2%0%0.9%0.9%-0.5%7.2%0%4.5%1.8%1.8%-6.8%2.6%0%7.4%6.3%6.3%-2.3% BusesBuses 8 0 0 88 -8 33 0 6 4747 -1 0 0 0 11 -56 % Buses% Buses 40.0%0%0%1.5%1.5%-1.1%23.9%0%9.0%4.9%4.9%-0.4%0%0%0%0.3%0.3%-3.1% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 1 11 -0 1 0 0 11 -2 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%1.5%0.1%0.1%-0%2.6%0%0%0.3%0.3%-0.1% Pedestrians ----0 -----0 -----1 % Pedestrians ----------------50.0%- Bicycles on Crosswalk ----0 -----0 -----1 % Bicycles on Crosswalk ----------------50.0%- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 1 of 4 R252023: Geyser Rd & Cady Hill Boulevard PM - TMCR252023: Geyser Rd & Cady Hill Boulevard PM - TMC Tue Jan 13, 2026 PM Peak (4:15 PM - 5:15 PM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370907, Location: 43.059597, -73.821649, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Geyser Road Cady Hill Boulevard Direction Eastbound Westbound Southbound Time L T U AppApp Ped*T R U RR AppApp Ped*L R U RR AppApp Ped*IntInt 2026-01-13 4:15PM 4 57 0 6161 0 94 28 0 6 128128 0 23 2 0 3 2828 0 217217 4:30PM 3 72 0 7575 0 110 13 0 19 142142 0 51 9 0 6 6666 0 283283 4:45PM 3 75 0 7878 0 108 18 0 10 136136 0 49 5 0 7 6161 0 275275 5:00PM 0 80 0 8080 0 88 13 0 6 107107 0 38 7 0 0 4545 1 232232 TotalTotal 10 284 0 294294 0 400 72 0 41 513513 0 161 23 0 16 200200 1 10071007 % Approach% Approach 3.4%96.6%0%---78.0%14.0%0%8.0%---80.5%11.5%0%8.0%---- % Total% Total 1.0%28.2%0%29.2%29.2%-39.7%7.1%0%4.1%50.9%50.9%-16.0%2.3%0%1.6%19.9%19.9%-- PHFPHF 0.625 0.888 -0.9190.919 -0.909 0.643 -0.526 0.9010.901 -0.789 0.611 -0.571 0.7540.754 -0.888 LightsLights 2 283 0 285285 -393 44 0 33 470470 -149 22 0 14 185185 -940 % Lights% Lights 20.0%99.6%0%96.9%96.9%-98.3%61.1%0%80.5%91.6%91.6%-92.5%95.7%0%87.5%92.5%92.5%-93.3% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 2 1 0 33 -2 4 0 1 77 -11 0 0 2 1313 -23 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 20.0%0.4%0%1.0%1.0%-0.5%5.6%0%2.4%1.4%1.4%-6.8%0%0%12.5%6.5%6.5%-2.3% BusesBuses 6 0 0 66 -5 24 0 6 3535 -1 0 0 0 11 -42 % Buses% Buses 60.0%0%0%2.0%2.0%-1.3%33.3%0%14.6%6.8%6.8%-0.6%0%0%0%0.5%0.5%-4.2% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 1 11 -0 1 0 0 11 -2 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%2.4%0.2%0.2%-0%4.3%0%0%0.5%0.5%-0.2% Pedestrians ----0 -----0 -----0 % Pedestrians ----------------0%- Bicycles on Crosswalk ----0 -----0 -----1 % Bicycles on Crosswalk ----------------100%- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 3 of 4 R252023: Geyser Rd & Cady Hill Boulevard PM - TMCR252023: Geyser Rd & Cady Hill Boulevard PM - TMC Tue Jan 13, 2026 PM Peak (4:15 PM - 5:15 PM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370907, Location: 43.059597, -73.821649, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US [N] Cady Hill Boulevard [E ] G e y s e r R o a d [W ] G e y s e r R o a d To t a l : 9 5 8 To t a l : 7 3 3 Total: 323 Ou t : 4 4 5 Ou t : 4 3 9 Out: 123 In : 5 1 3 In : 2 9 4 In: 200 400 284 1 6 1 3 9 113 10 1 4 of 4 R252023: NY Route 50 & Geyser Rd AM - TMCR252023: NY Route 50 & Geyser Rd AM - TMC Wed Jan 14, 2026 Full Length (7 AM-9 AM) All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370912, Location: 43.05785, -73.807618, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Avenue Of The Pines NY Route 50 NY Route 50 Direction Eastbound Westbound Northbound Southbound Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt 2026-01-14 7:00AM 51 37 2 0 9090 -2 7 6 0 1515 -6 50 8 0 6464 -1 41 25 0 6767 0 236236 7:15AM 77 30 3 0 110110 -6 13 5 0 2424 -5 78 8 0 9191 -4 38 25 0 6767 0 292292 7:30AM 67 40 4 0 111111 -2 16 6 0 2424 -5 73 6 0 8484 -7 46 49 0 102102 0 321321 7:45AM 68 38 4 0 110110 -5 36 6 0 4747 -5 86 4 0 9595 -8 55 39 0 102102 0 354354 Hourly Total 263 145 13 0 421421 -15 72 23 0 110110 -21 287 26 0 334334 -20 180 138 0 338338 0 12031203 8:00AM 46 19 2 0 6767 -4 19 4 0 2727 -11 91 6 0 108108 -3 45 35 0 8383 0 285285 8:15AM 52 30 7 0 8989 -4 19 8 0 3131 -10 87 11 0 108108 -8 50 34 0 9292 0 320320 8:30AM 58 23 3 0 8484 -2 13 3 0 1818 -10 104 6 0 120120 -5 49 29 0 8383 0 305305 8:45AM 54 26 6 0 8686 -5 18 9 0 3232 -9 101 7 0 117117 -9 76 36 0 121121 0 356356 Hourly Total 210 98 18 0 326326 -15 69 24 0 108108 -40 383 30 0 453453 -25 220 134 0 379379 0 12661266 9:00AM 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 1 0 11 0 11 Hourly Total 0 0 0 0 00 -0 0 0 0 00 -0 0 0 0 00 -0 0 1 0 11 0 11 TotalTotal 473 243 31 0 747747 -30 141 47 0 218218 -61 670 56 0 787787 -45 400 273 0 718718 0 24702470 % Approach% Approach 63.3%32.5%4.1%0%---13.8%64.7%21.6%0%---7.8%85.1%7.1%0%---6.3%55.7%38.0%0%---- % Total% Total 19.1%9.8%1.3%0%30.2%30.2%-1.2%5.7%1.9%0%8.8%8.8%-2.5%27.1%2.3%0%31.9%31.9%-1.8%16.2%11.1%0%29.1%29.1%-- LightsLights 443 236 26 0 705705 -28 134 44 0 206206 -50 641 54 0 745745 -44 387 246 0 677677 -2333 % Lights% Lights 93.7%97.1%83.9%0%94.4%94.4%-93.3%95.0%93.6%0%94.5%94.5%-82.0%95.7%96.4%0%94.7%94.7%-97.8%96.8%90.1%0%94.3%94.3%-94.5% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 21 3 5 0 2929 -2 3 3 0 88 -8 21 1 0 3030 -1 6 19 0 2626 -93 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 4.4%1.2%16.1%0%3.9%3.9%-6.7%2.1%6.4%0%3.7%3.7%-13.1%3.1%1.8%0%3.8%3.8%-2.2%1.5%7.0%0%3.6%3.6%-3.8% BusesBuses 9 4 0 0 1313 -0 3 0 0 33 -3 8 1 0 1212 -0 7 8 0 1515 -43 % Buses% Buses 1.9%1.6%0%0%1.7%1.7%-0%2.1%0%0%1.4%1.4%-4.9%1.2%1.8%0%1.5%1.5%-0%1.8%2.9%0%2.1%2.1%-1.7% Bicycles on RoadBicycles on Road 0 0 0 0 00 -0 1 0 0 11 -0 0 0 0 00 -0 0 0 0 00 -1 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%-0%0.7%0%0%0.5%0.5%-0%0%0%0%0%0%-0%0%0%0%0%0%-0% Pedestrians -----0 -----0 -----0 -----0 % Pedestrians ------------------------- Bicycles on Crosswalk -----0 -----0 -----0 -----0 % Bicycles on Crosswalk ------------------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 1 of 4 R252023: NY Route 50 & Geyser Rd AM - TMCR252023: NY Route 50 & Geyser Rd AM - TMC Wed Jan 14, 2026 AM Peak (7:30 AM - 8:30 AM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370912, Location: 43.05785, -73.807618, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Avenue Of The Pines NY Route 50 NY Route 50 Direction Eastbound Westbound Northbound Southbound Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt 2026-01-14 7:30AM 67 40 4 0 111111 -2 16 6 0 2424 -5 73 6 0 8484 -7 46 49 0 102102 0 321321 7:45AM 68 38 4 0 110110 -5 36 6 0 4747 -5 86 4 0 9595 -8 55 39 0 102102 0 354354 8:00AM 46 19 2 0 6767 -4 19 4 0 2727 -11 91 6 0 108108 -3 45 35 0 8383 0 285285 8:15AM 52 30 7 0 8989 -4 19 8 0 3131 -10 87 11 0 108108 -8 50 34 0 9292 0 320320 TotalTotal 233 127 17 0 377377 -15 90 24 0 129129 -31 337 27 0 395395 -26 196 157 0 379379 0 12801280 % Approach% Approach 61.8%33.7%4.5%0%---11.6%69.8%18.6%0%---7.8%85.3%6.8%0%---6.9%51.7%41.4%0%---- % Total% Total 18.2%9.9%1.3%0%29.5%29.5%-1.2%7.0%1.9%0%10.1%10.1%-2.4%26.3%2.1%0%30.9%30.9%-2.0%15.3%12.3%0%29.6%29.6%-- PHFPHF 0.857 0.794 0.607 -0.8490.849 -0.750 0.636 0.750 -0.6960.696 -0.705 0.926 0.614 -0.9140.914 -0.813 0.891 0.801 -0.9290.929 -0.906 LightsLights 222 124 15 0 361361 -14 87 23 0 124124 -27 319 27 0 373373 -26 189 141 0 356356 -1214 % Lights% Lights 95.3%97.6%88.2%0%95.8%95.8%-93.3%96.7%95.8%0%96.1%96.1%-87.1%94.7%100%0%94.4%94.4%-100%96.4%89.8%0%93.9%93.9%-94.8% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 10 2 2 0 1414 -1 1 1 0 33 -3 13 0 0 1616 -0 4 10 0 1414 -47 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 4.3%1.6%11.8%0%3.7%3.7%-6.7%1.1%4.2%0%2.3%2.3%-9.7%3.9%0%0%4.1%4.1%-0%2.0%6.4%0%3.7%3.7%-3.7% BusesBuses 1 1 0 0 22 -0 1 0 0 11 -1 5 0 0 66 -0 3 6 0 99 -18 % Buses% Buses 0.4%0.8%0%0%0.5%0.5%-0%1.1%0%0%0.8%0.8%-3.2%1.5%0%0%1.5%1.5%-0%1.5%3.8%0%2.4%2.4%-1.4% Bicycles on RoadBicycles on Road 0 0 0 0 00 -0 1 0 0 11 -0 0 0 0 00 -0 0 0 0 00 -1 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%-0%1.1%0%0%0.8%0.8%-0%0%0%0%0%0%-0%0%0%0%0%0%-0.1% Pedestrians -----0 -----0 -----0 -----0 % Pedestrians ------------------------- Bicycles on Crosswalk -----0 -----0 -----0 -----0 % Bicycles on Crosswalk ------------------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 3 of 4 R252023: NY Route 50 & Geyser Rd AM - TMCR252023: NY Route 50 & Geyser Rd AM - TMC Wed Jan 14, 2026 AM Peak (7:30 AM - 8:30 AM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370912, Location: 43.05785, -73.807618, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US [N] NY Route 50 [E ] A v e n u e O f T h e P i n e s [S] NY Route 50 [W ] G e y s e r R o a d Total: 973 Total: 623 To t a l : 3 0 9 To t a l : 6 5 5 Out: 594 Out: 228 Ou t : 1 8 0 Ou t : 2 7 8 In: 379 In: 395 In : 1 2 9 In : 3 7 7 1 9 6 90 3 3 7 127 2 6 1 5 7 24 15 2 7 3 1 233 17 4 of 4 R252023: NY Route 50 & Geyser Rd PM R252023: NY Route 50 & Geyser Rd PM - TMC- TMC Tue Jan 13, 2026 Full Length (4 PM-6 PM) All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370911, Location: 43.05785, -73.807618, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Avenue Of The Pines NY Route 50 NY Route 50 Direction Eastbound Westbound Northbound Southbound Time L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*IntInt 2026-01-13 4:00PM 58 35 6 0 3 102102 -9 33 6 0 2 5050 -6 84 8 0 6 104104 -5 96 66 0 8 175175 0 431431 4:15PM 60 16 6 0 2 8484 -9 33 10 0 4 5656 -9 81 5 0 6 101101 -8 92 86 0 7 193193 0 434434 4:30PM 80 30 9 0 0 119119 -7 29 9 0 2 4747 -6 84 4 0 4 9898 -10 101 94 0 5 210210 0 474474 4:45PM 84 39 2 0 0 125125 -6 37 7 0 5 5555 -3 79 5 0 2 8989 -7 91 61 1 18 178178 0 447447 Hourly Total 282 120 23 0 5 430430 -31 132 32 0 13 208208 -24 328 22 0 18 392392 -30 380 307 1 38 756756 0 17861786 5:00PM 62 39 5 0 1 107107 -11 28 9 0 4 5252 -6 78 5 0 2 9191 -9 99 51 0 17 176176 0 426426 5:15PM 71 27 2 0 1 101101 -16 34 8 0 2 6060 -10 70 7 0 2 8989 -5 105 45 0 10 165165 0 415415 5:30PM 47 35 6 0 3 9191 -11 42 2 0 0 5555 -4 91 5 0 0 100100 -3 66 56 0 14 139139 0 385385 5:45PM 52 16 5 0 1 7474 -4 24 4 0 0 3232 -9 75 2 0 0 8686 -3 72 63 0 11 149149 0 341341 Hourly Total 232 117 18 0 6 373373 -42 128 23 0 6 199199 -29 314 19 0 4 366366 -20 342 215 0 52 629629 0 15671567 6:00PM 0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 0 00 Hourly Total 0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 0 00 TotalTotal 514 237 41 0 11 803803 -73 260 55 0 19 407407 -53 642 41 0 22 758758 -50 722 522 1 90 13851385 0 33533353 % Approach% Approach 64.0%29.5%5.1%0%1.4%---17.9%63.9%13.5%0%4.7%---7.0%84.7%5.4%0%2.9%---3.6%52.1%37.7%0.1%6.5%---- % Total% Total 15.3%7.1%1.2%0%0.3%23.9%23.9%-2.2%7.8%1.6%0%0.6%12.1%12.1%-1.6%19.1%1.2%0%0.7%22.6%22.6%-1.5%21.5%15.6%0%2.7%41.3%41.3%-- LightsLights 499 237 38 0 11 785785 -72 249 54 0 19 394394 -46 632 40 0 22 740740 -49 714 481 1 86 13311331 -3250 % Lights% Lights 97.1%100%92.7%0%100%97.8%97.8%-98.6%95.8%98.2%0%100%96.8%96.8%-86.8%98.4%97.6%0%100%97.6%97.6%-98.0%98.9%92.1%100%95.6%96.1%96.1%-96.9% Articulated Trucks and Single-UnitArticulated Trucks and Single-Unit TrucksTrucks 14 0 3 0 0 1717 -0 1 0 0 0 11 -6 6 0 0 0 1212 -1 3 7 0 3 1414 -44 % Articulated Trucks and Single-Unit% Articulated Trucks and Single-Unit TrucksTrucks 2.7%0%7.3%0%0%2.1%2.1%-0%0.4%0%0%0%0.2%0.2%-11.3%0.9%0%0%0%1.6%1.6%-2.0%0.4%1.3%0%3.3%1.0%1.0%-1.3% BusesBuses 1 0 0 0 0 11 -1 10 1 0 0 1212 -1 4 1 0 0 66 -0 5 34 0 1 4040 -59 % Buses% Buses 0.2%0%0%0%0%0.1%0.1%-1.4%3.8%1.8%0%0%2.9%2.9%-1.9%0.6%2.4%0%0%0.8%0.8%-0%0.7%6.5%0%1.1%2.9%2.9%-1.8% Bicycles on RoadBicycles on Road 0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0% Pedestrians ------0 ------0 ------0 ------0 % Pedestrians ----------------------------- Bicycles on Crosswalk ------0 ------0 ------0 ------0 % Bicycles on Crosswalk ----------------------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 1 of 4 R252023: NY Route 50 & Geyser Rd PM R252023: NY Route 50 & Geyser Rd PM - TMC- TMC Tue Jan 13, 2026 PM Peak (4 PM - 5 PM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370911, Location: 43.05785, -73.807618, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Geyser Road Avenue Of The Pines NY Route 50 NY Route 50 Direction Eastbound Westbound Northbound Southbound Time L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*IntInt 2026-01-13 4:00PM 58 35 6 0 3 102102 -9 33 6 0 2 5050 -6 84 8 0 6 104104 -5 96 66 0 8 175175 0 431431 4:15PM 60 16 6 0 2 8484 -9 33 10 0 4 5656 -9 81 5 0 6 101101 -8 92 86 0 7 193193 0 434434 4:30PM 80 30 9 0 0 119119 -7 29 9 0 2 4747 -6 84 4 0 4 9898 -10 101 94 0 5 210210 0 474474 4:45PM 84 39 2 0 0 125125 -6 37 7 0 5 5555 -3 79 5 0 2 8989 -7 91 61 1 18 178178 0 447447 TotalTotal 282 120 23 0 5 430430 -31 132 32 0 13 208208 -24 328 22 0 18 392392 -30 380 307 1 38 756756 0 17861786 % Approach% Approach 65.6%27.9%5.3%0%1.2%---14.9%63.5%15.4%0%6.3%---6.1%83.7%5.6%0%4.6%---4.0%50.3%40.6%0.1%5.0%---- % Total% Total 15.8%6.7%1.3%0%0.3%24.1%24.1%-1.7%7.4%1.8%0%0.7%11.6%11.6%-1.3%18.4%1.2%0%1.0%21.9%21.9%-1.7%21.3%17.2%0.1%2.1%42.3%42.3%-- PHFPHF 0.839 0.769 0.639 -0.417 0.8600.860 -0.861 0.892 0.800 -0.650 0.9290.929 -0.667 0.976 0.688 -0.750 0.9420.942 -0.750 0.941 0.816 0.250 0.528 0.9000.900 -0.942 LightsLights 272 120 21 0 5 418418 -31 123 31 0 13 198198 -22 320 22 0 18 382382 -30 377 273 1 37 718718 -1716 % Lights% Lights 96.5%100%91.3%0%100%97.2%97.2%-100%93.2%96.9%0%100%95.2%95.2%-91.7%97.6%100%0%100%97.4%97.4%-100%99.2%88.9%100%97.4%95.0%95.0%-96.1% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 9 0 2 0 0 1111 -0 0 0 0 0 00 -1 5 0 0 0 66 -0 1 5 0 1 77 -24 % Articulated Trucks and Single-Unit% Articulated Trucks and Single-Unit TrucksTrucks 3.2%0%8.7%0%0%2.6%2.6%-0%0%0%0%0%0%0%-4.2%1.5%0%0%0%1.5%1.5%-0%0.3%1.6%0%2.6%0.9%0.9%-1.3% BusesBuses 1 0 0 0 0 11 -0 9 1 0 0 1010 -1 3 0 0 0 44 -0 2 29 0 0 3131 -46 % Buses% Buses 0.4%0%0%0%0%0.2%0.2%-0%6.8%3.1%0%0%4.8%4.8%-4.2%0.9%0%0%0%1.0%1.0%-0%0.5%9.4%0%0%4.1%4.1%-2.6% Bicycles on RoadBicycles on Road 0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0% Pedestrians ------0 ------0 ------0 ------0 % Pedestrians ----------------------------- Bicycles on Crosswalk ------0 ------0 ------0 ------0 % Bicycles on Crosswalk ----------------------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 3 of 4 R252023: NY Route 50 & Geyser Rd PM R252023: NY Route 50 & Geyser Rd PM - TMC- TMC Tue Jan 13, 2026 PM Peak (4 PM - 5 PM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370911, Location: 43.05785, -73.807618, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US [N] NY Route 50 [E ] A v e n u e O f T h e P i n e s [S] NY Route 50 [W ] G e y s e r R o a d Total: 1412 Total: 831 To t a l : 3 9 8 To t a l : 9 3 1 Out: 656 Out: 439 Ou t : 1 9 0 Ou t : 5 0 1 In: 756 In: 392 In : 2 0 8 In : 4 3 0 3 8 0 132 3 2 8 120 1 3 0 3 4 5 45 31 4 0 2 4 282 28 4 of 4 R252023: Rowland Street & Adams Road AM - TMCR252023: Rowland Street & Adams Road AM - TMC Tue Jan 13, 2026 Full Length (7 AM-9 AM) All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370914, Location: 43.064889, -73.850133, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Adams Road Rowland Street Rowland Street Direction Westbound Northbound Southbound Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt 2026-01-13 7:00AM 0 4 0 44 0 52 2 0 5454 0 11 48 0 5959 0 117117 7:15AM 0 11 0 1111 0 61 1 0 6262 0 14 47 0 6161 0 134134 7:30AM 0 9 0 99 0 70 5 0 7575 0 17 46 0 6363 0 147147 7:45AM 1 8 0 99 0 67 0 0 6767 0 14 67 0 8181 0 157157 Hourly Total 1 32 0 3333 0 250 8 0 258258 0 56 208 0 264264 0 555555 8:00AM 3 3 0 66 0 61 3 0 6464 0 16 50 0 6666 0 136136 8:15AM 0 4 0 44 0 57 6 0 6363 0 8 60 0 6868 0 135135 8:30AM 0 3 0 33 0 74 3 0 7777 0 9 67 0 7676 0 156156 8:45AM 3 1 0 44 0 60 6 0 6666 0 8 59 0 6767 0 137137 Hourly Total 6 11 0 1717 0 252 18 0 270270 0 41 236 0 277277 0 564564 9:00AM 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 00 Hourly Total 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 00 TotalTotal 7 43 0 5050 0 502 26 0 528528 0 97 444 0 541541 0 11191119 % Approach% Approach 14.0%86.0%0%---95.1%4.9%0%---17.9%82.1%0%---- % Total% Total 0.6%3.8%0%4.5%4.5%-44.9%2.3%0%47.2%47.2%-8.7%39.7%0%48.3%48.3%-- LightsLights 7 38 0 4545 -475 25 0 500500 -91 424 0 515515 -1060 % Lights% Lights 100%88.4%0%90.0%90.0%-94.6%96.2%0%94.7%94.7%-93.8%95.5%0%95.2%95.2%-94.7% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 0 3 0 33 -18 0 0 1818 -3 16 0 1919 -40 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 0%7.0%0%6.0%6.0%-3.6%0%0%3.4%3.4%-3.1%3.6%0%3.5%3.5%-3.6% BusesBuses 0 2 0 22 -9 1 0 1010 -3 4 0 77 -19 % Buses% Buses 0%4.7%0%4.0%4.0%-1.8%3.8%0%1.9%1.9%-3.1%0.9%0%1.3%1.3%-1.7% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 00 -0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 1 of 4 R252023: Rowland Street & Adams Road AM - TMCR252023: Rowland Street & Adams Road AM - TMC Tue Jan 13, 2026 AM Peak (7:45 AM - 8:45 AM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370914, Location: 43.064889, -73.850133, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Adams Road Rowland Street Rowland Street Direction Westbound Northbound Southbound Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt 2026-01-13 7:45AM 1 8 0 99 0 67 0 0 6767 0 14 67 0 8181 0 157157 8:00AM 3 3 0 66 0 61 3 0 6464 0 16 50 0 6666 0 136136 8:15AM 0 4 0 44 0 57 6 0 6363 0 8 60 0 6868 0 135135 8:30AM 0 3 0 33 0 74 3 0 7777 0 9 67 0 7676 0 156156 TotalTotal 4 18 0 2222 0 259 12 0 271271 0 47 244 0 291291 0 584584 % Approach% Approach 18.2%81.8%0%---95.6%4.4%0%---16.2%83.8%0%---- % Total% Total 0.7%3.1%0%3.8%3.8%-44.3%2.1%0%46.4%46.4%-8.0%41.8%0%49.8%49.8%-- PHFPHF 0.333 0.563 -0.6110.611 -0.875 0.500 -0.8800.880 -0.734 0.910 -0.8980.898 -0.930 LightsLights 4 16 0 2020 -249 11 0 260260 -45 234 0 279279 -559 % Lights% Lights 100%88.9%0%90.9%90.9%-96.1%91.7%0%95.9%95.9%-95.7%95.9%0%95.9%95.9%-95.7% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 0 2 0 22 -9 0 0 99 -1 8 0 99 -20 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 0%11.1%0%9.1%9.1%-3.5%0%0%3.3%3.3%-2.1%3.3%0%3.1%3.1%-3.4% BusesBuses 0 0 0 00 -1 1 0 22 -1 2 0 33 -5 % Buses% Buses 0%0%0%0%0%-0.4%8.3%0%0.7%0.7%-2.1%0.8%0%1.0%1.0%-0.9% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 00 -0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 3 of 4 R252023: Rowland Street & Adams Road AM - TMCR252023: Rowland Street & Adams Road AM - TMC Tue Jan 13, 2026 AM Peak (7:45 AM - 8:45 AM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370914, Location: 43.064889, -73.850133, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US [N] Rowland Street [E ] A d a m s R o a d [S] Rowland Street Total: 568 Total: 519 To t a l : 8 1 Out: 277 Out: 248 Ou t : 5 9 In: 291 In: 271 In : 2 2 2 4 4 2 5 9 4 7 18 4 1 2 4 of 4 R252023: Rowland Street & Adams Road PM - TMCR252023: Rowland Street & Adams Road PM - TMC Tue Jan 13, 2026 Full Length (4 PM-6 PM) All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370916, Location: 43.064889, -73.850133, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Adams Road Rowland Street Rowland Street Direction Westbound Northbound Southbound Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt 2026-01-13 4:00PM 7 13 0 2020 0 85 2 0 8787 0 9 84 0 9393 0 200200 4:15PM 0 11 0 1111 0 93 2 0 9595 0 8 72 0 8080 0 186186 4:30PM 3 25 0 2828 0 78 2 0 8080 0 8 79 0 8787 0 195195 4:45PM 6 28 0 3434 0 86 4 0 9090 0 6 85 0 9191 0 215215 Hourly Total 16 77 0 9393 0 342 10 0 352352 0 31 320 0 351351 0 796796 5:00PM 4 14 0 1818 0 79 3 0 8282 0 13 68 0 8181 0 181181 5:15PM 6 9 0 1515 0 77 3 0 8080 0 8 86 0 9494 0 189189 5:30PM 0 6 0 66 0 77 0 0 7777 0 9 53 0 6262 0 145145 5:45PM 2 6 0 88 0 59 1 0 6060 0 2 52 0 5454 0 122122 Hourly Total 12 35 0 4747 0 292 7 0 299299 0 32 259 0 291291 0 637637 6:00PM 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 00 Hourly Total 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 00 TotalTotal 28 112 0 140140 0 634 17 0 651651 0 63 579 0 642642 0 14331433 % Approach% Approach 20.0%80.0%0%---97.4%2.6%0%---9.8%90.2%0%---- % Total% Total 2.0%7.8%0%9.8%9.8%-44.2%1.2%0%45.4%45.4%-4.4%40.4%0%44.8%44.8%-- LightsLights 28 112 0 140140 -628 16 0 644644 -47 565 0 612612 -1396 % Lights% Lights 100%100%0%100%100%-99.1%94.1%0%98.9%98.9%-74.6%97.6%0%95.3%95.3%-97.4% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 0 0 0 00 -4 0 0 44 -0 8 0 88 -12 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 0%0%0%0%0%-0.6%0%0%0.6%0.6%-0%1.4%0%1.2%1.2%-0.8% BusesBuses 0 0 0 00 -2 1 0 33 -16 6 0 2222 -25 % Buses% Buses 0%0%0%0%0%-0.3%5.9%0%0.5%0.5%-25.4%1.0%0%3.4%3.4%-1.7% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 00 -0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 1 of 4 R252023: Rowland Street & Adams Road PM - TMCR252023: Rowland Street & Adams Road PM - TMC Tue Jan 13, 2026 PM Peak (4 PM - 5 PM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370916, Location: 43.064889, -73.850133, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US Leg Adams Road Rowland Street Rowland Street Direction Westbound Northbound Southbound Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt 2026-01-13 4:00PM 7 13 0 2020 0 85 2 0 8787 0 9 84 0 9393 0 200200 4:15PM 0 11 0 1111 0 93 2 0 9595 0 8 72 0 8080 0 186186 4:30PM 3 25 0 2828 0 78 2 0 8080 0 8 79 0 8787 0 195195 4:45PM 6 28 0 3434 0 86 4 0 9090 0 6 85 0 9191 0 215215 TotalTotal 16 77 0 9393 0 342 10 0 352352 0 31 320 0 351351 0 796796 % Approach% Approach 17.2%82.8%0%---97.2%2.8%0%---8.8%91.2%0%---- % Total% Total 2.0%9.7%0%11.7%11.7%-43.0%1.3%0%44.2%44.2%-3.9%40.2%0%44.1%44.1%-- PHFPHF 0.571 0.688 -0.6840.684 -0.919 0.625 -0.9260.926 -0.861 0.941 -0.9440.944 -0.926 LightsLights 16 77 0 9393 -338 9 0 347347 -19 308 0 327327 -767 % Lights% Lights 100%100%0%100%100%-98.8%90.0%0%98.6%98.6%-61.3%96.3%0%93.2%93.2%-96.4% Articulated Trucks and Single-Unit TrucksArticulated Trucks and Single-Unit Trucks 0 0 0 00 -2 0 0 22 -0 6 0 66 -8 % Articulated Trucks and Single-Unit Trucks% Articulated Trucks and Single-Unit Trucks 0%0%0%0%0%-0.6%0%0%0.6%0.6%-0%1.9%0%1.7%1.7%-1.0% BusesBuses 0 0 0 00 -2 1 0 33 -12 6 0 1818 -21 % Buses% Buses 0%0%0%0%0%-0.6%10.0%0%0.9%0.9%-38.7%1.9%0%5.1%5.1%-2.6% Bicycles on RoadBicycles on Road 0 0 0 00 -0 0 0 00 -0 0 0 00 -0 % Bicycles on Road% Bicycles on Road 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 3 of 4 R252023: Rowland Street & Adams Road PM - TMCR252023: Rowland Street & Adams Road PM - TMC Tue Jan 13, 2026 PM Peak (4 PM - 5 PM) - Overall Peak Hour All Classes (Lights, Articulated Trucks and Single-Unit Trucks, Buses, Pedestrians, Bicycles on Road, Bicycles on Crosswalk) All Movements ID: 1370916, Location: 43.064889, -73.850133, Site Code: R252023 Provided by: Creighton Manning Engineering 2 Winners Circle, Albany, NY, 12205, US [N] Rowland Street [E ] A d a m s R o a d [S] Rowland Street Total: 770 Total: 688 To t a l : 1 3 4 Out: 419 Out: 336 Ou t : 4 1 In: 351 In: 352 In : 9 3 3 2 0 3 4 2 3 1 77 16 1 0 4 of 4 MetroCount Traffic Executive Speed Statistics SpeedStat-514 -- English (ENU) Datasets: Site: [R252023] Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Attribute: Regeneron Saratoga Direction:8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 12:16 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026, Zone: File:R252023 0 2026-01-09 1517.EC1 (Plus ) Identifier:BG78EVVB MC56-L5 [MC55] (c)Microcom 19Oct04 Algorithm:Factory default axle (v4.06) Data type:Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 12:17 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026 (2.1247) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range:6 - 99 mph. Direction:East, West (bound), P = East Separation:Headway > 0 sec, Span 0 - 328.084 ft Name:Default Profile Scheme:Vehicle classification (Scheme F3) Units:Non metric (ft, mi, ft/s, mph, lb, ton) In profile:Vehicles = 21162 / 21181 (99.91%) Speed Statistics SpeedStat-514 Site:R252023.1.2EW Description: Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Filter time: 12:17 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026 Scheme:Vehicle classification (Scheme F3) Filter:Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(EW) Sp(6,99) Headway(>0) Span(0 - 328.084) Vehicles = 21162 Posted speed limit = 35 mph, Exceeding = 14596 (68.97%), Mean Exceeding = 40.10 mph Maximum = 66.5 mph, Minimum = 7.6 mph, Mean = 37.3 mph 85% Speed = 42.5 mph, 95% Speed = 45.9 mph, Median = 37.4 mph 10 mph Pace = 33 - 43, Number in Pace = 14346 (67.79%) Variance = 29.46, Standard Deviation = 5.43 mph Speed Bins (Partial days) Speed | Bin | Below | Above | Energy | vMult | n * vMult 0 - 5 | 0 0.0% | 0 0.0% | 21162 100.0% | 0.00 | 0.00 | 0.00 5 - 10 | 3 0.0% | 3 0.0% | 21159 100.0% | 0.00 | 0.00 | 0.00 10 - 15 | 12 0.1% | 15 0.1% | 21147 99.9% | 0.00 | 0.00 | 0.00 15 - 20 | 56 0.3% | 71 0.3% | 21091 99.7% | 0.00 | 0.00 | 0.00 20 - 25 | 370 1.7% | 441 2.1% | 20721 97.9% | 0.00 | 0.00 | 0.00 25 - 30 | 1297 6.1% | 1738 8.2% | 19424 91.8% | 0.00 | 0.00 | 0.00 30 - 35 | 4828 22.8% | 6566 31.0% | 14596 69.0% | 0.00 | 0.00 | 0.00 35 - 40 | 8056 38.1% | 14622 69.1% | 6540 30.9% | 0.00 | 0.00 | 0.00 40 - 45 | 5061 23.9% | 19683 93.0% | 1479 7.0% | 0.00 | 0.00 | 0.00 45 - 50 | 1314 6.2% | 20997 99.2% | 165 0.8% | 0.00 | 0.00 | 0.00 50 - 55 | 135 0.6% | 21132 99.9% | 30 0.1% | 0.00 | 0.00 | 0.00 55 - 60 | 21 0.1% | 21153 100.0% | 9 0.0% | 0.00 | 0.00 | 0.00 60 - 65 | 8 0.0% | 21161 100.0% | 1 0.0% | 0.00 | 0.00 | 0.00 65 - 70 | 1 0.0% | 21162 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 70 - 75 | 0 0.0% | 21162 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 75 - 80 | 0 0.0% | 21162 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 80 - 85 | 0 0.0% | 21162 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 85 - 90 | 0 0.0% | 21162 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 90 - 95 | 0 0.0% | 21162 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 95 - 100 | 0 0.0% | 21162 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields (Partial days) | Limit | Below | Above 0 | 35 (PSL) | 6566 31.0% | 14596 69.0% MetroCount Traffic Executive Speed Statistics SpeedStat-515 -- English (ENU) Datasets: Site: [R252023] Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Attribute: Regeneron Saratoga Direction:8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 12:16 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026, Zone: File:R252023 0 2026-01-09 1517.EC1 (Plus ) Identifier:BG78EVVB MC56-L5 [MC55] (c)Microcom 19Oct04 Algorithm:Factory default axle (v4.06) Data type:Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 (2.08333) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range:6 - 99 mph. Direction:East (bound), P = East Separation:Headway > 0 sec, Span 0 - 328.084 ft Name:Default Profile Scheme:Vehicle classification (Scheme F3) Units:Non metric (ft, mi, ft/s, mph, lb, ton) In profile:Vehicles = 10479 / 21181 (49.47%) Speed Statistics SpeedStat-515 Site:R252023.1.2EW Description: Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 Scheme:Vehicle classification (Scheme F3) Filter:Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(E) Sp(6,99) Headway(>0) Span(0 - 328.084) Vehicles = 10479 Posted speed limit = 35 mph, Exceeding = 6878 (65.64%), Mean Exceeding = 39.60 mph Maximum = 66.5 mph, Minimum = 12.6 mph, Mean = 36.8 mph 85% Speed = 41.6 mph, 95% Speed = 44.7 mph, Median = 36.7 mph 10 mph Pace = 32 - 42, Number in Pace = 7456 (71.15%) Variance = 26.20, Standard Deviation = 5.12 mph Speed Bins (Partial days) Speed | Bin | Below | Above | Energy | vMult | n * vMult 0 - 5 | 0 0.0% | 0 0.0% | 10479 100.0% | 0.00 | 0.00 | 0.00 5 - 10 | 0 0.0% | 0 0.0% | 10479 100.0% | 0.00 | 0.00 | 0.00 10 - 15 | 1 0.0% | 1 0.0% | 10478 100.0% | 0.00 | 0.00 | 0.00 15 - 20 | 13 0.1% | 14 0.1% | 10465 99.9% | 0.00 | 0.00 | 0.00 20 - 25 | 203 1.9% | 217 2.1% | 10262 97.9% | 0.00 | 0.00 | 0.00 25 - 30 | 676 6.5% | 893 8.5% | 9586 91.5% | 0.00 | 0.00 | 0.00 30 - 35 | 2708 25.8% | 3601 34.4% | 6878 65.6% | 0.00 | 0.00 | 0.00 35 - 40 | 4230 40.4% | 7831 74.7% | 2648 25.3% | 0.00 | 0.00 | 0.00 40 - 45 | 2142 20.4% | 9973 95.2% | 506 4.8% | 0.00 | 0.00 | 0.00 45 - 50 | 450 4.3% | 10423 99.5% | 56 0.5% | 0.00 | 0.00 | 0.00 50 - 55 | 42 0.4% | 10465 99.9% | 14 0.1% | 0.00 | 0.00 | 0.00 55 - 60 | 10 0.1% | 10475 100.0% | 4 0.0% | 0.00 | 0.00 | 0.00 60 - 65 | 3 0.0% | 10478 100.0% | 1 0.0% | 0.00 | 0.00 | 0.00 65 - 70 | 1 0.0% | 10479 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 70 - 75 | 0 0.0% | 10479 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 75 - 80 | 0 0.0% | 10479 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 80 - 85 | 0 0.0% | 10479 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 85 - 90 | 0 0.0% | 10479 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 90 - 95 | 0 0.0% | 10479 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 95 - 100 | 0 0.0% | 10479 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields (Partial days) | Limit | Below | Above 0 | 35 (PSL) | 3601 34.4% | 6878 65.6% MetroCount Traffic Executive Speed Statistics SpeedStat-516 -- English (ENU) Datasets: Site: [R252023] Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Attribute: Regeneron Saratoga Direction:8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 12:16 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026, Zone: File:R252023 0 2026-01-09 1517.EC1 (Plus ) Identifier:BG78EVVB MC56-L5 [MC55] (c)Microcom 19Oct04 Algorithm:Factory default axle (v4.06) Data type:Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 (2.08333) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range:6 - 99 mph. Direction:West (bound), P = East Separation:Headway > 0 sec, Span 0 - 328.084 ft Name:Default Profile Scheme:Vehicle classification (Scheme F3) Units:Non metric (ft, mi, ft/s, mph, lb, ton) In profile:Vehicles = 10668 / 21181 (50.37%) Speed Statistics SpeedStat-516 Site:R252023.1.2EW Description: Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 Scheme:Vehicle classification (Scheme F3) Filter:Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(W) Sp(6,99) Headway(>0) Span(0 - 328.084) Vehicles = 10668 Posted speed limit = 35 mph, Exceeding = 7708 (72.25%), Mean Exceeding = 40.53 mph Maximum = 63.6 mph, Minimum = 7.6 mph, Mean = 37.9 mph 85% Speed = 43.4 mph, 95% Speed = 46.5 mph, Median = 38.0 mph 10 mph Pace = 33 - 43, Number in Pace = 7044 (66.03%) Variance = 32.05, Standard Deviation = 5.66 mph Speed Bins (Partial days) Speed | Bin | Below | Above | Energy | vMult | n * vMult 0 - 5 | 0 0.0% | 0 0.0% | 10668 100.0% | 0.00 | 0.00 | 0.00 5 - 10 | 3 0.0% | 3 0.0% | 10665 100.0% | 0.00 | 0.00 | 0.00 10 - 15 | 11 0.1% | 14 0.1% | 10654 99.9% | 0.00 | 0.00 | 0.00 15 - 20 | 43 0.4% | 57 0.5% | 10611 99.5% | 0.00 | 0.00 | 0.00 20 - 25 | 167 1.6% | 224 2.1% | 10444 97.9% | 0.00 | 0.00 | 0.00 25 - 30 | 621 5.8% | 845 7.9% | 9823 92.1% | 0.00 | 0.00 | 0.00 30 - 35 | 2115 19.8% | 2960 27.7% | 7708 72.3% | 0.00 | 0.00 | 0.00 35 - 40 | 3822 35.8% | 6782 63.6% | 3886 36.4% | 0.00 | 0.00 | 0.00 40 - 45 | 2915 27.3% | 9697 90.9% | 971 9.1% | 0.00 | 0.00 | 0.00 45 - 50 | 863 8.1% | 10560 99.0% | 108 1.0% | 0.00 | 0.00 | 0.00 50 - 55 | 92 0.9% | 10652 99.9% | 16 0.1% | 0.00 | 0.00 | 0.00 55 - 60 | 11 0.1% | 10663 100.0% | 5 0.0% | 0.00 | 0.00 | 0.00 60 - 65 | 5 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 65 - 70 | 0 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 70 - 75 | 0 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 75 - 80 | 0 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 80 - 85 | 0 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 85 - 90 | 0 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 90 - 95 | 0 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 95 - 100 | 0 0.0% | 10668 100.0% | 0 0.0% | 0.00 | 0.00 | 0.00 Total Speed Rating = 0.00 Total Moving Energy (Estimated) = 0.00 Speed limit fields (Partial days) | Limit | Below | Above 0 | 35 (PSL) | 2960 27.7% | 7708 72.3% MetroCount Traffic Executive Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-511 -- English (ENU) Datasets: Site: [R252023] Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Attribute: Regeneron Saratoga Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 12:16 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026, Zone: File: R252023 0 2026-01-09 1517.EC1 (Plus ) Identifier: BG78EVVB MC56-L5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.06) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 (2.08333) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6 - 99 mph. Direction: East, West (bound), P = East Separation: Headway > 0 sec, Span 0 - 328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric (ft, mi, ft/s, mph, lb, ton) In profile: Vehicles = 21147 / 21181 (99.84%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-511 Site: R252023.1.2EW Description: Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(EW) Sp(6,99) Headway(>0) Span(0 - 328.084) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour | 0000-0100 * * * 38.0 36.0 * * | 37.0 37.0 0100-0200 * * * 36.0 33.0 * * | 34.5 34.5 0200-0300 * * * 26.0 16.0 * * | 21.0 21.0 0300-0400 * * * 32.0 31.0 * * | 31.5 31.5 0400-0500 * * * 93.0 87.0 * * | 90.0 90.0 0500-0600 * * * 225.0 203.0 * * | 214.0 214.0 0600-0700 * * * 434.0 414.0 * * | 424.0 424.0 0700-0800 * * * 633.0 604.0 * * | 618.5 618.5 0800-0900 * * * 609.0 616.0 * * | 612.5 612.5 0900-1000 * * * 658.0 663.0 * * | 660.5 660.5 1000-1100 * * * 542.0 557.0 * * | 549.5 549.5 1100-1200 * * * 579.0 617.0 * * | 598.0 598.0 1200-1300 * * * 695.0 700.0 * * | 697.5 697.5 1300-1400 * * 583.0 751.0 692.0 * * | 675.3 675.3 1400-1500 * * 651.0 742.0 679.0 * * | 690.7 690.7 1500-1600 * * 715.0 818.0 * * * | 766.5 766.5 1600-1700 * * 892.0 892.0 * * * | 892.0 892.0 1700-1800 * * 729.0 810.0 * * * | 769.5 769.5 1800-1900 * * 517.0 588.0 * * * | 552.5 552.5 1900-2000 * * 328.0 375.0 * * * | 351.5 351.5 2000-2100 * * 233.0 295.0 * * * | 264.0 264.0 2100-2200 * * 175.0 156.0 * * * | 165.5 165.5 2200-2300 * * 99.0 89.0 * * * | 94.0 94.0 2300-2400 * * 72.0 89.0 * * * | 80.5 80.5 | Totals _______________________________________________________________|________________ | 0700-1900 * * * 8317.0 * * * | 8083.0 8083.0 0600-2200 * * * 9577.0 * * * | 9288.0 9288.0 0600-0000 * * * 9755.0 * * * | 9462.5 9462.5 0000-0000 * * * 10205.0 * * * | 9890.5 9890.5 | AM Peak * * * 0900 0900 * * | * * * 658.0 663.0 * * | | PM Peak * * * 1600 * * * | * * * 892.0 * * * | * - No data. MetroCount Traffic Executive Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-512 -- English (ENU) Datasets: Site: [R252023] Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Attribute: Regeneron Saratoga Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 12:16 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026, Zone: File: R252023 0 2026-01-09 1517.EC1 (Plus ) Identifier: BG78EVVB MC56-L5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.06) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 (2.08333) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6 - 99 mph. Direction: East (bound), P = East Separation: Headway > 0 sec, Span 0 - 328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric (ft, mi, ft/s, mph, lb, ton) In profile: Vehicles = 10479 / 21181 (49.47%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-512 Site: R252023.1.2EW Description: Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(E) Sp(6,99) Headway(>0) Span(0 - 328.084) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour | 0000-0100 * * * 13.0 16.0 * * | 14.5 14.5 0100-0200 * * * 20.0 17.0 * * | 18.5 18.5 0200-0300 * * * 12.0 8.0 * * | 10.0 10.0 0300-0400 * * * 15.0 13.0 * * | 14.0 14.0 0400-0500 * * * 49.0 58.0 * * | 53.5 53.5 0500-0600 * * * 100.0 88.0 * * | 94.0 94.0 0600-0700 * * * 278.0 260.0 * * | 269.0 269.0 0700-0800 * * * 405.0 399.0 * * | 402.0 402.0 0800-0900 * * * 353.0 376.0 * * | 364.5 364.5 0900-1000 * * * 368.0 369.0 * * | 368.5 368.5 1000-1100 * * * 309.0 306.0 * * | 307.5 307.5 1100-1200 * * * 304.0 326.0 * * | 315.0 315.0 1200-1300 * * * 335.0 343.0 * * | 339.0 339.0 1300-1400 * * 312.0 355.0 315.0 * * | 327.3 327.3 1400-1500 * * 317.0 328.0 320.0 * * | 321.7 321.7 1500-1600 * * 335.0 406.0 * * * | 370.5 370.5 1600-1700 * * 429.0 402.0 * * * | 415.5 415.5 1700-1800 * * 336.0 343.0 * * * | 339.5 339.5 1800-1900 * * 229.0 272.0 * * * | 250.5 250.5 1900-2000 * * 110.0 148.0 * * * | 129.0 129.0 2000-2100 * * 84.0 114.0 * * * | 99.0 99.0 2100-2200 * * 38.0 36.0 * * * | 37.0 37.0 2200-2300 * * 32.0 23.0 * * * | 27.5 27.5 2300-2400 * * 25.0 30.0 * * * | 27.5 27.5 | Totals _______________________________________________________________|________________ | 0700-1900 * * * 4180.0 * * * | 4121.5 4121.5 0600-2200 * * * 4756.0 * * * | 4655.5 4655.5 0600-0000 * * * 4809.0 * * * | 4710.5 4710.5 0000-0000 * * * 5018.0 * * * | 4915.0 4915.0 | AM Peak * * * 0700 0700 * * | * * * 405.0 399.0 * * | | PM Peak * * * 1500 * * * | * * * 406.0 * * * | * - No data. MetroCount Traffic Executive Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-513 -- English (ENU) Datasets: Site: [R252023] Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Attribute: Regeneron Saratoga Direction: 8 - East bound A>B, West bound B>A. Lane: 1 Survey Duration: 12:16 Wednesday, January 7, 2026 => 15:16 Friday, January 9, 2026, Zone: File: R252023 0 2026-01-09 1517.EC1 (Plus ) Identifier: BG78EVVB MC56-L5 [MC55] (c)Microcom 19Oct04 Algorithm: Factory default axle (v4.06) Data type: Axle sensors - Paired (Class/Speed/Count) Profile: Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 (2.08333) Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 6 - 99 mph. Direction: West (bound), P = East Separation: Headway > 0 sec, Span 0 - 328.084 ft Name: Default Profile Scheme: Vehicle classification (Scheme F3) Units: Non metric (ft, mi, ft/s, mph, lb, ton) In profile: Vehicles = 10668 / 21181 (50.37%) Weekly Vehicle Counts (Virtual Week) VirtWeeklyVehicle-513 Site: R252023.1.2EW Description: Geyser Road (CR-43), approximately 500-feet east of Cady Hill Boulevard (CR-44) Filter time: 13:00 Wednesday, January 7, 2026 => 15:00 Friday, January 9, 2026 Scheme: Vehicle classification (Scheme F3) Filter: Cls(1 2 3 4 5 6 7 8 9 10 11 12 13 ) Dir(W) Sp(6,99) Headway(>0) Span(0 - 328.084) Mon Tue Wed Thu Fri Sat Sun Averages 1 - 5 1 - 7 Hour | 0000-0100 * * * 25.0 20.0 * * | 22.5 22.5 0100-0200 * * * 16.0 16.0 * * | 16.0 16.0 0200-0300 * * * 14.0 8.0 * * | 11.0 11.0 0300-0400 * * * 17.0 18.0 * * | 17.5 17.5 0400-0500 * * * 44.0 29.0 * * | 36.5 36.5 0500-0600 * * * 125.0 115.0 * * | 120.0 120.0 0600-0700 * * * 156.0 154.0 * * | 155.0 155.0 0700-0800 * * * 228.0 205.0 * * | 216.5 216.5 0800-0900 * * * 256.0 240.0 * * | 248.0 248.0 0900-1000 * * * 290.0 294.0 * * | 292.0 292.0 1000-1100 * * * 233.0 251.0 * * | 242.0 242.0 1100-1200 * * * 275.0 291.0 * * | 283.0 283.0 1200-1300 * * * 360.0 357.0 * * | 358.5 358.5 1300-1400 * * 271.0 396.0 377.0 * * | 348.0 348.0 1400-1500 * * 334.0 414.0 359.0 * * | 369.0 369.0 1500-1600 * * 380.0 412.0 * * * | 396.0 396.0 1600-1700 * * 463.0 490.0 * * * | 476.5 476.5 1700-1800 * * 393.0 467.0 * * * | 430.0 430.0 1800-1900 * * 288.0 316.0 * * * | 302.0 302.0 1900-2000 * * 218.0 227.0 * * * | 222.5 222.5 2000-2100 * * 149.0 181.0 * * * | 165.0 165.0 2100-2200 * * 137.0 120.0 * * * | 128.5 128.5 2200-2300 * * 67.0 66.0 * * * | 66.5 66.5 2300-2400 * * 47.0 59.0 * * * | 53.0 53.0 | Totals _______________________________________________________________|________________ | 0700-1900 * * * 4137.0 * * * | 3961.5 3961.5 0600-2200 * * * 4821.0 * * * | 4632.5 4632.5 0600-0000 * * * 4946.0 * * * | 4752.0 4752.0 0000-0000 * * * 5187.0 * * * | 4975.5 4975.5 | AM Peak * * * 0900 0900 * * | * * * 290.0 294.0 * * | | PM Peak * * * 1600 * * * | * * * 490.0 * * * | * - No data. Attachment C Level of Service Summary Regeneron Saratoga Springs Campus City of Saratoga Springs, New York LOS Definitions The following is an excerpt from the Highway Capacity Manual, 6th Edition (HCM). Level of Service for Signalized Intersections Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a surrogate measure of driver discomfort and fuel consumption. The v/c ratio quantifies the degree to which a phase's capacity is utilized by a lane group. The following paragraphs describe each LOS. LOS A describes operations with a control delay of 10 s/veh or less and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B describes operations with control delay between 10 and 20 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. LOS D describes operations with control delay between 35 and 55 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is high and either progression is ineffective or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. LOS E describes operations with control delay between 55 and 80 s/veh and a v/c ratio no greater than 1.0. This level is typically assigned when the v/c ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. LOS F describes operations with control delay exceeding 80 s/veh or a v/c ratio greater than 1.0. This level is typically assigned when the v/c ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. A lane group can incur a delay less than 80 s/veh when the v/c ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and v/c ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). Level of Service Criteria for Unsignalized Intersections Level of service (LOS) for Two-Way Stop-Controlled (TWSC) intersections is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor-street movement (or shared movement) as well as major-street left turns by using criteria given in Exhibit 20-2. LOS is not defined for the intersection as a whole or for major-street approaches for three primary reasons: (a) major-street through vehicles are assumed to experience zero delay; (b) the disproportionate number of major-street through vehicles at a typical TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay for all vehicles; and (c) the resulting low delay can mask important LOS deficiencies for minor movements. LOS F is assigned to the movement if the volume-to-capacity (v/c) ratio for the movement exceeds 1.0, regardless of the control delay. The LOS criteria for TWSC intersections are somewhat different from the criteria used in Chapter 18 for signalized intersections, primarily because user perceptions differ among transportation facility types. The expectation is that a signalized intersection is designed to carry higher traffic volumes and will present greater delay than an unsignalized intersection. Unsignalized intersections are also associated with more uncertainty for users, as delays are less predictable than they are at signals, which can reduce users' delay tolerance. The LOS criteria for All-Way Stop-Controlled (AWSC) intersections are given in Exhibit 21-8. LOS F is assigned if the v/c ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and intersection levels, LOS is based solely on control delay. Exhibits 20-2/21-8: Level-of-Service Criteria for Stop Controlled Intersections Control Delay (s/veh) LOS by Volume-to-Capacity Ratio v/c < 1.0 v/c > 1.0 10.0 A F >10.0 and < 15.0 B F >15.0 and < 25.0 C F >25.0 and < 35.0 D F >35.0 and < 50.0 E F >50.0 F F HCM 6th TWSC 3: Cady Hill Blvd & Adams Rd/Old County Rd R252023; Regeneron Saratoga Existing 2026 AM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 3 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR HCM 6th TWSC 4: Rowland St & Adams Rd R252023; Regeneron Saratoga Existing 2026 AM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 4 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT HCM 6th TWSC 3: Cady Hill Blvd & Adams Rd/Old County Rd R252023; Regeneron Saratoga Existing 2026 PM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 3 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR HCM 6th TWSC 4: Rowland St & Adams Rd R252023; Regeneron Saratoga Existing 2026 PM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 4 Intersection Int Delay, s/veh 1.9 Movement WBL WBR NBT NBR SBL SBT HCM 6th TWSC 3: Cady Hill Blvd & Adams Rd/Old County Rd R252023; Regeneron Saratoga No-Build 2030 AM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 3 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR HCM 6th TWSC 4: Rowland St & Adams Rd R252023; Regeneron Saratoga No-Build 2030 AM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 4 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT HCM 6th TWSC 3: Cady Hill Blvd & Adams Rd/Old County Rd R252023; Regeneron Saratoga No-Build 2030 PM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 3 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR HCM 6th TWSC 4: Rowland St & Adams Rd R252023; Regeneron Saratoga No-Build 2030 PM Peak Hour Creighton Manning Synchro 11 Report 20260121_Existing-No Build_R252023r.syn Page 4 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT HCM 6th TWSC 3: Cady Hill Blvd & Adams Rd/Old County Rd R252023; Regeneron Saratoga Build 2030 AM Peak Hour Creighton Manning Synchro 11 Report 20260121_Build_R252023.syn Page 3 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR HCM 6th TWSC 4: Rowland St & Adams Rd R252023; Regeneron Saratoga Build 2030 AM Peak Hour Creighton Manning Synchro 11 Report 20260121_Build_R252023.syn Page 4 Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT HCM 6th TWSC 5: Adams Rd & Marsel Dr R252023; Regeneron Saratoga Build 2030 AM Peak Hour Creighton Manning Synchro 11 Report 20260121_Build_R252023.syn Page 5 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR HCM 6th TWSC 3: Cady Hill Blvd & Adams Rd/Old County Rd R252023; Regeneron Saratoga Build 2030 PM Peak Hour Creighton Manning Synchro 11 Report 20260121_Build_R252023.syn Page 3 Intersection Int Delay, s/veh 9.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR HCM 6th TWSC 4: Rowland St & Adams Rd R252023; Regeneron Saratoga Build 2030 PM Peak Hour Creighton Manning Synchro 11 Report 20260121_Build_R252023.syn Page 4 Intersection Int Delay, s/veh 2.2 Movement WBL WBR NBT NBR SBL SBT HCM 6th TWSC 5: Adams Rd & Marsel Dr R252023; Regeneron Saratoga Build 2030 PM Peak Hour Creighton Manning Synchro 11 Report 20260121_Build_R252023.syn Page 5 Intersection Int Delay, s/veh 7.5 Movement EBL EBT WBT WBR SBL SBR C.T. MALE ASSOCIATES APPENDIX I List of Permits and Approvals REGENERON SARATOGA PROJECT REGENERON PHARMACEUTICALS, INC. LIST OF ANTICIPATED PERMITS AND APPROVALS January 30, 2026 AGENCY PERMIT/APPROVAL City of Saratoga Springs Building Department Building Permit(s) Sewer Connection MS4 / SWPPP Acceptance Saratoga County Planning Board GML 239(m) Referral Saratoga County Water Authority (SCWA)Water Service Connection Saratoga County Sewer District (SCSD) #1 Sewer Connection/Discharge NYSDEC Region 5 SPDES Multi-Sector General Permit SPDES GP-0-25-001 (Construction General Permit) Sewer Extension Approval Bulk Storage Facility Registration Air Facility Registration Freshwater Wetlands/Stream Permit (Off-Site Water Main) NYSDOH Off-Site Water Main Extension NYS Office of Parks, Recreation, and Historic Preservation (OPRHP)Project Consultation/No Effect Finding U.S. EPA Resource Conservation and Recovery Act (RCRA) Registration City of Saratoga Springs Planning Board Saratoga County IDA Sketch Plan Approval Site Plan Approval SEQRA Determination PILOT Agreement/Financing