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HomeMy WebLinkAbout20230008 Duplainville Site Plan SWPPP It is a violation of New York State Education Law Article 145 for any person, unless they are acting under the direction of a licensed professional engineer, to alter this document in any way. If a document bearing the seal of a licensed professional engineer is altered, the altering engineer shall affix to the document their seal, the notation "altered by" followed by their signature, the date of such alteration, and a specific description of the alteration. ©2022 Verity Engineering, D.P.C. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) FOR Duplainville Road Warehouse 66 Duplainville Road Saratoga Springs, New York December 2022 Applicant: 881 Murray Road Middle Grove, New York 12850 Contact: Mike Munter (518) 584-6174 Prepared By: Verity Engineering, D.P.C. P.O. Box 474 Troy, New York 12181 Aaron J. Vera, P.E. 094301 Stormwater Pollution Prevention Plan (SWPPP) i 66 Duplainville Road December 2022 Table of Contents SWPPP Certification Requirements ........................................................................................................ ii  SWPPP Certification .............................................................................................................................. iv  1.0 PROJECT BACKGROUND ........................................................................................................... 1  1.1 Introduction ............................................................................................................................ 1  1.2 Site Characteristics ................................................................................................................. 1  1.2.1 Topography and Drainage Patterns ................................................................................. 1  1.2.2 Wetlands, Waterbodies, and Ecology .............................................................................. 1  1.2.3 Soils ................................................................................................................................. 1  1.2.4 Existing Utilities .............................................................................................................. 2  2.0 EROSION AND SEDIMENT CONTROL ...................................................................................... 2  2.1 Construction Phasing and Sequence of Operations ................................................................ 3  2.2 Erosion and Sediment Control Practices ................................................................................. 3  2.2.1 Stabilized Construction Entrance .................................................................................... 3  2.2.2 Concrete Washout ........................................................................................................... 3  2.2.3 Inlet Protection (Insert Type) .......................................................................................... 3  2.2.4 Dust Control .................................................................................................................... 3  2.2.5 Topsoil, Seed, and Mulch ................................................................................................ 4  2.3 Maintenance Inspection Schedule .......................................................................................... 4  2.4 Construction Chemicals, Litter, and Debris ............................................................................ 5  2.4.1 Materials ......................................................................................................................... 5  2.4.2 Storage ............................................................................................................................ 5  2.4.3 Equipment ....................................................................................................................... 6  2.5 Industrial Discharges .............................................................................................................. 7  2.6 Non-Conforming Elements ...................................................................................................... 7  3.0 STORMWATER MANAGEMENT PRACTICES ............................................................................. 7  3.1 Methodology............................................................................................................................ 8  3.2 Pre-Development Drainage Conditions ................................................................................... 8  3.3 Post-Development Drainage Conditions .................................................................................. 8  3.4 Pre-Post Development Comparison ......................................................................................... 9  3.5 Stormwater Management Planning ........................................................................................ 9  3.5.1 Site Planning ................................................................................................................... 9  3.5.2 Determine Water Quality Treatment Volume (WQV) ..................................................... 10  3.5.3 Runoff Reduction (RRV) Techniques .............................................................................. 11  3.5.4 Minimum RRV Required ................................................................................................. 11  3.5.5 Standard Stormwater Management Practices ............................................................... 12  3.6 Non-Conforming Elements .................................................................................................... 13  3.7 Operations and Maintenance ................................................................................................ 13  3.8 Summary ............................................................................................................................... 14  Appendices Appendix A ......................................................................................................................... Location Map Appendix B ................................................................... Notice of Intent/Acknowledgement of Coverage Appendix C ........................................................................................................... MS4 Acceptance Form Appendix D ...................................................................................... SPDES General Permit GP-0-20-001 Appendix E .................................................................................................. NYS OPRHP Documentation Appendix F ................................................................................................. USDA and NCRS Soil Survey Appendix G ....................................................................................................................... Drainage Maps Appendix H ........................................................................... NYSDEC Green Infrastructure Worksheets Appendix I ....................................................................... Pre-Development Water Quantity Calculations Appendix J ..................................................................... Post-Development Water Quantity Calculations Appendix K ........................................................................................................ Weekly Inspection Form Appendix L ...................................................... Post-Construction Operation and Maintenance Checklist Appendix M .................................................................................... Erosion and Sediment Control Plans Appendix N ........................................................................................... Environmental Assessment Form Stormwater Pollution Prevention Plan (SWPPP) ii 66 Duplainville Road December 2022 SWPPP Certification Requirements Definitions: For additional definitions of terms and phrases used in this document refer to Pages 39-47 of GP-0-20-001 SPDES General Permit for Stormwater Discharges from Construction Activity. GP-0-20-001 is included as Appendix D of this document. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post- construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Stormwater Pollution Prevention Plan (SWPPP) iii 66 Duplainville Road December 2022 Trained Contractor - means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Excerpt from GP-0-20-001 Part III A. 6: Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: Stormwater Pollution Prevention Plan (SWPPP) iv 66 Duplainville Road December 2022 SWPPP Certification "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" Contractor Information Contractor: Address: Phone: Fax: Elements of SWPPP: Trained Contractor Name: Title: Company Officer Name: Title: Signature: Date: Site Information Address: Stormwater Pollution Prevention Plan (SWPPP) 1 66 Duplainville Road December 2022 1.0 PROJECT BACKGROUND 1.1 Introduction The purpose of this report is to describe the methods that will be utilized to provide Stormwater Management for the proposed Duplainville Road Warehouse in the of City of Saratoga Springs, New York. This project proposes to disturb more than one (1) acre of land, as such the project is within the jurisdiction of the New York State Department of Environmental Conservation (NYSDEC) State Pollution Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity, GP-0-20-001 and the NYSDEC Stormwater Design Manual (SWDM). The analysis and design that follows complies with the requirements of this permit. 1.2 Site Characteristics The project site is located at 66 Duplainville Road, City of Saratoga Springs, New York, 750 feet north of Adams Road and immediately southwest of terminus of Duplainville Road. The parcel, tax map number 177.-1-67, has an existing area of ±37.57 acres and is currently undeveloped. The site is located within the City’s Industrial, General (INT-G) Zoning District. Developed industrial properties abut the site to the north and east. Wooded area abuts the site to the south and west. A subdivision of this parcel is proposed; the final area of the project site will be ±22.05 acres. 1.2.1 Topography and Drainage Patterns The site generally slopes to the north west, however grades are relatively flat with local low areas throughout the stie. 1.2.2 Wetlands, Waterbodies, and Ecology No wetlands or waterbodies have been observed on the project site. 1.2.3 Soils Test pitting and infiltration test results are included on the Erosion and Sediment Control Plan. Further, the United States Department of Agriculture (USDA) Natural Resources Conservation Service’s (NRCS) National Cooperative Soil Survey identifies the following soil type within the analyzed drainage area(s): Stormwater Pollution Prevention Plan (SWPPP) 2 66 Duplainville Road December 2022 Windsor loamy sand, 3 to 8 percent slopes (WnB) Hydrologic Soil Group (HSG): A Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Depth to water table: More than 80 inches Typical profile: 0 to 1 inch: moderately decomposed plant material 1 to 3 inches: loamy sand (A) 3 to 25 inches: loamy sand (Bw) 25 to 65 inches: sand (C) Windsor loamy sand, 3 to 8 percent slopes (WnB) Hydrologic Soil Group (HSG): A Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Depth to water table: More than 80 inches Typical profile: 0 to 1 inch: moderately decomposed plant material 1 to 3 inches: loamy sand (A) 3 to 25 inches: loamy sand (Bw) 25 to 65 inches: sand (C) The above referenced soils are present within the subject drainage area(s) in the following quantities: Soil Name and Symbol HSG % of Site Soils Windsor loamy sand, 3 - 8%slopes (WnB) A 46.6% Deerfield loamy fine sand, 3 - 8% slopes (DeB) A 53.4% 1.2.4 Existing Utilities Municipal water and sewer are available at the right-of-way. Service laterals will be installed as part of this project. 1.3 Proposed Project The project proposes to construct a single-story, steel-framed, 39,240 square foot warehouse and manufacturing facility with an attached 6,240 square foot office space. A second 25,000 square foot out-building is also proposed. A 985-foot extension of an existing railway is proposed to provide rail service to the facility. Also proposed are associated parking and loading areas. Additional improvements include associated stormwater management facilities and incidental utilities. 2.0 EROSION AND SEDIMENT CONTROL The proposed project described above shall comply with the New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activities, Permit No. GP-0-20-001. The following section of this report outlines and details the structures and techniques utilized to minimize the transportation of sediments from the project site and to maintain the quality of nearby water resources. Stormwater Pollution Prevention Plan (SWPPP) 3 66 Duplainville Road December 2022 2.1 Construction Phasing and Sequence of Operations The foremost method to reduce sediment transport is limiting the area of disturb soils on a construction site. Whenever possible construction should proceed in narrowly defined phases at the end of which areas are stabilized before proceeding to subsequent phases. Per SPDES permit requirements at no time shall site disturbances exceed five (5) acres at any one time without prior authorization of the NYSDEC or the authority having jurisdiction. It is this project’s intent to seek a five (5) acre waiver. The required earthwork for this site is easiest achieved by having access to the entire site at one time. Construction will be sequenced to allow for the timely stabilization of various areas as stormwater treatment structures are completed. 2.2 Erosion and Sediment Control Practices 2.2.1 Stabilized Construction Entrance At a minimum one construction entrance shall be provided at the location shown on the Erosion and Sediment Control Plans. All construction related vehicles accessing the site shall enter and exit the site at this defined area. The entrance shall consist of a filter fabric laid on existing grade and covered with a minimum 6” of stone. Stone shall be 1” – 4” in size. 2.2.2 Concrete Washout A concrete washout area shall be installed and properly signed prior to the first scheduled pour. The concrete washout shall be cleaned when it reaches 50% of its capacity. All waste shall be removed and properly disposed. The liner shall be inspected after removing spoils for punctures or tears. Any maintenance require shall be performed before placing the washout back into service. 2.2.3 Inlet Protection (Insert Type) Inlet protection shall be installed in all areas shown on the erosion and sediment control plans. To ensure proper operation of inlet protection is important that each device be inspected regularly. Collected sediment shall be removed and disposed of properly. Damaged devices shall be replaced as required. 2.2.4 Dust Control If exposed soils begin to generated dust these areas shall be sprayed with water to suppress dust. Additionally, sodium chloride or similar products may be used with approval from the qualified professional and authorities having jurisdiction. Stormwater Pollution Prevention Plan (SWPPP) 4 66 Duplainville Road December 2022 2.2.5 Topsoil, Seed, and Mulch All disturbed, non-surfaced areas shall be stabilized by the application of topsoil, seed, and straw mulch or by utilizing an all-in-one product such as hydroseed. Any area where final grade has been achieved or where construction activities have ceased for the next fourteen (14) calendar days shall be stabilized. Areas which have received topsoil and seed shall be inspected after rainfall events for rills or other signs of erosion and repaired or replaced as required. 2.2.6 Site Fence Silt fence shall be installed in all areas shown on the erosion and sediment control plans. To ensure proper operation of silt fence it is important that all fabric is embedded a minimum of six (6) inches into the ground. Silt fence should not be installed on a slope or across defined drainageways. Silt fence shall be inspected regularly, collected sediment shall be removed and disposed of properly, and weak or downed areas reset as required. 2.2.7 Temporary Sediment Traps Sediment traps shall be installed as required to provide an area for sediment-laden runoff to collect and be treated prior to discharge. Pipe or Stone Outlet types may be used on sites where there is a clear discharge point to a drainage way or waterbody. Dewatering devices shall be used when pumping is required to dispose of treated flows. At no time shall areas proposed as infiltration practices be used for temporary sediment traps. Care shall be taken if utilizing proposed forebays for this purpose. Runoff during construction phases can be extremely turbid and may restrict the native soil’s ability to infiltrate. 2.3 Maintenance Inspection Schedule Maintenance of erosion and sediment control practices is crucial to their effectiveness at minimizing sediment transport and preserving water quality. At a minimum all practices employed at any time shall be inspected by a trained contractor and qualified professional once every week. In addition, it is recommended that the trained contractor inspect all practices after any runoff producing rainfall event. Any deficiencies noted shall be remedied as soon as practical but not more than a week from the date identified. If the trained contractor or qualified professional encounter repeated maintenance issues with any erosion control practice, additional or different erosion and sediment controls may be installed. Any practices employed must be installed in accordance with the requirements and recommendations in the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016 or current version. Stormwater Pollution Prevention Plan (SWPPP) 5 66 Duplainville Road December 2022 2.4 Construction Chemicals, Litter, and Debris The contractor shall maintain at all times facilities for the proper storage and disposal of wastes, litter, and debris generated on-site. All waste materials shall be stored and disposed in compliance with all federal, state, and local laws. Daily inspections shall be conducted by the trained contractor to ensure that construction debris is appropriately managed and is not adversely affecting neighboring properties. 2.4.1 Materials The materials or substances listed below are expected to be present onsite during construction activities. They represent potential pollutants, other than sediment, to storm water runoff: Material Name Chemical/Physical Description (1) Storm Water Pollutants (1) Pesticides (insecticides, fungicides, herbicides, rodenticides) Various colored to colorless liquid, powder, pellets, or granular Chlorinated hydrocarbons, organophosphates, carbamates, arsenic Fertilizer Liquid or solid granules Nitrogen, phosphorous Asphalts Black solid Oil, petroleum distillates Concrete White solid Limestone, sand Curing compounds Creamy white liquid Polyethylene Paints Various colored liquid Metal oxides, Stoddard solvent, talc, calcium carbonate, arsenic Glue, adhesive White or yellow Polymers, epoxies Wastewater from construction equipment washing Water Soil, oil & grease, solids Hydraulic oil/fluids Brown oily petroleum hydrocarbon Mineral oil Gasoline Colorless, pale brown or pink liquid petroleum hydrocarbon Benzene, ethyl benzene, toluene, xylenes, MTBE Diesel Fuel Clear, blue-green to yellow liquid Petroleum distillate, oil & grease, naphthalene, xylenes Antifreeze/coolants Clear green/yellow liquid Ethylene glycol, propylene glycol, heavy metals (copper, lead, zinc) House construction debris Wood, insulations, shingles, vinyl, cardboard, paper Debris, garbage Erosion Solid particulates Soil, sedimentation (1) Data obtained from MSDS when available 2.4.2 Storage All chemicals or petroleum products on site shall be stored in a manner compliant with all applicable federal, state, and local laws. Any spillage of chemicals or petroleum products on site shall be reported to the authorities having jurisdiction in accordance with their requirements. A spill cleanup kit shall be kept on site at all times and an individual familiar with its operation shall be present on-site. Stormwater Pollution Prevention Plan (SWPPP) 6 66 Duplainville Road December 2022 The following measures will be implemented to prevent the discharge of solid materials to waters of the United States:  Manufacturer's recommendations for proper use and disposal will be followed.  The contractor will perform inspections based on the frequency outlined in the General Permit to ensure the proper storage, use, and disposal of materials.  The contractor will arrange for all sanitary waste to be collected from portable toilet units by a licensed sanitary waste management operator or as required by local regulation.  Pickups must be done on a regular basis. No burial or discharge of the sanitary waste may be conducted on-site.  The contractor will be responsible for the removal and off-site disposal of all construction related debris in accordance with State and federal law. No on-site waste disposal will occur. Where the use of dumpsters is proposed, the Contractor must determine and apply specific measures to keep waste within the dumpsters from being intermixed with storm water, including closing the dumpsters and installing drain plugs. Construction materials expected to be stored on-site are listed above. Procedures for the storage of these materials to minimize exposure of the materials to storm water are as follows:  All materials stored on-site must be stored in a neat and orderly manner; in their appropriate containers. Materials that are hazardous or toxic such as paints, solvents, pesticides, fuels and oils should be stored under a roof or other enclosure if possible. Where cover is not available, all hazardous or toxic materials should be stored in a location with secondary containment.  Materials will be kept in their original containers with the original manufacturer's label.  Asphalt substances used on-site will be applied according to manufacturer's recommendations.  Petroleum products will be stored in tightly sealed containers that are clearly labeled. The Contractor will inspect the staging areas based on the frequency outlined in the General Permit. 2.4.3 Equipment The types of equipment typically used for this project will consist of track and rubber-tired diesel-powered vehicles (e.g., tracked hoes, front-end loaders, backhoes, graders, scrapers, bulldozers, and cranes), trucks, pumps, compressors, generators, and light vehicles. The following measures will be implemented: Stormwater Pollution Prevention Plan (SWPPP) 7 66 Duplainville Road December 2022  All equipment will be parked or operated within the approved and designated construction right-of-way or in staging areas.  The contractor will monitor daily for leaking equipment. Equipment parked overnight will be inspected by the contractor and absorbent pads will be placed to catch all leaks, as necessary. If leaks are detected by the Environmental Inspector, the contractor will be notified and contaminated soil will be cleaned up immediately.  Major equipment cleaning and maintenance will be conducted in the contractor’s offsite construction yard(s), at commercial cleaning facilities, or at commercial repair shops.  Refueling or servicing of vehicles and equipment, including minor maintenance such as oil changes or minor repairs for large equipment that cannot be easily moved, will be permitted on the construction site or right-of-way only as necessary. Any such work must be conducted at least 200 feet away from any drainage channel, wetland resource area and also outside of the 100-foot buffer zone.  The maintenance location will be under cover and include secondary containment.  Drip pans, drip cloths, or absorbent pads will be used when replacing spent fluids.  Do NOT clean surfaces by hosing the areas down.  Vehicle or equipment fueling, service, and maintenance will be conducted only by authorized trained personnel using approved pumps, hoses, and nozzles.  Hoses, nozzles, connectors, and pumps used for fueling will be inspected regularly by trained personnel. Catch-pans or absorbent pads will be placed under vehicles or equipment to catch potential spills during refueling, servicing, or maintenance.  Service trucks will be equipped with spill-containment equipment, and all spills will be cleaned up immediately. 2.5 Industrial Discharges This project does not currently propose any individual industrial discharges. 2.6 Non-Conforming Elements This project does not currently propose any deviations from the current technical standards provided by the NYSDEC. 3.0 STORMWATER MANAGEMENT PRACTICES This project is required to provide post-construction stormwater management practices per Appendix B, Table 2 of the NYSDEC SPDES GP-0-20-001 permit. The following section presents the existing drainage conditions, proposed drainage conditions, and the methods and structures utilized to comply with federal, state, and local regulations. All structures proposed comply with the Stormwater Pollution Prevention Plan (SWPPP) 8 66 Duplainville Road December 2022 NYSDEC Stormwater Design Manual, January 2015 unless specifically stated otherwise. 3.1 Methodology For purposes of identifying drainage patterns and estimating runoff rates and volumes, existing and proposed conditions were analyzed using HydroCAD 10.10 5a developed by HydroCAD Software Solutions, LLC. This computer software uses the TR-20 method developed by the Natural Resources Conservation Service (NRCS), a division of the United States Department of Agriculture (USDA). Local rainfall data was obtained from the Northeast Regional Climate Center (NRCC) for all storm events analyzed. 3.2 Pre-Development Drainage Conditions This site is unique in that it – due to soil types and terrain characteristics – no substantial stormwater runoff leaves the site during the rainfall events analyzed. Due to this, this report does not include the traditional table of discharge points, rates, or volumes. As described below, this condition is maintained with the proposed construction. All stormwater runoff will discharge via infiltration on-site. In support of this conclusion, hydrologic modeling of the pre-construction condition is provided in Appendix I. [Table 1 Not Included] 3.3 Post-Development Drainage Conditions The post-development watershed conditions are depicted in Appendix G, “Proposed Drainage Conditions.” As shown, the site is divided into five (5) drainage areas. DA-100 consists of the western edge of the gravel lay-down area located at the southern end of the site. This area will be surfaced with gravel and drain toward the western property line and Infiltration Basin #1. DA-100 has a total area of 130,533 sq. ft., a composite curve number (CN) of 80 and a time of concentration (TC) of 6 minutes. DA-200 consists of the center of the gravel lay-down area located at the southern end of the site. This area will be surfaced with gravel and drain toward the center of the site and Infiltration Basin #2. DA-200 has a total area of 305,789 sq. ft., a composite curve number (CN) of 90 and a time of concentration (TC) of 6 minutes. DA-300 consists of the eastern edge of the gravel lay-down area located at the southern end of the site. This area will be surfaced with gravel and drain toward the eastern property line and Infiltration Basin #3. DA-200 has a total Stormwater Pollution Prevention Plan (SWPPP) 9 66 Duplainville Road December 2022 area of 98,570 sq. ft., a composite curve number (CN) of 89 and a time of concentration (TC) of 6 minutes. DA-400 includes several smaller sub-catchments, refer to Appendix G for drainage maps. This area includes the office roof, employee parking area, a portion of the entrance road, and a portion of the gravel area adjacent to the rail extension. This area drains via swales or closed drainage to Infiltration Basin #4. DA-4 has a total area of 77,352 sq. ft., a composite curve number (CN) of 78 and a time of concentration (TC) of 6.0 minutes. DA-500 includes several smaller sub-catchments, refer to Appendix G for drainage maps. This area includes the main warehouse roof, the roof of the out-building, gravel areas around the warehouse, truck turn-around, and loading dock. DA-5 has a total area of 304,169 sq. ft., a composite curve number (CN) of 73 and a time of concentration (TC) of 6.0 minutes. Refer to Appendix J for development of the curve number, time of concentration, and calculations utilized in the post-development drainage analysis. As described in the sections above, both the pre- and post- construction conditions do not result in any substantial stormwater runoff leaving the project site. All stormwater runoff for the proposed condition will infiltrate on-site. Refer to section 3.5.5 below for the results of hydrologic modeling of all proposed stormwater practices. [Table 2 Not Included] 3.4 Pre-Post Development Comparison As described in the sections above, both the pre- and post-construction conditions do not result in any substantial stormwater runoff leaving the project site. All stormwater runoff for the proposed condition will infiltrate on-site. [Table 3 Not Included] 3.5 Stormwater Management Planning As required by the NYSDEC Stormwater Management Design Manual (SWMDM), January 2015, projects which are subject to the NYSDEC SPDES GP-0-20-001 permit must complete the following five-step planning process: 3.5.1 Site Planning Table 3.1 of the NYSDEC SWMDM identifies several practices which may be utilized during the site planning process to preserve natural resources and reduce impervious areas. Below are a list of the practices and a brief explanation of whether or not they were incorporated into the current plan and how. Preservation of Natural Resources Stormwater Pollution Prevention Plan (SWPPP) 10 66 Duplainville Road December 2022 Preservation of Undisturbed Areas – The current proposal does not have an opportunity to preserve an adequate contiguous area for this practice. Preservation of Buffers - The current proposal does not have an opportunity to preserve an adequate contiguous area for this practice. Reduction of Clearing and Grading – Limits of clearing and grading have been reduced to the greatest extent practical. Locating Development in Less Sensitive Areas – As described above, there are no sensitive environmental areas on the site. Open Space Design – While this practice is not applicable to the current proposal, the proposed buildings and parking areas are adjacent to one another allowing for more contiguous green space. Soil Restoration – This project proposes to use soil restoration techniques in all applicable areas. Reduction of Impervious Cover Roadway Reduction – No roadways are proposed as part of this project. Sidewalk Reduction – The area of sidewalks proposed is as limited as practical. Driveway Reduction – The area of driveways proposed is as limited as practical. Cul-de-sac Reduction – There are no cul-de-sacs proposed as part of this project. Building Footprint Reduction – Building footprints have been reduced to the minimum required for the operations proposed. Parking Reduction – The parking provided is the minimum required by the proposed use. Additionally, banked parking is proposed to further reduced potential impervious area. 3.5.2 Determine Water Quality Treatment Volume (WQV) The NYSDEC provides a Microsoft Excel based Green Infrastructure Worksheet. This worksheet provides calculations for both water quality and runoff reduction for sub-catchments within the project area. Refer to Appendix H for documentation. Stormwater Pollution Prevention Plan (SWPPP) 11 66 Duplainville Road December 2022 The standard WQV was calculated for each subcatchment. Some subcatchments are ultimately treated together, this is summarized below and reflected in the NYSDEC Green Infrastructure Worksheet, Appendix H. Drainage Area or  Subcatchment Stormwater  Management  Practice (SMP) Water Quality  Volume (ft3) Pretreament  Practice Pretreatment  Required (ft3) DA‐100 IB‐1 11,986 IB‐1 Forebay 11,986 DA‐200 IB‐2 20,664 IB‐2 Forebay 20,664 DA‐300 IB‐3 7,409 IB‐3 Forebay 7,409 DA‐400 IB‐4 4,755 ‐see below‐ SC‐401, 402, 405 IB‐4 Forebay #1 2,882 SC‐403, 404 IB‐4 Forebay #2 1,873 DA‐500 IB‐5 16,419 ‐see below‐ SC‐501‐505, 507, 508 IB‐5 Forebay #1 14,209 SC‐506 IB‐5 Forebay #2 2,210 TOTAL 61,233 *Highlighted rows are breakdowns of overal drainage areas to size multiple pretreatment practices. Table 4 Water Quality Volume 3.5.3 Runoff Reduction (RRV) Techniques Based upon available site soil data it was determined that infiltration practices would be acceptable to provide RRV. Refer to section 3.5.5 for Infiltration Basin sizing. 3.5.4 Minimum RRV Required Per the NYSDEC SWDM Green Infrastructure Techniques are required for Runoff Reduction. Infiltration practices were determined to be the device best-suited for the project site. As such, five (5) Infiltration Basins are proposed to treat the proposed development. Refer to Appendix H for design and sizing criteria. The minimum RRV is 33,020 cu. ft. or ±0.758 ac.-ft. The RRV provided by this project is 61,233 cu. ft. or ±1.406 ac. ft. This exceeds the minimum and is equal to 100% of the WQV. Stormwater Pollution Prevention Plan (SWPPP) 12 66 Duplainville Road December 2022 3.5.5 Standard Stormwater Management Practices Infiltration Basins There are five (5) infiltration basins proposed to treat runoff from the proposed project. Infiltration Basin #1 (IB-1) receives runoff from DA-100. IB-1 is designed with an infiltration rate of 5 in./hr.; 100% pretreatment is required. Pretreatment for DA-100 is provided by a sedimentation basin created by a gabion wall within a depressed area. Infiltration Basin #2 (IB-2) receives runoff from DA-200. IB-2 is designed with an infiltration rate of 5 in./hr.; 100% pretreatment is required. Pretreatment for DA-200 is provided by a sedimentation basin created by a gabion wall within a depressed area. Infiltration Basin #3 (IB-3) receives runoff from DA-300. IB-3 is designed with an infiltration rate of 5 in./hr.; 100% pretreatment is required. Pretreatment for DA-300 is provided by a sedimentation basin created by a gabion wall within a depressed area. Infiltration Basin #4 (IB-4) receives runoff from DA-400. IB-4 is designed with an infiltration rate of 5 in./hr.; 100% pretreatment is required. Pretreatment is provided with two forebays each sized appropriately for the contributing sub-catchments. Infiltration Basin #5 (IB-5) receives runoff from DA-500. IB-5 is designed with an infiltration rate of 5 in./hr.; 100% pretreatment is required. Pretreatment is provided with two forebays each sized appropriately for the contributing sub-catchments. For all SMPs listed above, refer to Table 5 for a summary of each storm event and Appendix J for sizing. Stormwater Pollution Prevention Plan (SWPPP) 13 66 Duplainville Road December 2022 QIN (cfs) QOUT  Primary  (cfs) QOUT Inf. (cfs) Peak  Storage (cu‐ft) Peak Elev.  (ft) 1‐yr 3.61 ‐ 0.09 4,519 328.82 10‐yr 9.24 ‐ 0.22 12,427 329.58 25‐yr 12.68 ‐ 0.29 17,601 329.98 100‐yr 19.71 ‐ 0.41 28,834 330.69 1‐yr 15.37 ‐ 2.62 10,047 328.62 10‐yr 30.47 ‐ 2.62 26,232 329.18 25‐yr 38.91 ‐ 2.62 36,233 329.52 100‐yr 55.47 ‐ 2.62 57,899 330.19 1‐yr 4.70 ‐ 0.77 3,177 328.78 10‐yr 9.55 ‐ 0.96 8,090 329.43 25‐yr 12.27 ‐ 1.05 11,112 329.78 100‐yr 17.63 ‐ 1.24 17,510 330.43 1‐yr 2.30 ‐ 0.57 1,209 325.21 10‐yr 5.08 ‐ 0.57 3,878 325.55 25‐yr 6.88 ‐ 0.57 5,840 325.76 100‐yr 10.65 ‐ 0.57 10,370 326.21 1‐yr 8.67 ‐ 1.60 5,734 324.36 10‐yr 16.33 ‐ 1.60 13,797 324.77 25‐yr 22.24 ‐ 1.60 20,122 325.07 100‐yr 35.20 ‐ 1.60 36,174 325.79InfiltrationBasin #5(324.00‐326.00)InfiltrationBasin #3(328.25‐ 331.25)InfiltrationBasin #4(325.00‐327.00)InfiltrationBasin #2(328.25‐ 331.25)Table 5 Summary of Stormwater Management Practices Practice Statistics Storm  Event InfiltrationBasin #1(328.25‐ 331.25) 3.6 Non-Conforming Elements This project does not currently propose any deviations from the current technical standards provided by the NYSDEC. 3.7 Operations and Maintenance Regular inspections and maintenance of the post-construction stormwater management system is the responsibility of the property owner or other designated party. Currently the entity responsible for maintenance of this facility is: Munter Enterprises, Inc. 881 Murray Road Middle Grove, New York 12850 For the first year of operation, commencing upon filing of a Notice of Termination (NOT) with the NYSDEC, an inspection of the facility shall be conducted every six (6) months by a New York State licensed professional Stormwater Pollution Prevention Plan (SWPPP) 14 66 Duplainville Road December 2022 engineer. For subsequent years inspections may be conducted annually. Inspection and maintenance checklists are included in Appendix L. Records of inspections should be maintained on-site and any recommendations for repairs or replacement of stormwater management facilities shall be made in a timely manner. In addition to these annual inspections, the property owner or property manager should familiarize themselves with the purpose and operation of any permanent stormwater management facilities. After heavy rainfalls it should be noted if any facilities appear to have damaged or have ceased normal operations. Within forty-eight (48) hours after a heavy rainfall event, standing water should not be visible in infiltration or flow-through practices such as Stormwater Planters. If any of these anomalies are witnessed the inspecting engineer should be notified and a plan to remedy these deficiencies should be prepared. 3.8 Summary This Stormwater Pollution Prevention Plan presents the analysis and design of the Stormwater Management System and components for the AgroChem Building Addition at 26 Freedom Way. The post-development stormwater runoff system utilizes on-site infiltration that complies with the requirements of the NYSDEC. The project plans show the locations, sizes, and shapes of stormwater management practices, including all stormwater management facilities. This stormwater management system, when constructed as designed, will function adequately and will not adversely affect downstream watercourses, structures or properties. Respectfully submitted: Aaron J. Vera, P.E. Principal Engineer Verity Engineering, D.P.C. Stormwater Pollution Prevention Plan (SWPPP) A 66 Duplainville Road December 2022 Appendix A Location Map DATE:APPROVED BY:CHECKED BY:SCALE:DESIGNED BY:DRAWN BY:IT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145 FOR ANY PERSON,UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS DOCUMENT IN ANY WAY. IF ALTERED, THE ALTERING ENGINEER SHALLAFFIX TO THE DOCUMENT THEIR SEAL, THE NOTATION "ALTERED BY" FOLLOWED BY THEIRSIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THEALTERATION.COPYRIGHT © 2021 VERITY ENGINEERING, D.P.C. ALL RIGHTS RESERVED.Verity Engineering, D.P.C.P.O. Box 474Troy, New York 12181(518) 389-7200 | verityeng.com881 Murray RoadMiddle Grove, NY 12850518.584.6174munterenterprises.comSITE1 of 1LOCUSDUPLAINVILLE ROAD WAREHOUSE INDUSTRIAL DEVELOPMENT DUPLAINVILLE ROAD | CITY OF SARATOGA SPRINGS | SARATOGA COUNTY | NEW YORK STATELOCATION MAP08/12/2022AJVAJVAS NOTEDEASEASP:\22-024\CAD\22-024 SITE.DWG | 11/08/2022 04:04:39 PM Stormwater Pollution Prevention Plan (SWPPP) B 66 Duplainville Road December 2022 Appendix B Notice of Intent/Acknowledgement of Coverage Fax (Owner/Operator) -- Page 1 of 14 New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 NOTICE OF INTENT -IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE OWNER/OPERATOR MUST SIGN FORM Stormwater Discharges Associated with Construction Activity Under State Pollutant Discharge Elimination System (SPDES) General Permit # GP-0-20-001 All sections must be completed unless otherwise noted. Failure to complete all items may result in this form being returned to you, thereby delaying your coverage under this General Permit. Applicants must read and understand the conditions of the permit and prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants are responsible for identifying and obtaining other DEC permits that may be required. Owner/Operator Information Owner/Operator Contact Person Last Name (NOT CONSULTANT) Owner/Operator Contact Person First Name Owner/Operator Mailing Address City State Zip - Phone (Owner/Operator) -- Email (Owner/Operator) Owner/Operator (Company Name/Private Owner Name/Municipality Name) NYR (for DEC use only) FED TAX ID -(not required for individuals) 0644089821 1.Provide the Geographic Coordinates for the project site. To do this, go to the NYSDEC Stormwater Interactive Map on the DEC website at: https://gisservices.dec.ny.gov/gis/stormwater/ Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located the centroid of your project site, go to the bottom right hand corner of the map for the X, Y coordinates. Enter the coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Easting)Y Coordinates (Northing) Project Site Information Project/Site Name Street Address (NOT P.O. BOX) City/Town/Village (THAT ISSUES BUILDING PERMIT) State Zip - County Name of Nearest Cross Street Distance to Nearest Cross Street (Feet)Project In Relation to Cross Street North South East West Page 2 of 14 2. What is the nature of this construction project? New Construction Redevelopment with increase in impervious area Redevelopment with no increase in impervious area Section-Block-ParcelTax Map Numbers Side of Street North South East West DEC Region Tax Map Numbers 6401089828 Ex. -73.749 Ex. 42.652 -7 3.Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Page 3 of 14 Existing Land Use FOREST PASTURE/OPEN LAND CULTIVATED LAND SINGLE FAMILY HOME SINGLE FAMILY SUBDIVISION TOWN HOME RESIDENTIAL MULTIFAMILY RESIDENTIAL INSTITUTIONAL/SCHOOL INDUSTRIAL COMMERCIAL ROAD/HIGHWAY RECREATIONAL/SPORTS FIELD BIKE PATH/TRAIL LINEAR UTILITY PARKING LOT OTHER Future Land Use SINGLE FAMILY HOME SINGLE FAMILY SUBDIVISION TOWN HOME RESIDENTIAL MULTIFAMILY RESIDENTIAL INSTITUTIONAL/SCHOOL INDUSTRIAL COMMERCIAL MUNICIPAL ROAD/HIGHWAY RECREATIONAL/SPORTS FIELD BIKE PATH/TRAIL LINEAR UTILITY (water, sewer, gas, etc.) PARKING LOT CLEARING/GRADING ONLY DEMOLITION, NO REDEVELOPMENT WELL DRILLING ACTIVITY *(Oil, Gas, etc.) OTHER Pre-Development Post-Development 4.In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities); and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Number of Lots *Note: for gas well drilling, non-high volume hydraulic fractured wells only Total Site Area . Total Area To Be Disturbed . Existing Impervious Area To Be Disturbed . Future Impervious Area Within Disturbed Area . 5. Do you plan to disturb more than 5 acres of soil at any one time?Yes No 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. A B C D %%%% 7. Is this a phased project?Yes No 8. Enter the planned start and end dates of the disturbance activities. - Start Date // End Date // 4107089829 Page 4 of 14 Name 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. 9a.Type of waterbody identified in Question 9? Wetland / State Jurisdiction On Site (Answer 9b) Wetland / State Jurisdiction Off Site Wetland / Federal Jurisdiction On Site (Answer 9b) Wetland / Federal Jurisdiction Off Site Stream / Creek On Site Stream / Creek Off Site River On Site River Off Site Lake On Site Lake Off Site Other Type On Site Other Type Off Site 9b.How was the wetland identified? Regulatory Map Delineated by Consultant Delineated by Army Corps of Engineers Other (identify) Yes No Yes No Yes No 10.Has the surface waterbody(ies) in question 9 been identified as a 303(d) segment in Appendix E of GP-0-20-001? 11.Is this project located in one of the Watersheds identified in Appendix C of GP-0-20-001? 12.Is the project located in one of the watershed areas associated with AA and AA-S classified waters? If no, skip question 13. 13.Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? Yes No . 14.Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? Yes No 8600089821 15.Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? 16.What is the name of the municipality/entity that owns the separate storm sewer system? Yes No Unknown 17.Does any runoff from the site enter a sewer classified as a Combined Sewer?Yes No Unknown 21.Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? 22.Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and Quantity Control practices/techniques)? If No, skip questions 23 and 27-39. 23.Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual? Yes No Yes No Yes No Page 5 of 14 18.Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law?Yes No Yes No 20.Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) Yes No19.Is this property owned by a state authority, state agency, federal government or local government? 6403089820 Page 6 of 14 SWPPP Preparer Contact Name (Last, Space, First) Mailing Address City State Zip - Phone -- Fax -- Email Signature Date // First Name Last Name MI SWPPP Preparer Certification 24.The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: Professional Engineer (P.E.) Soil and Water Conservation District (SWCD) Registered Landscape Architect (R.L.A) Certified Professional in Erosion and Sediment Control (CPESC) Owner/Operator Other I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. 0251089825 26.Select all of the erosion and sediment control practices that will be employed on the project site: Page 7 of 14 Biotechnical Brush Matting Wattling Other 25.Has a construction sequence schedule for the planned management practices been prepared?Yes No Brush Matting Dune Stabilization Grassed Waterway Mulching Protecting Vegetation Recreation Area Improvement Seeding Sodding Straw/Hay Bale Dike Streambank Protection Temporary Swale Topsoiling Vegetating Waterways Vegetative Measures Check Dams Construction Road Stabilization Dust Control Earth Dike Level Spreader Perimeter Dike/Swale Pipe Slope Drain Portable Sediment Tank Rock Dam Sediment Basin Sediment Traps Silt Fence Stabilized Construction Entrance Storm Drain Inlet Protection Straw/Hay Bale Dike Temporary Access Waterway Crossing Temporary Stormdrain Diversion Temporary Swale Turbidity Curtain Water bars Temporary Structural Debris Basin Diversion Grade Stabilization Structure Land Grading Lined Waterway (Rock) Paved Channel (Concrete) Paved Flume Retaining Wall Riprap Slope Protection Rock Outlet Protection Streambank Protection Permanent Structural 0005089822 Page 8 of 14 Post-construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27.Identify all site planning practices that were used to prepare the final site plan/layout for the project. Preservation of Undisturbed Areas Preservation of Buffers Reduction of Clearing and Grading Locating Development in Less Sensitive Areas Roadway Reduction Sidewalk Reduction Driveway Reduction Cul-de-sac Reduction Building Footprint Reduction Parking Reduction 28.Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). Total WQv Required .acre-feet 29.Identify the RR techniques (Area Reduction), RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(#28). Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note:Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. 27a.Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6("Soil Restoration") of the Design Manual (2010 version). All disturbed areas Compacted areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). were considered as impervious cover when calculating the WQv Required,and the compacted areas were assigned a post-construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 0182089828 and/or and/or and/or and/or Conservation of Natural Areas (RR-1) Sheetflow to Riparian Tree Planting/Tree Pit (RR-3) Disconnection of Rooftop Runoff (RR-4) Vegetated Swale (RR-5) Rain Garden (RR-6) Stormwater Planter (RR-7) Rain Barrel/Cistern (RR-8) Porous Pavement (RR-9) Green Roof (RR-10) Infiltration Trench (I-1) Infiltration Basin (I-2) Dry Well (I-3) Underground Infiltration System (I-4) Bioretention (F-5) Dry Swale (O-1) Micropool Extended Detention (P-1) Wet Pond (P-2) Wet Extended Detention (P-3) Multiple Pond System (P-4) Pocket Pond (P-5) Surface Sand Filter (F-1) Underground Sand Filter (F-2) Perimeter Sand Filter (F-3) Organic Filter (F-4) Shallow Wetland (W-1) Extended Detention Wetland (W-2) Pond/Wetland System (W-3) Pocket Wetland (W-4) Wet Swale (O-2) . . . . . . . . . . . . . . ............................ .................................. .................................... ............................................. ..................................... ................................ ................................... ......................................... ......................................... ............................. .................................................. .......................................... ............................................... ................................................ RR Techniques (Area Reduction) Total Contributing Impervious Area(acres) . . . . . . . . . . . . . . . ... .......... .......... .. ......................................... ............................................ ..................................... .................................... ........................................ ..................................... ...................................... ................................................ ........................ ............................................ ............................................... Table 1 -Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) RR Techniques (Volume Reduction) Standard SMPs with RRv Capacity Standard SMPs Page 9 of 14 Total Contributing Area (acres) . . . . Buffers/Filters Strips (RR-2) ............................................. 7738089822 . 31.Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28). If Yes, go to question 36. If No, go to question 32. Yes No Total RRv provided 32.Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P)(0.95)(Ai)/12,Ai=(S)(Aic)] Minimum RRv Required .acre-feet 30.Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. acre-feet 32a.Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? If Yes, go to question 33. Note:Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Yes No Page 10 of 14 Hydrodynamic Wet Vault Media Filter Other Alternative SMP . . . . ............................................... .................................................. ............................................... .................. Table 2 -Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Note:Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. Total Contributing Impervious Area(acres) Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Name Manufacturer 0762089822 .acre-feet CPv Provided acre-feet. CPv Required 36.Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a), if applicable. Page 11 of 14 35.Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. .34.Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a). Yes No 33a.Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. . WQv Provided acre-feet Note:For the standard SMPs with RRv capacity, the WQv provided by each practice = the WQv calculated using the contributing drainage area to the practice - RRv provided by the practice. (See Table 3.5 in Design Manual) 33.Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30). Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. Site discharges directly to tidal waters Reduction of the total CPv is achieved on site 36a. The need to provide channel protection has been waived because: or a fifth order or larger stream. through runoff reduction techniques or infiltration systems. .CFS CFS. Post-developmentPre-Development Total Extreme Flood Control Criteria (Qf) .CFS .CFS Post-developmentPre-Development Total Overbank Flood Control Criteria (Qp) 37.Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a), if applicable. 1766089827 Page 12 of 14 39.Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required(#28). (See question 32a) This space can also be used for other pertinent project information. 38.Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance Yes No 37a.The need to meet the Qp and Qf criteria has been waived because: Site discharges directly to tidal waters Downstream analysis reveals that the Qp and Qf controls are not required or a fifth order or larger stream. 1310089822 Air Pollution Control Coastal Erosion Hazardous Waste Long Island Wells Mined Land Reclamation Solid Waste Navigable Waters Protection / Article 15 Water Quality Certificate Dam Safety Water Supply Freshwater Wetlands/Article 24 Tidal Wetlands Wild, Scenic and Recreational Rivers Stream Bed or Bank Protection / Article 15 Endangered or Threatened Species(Incidental Take Permit) Individual SPDES SPDES Multi-Sector GP Other None 44.If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. 42.Is this project subject to the requirements of a regulated, traditional land use control MS4? (If No, skip question 43) Yes No 43.Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? Yes No 41.Does this project require a US Army Corps of Engineers Wetland Permit? If Yes, Indicate Size of Impact. Yes No . Page 13 of 14 40.Identify other DEC permits, existing and new, that are required for this project/facility. 4285089826 Owner/Operator Certification I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator Signature Date // Print First Name Print Last Name MI Page 14 of 14 3547089826 Stormwater Pollution Prevention Plan (SWPPP) C 66 Duplainville Road December 2022 Appendix C MS4 Acceptance Form NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1.Owner/Operator Name: 2.Contact Person: 3.Street Address: 4. City/State/Zip: II. Project Site Information 5.Project/Site Name: 6.Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8.SWPPP Reviewed by: 9.Title/Position: 10.Date Final SWPPP Reviewed and Accepted: IV.Regulated MS4 Information 11.Name of MS4: 12.MS4 SPDES Permit Identification Number: NYR20A 13.Contact Person: 14.Street Address: 15. City/State/Zip: 16.Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information (NYS DEC - MS4 SWPPP Acceptance Form - January 2015) Page 2 of 2 Stormwater Pollution Prevention Plan (SWPPP) D 66 Duplainville Road December 2022 Appendix D SPDES General Permit GP-0-20-001 I PREFACE Pursuant to Section 402 of the Clean Water Act (“CWA”), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (“NPDES”) permit or by a state permit program. New York administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of “construction activity”, as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. I NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS ............................................................. 1 A. Permit Application ................................................................................................. 1 B. Effluent Limitations Applicable to Discharges from Construction Activities ........... 1 C. Post-construction Stormwater Management Practice Requirements .................... 4 D. Maintaining Water Quality ..................................................................................... 8 E. Eligibility Under This General Permit ..................................................................... 9 F. Activities Which Are Ineligible for Coverage Under This General Permit .............. 9 Part II. PERMIT COVERAGE ........................................................................................... 12 A. How to Obtain Coverage ..................................................................................... 12 B. Notice of Intent (NOI) Submittal .......................................................................... 13 C. Permit Authorization ............................................................................................ 13 D. General Requirements For Owners or Operators With Permit Coverage ........... 15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002 ....................... 17 F. Change of Owner or Operator ............................................................................. 17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) ........................... 18 A. General SWPPP Requirements .......................................................................... 18 B. Required SWPPP Contents ................................................................................ 20 C. Required SWPPP Components by Project Type ................................................. 24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS ..................................... 24 A. General Construction Site Inspection and Maintenance Requirements .............. 24 B. Contractor Maintenance Inspection Requirements ............................................. 24 C. Qualified Inspector Inspection Requirements ...................................................... 25 Part V. TERMINATION OF PERMIT COVERAGE ........................................................... 29 A. Termination of Permit Coverage ......................................................................... 29 Part VI. REPORTING AND RETENTION RECORDS ...................................................... 31 A. Record Retention ................................................................................................ 31 B. Addresses ........................................................................................................... 31 Part VII. STANDARD PERMIT CONDITIONS .................................................................. 31 A. Duty to Comply .................................................................................................... 31 B. Continuation of the Expired General Permit ........................................................ 32 C. Enforcement ........................................................................................................ 32 D. Need to Halt or Reduce Activity Not a Defense................................................... 32 E. Duty to Mitigate ................................................................................................... 33 F. Duty to Provide Information ................................................................................. 33 G. Other Information ................................................................................................ 33 H. Signatory Requirements ...................................................................................... 33 I. Property Rights ................................................................................................... 35 J. Severability.......................................................................................................... 35 K. Requirement to Obtain Coverage Under an Alternative Permit ........................... 35 L. Proper Operation and Maintenance .................................................................... 36 M. Inspection and Entry ........................................................................................... 36 N. Permit Actions ..................................................................................................... 37 O. Definitions ........................................................................................................... 37 P. Re-Opener Clause .............................................................................................. 37 Q. Penalties for Falsification of Forms and Reports ................................................. 37 R. Other Permits ...................................................................................................... 38 APPENDIX A – Acronyms and Definitions ....................................................................... 39 Acronyms ...................................................................................................................... 39 Definitions ..................................................................................................................... 40 APPENDIX B – Required SWPPP Components by Project Type .................................... 48 Table 1.......................................................................................................................... 48 Table 2.......................................................................................................................... 50 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ........................ 52 APPENDIX D – Watersheds with Lower Disturbance Threshold ..................................... 58 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) ........... 59 APPENDIX F – List of NYS DEC Regional Offices .......................................................... 65 (Part I) 1 Part 1. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.B.1. (a) – (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part I.B.1.(a) – (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan (“SWPPP”) the reason(s) for the (Part I.B.1) 2 deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments (Part I.B.1.b) 3 listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (Part I.B.1.e.iii) 4 (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices (“SMPs”) are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume (“RRv”): Reduce the total Water Quality Volume (“WQv”) by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. (Part I.C.2.a.ii) 5 For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (“Cpv”): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (“Qp”): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (“Qf”): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24 hour design storm over the post-developed watershed and shall be (Part I.C.2.b.i) 6 calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (Part I.C.2.c) 7 c. Sizing Criteria for Redevelopment Activity (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 – 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site (Part I.C.2.d) 8 d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. (Part I.E) 9 E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; waters to which other components have not been added that are used to control dust in accordance with the SWPPP; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or (Part I.F.4) 10 operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non-jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover; and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase “D” (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. (Part I.F.8) 11 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.D.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ƒ 1-5 acres of disturbance - 20 feet ƒ 5-20 acres of disturbance - 50 feet ƒ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (Part I.F.8.c) 12 (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. PERMIT COVERAGE A. How to Obtain Coverage 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have the SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the “MS4 SWPPP Acceptance” form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. (Part II.B) 13 B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eNOI) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department’s website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA’s 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department’s online NOI. 3. The owner or operator shall have the SWPPP preparer sign the “SWPPP Preparer Certification” statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act (“SEQRA”) have been satisfied, when SEQRA is applicable. See the Department’s website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act (“UPA”) (see 6 NYCRR Part 621), or the equivalent from another New York State agency, have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits (Part II.C.2.b) 14 must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C. (Part II.C.3.b) 15 b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed “MS4 SWPPP Acceptance” form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed “MS4 SWPPP Acceptance” form. 4. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination (“NOT”) has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor’s or subcontractor’s certification statement (see Part III.A.6.), and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land (Part II.D.3) 16 use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site-specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner’s or operator’s coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the (Part II.D.6) 17 regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-20-001. F. Change of Owner or Operator 1. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. 3. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or (Part II.F.3) 18 operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; (Part III.A.4.b) 19 b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department’s comments in the specified time frame, the Department may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with (Part III.A.6) 20 the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project (Part III.B.1.b) 21 b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection (Part III.B.1.i) 22 schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and l. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component – The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; (Part III.B.2.b) 23 b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post- development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. (Part III.B.3) 24 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part III.B.2 or 3 of this permit. Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post-construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall (Part IV.B.1) 25 begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: ƒ licensed Professional Engineer, ƒ Certified Professional in Erosion and Sediment Control (CPESC), ƒ New York State Erosion and Sediment Control Certificate Program holder ƒ Registered Landscape Architect, or ƒ someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located (Part IV.C.1.a) 26 in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part II.D.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. (Part IV.C.2.d) 27 d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice” certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.B.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: (Part IV.C.4.a) 28 a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post- construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and (Part IV.C.4.l) 29 l. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.D.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.B.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; (Part V.A.2.b) 30 b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the “MS4 Acceptance” statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) required in Part V.A.3. of this permit. 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right-of- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, (Part V.A.5.b) 31 b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.B.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water (Part VII.A) 32 Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non- compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. (Part VII.E) 33 E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. the scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post-construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOIs and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (Part VII.H.1.a) 34 (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, (Part VII.H.2.b) 35 superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall (Part VII.K.1) 36 include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operator to achieve compliance with the conditions of this permit and with the requirements of the SWPPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and (Part VII.M.3) 37 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. (Part VII.R) 38 R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 39 APPENDIX A – Acronyms and Definitions Acronyms APO – Agency Preservation Officer BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control Cpv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW – Division of Water EAF – Environmental Assessment Form ECL - Environmental Conservation Law EPA – U. S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review SEQRA - State Environmental Quality Review Act SHPA – State Historic Preservation Act SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume Appendix A 40 Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property –means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post-Development Conditions - means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both “sewage” and “stormwater”. Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site – means the land area where construction activity(ies) will occur. See definition for “Commence (Commencement of) Construction Activities” and “Larger Common Plan of Development or Sale” also. Dewatering – means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system Appendix A 41 and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Embankment –means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species – see 6 NYCRR Part 182 of the Department’s rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) – means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) - means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property – means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – means not technologically possible, or not economically practicable and achievable in light of best industry practices. Appendix A 42 Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term “plan” in “larger common plan of development or sale” is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. Minimize – means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer; and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) - means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). Natural Buffer –means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. Appendix A 43 New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department’s receipt and acceptance of a complete Notice of Intent. This letter documents the owner’s or operator’s authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Nonpoint Source - means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank –means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Performance Criteria – means the design criteria listed under the “Required Elements” sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . Appendix A 44 Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC’s Appendix A 45 SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: ƒ Re-grading of gravel roads or parking lots, ƒ Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, ƒ Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), ƒ Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment, ƒ Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, ƒ Long-term use of equipment storage areas at or near highway maintenance facilities, ƒ Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, ƒ Existing use of Canal Corp owned upland disposal sites for the canal, and ƒ Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations – means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) - means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Appendix A 46 Steep Slope – means land area designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank – as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post-construction stormwater management controls); and identifies procedures the owner or operator will implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor - means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed Appendix A 47 training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard - means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 48 APPENDIX B – Required SWPPP Components by Project Type Table 1 Construction Activities that Require the Preparation of a SWPPP That Only Includes Erosion and Sediment Controls The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics Appendix B 49 Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) excluding projects that alter hydrology from pre to post development conditions, • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established, and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State”, excluding projects that involve soil disturbances of greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete Appendix B 50 Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family home that disturbs five (5) or more acres of land • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) and structural practices as identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW’s, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 Appendix B 51 Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project, wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 52 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual (“Design Manual”). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed – Figure 4 • Kinderhook Lake Watershed – Figure 5 Appendix C 53 Figure 1 - New York City Watershed East of the Hudson Appendix C 54 Figure 2 - Onondaga Lake Watershed Appendix C 55 Figure 3 - Greenwood Lake Watershed Appendix C 56 Figure 4 - Oscawana Lake Watershed Appendix C 57 Figure 5 - Kinderhook Lake Watershed 58 APPENDIX D – Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 59 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using ”The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy” dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 60 Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 61 Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment - West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 62 Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 63 Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 303(d) Segments Impaired by Construction Related Pollutant(s) 64 Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients 65 APPENDIX F – List of NYS DEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 100 HILLSIDE AVENUE, SUITE 1W WHITE PLAINS, NY 10603 TEL. (914) 428 - 2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1150 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 7 BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7438 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7500 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES 6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7165 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070 Stormwater Pollution Prevention Plan (SWPPP) E 66 Duplainville Road December 2022 Appendix E NYS OPRHP Documentation New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189, Waterford, New York 12188-0189 (518) 237-8643 • https://parks.ny.gov/shpo KATHY HOCHUL ERIK KULLESEID Governor Commissioner December 14, 2022 Brian Sipperly Principal Project Manager Verity Engineering, D.P.C. P.O. Box 474 Troy, NY 12181 Re: DEC Spec Industrial Warehouse WJ Grande Industrial Park at the terminus of Duplainville Road, Saratoga Springs, NY 22PR07770 Dear Brian Sipperly: Thank you for requesting the comments of the Division for Historic Preservation of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the submitted materials in accordance with the New York State Historic Preservation Act of 1980 (section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the Division for Historic Preservation and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6NYCRR Part 617). OPRHP has reviewed the Phase IA/IB Archaeological Survey report prepared by Birchwood Archaeological Services, Inc. (December 2022; 22SR00631). No archaeological sites were identified by the survey. Therefore, it is the opinion of the OPRHP that no properties, including archaeological and/or historic resources, listed in or eligible for the New York State and National Registers of Historic Places will be impacted by this project. If you have any questions, I can be reached at Jessica.Schreyer@parks.ny.gov. Sincerely, Jessica Schreyer Scientist Archaeology Stormwater Pollution Prevention Plan (SWPPP) F 66 Duplainville Road December 2022 Appendix F USDA and NCRS Soil Survey United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Saratoga County, New York Natural Resources Conservation Service November 7, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Saratoga County, New York............................................................................13 DeB—Deerfield loamy fine sand, 3 to 8 percent slopes..............................13 Fl—Fluvaqvents frequently flooded.............................................................14 OaB—Oakville loamy fine sand, undulating................................................16 W—Water....................................................................................................17 Wa—Wareham loamy sand.........................................................................17 WnB—Windsor loamy sand, 3 to 8 percent slopes.....................................18 WnC—Windsor loamy sand, 8 to 15 percent slopes...................................20 References............................................................................................................22 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 476770047678004767900476800047681004768200476830047684004768500476860047687004768800476890047690004769100476770047678004767900476800047681004768200476830047684004768500476860047687004768800476890047690004769100594200 594300 594400 594500 594600 594700 594800 594900 595000 595100 594200 594300 594400 594500 594600 594700 594800 594900 595000 595100 595200 43° 4' 7'' N 73° 50' 38'' W43° 4' 7'' N73° 49' 51'' W43° 3' 21'' N 73° 50' 38'' W43° 3' 21'' N 73° 49' 51'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,960 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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 22, Sep 10, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2020—Sep 15, 2020 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI DeB Deerfield loamy fine sand, 3 to 8 percent slopes 39.8 18.5% Fl Fluvaqvents frequently flooded 1.2 0.6% OaB Oakville loamy fine sand, undulating 2.1 1.0% W Water 1.2 0.6% Wa Wareham loamy sand 8.7 4.1% WnB Windsor loamy sand, 3 to 8 percent slopes 159.2 74.1% WnC Windsor loamy sand, 8 to 15 percent slopes 2.7 1.2% Totals for Area of Interest 214.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 11 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Saratoga County, New York DeB—Deerfield loamy fine sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2xfg9 Elevation: 0 to 1,190 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Deerfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Deerfield Setting Landform:Outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy outwash derived from granite, gneiss, and/or quartzite Typical profile Ap - 0 to 9 inches: loamy fine sand Bw - 9 to 25 inches: loamy fine sand BC - 25 to 33 inches: fine sand Cg - 33 to 60 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:About 15 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum:11.0 Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Windsor Percent of map unit:7 percent Landform:Kame terraces, outwash deltas, outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Wareham Percent of map unit:5 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sudbury Percent of map unit:2 percent Landform:Outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Ninigret Percent of map unit:1 percent Landform:Outwash terraces, outwash plains, kame terraces Landform position (three-dimensional):Tread Down-slope shape:Linear, convex Across-slope shape:Concave, convex Hydric soil rating: No Fl—Fluvaqvents frequently flooded Map Unit Setting National map unit symbol: 9wb0 Elevation: 300 to 1,800 feet Mean annual precipitation: 36 to 48 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 125 to 160 days Farmland classification: Not prime farmland Map Unit Composition Fluvaquents, frequently flooded, and similar soils:60 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 14 Description of Fluvaquents, Frequently Flooded Setting Landform:Flood plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Parent material:Alluvium with highly variable texture Typical profile H1 - 0 to 10 inches: gravelly loamy sand H2 - 10 to 72 inches: gravelly sandy loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.06 to 19.98 in/hr) Depth to water table:About 0 inches Frequency of flooding:NoneFrequent Frequency of ponding:Frequent Calcium carbonate, maximum content:2 percent Available water supply, 0 to 60 inches: Moderate (about 6.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Ecological site: F101XY003NY - Low Floodplain Depression Hydric soil rating: Yes Minor Components Limerick Percent of map unit:10 percent Landform:Flood plains Hydric soil rating: Yes Madalin Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes Palms Percent of map unit:5 percent Landform:Swamps, marshes Hydric soil rating: Yes Custom Soil Resource Report 15 OaB—Oakville loamy fine sand, undulating Map Unit Setting National map unit symbol: 9wc0 Elevation: 600 to 1,200 feet Mean annual precipitation: 36 to 48 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 125 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Oakville and similar soils:70 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Oakville Setting Landform:Terraces, outwash plains, deltas Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Sandy eolian, beach ridge, or glaciofluvial deposits Typical profile H1 - 0 to 7 inches: loamy fine sand H2 - 7 to 37 inches: loamy fine sand H3 - 37 to 90 inches: loamy fine sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):High to very high (5.95 to 19.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 16 Minor Components Wareham Percent of map unit:5 percent Hydric soil rating: Yes W—Water Map Unit Setting National map unit symbol: 9wd3 Mean annual precipitation: 36 to 48 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 125 to 160 days Farmland classification: Not prime farmland Map Unit Composition Water:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Wa—Wareham loamy sand Map Unit Setting National map unit symbol: 9wd4 Elevation: 100 to 1,000 feet Mean annual precipitation: 36 to 48 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 125 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Wareham, poorly drained, and similar soils:70 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wareham, Poorly Drained Setting Landform:Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial or deltaic deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material H2 - 2 to 8 inches: loamy sand Custom Soil Resource Report 17 H3 - 8 to 19 inches: loamy sand C - 19 to 72 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 5.95 in/hr) Depth to water table:About 0 to 18 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: A/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Minor Components Scarboro Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes Cheektowaga Percent of map unit:5 percent Landform:Depressions Hydric soil rating: Yes WnB—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 18 Description of Windsor, Loamy Sand Setting Landform:Dunes, outwash terraces, outwash plains, deltas Landform position (three-dimensional):Tread, riser Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Deltas, kames, outwash plains, eskers Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, crest, side slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Terraces, outwash plains, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Custom Soil Resource Report 19 Hydric soil rating: No WnC—Windsor loamy sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2svkq Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Windsor and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:— error in exists on — Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, riser Down-slope shape:Convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material Ap - 1 to 11 inches: loamy sand Bw - 11 to 31 inches: loamy sand C - 31 to 65 inches: sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Custom Soil Resource Report 20 Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit:10 percent Landform:Kames, outwash plains, eskers, deltas Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield Percent of map unit:5 percent Landform:Terraces, outwash plains, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 21 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 22 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 23 Stormwater Pollution Prevention Plan (SWPPP) G 66 Duplainville Road December 2022 Appendix G Drainage Maps DeBDeer field Loamy Fine Sand3 to 8 percent slopesHSG: ASC-6AREA: 202,837 SF.CN: 32TC: 35.9 MIN.SC-1AREA: 161,633 SF.CN: 32TC: 46.6 MIN.SC-2AREA: 273,157 SF.CN: 32TC: 68.3 MIN.WnBWindsor loamy sand3 to 8 percent slopesHSG: ASC-3AREA: 31,351 SF.CN: 36TC: 53.0 MIN.DP-4DP-2DP-6WnBWindsor loamy sand3 to 8 percent slopesHSG: AWnBWindsor loamy sand3 to 8 percent slopesHSG: ADP-3330.00332.49331.00329.39328.76330.90329.69329.84329.17327.62SC-4AREA: 154,725 SF.CN: 32TC: 58.4 MIN.327.73SHEET FLOW100 LF @ 1.6%SHALLOW CON.(WOODLAND)438 LF @ 0.5%SHALLOW CON.(WOODLAND)317 LF @ 0.5%SHEET FLOW100 LF @ 0.6%SHEET FLOW100 LF @ 0.3%SHEET FLOW100 LF @ 0.3%SHALLOW CON.(WOODLAND)213 LF @ 0.9%SHEET FLOW100 LF @ 1.8%SHEET FLOW100 LF @ 1.5%SHALLOW CON.(WOODLAND)231 LF @ 0.7%SHALLOW CON.(WOODLAND)629 LF @ 0.5%SC-5AREA: 142,360 SF.CN: 32TC: 39.7 MIN.330335340345329331332333333333334336337 338339341342343344 330328329329329331332333 326326327328330327327327328329329329 3283293 2 9 330 330 330 32 9331 330328329 3 2 8 . 4 1329.00329.37331.663 3 0 . 0 0 3 2 9 . 0 9 DP-5326.45SHALLOW CON.(WOODLAND)76 LF @ 1.5%DP-1327.271 of 2DR-EXDUPLAINVILLE ROAD WAREHOUSE INDUSTRIAL DEVELOPMENT DUPLAINVILLE RD | CITY OF SARATOGA SPRINGS | SARATOGA COUNTY | NEW YORK STATEEXISTING DRAINAGE08/12/2022AJVAJVAS NOTEDEASEASA 12/16/22 AJVINITIAL SUBMISSION ---- ---- ---- ---- ---- ---- ---- ---- ---- P:\22-024\CAD\SHEETS\22-024 DR-EX.DWG | 12/16/2022 09:36:34 AM DATE:APPROVED BY:CHECKED BY:SCALE:DESIGNED BY:DRAWN BY:REV.DATE BYDESCRIPTION Verity Engineering, D.P.C.P.O. Box 474Troy, New York 12181518.389.7200 | verityeng.comIT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145 FOR ANYPERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSEDPROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF ALTERED, THEALTERING ENGINEER SHALL AFFIX TO THE DOCUMENT THEIR SEAL, THE NOTATION"ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, ANDA SPECIFIC DESCRIPTION OF THE ALTERATION.COPYRIGHT © 2022 VERITY ENGINEERING D.P.C. ALL RIGHTS RESERVED.881 Murray RoadMiddle Grove, NY 12850518.584.6174munterenterprises.com1 inch = ft.( IN FEET )GRAPHIC SCALE060306012024060NPROPERTY LINELEGENDPERVIOUS GROUND COVER(LAWN)PERVIOUS GROUND COVER(WOODLANDS)IMPERVIOUS COVER XXDUPLAINVILLE ROAD EEEEEEEEEEEDeBDeer field Loamy Fine Sand3 to 8 percent slopesHSG: AWnBWindsor loamy sand3 to 8 percent slopesHSG: AWnBWindsor loamy sand3 to 8 percent slopesHSG: AWnBWindsor loamy sand3 to 8 percent slopesHSG: A330335340345329331332333333333334336337 338339341342343344 330328329329329331332333 326326327328330327327327328329329329 3283293 2 9 330 330 330 32 9331 330328329XX DUPLAINVILLE ROAD EEEEEEEEEEESC-401AREA: 23,834 SF.CN: 89TC: 6.0 MIN.SC-502AREA: 22,904 SF.CN: 98TC: 6.0 MIN.SC-507AREA: 39,233 SF.CN: 98TC: 6.0 MIN.DA-200AREA: 265,315 SF.CN: 90TC: 6.0 MIN.DA-300AREA: 96,663 SF.CN: 89TC: 6.0 MIN.SC-504AREA: 26,720 SF.CN: 81TC: 6.0 MIN.SC-403AREA: 22,680 SF.CN: 57TC: 6.0 MIN.SC-405AREA:6,232 SF.CN: 98TC: 6.0 MIN.DA-100AREA: 165,644 SF.CN: 80TC: 6.0 MIN.SC-508AREA: 25,000 SF.CN: 98TC: 6.0 MIN.SC-501AREA: 73,625 SF.CN: 54TC: 6.0 MIN.SC-506AREA: 88,648 SF.CN: 53TC: 6.0 MIN.SC-505AREA: 2,938 SF.CN: 87TC: 6.0 MIN.SC-503AREA: 25,101 SF.CN: 98TC: 6.0 MIN.DA-400AREA: 77,352 SF.DA-500AREA: 304,169 SF.SC-404AREA: 19,527 SF.CN: 76TC: 6.0 MIN.SC-402AREA: 5,079 SF.CN: 98TC: 6.0 MIN.2 of 2DR-PRDUPLAINVILLE ROAD WAREHOUSE INDUSTRIAL DEVELOPMENT DUPLAINVILLE RD | CITY OF SARATOGA SPRINGS | SARATOGA COUNTY | NEW YORK STATEPROPOSED DRAINAGE MAP08/12/2022AJVAJVAS NOTEDEASEASA 12/16/22 AJVINITIAL SUBMISSION ---- ---- ---- ---- ---- ---- ---- ---- ---- P:\22-024\CAD\SHEETS\22-024 DR-PR.DWG | 12/15/2022 04:30:03 PM DATE:APPROVED BY:CHECKED BY:SCALE:DESIGNED BY:DRAWN BY:REV.DATE BYDESCRIPTION Verity Engineering, D.P.C.P.O. Box 474Troy, New York 12181518.389.7200 | verityeng.comIT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145 FOR ANYPERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSEDPROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF ALTERED, THEALTERING ENGINEER SHALL AFFIX TO THE DOCUMENT THEIR SEAL, THE NOTATION"ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, ANDA SPECIFIC DESCRIPTION OF THE ALTERATION.COPYRIGHT © 2022 VERITY ENGINEERING D.P.C. ALL RIGHTS RESERVED.881 Murray RoadMiddle Grove, NY 12850518.584.6174munterenterprises.com1 inch = ft.( IN FEET )GRAPHIC SCALE060306012024060NPROPERTY LINELEGENDPERVIOUS GROUND COVER(LAWN)PERVIOUS GROUND COVER(WOODLANDS)IMPERVIOUS COVER Stormwater Pollution Prevention Plan (SWPPP) H 66 Duplainville Road December 2022 Appendix H NYSDEC Green Infrastructure Worksheets Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre‐feet) = [(P)(Rv)(A)] /12 No Design Point: SITE P= 1.15 inch Catchment  Number Total Area (Acres) Impervious Area (Acres) Percent  Impervious % Rv WQv (ft 3 )Description 1 3.803 2.979 78% 0.755 11,986 Infiltration Basin 2 6.091 5.162 85% 0.813 20,664 Infiltration Basin 3 2.22 1.85 83% 0.80 7,409 Infiltration Basin 4 1.78 1.17 66% 0.64 4,755 Infiltration Basin 5 6.98 3.98 57% 0.56 16,419 Infiltration Basin 6 7 8 9 10 Subtotal (1‐30)20.871 15.139 73% 0.70 61,233 Subtotal 1 Total 20.871 15.139 73% 0.70 61,233 Initial WQv 1.406 af Total  Contributing  Area Contributing  Impervious Area (Acre) (Acre) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total Area (Acres) Impervious Area (Acres) Percent  Impervious % Runoff  Coefficient Rv WQv (ft 3 ) 20.871 15.139 73% 0.703 61,233 0.000 0.000 20.871 15.139 73% 0.703 61,233 0.000 20.871 15.139 73% 0.703 61,233 1.406 af 0 0.000 af Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post‐development 1 year  runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area  may be subtracted per treeTree Planting Filter Strips Total Manually enter P, Total Area and Impervious Cover. NotesTechnique minimum 10,000 sfConservation of Natural Areas  WQv reduced by Area Reduction  techniques Adjusted WQv after Area Reduction  and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre‐feet) = [(P)(Rv)(A)] /12 Runoff Reduction Techiques/Standard  SMPs Total  Contributing  Area  Total  Contributing  Impervious  Area WQv  Reduced  (RRv) WQv  Treated (acres) (acres) cf cf Conservation of Natural Areas  RR‐1 0.000 0.000 Sheetflow to Riparian Buffers/Filter  Strips RR‐2 0.000 0.000 Tree Planting/Tree Pit RR‐3 0.000 0.000 Disconnection of Rooftop Runoff RR‐4 0.000 Vegetated Swale RR‐5 0.000 0.000 0 Rain Garden RR‐6 0.000 0.000 0 Stormwater Planter RR‐7 0.000 0.000 0 Rain Barrel/Cistern RR‐8 0.000 0.000 0 Porous Pavement RR‐9 0.000 0.000 0 Green Roof (Intensive & Extensive) RR‐10 0.000 0.000 0 Infiltration Trench I‐1 0.000 0.000 0 0 Infiltration Basin I‐2 20.871 15.139 61,233 0 Dry Well I‐3 0.000 0.000 0 0 Underground Infiltration System I‐4 Bioretention & Infiltration Bioretention F‐5 0.000 0.000 0 0 Dry swale O‐1 0.000 0.000 0 0 Micropool Extended Detention (P‐1) P‐1 Wet Pond (P‐2) P‐2 Wet Extended Detention (P‐3) P‐3 Multiple Pond system (P‐4) P‐4 Pocket Pond (p‐5) P‐5 Surface Sand filter (F‐1) F‐1 Underground Sand filter (F‐2) F‐2 Perimeter Sand Filter (F‐3) F‐3 Organic Filter (F‐4 F‐4 Shallow Wetland (W‐1) W‐1 Extended Detention Wetland (W‐2 W‐2 Pond/Wetland System (W‐3) W‐3 Pocket Wetland (W‐4) W‐4 Wet Swale (O‐2) O‐2 → 0.000 0.000 0 → 0.000 0.000 0 → 20.871 15.139 61,233 0 → 0.000 0.000 0 → 20.871 15.139 61,233 0 Impervious Cover √ okay Total Area  √ okay Totals by Volume Reduction Totals by Standard SMP w/RRV Totals by Standard SMP Totals ( Area + Volume + all SMPs) Runoff Reduction Volume and Treated volumes Standard SMPs w/RRv CapacityStandard SMPs   Area/Volume Reduction Totals by Area Reduction Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre‐feet) = [(P)(Rv)(A)] /12 Soil Group Acres S A 20.871 55% B 40% C 30% D 20% Total Area 20.871 S =0.55 Impervious = 15.139 acre Precipitation 1.15 in Rv  0.95 Minimum RRv 33,020 ft 3 0.758 ac.‐ft. Enter the Soils Data for the site Calculate the Minimum RRv Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre‐feet) = [(P)(Rv)(A)] /12 # cf af 28 61,233 1.406 30 61,233 1.406 31 32 33,020 0.758 32a 33a 0 0.000 34 61,233 1.406 100.00% 34 61,233 1.406 35 36 Cpv 37 Qp 37 Qf Reported Value Yes Yes Yes Minimum RRv NOI Question Sum of Volume Reduced & Treated Total WQv Treated Total RRV Provided Total Water Quality Volume (WQv) Required Is Sum RRv Provided and WQv Provided  ≥WQv Required? Sum of Volume Reduced and Treated    Is RRv Provided ≥ Minimum RRv Required? Is RRv Provided ≥WQv Required? Are Quantity Control requirements met? Channel Protection   Apply Peak Flow Attenuation Overbank Extreme Flood Control Infiltration Basin Worksheet Design Point:SITE Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 1 3.803 2.979 0.78 0.755 11,986 1.15 Infiltration  Basin 0.000 78% 0.755 11,986 0 ft 3 5.00 in/hour 100 % WQv 11,986 ft 3 12,328 ft 3 Design Volume 11,986 ft 3 Basal Area  Required 3,995 ft 2 Basal Area  Provided 7,373 ft 2 Design Depth 3.00 ft Volume  Provided 22,119 ft 3 RRv 11,986 ft 3 Volume Treated 0 ft 3 Sizing √ OK Enter Impervious Area Reduced by  Disconnection of Rooftops <<WQv after adjusting for  Disconnected Rooftops WQv Enter Site Data For Drainage Area to be Treated by Practice Pretreatment Techniques to Prevent Clogging   Size An Infiltration Basin Infiltration Rate Pretreatment Sizing Pretreatment Required Volume Pretreatment Provided Pretreatment Techniques utilized Okay 25% minimum;  50% if >2 in/hr 100% if >5in/hour Refer to Stormwater Management  Report 90% of the storage provided in the basin or WQv whichever is  smaller The infiltration basin must provide storage equal to or greater  than the WQv of the contributing area. This is the portion of the WQv that is not reduced/infiltrated Storage Volume provided in infiltration basin area (not including  pretreatment. Determine Runoff Reduction Sedimentation Basin Enter the portion of the WQv that is not reduced for all practices routed  to this practice.   Infiltration practices shall be designed to exfiltrate the entire  WQv through the floor of each practice. Infiltration Basin Worksheet Design Point:SITE Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 2 6.091 5.162 0.85 0.813 20,664 1.15 Infiltration  Basin 0.000 85% 0.813 20,664 0 ft 3 5.00 in/hour 100 % WQv 20,664 ft 3 20,246 ft 3 Design Volume 20,664 ft 3 Basal Area  Required 6,888 ft 2 Basal Area  Provided 22,648 ft 2 Design Depth 3.00 ft Volume  Provided 67,944 ft 3 RRv 20,664 ft 3 Volume Treated 0 ft 3 Sizing √ OK Size An Infiltration Basin Storage Volume provided in infiltration basin area (not including  pretreatment. Determine Runoff Reduction Enter Site Data For Drainage Area to be Treated by Practice Drainage Area exceeds the maximum allowable unless soil infiltration rate exceeds 5 in/hr Enter Impervious Area Reduced by  Disconnection of Rooftops <<WQv after adjusting for  Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices routed  to this practice. Pretreatment Techniques to Prevent Clogging Pretreatment Provided Infiltration Rate Okay Pretreatment Sizing 25% minimum;  50% if >2 in/hr 100% if >5in/hour Pretreatment Required Volume Inadequate Pretreatment Provided Pretreatment Techniques utilized Sedimentation Basin WQv 90% of the storage provided in the basin or WQv whichever is  smaller This is the portion of the WQv that is not reduced/infiltrated Infiltration practices shall be designed to exfiltrate the entire  WQv through the floor of each practice.   The infiltration basin must provide storage equal to or greater  than the WQv of the contributing area. Infiltration Basin Worksheet Design Point:SITE Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 3 2.22 1.85 0.83 0.80 7,409 1.15 Infiltration  Basin 0.00 83% 0.80 7,409 0 ft 3 5.00 in/hour 100 % WQv 7,409 ft 3 7,676 ft 3 Design Volume 7,409 ft 3 Basal Area  Required 2,470 ft 2 Basal Area  Provided 5,636 ft 2 Design Depth 3.00 ft Volume  Provided 16,908 ft 3 RRv 7,409 ft 3 Volume Treated 0 ft 3 Sizing √ OK WQv Infiltration practices shall be designed to exfiltrate the entire  WQv through the floor of each practice.   Infiltration Rate Okay Pretreatment Sizing 25% minimum;  50% if >2 in/hr 100% if >5in/hour Enter Site Data For Drainage Area to be Treated by Practice 90% of the storage provided in the basin or WQv whichever is  smaller This is the portion of the WQv that is not reduced/infiltrated Storage Volume provided in infiltration basin area (not including  pretreatment. Determine Runoff Reduction The infiltration basin must provide storage equal to or greater  than the WQv of the contributing area. Pretreatment Required Volume Enter Impervious Area Reduced by  Disconnection of Rooftops <<WQv after adjusting for  Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices routed  to this practice. Pretreatment Techniques to Prevent Clogging   Pretreatment Provided Refer to Stormwater Management  Report Pretreatment Techniques utilized Sedimentation Basin Size An Infiltration Basin Infiltration Basin Worksheet Design Point:SITE Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 4 1.78 1.17 0.66 0.64 4,755 1.15 Infiltration  Basin 66% 0.64 4,755 ft 3 5.00 in/hour 100 % WQv 4,755 ft 3 7,332 ft 3 Design Volume 4,755 ft 3 Basal Area  Required 2,377 ft 2 Basal Area  Provided 4,825 ft 2 Design Depth 2.00 ft Volume  Provided 9,650 ft 3 RRv 4,755 ft 3 Volume Treated 0 ft 3 Sizing √ OK Size An Infiltration Basin Okay Enter Site Data For Drainage Area to be Treated by Practice   Infiltration Rate Enter Impervious Area Reduced by  Disconnection of Rooftops Pretreatment Sizing 25% minimum;  50% if >2 in/hr 100% if >5in/hour Pretreatment Required Volume The infiltration basin must provide storage equal to or greater  than the WQv of the contributing area. <<WQv after adjusting for  Disconnected Rooftops Enter the portion of the WQv that is not reduced for all practices routed  to this practice. Pretreatment Techniques to Prevent Clogging Refer to Stormwater Management  Report Pretreatment Techniques utilized Sedimentation Basin Pretreatment Provided 90% of the storage provided in the basin or WQv whichever is  smaller This is the portion of the WQv that is not reduced/infiltrated WQv Infiltration practices shall be designed to exfiltrate the entire  WQv through the floor of each practice.   Storage Volume provided in infiltration basin area (not including  pretreatment. Determine Runoff Reduction Infiltration Basin Worksheet Design Point:SITE Catchment  Number Total Area (Acres) Impervious  Area (Acres) Percent  Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 5 6.98 3.98 0.57 0.56 16,419 1.15 Infiltration  Basin 57% 0.56 16,419 ft 3 5.00 in/hour 100 % WQv 16,419 ft 3 16,807 ft 3 Design Volume 16,419 ft 3 Basal Area  Required 8,210 ft 2 Basal Area  Provided 13,700 ft 2 Design Depth 2.00 ft Volume  Provided 27,400 ft 3 RRv 16,419 ft 3 Volume Treated 0 ft 3 Sizing √ OK Okay Pretreatment Sizing 25% minimum;  50% if >2 in/hr 100% if >5in/hour Pretreatment Required Volume Pretreatment Provided   Pretreatment Techniques utilized Sedimentation Basin Size An Infiltration Basin WQv Infiltration practices shall be designed to exfiltrate the entire  WQv through the floor of each practice.   Storage Volume provided in infiltration basin area (not including  pretreatment. Enter the portion of the WQv that is not reduced for all practices routed  to this practice.   Pretreatment Techniques to Prevent Clogging Infiltration Rate Determine Runoff Reduction 90% of the storage provided in the basin or WQv whichever is  smaller This is the portion of the WQv that is not reduced/infiltrated The infiltration basin must provide storage equal to or greater  than the WQv of the contributing area. Enter Site Data For Drainage Area to be Treated by Practice Enter Impervious Area Reduced by  Disconnection of Rooftops <<WQv after adjusting for  Disconnected Rooftops Stormwater Pollution Prevention Plan (SWPPP) I 66 Duplainville Road December 2022 Appendix I Pre-Development Drainage Calculations 1S SC-1 2S SC-2 3S SC-3 4S SC-4 5S SC-5 6S SC-6 9P Depression 10P Depression Routing Diagram for 22-024 DR-EX Prepared by Verity Engineering, DPC, Printed 12/14/2022 HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 2HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=161,633 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 1S: SC-1 Flow Length=538' Tc=46.6 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=273,157 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 2S: SC-2 Flow Length=729' Tc=68.3 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=31,351 sf 2.58% Impervious Runoff Depth=0.00"Subcatchment 3S: SC-3 Flow Length=176' Tc=53.0 min CN=36 Runoff=0.00 cfs 0.000 af Runoff Area=154,725 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 4S: SC-4 Flow Length=313' Tc=58.4 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=142,360 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 5S: SC-5 Flow Length=417' Tc=39.7 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=202,837 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 6S: SC-6 Flow Length=331' Tc=35.9 min CN=32 Runoff=0.00 cfs 0.000 af Peak Elev=328.41' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 9P: Depression Outflow=0.00 cfs 0.000 af Peak Elev=327.62' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 10P: Depression Outflow=0.00 cfs 0.000 af Total Runoff Area = 22.178 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 99.92% Pervious = 22.159 ac 0.08% Impervious = 0.019 ac P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 3HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: SC-1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 161,633 32 Woods/grass comb., Good, HSG A 161,633 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.0 100 0.0160 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 20.6 438 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 46.6 538 Total Summary for Subcatchment 2S: SC-2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 273,157 32 Woods/grass comb., Good, HSG A 273,157 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 38.6 100 0.0060 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 29.7 629 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 68.3 729 Total Summary for Subcatchment 3S: SC-3 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 10P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 27,117 32 Woods/grass comb., Good, HSG A 3,426 49 50-75% Grass cover, Fair, HSG A 808 98 Paved parking, HSG A 31,351 36 Weighted Average 30,543 97.42% Pervious Area 808 2.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 2.1 76 0.0150 0.61 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 53.0 176 Total P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 4HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: SC-4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 154,725 32 Woods/grass comb., Good, HSG A 154,725 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.5 213 0.0090 0.47 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 58.4 313 Total Summary for Subcatchment 5S: SC-5 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 9P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 142,360 32 Woods/grass comb., Good, HSG A 142,360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 100 0.0180 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 14.9 317 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 39.7 417 Total Summary for Subcatchment 6S: SC-6 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 202,837 32 Woods/grass comb., Good, HSG A 202,837 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 9.2 231 0.0070 0.42 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 35.9 331 Total P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 5HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: Depression Inflow Area = 3.268 ac, 0.00% 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 Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.41' @ 0.00 hrs Surf.Area= 1 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 #1 328.41' 769 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.41 1 1.0 0 0 1 328.50 125 46.0 4 4 169 329.00 3,779 662.0 765 769 34,876 Device Routing Invert Outlet Devices #1 Discarded 328.41'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=328.41' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.00 cfs potential flow) Summary for Pond 10P: Depression Inflow Area = 0.720 ac, 2.58% 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 Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.62' @ 0.00 hrs Surf.Area= 1 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 #1 327.62' 1,129 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 327.62 1 1.0 0 0 1 328.00 1,149 146.6 150 150 1,711 328.50 2,902 381.1 980 1,129 11,560 Device Routing Invert Outlet Devices #1 Discarded 327.62'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.62' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.00 cfs potential flow) P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 6HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=161,633 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 1S: SC-1 Flow Length=538' Tc=46.6 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=273,157 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 2S: SC-2 Flow Length=729' Tc=68.3 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=31,351 sf 2.58% Impervious Runoff Depth=0.00"Subcatchment 3S: SC-3 Flow Length=176' Tc=53.0 min CN=36 Runoff=0.00 cfs 0.000 af Runoff Area=154,725 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 4S: SC-4 Flow Length=313' Tc=58.4 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=142,360 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 5S: SC-5 Flow Length=417' Tc=39.7 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=202,837 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 6S: SC-6 Flow Length=331' Tc=35.9 min CN=32 Runoff=0.00 cfs 0.000 af Peak Elev=328.41' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 9P: Depression Outflow=0.00 cfs 0.000 af Peak Elev=327.63' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 10P: Depression Outflow=0.00 cfs 0.000 af Total Runoff Area = 22.178 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 99.92% Pervious = 22.159 ac 0.08% Impervious = 0.019 ac P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 7HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: SC-1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 161,633 32 Woods/grass comb., Good, HSG A 161,633 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.0 100 0.0160 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 20.6 438 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 46.6 538 Total Summary for Subcatchment 2S: SC-2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 273,157 32 Woods/grass comb., Good, HSG A 273,157 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 38.6 100 0.0060 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 29.7 629 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 68.3 729 Total Summary for Subcatchment 3S: SC-3 Runoff = 0.00 cfs @ 24.24 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 10P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 27,117 32 Woods/grass comb., Good, HSG A 3,426 49 50-75% Grass cover, Fair, HSG A 808 98 Paved parking, HSG A 31,351 36 Weighted Average 30,543 97.42% Pervious Area 808 2.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 2.1 76 0.0150 0.61 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 53.0 176 Total P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 8HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: SC-4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 154,725 32 Woods/grass comb., Good, HSG A 154,725 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.5 213 0.0090 0.47 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 58.4 313 Total Summary for Subcatchment 5S: SC-5 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 9P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 142,360 32 Woods/grass comb., Good, HSG A 142,360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 100 0.0180 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 14.9 317 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 39.7 417 Total Summary for Subcatchment 6S: SC-6 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 202,837 32 Woods/grass comb., Good, HSG A 202,837 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 9.2 231 0.0070 0.42 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 35.9 331 Total P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 9HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: Depression Inflow Area = 3.268 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10-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 Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.41' @ 0.00 hrs Surf.Area= 1 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 #1 328.41' 769 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.41 1 1.0 0 0 1 328.50 125 46.0 4 4 169 329.00 3,779 662.0 765 769 34,876 Device Routing Invert Outlet Devices #1 Discarded 328.41'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=328.41' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.00 cfs potential flow) Summary for Pond 10P: Depression Inflow Area = 0.720 ac, 2.58% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 24.24 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 24.26 hrs, Volume= 0.000 af, Atten= 0%, Lag= 1.5 min Discarded = 0.00 cfs @ 24.26 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.63' @ 24.26 hrs Surf.Area= 3 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.5 min ( 1,425.6 - 1,425.1 ) Volume Invert Avail.Storage Storage Description #1 327.62' 1,129 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 327.62 1 1.0 0 0 1 328.00 1,149 146.6 150 150 1,711 328.50 2,902 381.1 980 1,129 11,560 Device Routing Invert Outlet Devices #1 Discarded 327.62'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 24.26 hrs HW=327.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 10HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=161,633 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 1S: SC-1 Flow Length=538' Tc=46.6 min CN=32 Runoff=0.00 cfs 0.001 af Runoff Area=273,157 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 2S: SC-2 Flow Length=729' Tc=68.3 min CN=32 Runoff=0.01 cfs 0.002 af Runoff Area=31,351 sf 2.58% Impervious Runoff Depth=0.05"Subcatchment 3S: SC-3 Flow Length=176' Tc=53.0 min CN=36 Runoff=0.00 cfs 0.003 af Runoff Area=154,725 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 4S: SC-4 Flow Length=313' Tc=58.4 min CN=32 Runoff=0.00 cfs 0.001 af Runoff Area=142,360 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 5S: SC-5 Flow Length=417' Tc=39.7 min CN=32 Runoff=0.00 cfs 0.001 af Runoff Area=202,837 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 6S: SC-6 Flow Length=331' Tc=35.9 min CN=32 Runoff=0.01 cfs 0.001 af Peak Elev=328.45' Storage=1 cf Inflow=0.00 cfs 0.001 afPond 9P: Depression Outflow=0.00 cfs 0.001 af Peak Elev=327.67' Storage=1 cf Inflow=0.00 cfs 0.003 afPond 10P: Depression Outflow=0.00 cfs 0.003 af Total Runoff Area = 22.178 ac Runoff Volume = 0.009 af Average Runoff Depth = 0.00" 99.92% Pervious = 22.159 ac 0.08% Impervious = 0.019 ac P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 11HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: SC-1 Runoff = 0.00 cfs @ 24.15 hrs, Volume= 0.001 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 161,633 32 Woods/grass comb., Good, HSG A 161,633 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.0 100 0.0160 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 20.6 438 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 46.6 538 Total Summary for Subcatchment 2S: SC-2 Runoff = 0.01 cfs @ 24.28 hrs, Volume= 0.002 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 273,157 32 Woods/grass comb., Good, HSG A 273,157 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 38.6 100 0.0060 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 29.7 629 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 68.3 729 Total Summary for Subcatchment 3S: SC-3 Runoff = 0.00 cfs @ 18.66 hrs, Volume= 0.003 af, Depth= 0.05" Routed to Pond 10P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 27,117 32 Woods/grass comb., Good, HSG A 3,426 49 50-75% Grass cover, Fair, HSG A 808 98 Paved parking, HSG A 31,351 36 Weighted Average 30,543 97.42% Pervious Area 808 2.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 2.1 76 0.0150 0.61 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 53.0 176 Total P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 12HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: SC-4 Runoff = 0.00 cfs @ 24.22 hrs, Volume= 0.001 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 154,725 32 Woods/grass comb., Good, HSG A 154,725 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.5 213 0.0090 0.47 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 58.4 313 Total Summary for Subcatchment 5S: SC-5 Runoff = 0.00 cfs @ 24.13 hrs, Volume= 0.001 af, Depth= 0.00" Routed to Pond 9P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 142,360 32 Woods/grass comb., Good, HSG A 142,360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 100 0.0180 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 14.9 317 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 39.7 417 Total Summary for Subcatchment 6S: SC-6 Runoff = 0.01 cfs @ 24.10 hrs, Volume= 0.001 af, Depth= 0.00" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 202,837 32 Woods/grass comb., Good, HSG A 202,837 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 9.2 231 0.0070 0.42 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 35.9 331 Total P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 13HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: Depression Inflow Area = 3.268 ac, 0.00% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 24.13 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 24.17 hrs, Volume= 0.001 af, Atten= 0%, Lag= 2.6 min Discarded = 0.00 cfs @ 24.17 hrs, Volume= 0.001 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.45' @ 24.17 hrs Surf.Area= 31 sf Storage= 1 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.9 min ( 1,379.1 - 1,377.2 ) Volume Invert Avail.Storage Storage Description #1 328.41' 769 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.41 1 1.0 0 0 1 328.50 125 46.0 4 4 169 329.00 3,779 662.0 765 769 34,876 Device Routing Invert Outlet Devices #1 Discarded 328.41'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 24.17 hrs HW=328.45' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Summary for Pond 10P: Depression Inflow Area = 0.720 ac, 2.58% Impervious, Inflow Depth = 0.05" for 25-yr event Inflow = 0.00 cfs @ 18.66 hrs, Volume= 0.003 af Outflow = 0.00 cfs @ 18.72 hrs, Volume= 0.003 af, Atten= 0%, Lag= 3.5 min Discarded = 0.00 cfs @ 18.72 hrs, Volume= 0.003 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.67' @ 18.72 hrs Surf.Area= 32 sf Storage= 1 cf Plug-Flow detention time= 2.9 min calculated for 0.003 af (100% of inflow) Center-of-Mass det. time= 2.9 min ( 1,191.6 - 1,188.6 ) Volume Invert Avail.Storage Storage Description #1 327.62' 1,129 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 327.62 1 1.0 0 0 1 328.00 1,149 146.6 150 150 1,711 328.50 2,902 381.1 980 1,129 11,560 Device Routing Invert Outlet Devices #1 Discarded 327.62'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 18.72 hrs HW=327.67' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 14HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=161,633 sf 0.00% Impervious Runoff Depth=0.15"Subcatchment 1S: SC-1 Flow Length=538' Tc=46.6 min CN=32 Runoff=0.06 cfs 0.047 af Runoff Area=273,157 sf 0.00% Impervious Runoff Depth=0.15"Subcatchment 2S: SC-2 Flow Length=729' Tc=68.3 min CN=32 Runoff=0.10 cfs 0.080 af Runoff Area=31,351 sf 2.58% Impervious Runoff Depth=0.33"Subcatchment 3S: SC-3 Flow Length=176' Tc=53.0 min CN=36 Runoff=0.04 cfs 0.020 af Runoff Area=154,725 sf 0.00% Impervious Runoff Depth=0.15"Subcatchment 4S: SC-4 Flow Length=313' Tc=58.4 min CN=32 Runoff=0.06 cfs 0.045 af Runoff Area=142,360 sf 0.00% Impervious Runoff Depth=0.15"Subcatchment 5S: SC-5 Flow Length=417' Tc=39.7 min CN=32 Runoff=0.05 cfs 0.042 af Runoff Area=202,837 sf 0.00% Impervious Runoff Depth=0.15"Subcatchment 6S: SC-6 Flow Length=331' Tc=35.9 min CN=32 Runoff=0.08 cfs 0.059 af Peak Elev=328.60' Storage=33 cf Inflow=0.05 cfs 0.042 afPond 9P: Depression Outflow=0.05 cfs 0.042 af Peak Elev=327.82' Storage=24 cf Inflow=0.04 cfs 0.020 afPond 10P: Depression Outflow=0.04 cfs 0.020 af Total Runoff Area = 22.178 ac Runoff Volume = 0.293 af Average Runoff Depth = 0.16" 99.92% Pervious = 22.159 ac 0.08% Impervious = 0.019 ac P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 15HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: SC-1 Runoff = 0.06 cfs @ 14.15 hrs, Volume= 0.047 af, Depth= 0.15" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 161,633 32 Woods/grass comb., Good, HSG A 161,633 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.0 100 0.0160 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 20.6 438 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 46.6 538 Total Summary for Subcatchment 2S: SC-2 Runoff = 0.10 cfs @ 15.40 hrs, Volume= 0.080 af, Depth= 0.15" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 273,157 32 Woods/grass comb., Good, HSG A 273,157 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 38.6 100 0.0060 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 29.7 629 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 68.3 729 Total Summary for Subcatchment 3S: SC-3 Runoff = 0.04 cfs @ 12.99 hrs, Volume= 0.020 af, Depth= 0.33" Routed to Pond 10P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 27,117 32 Woods/grass comb., Good, HSG A 3,426 49 50-75% Grass cover, Fair, HSG A 808 98 Paved parking, HSG A 31,351 36 Weighted Average 30,543 97.42% Pervious Area 808 2.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 2.1 76 0.0150 0.61 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 53.0 176 Total P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 16HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: SC-4 Runoff = 0.06 cfs @ 14.45 hrs, Volume= 0.045 af, Depth= 0.15" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 154,725 32 Woods/grass comb., Good, HSG A 154,725 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.9 100 0.0030 0.03 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 7.5 213 0.0090 0.47 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 58.4 313 Total Summary for Subcatchment 5S: SC-5 Runoff = 0.05 cfs @ 14.02 hrs, Volume= 0.042 af, Depth= 0.15" Routed to Pond 9P : Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 142,360 32 Woods/grass comb., Good, HSG A 142,360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 100 0.0180 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 14.9 317 0.0050 0.35 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 39.7 417 Total Summary for Subcatchment 6S: SC-6 Runoff = 0.08 cfs @ 13.95 hrs, Volume= 0.059 af, Depth= 0.15" Routed to nonexistent node 1P Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 202,837 32 Woods/grass comb., Good, HSG A 202,837 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.7 100 0.0150 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.60" 9.2 231 0.0070 0.42 Shallow Concentrated Flow, Woodlands Woodland Kv= 5.0 fps 35.9 331 Total P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-EX Printed 12/14/2022Prepared by Verity Engineering, DPC Page 17HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: Depression Inflow Area = 3.268 ac, 0.00% Impervious, Inflow Depth = 0.15" for 100-yr event Inflow = 0.05 cfs @ 14.02 hrs, Volume= 0.042 af Outflow = 0.05 cfs @ 14.33 hrs, Volume= 0.042 af, Atten= 2%, Lag= 18.6 min Discarded = 0.05 cfs @ 14.33 hrs, Volume= 0.042 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.60' @ 14.33 hrs Surf.Area= 466 sf Storage= 33 cf Plug-Flow detention time= 8.9 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 8.9 min ( 1,102.0 - 1,093.1 ) Volume Invert Avail.Storage Storage Description #1 328.41' 769 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.41 1 1.0 0 0 1 328.50 125 46.0 4 4 169 329.00 3,779 662.0 765 769 34,876 Device Routing Invert Outlet Devices #1 Discarded 328.41'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 14.33 hrs HW=328.60' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Summary for Pond 10P: Depression Inflow Area = 0.720 ac, 2.58% Impervious, Inflow Depth = 0.33" for 100-yr event Inflow = 0.04 cfs @ 12.99 hrs, Volume= 0.020 af Outflow = 0.04 cfs @ 13.32 hrs, Volume= 0.020 af, Atten= 5%, Lag= 19.9 min Discarded = 0.04 cfs @ 13.32 hrs, Volume= 0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.82' @ 13.32 hrs Surf.Area= 334 sf Storage= 24 cf Plug-Flow detention time= 7.4 min calculated for 0.020 af (100% of inflow) Center-of-Mass det. time= 7.4 min ( 1,040.8 - 1,033.4 ) Volume Invert Avail.Storage Storage Description #1 327.62' 1,129 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 327.62 1 1.0 0 0 1 328.00 1,149 146.6 150 150 1,711 328.50 2,902 381.1 980 1,129 11,560 Device Routing Invert Outlet Devices #1 Discarded 327.62'5.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 13.32 hrs HW=327.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Stormwater Pollution Prevention Plan (SWPPP) J 66 Duplainville Road December 2022 Appendix J Post-Development Drainage Calculations 1S DA-101 2S DA-201 3S DA-301 4.1S SC-401 4.2S SC-402 4.3S SC-403 4.4S SC-404 4.5S SC-405 5.1S SC-501 5.2S SC-502 5.3S SC-503 5.4S SC-504 5.5S SC-505 5.6S SC-506 5.7S SC-507 5.8S SC-508 1P Infiltration Basin #1 2P Infiltration Basin #2 3P Infiltration Basin #3 4.1P CB CB-2 4.2PCB CB-1 4P Infiltration Basin #4 5.1PCB CB-5 5.2PCB CB-4 5.3PCB CB-3 5P Infiltration Basin #1 Routing Diagram for 22-024 DR-PR Prepared by Verity Engineering, DPC, Printed 12/16/2022 HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link P:\22-024\eng\calcs\ 22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 2HydroCAD® 10.20-2g s/n 09886 © 2022 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 Type II 24-hr Default 24.00 1 2.22 2 2 10-yr Type II 24-hr Default 24.00 1 3.69 2 3 25-yr Type II 24-hr Default 24.00 1 4.51 2 4 100-yr Type II 24-hr Default 24.00 1 6.13 2 P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 3HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=130,553 sf 69.47% Impervious Runoff Depth=0.70"Subcatchment 1S: DA-101 Tc=6.0 min CN=80 Runoff=3.61 cfs 0.175 af Runoff Area=305,789 sf 86.76% Impervious Runoff Depth=1.28"Subcatchment 2S: DA-201 Tc=6.0 min CN=90 Runoff=15.37 cfs 0.751 af Runoff Area=98,570 sf 84.12% Impervious Runoff Depth=1.21"Subcatchment 3S: DA-301 Tc=6.0 min CN=89 Runoff=4.70 cfs 0.229 af Runoff Area=23,833 sf 84.56% Impervious Runoff Depth=1.21"Subcatchment 4.1S: SC-401 Tc=6.0 min CN=89 Runoff=1.14 cfs 0.055 af Runoff Area=5,079 sf 100.00% Impervious Runoff Depth=1.99"Subcatchment 4.2S: SC-402 Tc=6.0 min CN=98 Runoff=0.35 cfs 0.019 af Runoff Area=22,680 sf 30.73% Impervious Runoff Depth=0.06"Subcatchment 4.3S: SC-403 Tc=6.0 min CN=57 Runoff=0.00 cfs 0.003 af Runoff Area=19,527 sf 63.49% Impervious Runoff Depth=0.53"Subcatchment 4.4S: SC-404 Tc=6.0 min CN=76 Runoff=0.40 cfs 0.020 af Runoff Area=6,232 sf 100.00% Impervious Runoff Depth=1.99"Subcatchment 4.5S: SC-405 Tc=6.0 min CN=98 Runoff=0.43 cfs 0.024 af Runoff Area=73,625 sf 26.25% Impervious Runoff Depth=0.03"Subcatchment 5.1S: SC-501 Tc=6.0 min CN=54 Runoff=0.01 cfs 0.004 af Runoff Area=22,904 sf 100.00% Impervious Runoff Depth=1.99"Subcatchment 5.2S: SC-502 Tc=6.0 min CN=98 Runoff=1.59 cfs 0.087 af Runoff Area=25,101 sf 100.00% Impervious Runoff Depth=1.99"Subcatchment 5.3S: SC-503 Tc=6.0 min CN=98 Runoff=1.74 cfs 0.096 af Runoff Area=26,719 sf 70.50% Impervious Runoff Depth=0.75"Subcatchment 5.4S: SC-504 Tc=6.0 min CN=81 Runoff=0.79 cfs 0.038 af Runoff Area=2,938 sf 80.87% Impervious Runoff Depth=1.08"Subcatchment 5.5S: SC-505 Tc=6.0 min CN=87 Runoff=0.13 cfs 0.006 af Runoff Area=88,648 sf 23.35% Impervious Runoff Depth=0.02"Subcatchment 5.6S: SC-506 Tc=6.0 min CN=53 Runoff=0.00 cfs 0.004 af Runoff Area=39,233 sf 100.00% Impervious Runoff Depth=1.99"Subcatchment 5.7S: SC-507 Tc=6.0 min CN=98 Runoff=2.72 cfs 0.150 af Runoff Area=25,000 sf 100.00% Impervious Runoff Depth=1.99"Subcatchment 5.8S: SC-508 Tc=6.0 min CN=98 Runoff=1.73 cfs 0.095 af Peak Elev=328.82' Storage=4,519 cf Inflow=3.61 cfs 0.175 afPond 1P: Infiltration Basin #1 Outflow=0.09 cfs 0.162 af Peak Elev=328.62' Storage=10,047 cf Inflow=15.37 cfs 0.751 afPond 2P: Infiltration Basin #2 Outflow=2.62 cfs 0.751 af Peak Elev=328.78' Storage=3,177 cf Inflow=4.70 cfs 0.229 afPond 3P: Infiltration Basin #3 Outflow=0.77 cfs 0.229 af Peak Elev=329.28' Inflow=1.92 cfs 0.098 afPond 4.1P: CB-2 15.0" Round Culvert n=0.012 L=47.1' S=0.0106 '/' Outflow=1.92 cfs 0.098 af Peak Elev=330.63' Inflow=0.35 cfs 0.019 afPond 4.2P: CB-1 12.0" Round Culvert n=0.012 L=129.0' S=0.0140 '/' Outflow=0.35 cfs 0.019 af P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 4HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Peak Elev=325.23' Storage=1,305 cf Inflow=2.30 cfs 0.121 afPond 4P: Infiltration Basin #4 Outflow=0.57 cfs 0.121 af Peak Elev=326.72' Inflow=6.81 cfs 0.371 afPond 5.1P: CB-5 24.0" Round Culvert n=0.012 L=126.0' S=0.0056 '/' Outflow=6.81 cfs 0.371 af Peak Elev=327.18' Inflow=5.23 cfs 0.283 afPond 5.2P: CB-4 24.0" Round Culvert n=0.012 L=127.0' S=0.0051 '/' Outflow=5.23 cfs 0.283 af Peak Elev=327.73' Inflow=0.79 cfs 0.038 afPond 5.3P: CB-3 15.0" Round Culvert n=0.012 L=89.0' S=0.0051 '/' Outflow=0.79 cfs 0.038 af Peak Elev=324.36' Storage=5,786 cf Inflow=8.67 cfs 0.480 afPond 5P: Infiltration Basin #1 Outflow=1.60 cfs 0.480 af Total Runoff Area = 21.038 ac Runoff Volume = 1.756 af Average Runoff Depth = 1.00" 27.63% Pervious = 5.813 ac 72.37% Impervious = 15.226 ac P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 5HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: DA-101 Runoff = 3.61 cfs @ 11.98 hrs, Volume= 0.175 af, Depth= 0.70" Routed to Pond 1P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 90,698 98 Paved parking, HSG A 39,855 39 >75% Grass cover, Good, HSG A 130,553 80 Weighted Average 39,855 30.53% Pervious Area 90,698 69.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: DA-201 Runoff = 15.37 cfs @ 11.97 hrs, Volume= 0.751 af, Depth= 1.28" Routed to Pond 2P : Infiltration Basin #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 265,315 98 Paved parking, HSG A 40,474 39 >75% Grass cover, Good, HSG A 305,789 90 Weighted Average 40,474 13.24% Pervious Area 265,315 86.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: DA-301 Runoff = 4.70 cfs @ 11.97 hrs, Volume= 0.229 af, Depth= 1.21" Routed to Pond 3P : Infiltration Basin #3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 82,921 98 Paved parking, HSG A 15,649 39 >75% Grass cover, Good, HSG A 98,570 89 Weighted Average 15,649 15.88% Pervious Area 82,921 84.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.1S: SC-401 Runoff = 1.14 cfs @ 11.97 hrs, Volume= 0.055 af, Depth= 1.21" Routed to Pond 4.1P : CB-2 P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 6HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 20,152 98 Paved parking, HSG A 3,681 39 >75% Grass cover, Good, HSG A 23,833 89 Weighted Average 3,681 15.44% Pervious Area 20,152 84.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.2S: SC-402 Runoff = 0.35 cfs @ 11.96 hrs, Volume= 0.019 af, Depth= 1.99" Routed to Pond 4.2P : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 5,079 98 Paved parking, HSG A 5,079 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.3S: SC-403 Runoff = 0.00 cfs @ 13.30 hrs, Volume= 0.003 af, Depth= 0.06" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 5,116 98 Paved parking, HSG A 1,853 98 Paved parking, HSG A 15,711 39 >75% Grass cover, Good, HSG A 22,680 57 Weighted Average 15,711 69.27% Pervious Area 6,969 30.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.4S: SC-404 Runoff = 0.40 cfs @ 11.99 hrs, Volume= 0.020 af, Depth= 0.53" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 7HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 350 98 Paved parking, HSG A 12,048 98 Paved parking, HSG A 7,129 39 >75% Grass cover, Good, HSG A 19,527 76 Weighted Average 7,129 36.51% Pervious Area 12,398 63.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.5S: SC-405 Runoff = 0.43 cfs @ 11.96 hrs, Volume= 0.024 af, Depth= 1.99" Routed to Pond 4.1P : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 6,232 98 Roofs, HSG A 6,232 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.1S: SC-501 Runoff = 0.01 cfs @ 17.54 hrs, Volume= 0.004 af, Depth= 0.03" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 2,240 98 Paved parking, HSG A 17,084 98 Paved parking, HSG A 54,301 39 >75% Grass cover, Good, HSG A 73,625 54 Weighted Average 54,301 73.75% Pervious Area 19,324 26.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.2S: SC-502 Runoff = 1.59 cfs @ 11.96 hrs, Volume= 0.087 af, Depth= 1.99" Routed to Pond 5.1P : CB-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 22,904 98 Paved parking, HSG A 22,904 100.00% Impervious Area P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 8HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.3S: SC-503 Runoff = 1.74 cfs @ 11.96 hrs, Volume= 0.096 af, Depth= 1.99" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 200 98 Paved parking, HSG A 24,901 98 Paved parking, HSG A 25,101 98 Weighted Average 25,101 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.4S: SC-504 Runoff = 0.79 cfs @ 11.98 hrs, Volume= 0.038 af, Depth= 0.75" Routed to Pond 5.3P : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 7,883 39 >75% Grass cover, Good, HSG A 11,677 98 Paved parking, HSG A 7,159 98 Paved parking, HSG A 26,719 81 Weighted Average 7,883 29.50% Pervious Area 18,836 70.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.5S: SC-505 Runoff = 0.13 cfs @ 11.97 hrs, Volume= 0.006 af, Depth= 1.08" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 2,376 98 Paved parking, HSG A 562 39 >75% Grass cover, Good, HSG A 2,938 87 Weighted Average 562 19.13% Pervious Area 2,376 80.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 9HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5.6S: SC-506 Runoff = 0.00 cfs @ 18.14 hrs, Volume= 0.004 af, Depth= 0.02" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 382 98 Paved parking, HSG A 20,313 98 Paved parking, HSG A 67,953 39 >75% Grass cover, Good, HSG A 88,648 53 Weighted Average 67,953 76.65% Pervious Area 20,695 23.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.7S: SC-507 Runoff = 2.72 cfs @ 11.96 hrs, Volume= 0.150 af, Depth= 1.99" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 39,233 98 Roofs, HSG A 39,233 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.8S: SC-508 Runoff = 1.73 cfs @ 11.96 hrs, Volume= 0.095 af, Depth= 1.99" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.22" Area (sf) CN Description 25,000 98 Roofs, HSG A 25,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 1P: Infiltration Basin #1 Inflow Area = 2.997 ac, 69.47% Impervious, Inflow Depth = 0.70" for 1-yr event Inflow = 3.61 cfs @ 11.98 hrs, Volume= 0.175 af Outflow = 0.09 cfs @ 16.05 hrs, Volume= 0.162 af, Atten= 97%, Lag= 243.9 min Discarded = 0.09 cfs @ 16.05 hrs, Volume= 0.162 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.82' @ 16.05 hrs Surf.Area= 6,016 sf Storage= 4,519 cf Flood Elev= 331.25' Surf.Area= 23,990 sf Storage= 40,912 cf P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 10HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Plug-Flow detention time= 659.4 min calculated for 0.162 af (92% of inflow) Center-of-Mass det. time= 619.4 min ( 1,479.8 - 860.4 ) Volume Invert Avail.Storage Storage Description #1 328.25' 12,328 cf Forebay (Irregular) Listed below (Recalc) -Impervious #2 328.25' 28,584 cf Infiltration (Irregular) Listed below (Recalc) 40,912 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,843 1,234.5 0 0 1,843 329.00 3,280 1,367.4 1,895 1,895 29,378 330.00 6,118 1,550.9 4,626 6,521 72,017 330.75 9,490 1,691.1 5,807 12,328 108,208 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 5,204 1,174.5 0 0 5,204 329.00 6,288 1,178.3 4,303 4,303 6,337 330.00 7,734 1,183.3 6,999 11,302 7,846 330.74 8,818 1,187.0 6,120 17,421 8,967 330.75 20,152 1,654.6 141 17,562 114,704 331.25 23,990 1,697.8 11,022 28,584 126,260 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area from 328.25' - 330.74' Excluded Horizontal area = 5,204 sf Discarded OutFlow Max=0.09 cfs @ 16.05 hrs HW=328.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Summary for Pond 2P: Infiltration Basin #2 Inflow Area = 7.020 ac, 86.76% Impervious, Inflow Depth = 1.28" for 1-yr event Inflow = 15.37 cfs @ 11.97 hrs, Volume= 0.751 af Outflow = 2.62 cfs @ 11.75 hrs, Volume= 0.751 af, Atten= 83%, Lag= 0.0 min Discarded = 2.62 cfs @ 11.75 hrs, Volume= 0.751 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.62' @ 12.18 hrs Surf.Area= 22,610 sf Storage= 10,047 cf Flood Elev= 331.25' Surf.Area= 40,474 sf Storage= 96,661 cf Plug-Flow detention time= 24.7 min calculated for 0.750 af (100% of inflow) Center-of-Mass det. time= 24.7 min ( 843.4 - 818.7 ) Volume Invert Avail.Storage Storage Description #1 328.25' 20,246 cf Forebay (Prismatic) Listed below (Recalc) -Impervious #2 328.25' 76,415 cf Infiltration (Prismatic) Listed below (Recalc) 96,661 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 3,910 0 0 330.75 12,287 20,246 20,246 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 22,610 0 0 330.74 22,610 56,299 56,299 330.75 38,761 307 56,606 331.25 40,474 19,809 76,415 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 11HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=2.62 cfs @ 11.75 hrs HW=328.28' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.62 cfs) Summary for Pond 3P: Infiltration Basin #3 Inflow Area = 2.263 ac, 84.12% Impervious, Inflow Depth = 1.21" for 1-yr event Inflow = 4.70 cfs @ 11.97 hrs, Volume= 0.229 af Outflow = 0.77 cfs @ 12.20 hrs, Volume= 0.229 af, Atten= 84%, Lag= 13.5 min Discarded = 0.77 cfs @ 12.20 hrs, Volume= 0.229 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.78' @ 12.20 hrs Surf.Area= 6,648 sf Storage= 3,177 cf Flood Elev= 331.25' Surf.Area= 18,949 sf Storage= 27,888 cf Plug-Flow detention time= 28.3 min calculated for 0.229 af (100% of inflow) Center-of-Mass det. time= 28.3 min ( 851.7 - 823.4 ) Volume Invert Avail.Storage Storage Description #1 328.25' 7,676 cf Forebay (Irregular) Listed below (Recalc) #2 328.25' 20,212 cf Infiltration (Irregular) Listed below (Recalc) 27,888 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,480 970.3 0 0 1,480 329.25 2,750 996.0 2,082 2,082 5,620 330.25 4,072 1,021.7 3,389 5,472 9,868 330.75 4,753 1,034.6 2,204 7,676 12,040 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 3,984 903.4 0 0 3,984 329.25 5,091 908.4 4,526 4,526 5,142 330.25 6,198 913.5 5,635 10,162 6,315 330.74 6,752 916.0 3,172 13,333 6,892 330.75 12,942 998.3 97 13,430 19,430 331.25 14,196 1,008.7 6,782 20,212 21,165 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.77 cfs @ 12.20 hrs HW=328.78' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.77 cfs) Summary for Pond 4.1P: CB-2 Inflow Area = 0.807 ac, 89.53% Impervious, Inflow Depth = 1.46" for 1-yr event Inflow = 1.92 cfs @ 11.97 hrs, Volume= 0.098 af Outflow = 1.92 cfs @ 11.97 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary = 1.92 cfs @ 11.97 hrs, Volume= 0.098 af Routed to Pond 4P : Infiltration Basin #4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.28' @ 11.97 hrs Flood Elev= 331.28' Device Routing Invert Outlet Devices #1 Primary 328.50'15.0" Round Culvert L= 47.1' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.50' / 328.00' S= 0.0106 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.86 cfs @ 11.97 hrs HW=329.27' (Free Discharge) 1=Culvert (Inlet Controls 1.86 cfs @ 2.35 fps) P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 12HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4.2P: CB-1 Inflow Area = 0.117 ac,100.00% Impervious, Inflow Depth = 1.99" for 1-yr event Inflow = 0.35 cfs @ 11.96 hrs, Volume= 0.019 af Outflow = 0.35 cfs @ 11.96 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Primary = 0.35 cfs @ 11.96 hrs, Volume= 0.019 af Routed to Pond 4.1P : CB-2 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.63' @ 11.96 hrs Flood Elev= 331.97' Device Routing Invert Outlet Devices #1 Primary 330.30'12.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 330.30' / 328.50' S= 0.0140 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.34 cfs @ 11.96 hrs HW=330.63' (Free Discharge) 1=Culvert (Inlet Controls 0.34 cfs @ 1.54 fps) Summary for Pond 4P: Infiltration Basin #4 Inflow Area = 1.776 ac, 65.71% Impervious, Inflow Depth = 0.82" for 1-yr event Inflow = 2.30 cfs @ 11.97 hrs, Volume= 0.121 af Outflow = 0.57 cfs @ 11.85 hrs, Volume= 0.121 af, Atten= 75%, Lag= 0.0 min Discarded = 0.57 cfs @ 11.85 hrs, Volume= 0.121 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 325.23' @ 12.13 hrs Surf.Area= 6,587 sf Storage= 1,305 cf Flood Elev= 330.00' Surf.Area= 12,043 sf Storage= 19,195 cf Plug-Flow detention time= 15.3 min calculated for 0.121 af (100% of inflow) Center-of-Mass det. time= 15.3 min ( 830.3 - 815.1 ) Volume Invert Avail.Storage Storage Description #1 325.00' 19,195 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 325.00 4,825 287.6 0 0 4,825 325.50 9,014 678.4 3,406 3,406 34,867 326.00 10,042 692.6 4,762 8,167 36,454 327.00 12,043 483.3 11,027 19,195 56,048 Device Routing Invert Outlet Devices #1 Discarded 325.00'5.000 in/hr Exfiltration over Horizontal area from 324.99' - 325.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=0.57 cfs @ 11.85 hrs HW=325.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.57 cfs) Summary for Pond 5.1P: CB-5 Inflow Area = 2.616 ac, 93.08% Impervious, Inflow Depth = 1.70" for 1-yr event Inflow = 6.81 cfs @ 11.96 hrs, Volume= 0.371 af Outflow = 6.81 cfs @ 11.96 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Primary = 6.81 cfs @ 11.96 hrs, Volume= 0.371 af Routed to Pond 5P : Infiltration Basin #1 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 326.72' @ 11.96 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 325.40'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 13HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 325.40' / 324.70' S= 0.0056 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.63 cfs @ 11.96 hrs HW=326.70' (Free Discharge) 1=Culvert (Inlet Controls 6.63 cfs @ 3.06 fps) Summary for Pond 5.2P: CB-4 Inflow Area = 2.090 ac, 91.34% Impervious, Inflow Depth = 1.63" for 1-yr event Inflow = 5.23 cfs @ 11.97 hrs, Volume= 0.283 af Outflow = 5.23 cfs @ 11.97 hrs, Volume= 0.283 af, Atten= 0%, Lag= 0.0 min Primary = 5.23 cfs @ 11.97 hrs, Volume= 0.283 af Routed to Pond 5.1P : CB-5 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.18' @ 11.97 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 326.05'24.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 326.05' / 325.40' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=5.08 cfs @ 11.97 hrs HW=327.16' (Free Discharge) 1=Culvert (Inlet Controls 5.08 cfs @ 2.83 fps) Summary for Pond 5.3P: CB-3 Inflow Area = 0.613 ac, 70.50% Impervious, Inflow Depth = 0.75" for 1-yr event Inflow = 0.79 cfs @ 11.98 hrs, Volume= 0.038 af Outflow = 0.79 cfs @ 11.98 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.79 cfs @ 11.98 hrs, Volume= 0.038 af Routed to Pond 5.2P : CB-4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.73' @ 11.98 hrs Flood Elev= 330.77' Device Routing Invert Outlet Devices #1 Primary 327.25'15.0" Round Culvert L= 89.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.25' / 326.80' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.76 cfs @ 11.98 hrs HW=327.72' (Free Discharge) 1=Culvert (Barrel Controls 0.76 cfs @ 2.69 fps) Summary for Pond 5P: Infiltration Basin #1 Inflow Area = 6.983 ac, 57.03% Impervious, Inflow Depth = 0.82" for 1-yr event Inflow = 8.67 cfs @ 11.96 hrs, Volume= 0.480 af Outflow = 1.60 cfs @ 11.75 hrs, Volume= 0.480 af, Atten= 82%, Lag= 0.0 min Discarded = 1.60 cfs @ 11.75 hrs, Volume= 0.480 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 324.36' @ 12.16 hrs Surf.Area= 18,188 sf Storage= 5,786 cf Flood Elev= 327.00' Surf.Area= 23,603 sf Storage= 41,097 cf Plug-Flow detention time= 20.4 min calculated for 0.479 af (100% of inflow) Center-of-Mass det. time= 20.4 min ( 796.1 - 775.7 ) Volume Invert Avail.Storage Storage Description #1 324.00' 41,097 cf Infiltration (Irregular) Listed below (Recalc) P:\22-024\eng\calcs\ Type II 24-hr 1-yr Rainfall=2.22"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 14HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 13,700 482.3 0 0 13,700 324.50 20,025 794.1 8,381 8,381 45,372 325.00 21,226 806.1 10,311 18,693 46,952 326.00 23,603 664.7 22,404 41,097 63,518 Device Routing Invert Outlet Devices #1 Discarded 324.00'5.000 in/hr Exfiltration over Horizontal area from 323.99' - 324.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=1.60 cfs @ 11.75 hrs HW=324.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.60 cfs) P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 15HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=130,553 sf 69.47% Impervious Runoff Depth=1.79"Subcatchment 1S: DA-101 Tc=6.0 min CN=80 Runoff=9.24 cfs 0.447 af Runoff Area=305,789 sf 86.76% Impervious Runoff Depth=2.63"Subcatchment 2S: DA-201 Tc=6.0 min CN=90 Runoff=30.47 cfs 1.536 af Runoff Area=98,570 sf 84.12% Impervious Runoff Depth=2.53"Subcatchment 3S: DA-301 Tc=6.0 min CN=89 Runoff=9.55 cfs 0.478 af Runoff Area=23,833 sf 84.56% Impervious Runoff Depth=2.53"Subcatchment 4.1S: SC-401 Tc=6.0 min CN=89 Runoff=2.31 cfs 0.116 af Runoff Area=5,079 sf 100.00% Impervious Runoff Depth=3.46"Subcatchment 4.2S: SC-402 Tc=6.0 min CN=98 Runoff=0.59 cfs 0.034 af Runoff Area=22,680 sf 30.73% Impervious Runoff Depth=0.49"Subcatchment 4.3S: SC-403 Tc=6.0 min CN=57 Runoff=0.34 cfs 0.021 af Runoff Area=19,527 sf 63.49% Impervious Runoff Depth=1.50"Subcatchment 4.4S: SC-404 Tc=6.0 min CN=76 Runoff=1.17 cfs 0.056 af Runoff Area=6,232 sf 100.00% Impervious Runoff Depth=3.46"Subcatchment 4.5S: SC-405 Tc=6.0 min CN=98 Runoff=0.73 cfs 0.041 af Runoff Area=73,625 sf 26.25% Impervious Runoff Depth=0.38"Subcatchment 5.1S: SC-501 Tc=6.0 min CN=54 Runoff=0.71 cfs 0.053 af Runoff Area=22,904 sf 100.00% Impervious Runoff Depth=3.46"Subcatchment 5.2S: SC-502 Tc=6.0 min CN=98 Runoff=2.67 cfs 0.151 af Runoff Area=25,101 sf 100.00% Impervious Runoff Depth=3.46"Subcatchment 5.3S: SC-503 Tc=6.0 min CN=98 Runoff=2.93 cfs 0.166 af Runoff Area=26,719 sf 70.50% Impervious Runoff Depth=1.86"Subcatchment 5.4S: SC-504 Tc=6.0 min CN=81 Runoff=1.97 cfs 0.095 af Runoff Area=2,938 sf 80.87% Impervious Runoff Depth=2.35"Subcatchment 5.5S: SC-505 Tc=6.0 min CN=87 Runoff=0.27 cfs 0.013 af Runoff Area=88,648 sf 23.35% Impervious Runoff Depth=0.34"Subcatchment 5.6S: SC-506 Tc=6.0 min CN=53 Runoff=0.70 cfs 0.058 af Runoff Area=39,233 sf 100.00% Impervious Runoff Depth=3.46"Subcatchment 5.7S: SC-507 Tc=6.0 min CN=98 Runoff=4.58 cfs 0.259 af Runoff Area=25,000 sf 100.00% Impervious Runoff Depth=3.46"Subcatchment 5.8S: SC-508 Tc=6.0 min CN=98 Runoff=2.92 cfs 0.165 af Peak Elev=329.58' Storage=12,427 cf Inflow=9.24 cfs 0.447 afPond 1P: Infiltration Basin #1 Outflow=0.22 cfs 0.407 af Peak Elev=329.18' Storage=26,232 cf Inflow=30.47 cfs 1.536 afPond 2P: Infiltration Basin #2 Outflow=2.62 cfs 1.536 af Peak Elev=329.43' Storage=8,090 cf Inflow=9.55 cfs 0.478 afPond 3P: Infiltration Basin #3 Outflow=0.96 cfs 0.478 af Peak Elev=329.72' Inflow=3.63 cfs 0.190 afPond 4.1P: CB-2 15.0" Round Culvert n=0.012 L=47.1' S=0.0106 '/' Outflow=3.63 cfs 0.190 af Peak Elev=330.74' Inflow=0.59 cfs 0.034 afPond 4.2P: CB-1 12.0" Round Culvert n=0.012 L=129.0' S=0.0140 '/' Outflow=0.59 cfs 0.034 af P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 16HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Peak Elev=325.56' Storage=3,977 cf Inflow=5.08 cfs 0.268 afPond 4P: Infiltration Basin #4 Outflow=0.57 cfs 0.268 af Peak Elev=327.43' Inflow=12.14 cfs 0.672 afPond 5.1P: CB-5 24.0" Round Culvert n=0.012 L=126.0' S=0.0056 '/' Outflow=12.14 cfs 0.672 af Peak Elev=327.69' Inflow=9.47 cfs 0.521 afPond 5.2P: CB-4 24.0" Round Culvert n=0.012 L=127.0' S=0.0051 '/' Outflow=9.47 cfs 0.521 af Peak Elev=328.05' Inflow=1.97 cfs 0.095 afPond 5.3P: CB-3 15.0" Round Culvert n=0.012 L=89.0' S=0.0051 '/' Outflow=1.97 cfs 0.095 af Peak Elev=324.77' Storage=13,851 cf Inflow=16.33 cfs 0.961 afPond 5P: Infiltration Basin #1 Outflow=1.60 cfs 0.961 af Total Runoff Area = 21.038 ac Runoff Volume = 3.690 af Average Runoff Depth = 2.10" 27.63% Pervious = 5.813 ac 72.37% Impervious = 15.226 ac P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 17HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: DA-101 Runoff = 9.24 cfs @ 11.97 hrs, Volume= 0.447 af, Depth= 1.79" Routed to Pond 1P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 90,698 98 Paved parking, HSG A 39,855 39 >75% Grass cover, Good, HSG A 130,553 80 Weighted Average 39,855 30.53% Pervious Area 90,698 69.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: DA-201 Runoff = 30.47 cfs @ 11.97 hrs, Volume= 1.536 af, Depth= 2.63" Routed to Pond 2P : Infiltration Basin #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 265,315 98 Paved parking, HSG A 40,474 39 >75% Grass cover, Good, HSG A 305,789 90 Weighted Average 40,474 13.24% Pervious Area 265,315 86.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: DA-301 Runoff = 9.55 cfs @ 11.97 hrs, Volume= 0.478 af, Depth= 2.53" Routed to Pond 3P : Infiltration Basin #3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 82,921 98 Paved parking, HSG A 15,649 39 >75% Grass cover, Good, HSG A 98,570 89 Weighted Average 15,649 15.88% Pervious Area 82,921 84.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.1S: SC-401 Runoff = 2.31 cfs @ 11.97 hrs, Volume= 0.116 af, Depth= 2.53" Routed to Pond 4.1P : CB-2 P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 18HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 20,152 98 Paved parking, HSG A 3,681 39 >75% Grass cover, Good, HSG A 23,833 89 Weighted Average 3,681 15.44% Pervious Area 20,152 84.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.2S: SC-402 Runoff = 0.59 cfs @ 11.96 hrs, Volume= 0.034 af, Depth= 3.46" Routed to Pond 4.2P : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 5,079 98 Paved parking, HSG A 5,079 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.3S: SC-403 Runoff = 0.34 cfs @ 12.00 hrs, Volume= 0.021 af, Depth= 0.49" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 5,116 98 Paved parking, HSG A 1,853 98 Paved parking, HSG A 15,711 39 >75% Grass cover, Good, HSG A 22,680 57 Weighted Average 15,711 69.27% Pervious Area 6,969 30.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.4S: SC-404 Runoff = 1.17 cfs @ 11.98 hrs, Volume= 0.056 af, Depth= 1.50" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 19HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 350 98 Paved parking, HSG A 12,048 98 Paved parking, HSG A 7,129 39 >75% Grass cover, Good, HSG A 19,527 76 Weighted Average 7,129 36.51% Pervious Area 12,398 63.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.5S: SC-405 Runoff = 0.73 cfs @ 11.96 hrs, Volume= 0.041 af, Depth= 3.46" Routed to Pond 4.1P : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 6,232 98 Roofs, HSG A 6,232 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.1S: SC-501 Runoff = 0.71 cfs @ 12.01 hrs, Volume= 0.053 af, Depth= 0.38" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 2,240 98 Paved parking, HSG A 17,084 98 Paved parking, HSG A 54,301 39 >75% Grass cover, Good, HSG A 73,625 54 Weighted Average 54,301 73.75% Pervious Area 19,324 26.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.2S: SC-502 Runoff = 2.67 cfs @ 11.96 hrs, Volume= 0.151 af, Depth= 3.46" Routed to Pond 5.1P : CB-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 22,904 98 Paved parking, HSG A 22,904 100.00% Impervious Area P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 20HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.3S: SC-503 Runoff = 2.93 cfs @ 11.96 hrs, Volume= 0.166 af, Depth= 3.46" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 200 98 Paved parking, HSG A 24,901 98 Paved parking, HSG A 25,101 98 Weighted Average 25,101 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.4S: SC-504 Runoff = 1.97 cfs @ 11.97 hrs, Volume= 0.095 af, Depth= 1.86" Routed to Pond 5.3P : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 7,883 39 >75% Grass cover, Good, HSG A 11,677 98 Paved parking, HSG A 7,159 98 Paved parking, HSG A 26,719 81 Weighted Average 7,883 29.50% Pervious Area 18,836 70.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.5S: SC-505 Runoff = 0.27 cfs @ 11.97 hrs, Volume= 0.013 af, Depth= 2.35" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 2,376 98 Paved parking, HSG A 562 39 >75% Grass cover, Good, HSG A 2,938 87 Weighted Average 562 19.13% Pervious Area 2,376 80.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 21HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5.6S: SC-506 Runoff = 0.70 cfs @ 12.01 hrs, Volume= 0.058 af, Depth= 0.34" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 382 98 Paved parking, HSG A 20,313 98 Paved parking, HSG A 67,953 39 >75% Grass cover, Good, HSG A 88,648 53 Weighted Average 67,953 76.65% Pervious Area 20,695 23.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.7S: SC-507 Runoff = 4.58 cfs @ 11.96 hrs, Volume= 0.259 af, Depth= 3.46" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 39,233 98 Roofs, HSG A 39,233 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.8S: SC-508 Runoff = 2.92 cfs @ 11.96 hrs, Volume= 0.165 af, Depth= 3.46" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.69" Area (sf) CN Description 25,000 98 Roofs, HSG A 25,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 1P: Infiltration Basin #1 Inflow Area = 2.997 ac, 69.47% Impervious, Inflow Depth = 1.79" for 10-yr event Inflow = 9.24 cfs @ 11.97 hrs, Volume= 0.447 af Outflow = 0.22 cfs @ 15.71 hrs, Volume= 0.407 af, Atten= 98%, Lag= 224.1 min Discarded = 0.22 cfs @ 15.71 hrs, Volume= 0.407 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.58' @ 15.71 hrs Surf.Area= 7,110 sf Storage= 12,427 cf Flood Elev= 331.25' Surf.Area= 23,990 sf Storage= 40,912 cf P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 22HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Plug-Flow detention time= 722.4 min calculated for 0.406 af (91% of inflow) Center-of-Mass det. time= 676.8 min ( 1,509.3 - 832.4 ) Volume Invert Avail.Storage Storage Description #1 328.25' 12,328 cf Forebay (Irregular) Listed below (Recalc) -Impervious #2 328.25' 28,584 cf Infiltration (Irregular) Listed below (Recalc) 40,912 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,843 1,234.5 0 0 1,843 329.00 3,280 1,367.4 1,895 1,895 29,378 330.00 6,118 1,550.9 4,626 6,521 72,017 330.75 9,490 1,691.1 5,807 12,328 108,208 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 5,204 1,174.5 0 0 5,204 329.00 6,288 1,178.3 4,303 4,303 6,337 330.00 7,734 1,183.3 6,999 11,302 7,846 330.74 8,818 1,187.0 6,120 17,421 8,967 330.75 20,152 1,654.6 141 17,562 114,704 331.25 23,990 1,697.8 11,022 28,584 126,260 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area from 328.25' - 330.74' Excluded Horizontal area = 5,204 sf Discarded OutFlow Max=0.22 cfs @ 15.71 hrs HW=329.58' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Summary for Pond 2P: Infiltration Basin #2 Inflow Area = 7.020 ac, 86.76% Impervious, Inflow Depth = 2.63" for 10-yr event Inflow = 30.47 cfs @ 11.97 hrs, Volume= 1.536 af Outflow = 2.62 cfs @ 11.65 hrs, Volume= 1.536 af, Atten= 91%, Lag= 0.0 min Discarded = 2.62 cfs @ 11.65 hrs, Volume= 1.536 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.18' @ 12.49 hrs Surf.Area= 22,610 sf Storage= 26,232 cf Flood Elev= 331.25' Surf.Area= 40,474 sf Storage= 96,661 cf Plug-Flow detention time= 72.8 min calculated for 1.535 af (100% of inflow) Center-of-Mass det. time= 72.8 min ( 871.2 - 798.4 ) Volume Invert Avail.Storage Storage Description #1 328.25' 20,246 cf Forebay (Prismatic) Listed below (Recalc) -Impervious #2 328.25' 76,415 cf Infiltration (Prismatic) Listed below (Recalc) 96,661 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 3,910 0 0 330.75 12,287 20,246 20,246 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 22,610 0 0 330.74 22,610 56,299 56,299 330.75 38,761 307 56,606 331.25 40,474 19,809 76,415 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 23HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=2.62 cfs @ 11.65 hrs HW=328.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.62 cfs) Summary for Pond 3P: Infiltration Basin #3 Inflow Area = 2.263 ac, 84.12% Impervious, Inflow Depth = 2.53" for 10-yr event Inflow = 9.55 cfs @ 11.97 hrs, Volume= 0.478 af Outflow = 0.96 cfs @ 12.41 hrs, Volume= 0.478 af, Atten= 90%, Lag= 26.7 min Discarded = 0.96 cfs @ 12.41 hrs, Volume= 0.478 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.43' @ 12.41 hrs Surf.Area= 8,261 sf Storage= 8,090 cf Flood Elev= 331.25' Surf.Area= 18,949 sf Storage= 27,888 cf Plug-Flow detention time= 67.3 min calculated for 0.477 af (100% of inflow) Center-of-Mass det. time= 67.2 min ( 869.6 - 802.4 ) Volume Invert Avail.Storage Storage Description #1 328.25' 7,676 cf Forebay (Irregular) Listed below (Recalc) #2 328.25' 20,212 cf Infiltration (Irregular) Listed below (Recalc) 27,888 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,480 970.3 0 0 1,480 329.25 2,750 996.0 2,082 2,082 5,620 330.25 4,072 1,021.7 3,389 5,472 9,868 330.75 4,753 1,034.6 2,204 7,676 12,040 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 3,984 903.4 0 0 3,984 329.25 5,091 908.4 4,526 4,526 5,142 330.25 6,198 913.5 5,635 10,162 6,315 330.74 6,752 916.0 3,172 13,333 6,892 330.75 12,942 998.3 97 13,430 19,430 331.25 14,196 1,008.7 6,782 20,212 21,165 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.96 cfs @ 12.41 hrs HW=329.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.96 cfs) Summary for Pond 4.1P: CB-2 Inflow Area = 0.807 ac, 89.53% Impervious, Inflow Depth = 2.83" for 10-yr event Inflow = 3.63 cfs @ 11.96 hrs, Volume= 0.190 af Outflow = 3.63 cfs @ 11.96 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 3.63 cfs @ 11.96 hrs, Volume= 0.190 af Routed to Pond 4P : Infiltration Basin #4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.72' @ 11.96 hrs Flood Elev= 331.28' Device Routing Invert Outlet Devices #1 Primary 328.50'15.0" Round Culvert L= 47.1' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.50' / 328.00' S= 0.0106 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.53 cfs @ 11.96 hrs HW=329.69' (Free Discharge) 1=Culvert (Inlet Controls 3.53 cfs @ 2.93 fps) P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 24HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4.2P: CB-1 Inflow Area = 0.117 ac,100.00% Impervious, Inflow Depth = 3.46" for 10-yr event Inflow = 0.59 cfs @ 11.96 hrs, Volume= 0.034 af Outflow = 0.59 cfs @ 11.96 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 11.96 hrs, Volume= 0.034 af Routed to Pond 4.1P : CB-2 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.74' @ 11.96 hrs Flood Elev= 331.97' Device Routing Invert Outlet Devices #1 Primary 330.30'12.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 330.30' / 328.50' S= 0.0140 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.58 cfs @ 11.96 hrs HW=330.73' (Free Discharge) 1=Culvert (Inlet Controls 0.58 cfs @ 1.77 fps) Summary for Pond 4P: Infiltration Basin #4 Inflow Area = 1.776 ac, 65.71% Impervious, Inflow Depth = 1.81" for 10-yr event Inflow = 5.08 cfs @ 11.97 hrs, Volume= 0.268 af Outflow = 0.57 cfs @ 11.75 hrs, Volume= 0.268 af, Atten= 89%, Lag= 0.0 min Discarded = 0.57 cfs @ 11.75 hrs, Volume= 0.268 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 325.56' @ 12.39 hrs Surf.Area= 9,140 sf Storage= 3,977 cf Flood Elev= 330.00' Surf.Area= 12,043 sf Storage= 19,195 cf Plug-Flow detention time= 48.7 min calculated for 0.268 af (100% of inflow) Center-of-Mass det. time= 48.6 min ( 854.1 - 805.5 ) Volume Invert Avail.Storage Storage Description #1 325.00' 19,195 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 325.00 4,825 287.6 0 0 4,825 325.50 9,014 678.4 3,406 3,406 34,867 326.00 10,042 692.6 4,762 8,167 36,454 327.00 12,043 483.3 11,027 19,195 56,048 Device Routing Invert Outlet Devices #1 Discarded 325.00'5.000 in/hr Exfiltration over Horizontal area from 324.99' - 325.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=0.57 cfs @ 11.75 hrs HW=325.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.57 cfs) Summary for Pond 5.1P: CB-5 Inflow Area = 2.616 ac, 93.08% Impervious, Inflow Depth = 3.08" for 10-yr event Inflow = 12.14 cfs @ 11.96 hrs, Volume= 0.672 af Outflow = 12.14 cfs @ 11.96 hrs, Volume= 0.672 af, Atten= 0%, Lag= 0.0 min Primary = 12.14 cfs @ 11.96 hrs, Volume= 0.672 af Routed to Pond 5P : Infiltration Basin #1 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.43' @ 11.96 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 325.40'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 25HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 325.40' / 324.70' S= 0.0056 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=11.85 cfs @ 11.96 hrs HW=327.38' (Free Discharge) 1=Culvert (Inlet Controls 11.85 cfs @ 3.78 fps) Summary for Pond 5.2P: CB-4 Inflow Area = 2.090 ac, 91.34% Impervious, Inflow Depth = 2.99" for 10-yr event Inflow = 9.47 cfs @ 11.96 hrs, Volume= 0.521 af Outflow = 9.47 cfs @ 11.96 hrs, Volume= 0.521 af, Atten= 0%, Lag= 0.0 min Primary = 9.47 cfs @ 11.96 hrs, Volume= 0.521 af Routed to Pond 5.1P : CB-5 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 327.69' @ 11.96 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 326.05'24.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 326.05' / 325.40' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=9.22 cfs @ 11.96 hrs HW=327.66' (Free Discharge) 1=Culvert (Inlet Controls 9.22 cfs @ 3.41 fps) Summary for Pond 5.3P: CB-3 Inflow Area = 0.613 ac, 70.50% Impervious, Inflow Depth = 1.86" for 10-yr event Inflow = 1.97 cfs @ 11.97 hrs, Volume= 0.095 af Outflow = 1.97 cfs @ 11.97 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary = 1.97 cfs @ 11.97 hrs, Volume= 0.095 af Routed to Pond 5.2P : CB-4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.05' @ 11.97 hrs Flood Elev= 330.77' Device Routing Invert Outlet Devices #1 Primary 327.25'15.0" Round Culvert L= 89.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.25' / 326.80' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.90 cfs @ 11.97 hrs HW=328.04' (Free Discharge) 1=Culvert (Barrel Controls 1.90 cfs @ 3.33 fps) Summary for Pond 5P: Infiltration Basin #1 Inflow Area = 6.983 ac, 57.03% Impervious, Inflow Depth = 1.65" for 10-yr event Inflow = 16.33 cfs @ 11.97 hrs, Volume= 0.961 af Outflow = 1.60 cfs @ 11.65 hrs, Volume= 0.961 af, Atten= 90%, Lag= 0.0 min Discarded = 1.60 cfs @ 11.65 hrs, Volume= 0.961 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 324.77' @ 12.47 hrs Surf.Area= 20,666 sf Storage= 13,851 cf Flood Elev= 327.00' Surf.Area= 23,603 sf Storage= 41,097 cf Plug-Flow detention time= 56.6 min calculated for 0.961 af (100% of inflow) Center-of-Mass det. time= 56.5 min ( 836.7 - 780.2 ) Volume Invert Avail.Storage Storage Description #1 324.00' 41,097 cf Infiltration (Irregular) Listed below (Recalc) P:\22-024\eng\calcs\ Type II 24-hr 10-yr Rainfall=3.69"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 26HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 13,700 482.3 0 0 13,700 324.50 20,025 794.1 8,381 8,381 45,372 325.00 21,226 806.1 10,311 18,693 46,952 326.00 23,603 664.7 22,404 41,097 63,518 Device Routing Invert Outlet Devices #1 Discarded 324.00'5.000 in/hr Exfiltration over Horizontal area from 323.99' - 324.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=1.60 cfs @ 11.65 hrs HW=324.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.60 cfs) P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 27HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=130,553 sf 69.47% Impervious Runoff Depth=2.47"Subcatchment 1S: DA-101 Tc=6.0 min CN=80 Runoff=12.68 cfs 0.617 af Runoff Area=305,789 sf 86.76% Impervious Runoff Depth=3.41"Subcatchment 2S: DA-201 Tc=6.0 min CN=90 Runoff=38.91 cfs 1.992 af Runoff Area=98,570 sf 84.12% Impervious Runoff Depth=3.30"Subcatchment 3S: DA-301 Tc=6.0 min CN=89 Runoff=12.27 cfs 0.623 af Runoff Area=23,833 sf 84.56% Impervious Runoff Depth=3.30"Subcatchment 4.1S: SC-401 Tc=6.0 min CN=89 Runoff=2.97 cfs 0.151 af Runoff Area=5,079 sf 100.00% Impervious Runoff Depth=4.27"Subcatchment 4.2S: SC-402 Tc=6.0 min CN=98 Runoff=0.73 cfs 0.042 af Runoff Area=22,680 sf 30.73% Impervious Runoff Depth=0.85"Subcatchment 4.3S: SC-403 Tc=6.0 min CN=57 Runoff=0.70 cfs 0.037 af Runoff Area=19,527 sf 63.49% Impervious Runoff Depth=2.14"Subcatchment 4.4S: SC-404 Tc=6.0 min CN=76 Runoff=1.65 cfs 0.080 af Runoff Area=6,232 sf 100.00% Impervious Runoff Depth=4.27"Subcatchment 4.5S: SC-405 Tc=6.0 min CN=98 Runoff=0.89 cfs 0.051 af Runoff Area=73,625 sf 26.25% Impervious Runoff Depth=0.70"Subcatchment 5.1S: SC-501 Tc=6.0 min CN=54 Runoff=1.71 cfs 0.098 af Runoff Area=22,904 sf 100.00% Impervious Runoff Depth=4.27"Subcatchment 5.2S: SC-502 Tc=6.0 min CN=98 Runoff=3.28 cfs 0.187 af Runoff Area=25,101 sf 100.00% Impervious Runoff Depth=4.27"Subcatchment 5.3S: SC-503 Tc=6.0 min CN=98 Runoff=3.59 cfs 0.205 af Runoff Area=26,719 sf 70.50% Impervious Runoff Depth=2.56"Subcatchment 5.4S: SC-504 Tc=6.0 min CN=81 Runoff=2.68 cfs 0.131 af Runoff Area=2,938 sf 80.87% Impervious Runoff Depth=3.11"Subcatchment 5.5S: SC-505 Tc=6.0 min CN=87 Runoff=0.35 cfs 0.017 af Runoff Area=88,648 sf 23.35% Impervious Runoff Depth=0.65"Subcatchment 5.6S: SC-506 Tc=6.0 min CN=53 Runoff=1.85 cfs 0.109 af Runoff Area=39,233 sf 100.00% Impervious Runoff Depth=4.27"Subcatchment 5.7S: SC-507 Tc=6.0 min CN=98 Runoff=5.62 cfs 0.321 af Runoff Area=25,000 sf 100.00% Impervious Runoff Depth=4.27"Subcatchment 5.8S: SC-508 Tc=6.0 min CN=98 Runoff=3.58 cfs 0.204 af Peak Elev=329.98' Storage=17,601 cf Inflow=12.68 cfs 0.617 afPond 1P: Infiltration Basin #1 Outflow=0.29 cfs 0.555 af Peak Elev=329.52' Storage=36,233 cf Inflow=38.91 cfs 1.992 afPond 2P: Infiltration Basin #2 Outflow=2.62 cfs 1.992 af Peak Elev=329.78' Storage=11,112 cf Inflow=12.27 cfs 0.623 afPond 3P: Infiltration Basin #3 Outflow=1.05 cfs 0.623 af Peak Elev=330.09' Inflow=4.59 cfs 0.243 afPond 4.1P: CB-2 15.0" Round Culvert n=0.012 L=47.1' S=0.0106 '/' Outflow=4.59 cfs 0.243 af Peak Elev=330.79' Inflow=0.73 cfs 0.042 afPond 4.2P: CB-1 12.0" Round Culvert n=0.012 L=129.0' S=0.0140 '/' Outflow=0.73 cfs 0.042 af P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 28HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Peak Elev=325.77' Storage=5,950 cf Inflow=6.88 cfs 0.360 afPond 4P: Infiltration Basin #4 Outflow=0.57 cfs 0.360 af Peak Elev=328.01' Inflow=15.16 cfs 0.844 afPond 5.1P: CB-5 24.0" Round Culvert n=0.012 L=126.0' S=0.0056 '/' Outflow=15.16 cfs 0.844 af Peak Elev=328.02' Inflow=11.88 cfs 0.657 afPond 5.2P: CB-4 24.0" Round Culvert n=0.012 L=127.0' S=0.0051 '/' Outflow=11.88 cfs 0.657 af Peak Elev=328.23' Inflow=2.68 cfs 0.131 afPond 5.3P: CB-3 15.0" Round Culvert n=0.012 L=89.0' S=0.0051 '/' Outflow=2.68 cfs 0.131 af Peak Elev=325.07' Storage=20,182 cf Inflow=22.24 cfs 1.273 afPond 5P: Infiltration Basin #1 Outflow=1.60 cfs 1.273 af Total Runoff Area = 21.038 ac Runoff Volume = 4.866 af Average Runoff Depth = 2.78" 27.63% Pervious = 5.813 ac 72.37% Impervious = 15.226 ac P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 29HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: DA-101 Runoff = 12.68 cfs @ 11.97 hrs, Volume= 0.617 af, Depth= 2.47" Routed to Pond 1P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 90,698 98 Paved parking, HSG A 39,855 39 >75% Grass cover, Good, HSG A 130,553 80 Weighted Average 39,855 30.53% Pervious Area 90,698 69.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: DA-201 Runoff = 38.91 cfs @ 11.96 hrs, Volume= 1.992 af, Depth= 3.41" Routed to Pond 2P : Infiltration Basin #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 265,315 98 Paved parking, HSG A 40,474 39 >75% Grass cover, Good, HSG A 305,789 90 Weighted Average 40,474 13.24% Pervious Area 265,315 86.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: DA-301 Runoff = 12.27 cfs @ 11.97 hrs, Volume= 0.623 af, Depth= 3.30" Routed to Pond 3P : Infiltration Basin #3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 82,921 98 Paved parking, HSG A 15,649 39 >75% Grass cover, Good, HSG A 98,570 89 Weighted Average 15,649 15.88% Pervious Area 82,921 84.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.1S: SC-401 Runoff = 2.97 cfs @ 11.97 hrs, Volume= 0.151 af, Depth= 3.30" Routed to Pond 4.1P : CB-2 P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 30HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 20,152 98 Paved parking, HSG A 3,681 39 >75% Grass cover, Good, HSG A 23,833 89 Weighted Average 3,681 15.44% Pervious Area 20,152 84.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.2S: SC-402 Runoff = 0.73 cfs @ 11.96 hrs, Volume= 0.042 af, Depth= 4.27" Routed to Pond 4.2P : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 5,079 98 Paved parking, HSG A 5,079 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.3S: SC-403 Runoff = 0.70 cfs @ 11.99 hrs, Volume= 0.037 af, Depth= 0.85" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 5,116 98 Paved parking, HSG A 1,853 98 Paved parking, HSG A 15,711 39 >75% Grass cover, Good, HSG A 22,680 57 Weighted Average 15,711 69.27% Pervious Area 6,969 30.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.4S: SC-404 Runoff = 1.65 cfs @ 11.97 hrs, Volume= 0.080 af, Depth= 2.14" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 31HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 350 98 Paved parking, HSG A 12,048 98 Paved parking, HSG A 7,129 39 >75% Grass cover, Good, HSG A 19,527 76 Weighted Average 7,129 36.51% Pervious Area 12,398 63.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.5S: SC-405 Runoff = 0.89 cfs @ 11.96 hrs, Volume= 0.051 af, Depth= 4.27" Routed to Pond 4.1P : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 6,232 98 Roofs, HSG A 6,232 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.1S: SC-501 Runoff = 1.71 cfs @ 12.00 hrs, Volume= 0.098 af, Depth= 0.70" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 2,240 98 Paved parking, HSG A 17,084 98 Paved parking, HSG A 54,301 39 >75% Grass cover, Good, HSG A 73,625 54 Weighted Average 54,301 73.75% Pervious Area 19,324 26.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.2S: SC-502 Runoff = 3.28 cfs @ 11.96 hrs, Volume= 0.187 af, Depth= 4.27" Routed to Pond 5.1P : CB-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 22,904 98 Paved parking, HSG A 22,904 100.00% Impervious Area P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 32HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.3S: SC-503 Runoff = 3.59 cfs @ 11.96 hrs, Volume= 0.205 af, Depth= 4.27" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 200 98 Paved parking, HSG A 24,901 98 Paved parking, HSG A 25,101 98 Weighted Average 25,101 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.4S: SC-504 Runoff = 2.68 cfs @ 11.97 hrs, Volume= 0.131 af, Depth= 2.56" Routed to Pond 5.3P : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 7,883 39 >75% Grass cover, Good, HSG A 11,677 98 Paved parking, HSG A 7,159 98 Paved parking, HSG A 26,719 81 Weighted Average 7,883 29.50% Pervious Area 18,836 70.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.5S: SC-505 Runoff = 0.35 cfs @ 11.97 hrs, Volume= 0.017 af, Depth= 3.11" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 2,376 98 Paved parking, HSG A 562 39 >75% Grass cover, Good, HSG A 2,938 87 Weighted Average 562 19.13% Pervious Area 2,376 80.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 33HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5.6S: SC-506 Runoff = 1.85 cfs @ 12.00 hrs, Volume= 0.109 af, Depth= 0.65" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 382 98 Paved parking, HSG A 20,313 98 Paved parking, HSG A 67,953 39 >75% Grass cover, Good, HSG A 88,648 53 Weighted Average 67,953 76.65% Pervious Area 20,695 23.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.7S: SC-507 Runoff = 5.62 cfs @ 11.96 hrs, Volume= 0.321 af, Depth= 4.27" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 39,233 98 Roofs, HSG A 39,233 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.8S: SC-508 Runoff = 3.58 cfs @ 11.96 hrs, Volume= 0.204 af, Depth= 4.27" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=4.51" Area (sf) CN Description 25,000 98 Roofs, HSG A 25,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 1P: Infiltration Basin #1 Inflow Area = 2.997 ac, 69.47% Impervious, Inflow Depth = 2.47" for 25-yr event Inflow = 12.68 cfs @ 11.97 hrs, Volume= 0.617 af Outflow = 0.29 cfs @ 15.68 hrs, Volume= 0.555 af, Atten= 98%, Lag= 222.5 min Discarded = 0.29 cfs @ 15.68 hrs, Volume= 0.555 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.98' @ 15.68 hrs Surf.Area= 7,710 sf Storage= 17,601 cf Flood Elev= 331.25' Surf.Area= 23,990 sf Storage= 40,912 cf P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 34HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Plug-Flow detention time= 756.3 min calculated for 0.555 af (90% of inflow) Center-of-Mass det. time= 705.4 min ( 1,528.6 - 823.2 ) Volume Invert Avail.Storage Storage Description #1 328.25' 12,328 cf Forebay (Irregular) Listed below (Recalc) -Impervious #2 328.25' 28,584 cf Infiltration (Irregular) Listed below (Recalc) 40,912 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,843 1,234.5 0 0 1,843 329.00 3,280 1,367.4 1,895 1,895 29,378 330.00 6,118 1,550.9 4,626 6,521 72,017 330.75 9,490 1,691.1 5,807 12,328 108,208 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 5,204 1,174.5 0 0 5,204 329.00 6,288 1,178.3 4,303 4,303 6,337 330.00 7,734 1,183.3 6,999 11,302 7,846 330.74 8,818 1,187.0 6,120 17,421 8,967 330.75 20,152 1,654.6 141 17,562 114,704 331.25 23,990 1,697.8 11,022 28,584 126,260 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area from 328.25' - 330.74' Excluded Horizontal area = 5,204 sf Discarded OutFlow Max=0.29 cfs @ 15.68 hrs HW=329.98' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.29 cfs) Summary for Pond 2P: Infiltration Basin #2 Inflow Area = 7.020 ac, 86.76% Impervious, Inflow Depth = 3.41" for 25-yr event Inflow = 38.91 cfs @ 11.96 hrs, Volume= 1.992 af Outflow = 2.62 cfs @ 11.60 hrs, Volume= 1.992 af, Atten= 93%, Lag= 0.0 min Discarded = 2.62 cfs @ 11.60 hrs, Volume= 1.992 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.52' @ 12.62 hrs Surf.Area= 22,610 sf Storage= 36,233 cf Flood Elev= 331.25' Surf.Area= 40,474 sf Storage= 96,661 cf Plug-Flow detention time= 105.7 min calculated for 1.990 af (100% of inflow) Center-of-Mass det. time= 105.6 min ( 896.7 - 791.1 ) Volume Invert Avail.Storage Storage Description #1 328.25' 20,246 cf Forebay (Prismatic) Listed below (Recalc) -Impervious #2 328.25' 76,415 cf Infiltration (Prismatic) Listed below (Recalc) 96,661 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 3,910 0 0 330.75 12,287 20,246 20,246 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 22,610 0 0 330.74 22,610 56,299 56,299 330.75 38,761 307 56,606 331.25 40,474 19,809 76,415 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 35HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=2.62 cfs @ 11.60 hrs HW=328.28' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.62 cfs) Summary for Pond 3P: Infiltration Basin #3 Inflow Area = 2.263 ac, 84.12% Impervious, Inflow Depth = 3.30" for 25-yr event Inflow = 12.27 cfs @ 11.97 hrs, Volume= 0.623 af Outflow = 1.05 cfs @ 12.48 hrs, Volume= 0.623 af, Atten= 91%, Lag= 31.2 min Discarded = 1.05 cfs @ 12.48 hrs, Volume= 0.623 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.78' @ 12.48 hrs Surf.Area= 9,089 sf Storage= 11,112 cf Flood Elev= 331.25' Surf.Area= 18,949 sf Storage= 27,888 cf Plug-Flow detention time= 88.1 min calculated for 0.623 af (100% of inflow) Center-of-Mass det. time= 88.0 min ( 882.9 - 794.9 ) Volume Invert Avail.Storage Storage Description #1 328.25' 7,676 cf Forebay (Irregular) Listed below (Recalc) #2 328.25' 20,212 cf Infiltration (Irregular) Listed below (Recalc) 27,888 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,480 970.3 0 0 1,480 329.25 2,750 996.0 2,082 2,082 5,620 330.25 4,072 1,021.7 3,389 5,472 9,868 330.75 4,753 1,034.6 2,204 7,676 12,040 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 3,984 903.4 0 0 3,984 329.25 5,091 908.4 4,526 4,526 5,142 330.25 6,198 913.5 5,635 10,162 6,315 330.74 6,752 916.0 3,172 13,333 6,892 330.75 12,942 998.3 97 13,430 19,430 331.25 14,196 1,008.7 6,782 20,212 21,165 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=1.05 cfs @ 12.48 hrs HW=329.78' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.05 cfs) Summary for Pond 4.1P: CB-2 Inflow Area = 0.807 ac, 89.53% Impervious, Inflow Depth = 3.62" for 25-yr event Inflow = 4.59 cfs @ 11.96 hrs, Volume= 0.243 af Outflow = 4.59 cfs @ 11.96 hrs, Volume= 0.243 af, Atten= 0%, Lag= 0.0 min Primary = 4.59 cfs @ 11.96 hrs, Volume= 0.243 af Routed to Pond 4P : Infiltration Basin #4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.09' @ 11.96 hrs Flood Elev= 331.28' Device Routing Invert Outlet Devices #1 Primary 328.50'15.0" Round Culvert L= 47.1' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.50' / 328.00' S= 0.0106 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=4.46 cfs @ 11.96 hrs HW=330.04' (Free Discharge) 1=Culvert (Inlet Controls 4.46 cfs @ 3.64 fps) P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 36HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4.2P: CB-1 Inflow Area = 0.117 ac,100.00% Impervious, Inflow Depth = 4.27" for 25-yr event Inflow = 0.73 cfs @ 11.96 hrs, Volume= 0.042 af Outflow = 0.73 cfs @ 11.96 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary = 0.73 cfs @ 11.96 hrs, Volume= 0.042 af Routed to Pond 4.1P : CB-2 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.79' @ 11.96 hrs Flood Elev= 331.97' Device Routing Invert Outlet Devices #1 Primary 330.30'12.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 330.30' / 328.50' S= 0.0140 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.71 cfs @ 11.96 hrs HW=330.79' (Free Discharge) 1=Culvert (Inlet Controls 0.71 cfs @ 1.87 fps) Summary for Pond 4P: Infiltration Basin #4 Inflow Area = 1.776 ac, 65.71% Impervious, Inflow Depth = 2.43" for 25-yr event Inflow = 6.88 cfs @ 11.97 hrs, Volume= 0.360 af Outflow = 0.57 cfs @ 11.70 hrs, Volume= 0.360 af, Atten= 92%, Lag= 0.0 min Discarded = 0.57 cfs @ 11.70 hrs, Volume= 0.360 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 325.77' @ 12.54 hrs Surf.Area= 9,570 sf Storage= 5,950 cf Flood Elev= 330.00' Surf.Area= 12,043 sf Storage= 19,195 cf Plug-Flow detention time= 77.9 min calculated for 0.360 af (100% of inflow) Center-of-Mass det. time= 77.9 min ( 878.8 - 801.0 ) Volume Invert Avail.Storage Storage Description #1 325.00' 19,195 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 325.00 4,825 287.6 0 0 4,825 325.50 9,014 678.4 3,406 3,406 34,867 326.00 10,042 692.6 4,762 8,167 36,454 327.00 12,043 483.3 11,027 19,195 56,048 Device Routing Invert Outlet Devices #1 Discarded 325.00'5.000 in/hr Exfiltration over Horizontal area from 324.99' - 325.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=0.57 cfs @ 11.70 hrs HW=325.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.57 cfs) Summary for Pond 5.1P: CB-5 Inflow Area = 2.616 ac, 93.08% Impervious, Inflow Depth = 3.87" for 25-yr event Inflow = 15.16 cfs @ 11.96 hrs, Volume= 0.844 af Outflow = 15.16 cfs @ 11.96 hrs, Volume= 0.844 af, Atten= 0%, Lag= 0.0 min Primary = 15.16 cfs @ 11.96 hrs, Volume= 0.844 af Routed to Pond 5P : Infiltration Basin #1 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.01' @ 11.96 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 325.40'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 37HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 325.40' / 324.70' S= 0.0056 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=14.78 cfs @ 11.96 hrs HW=327.93' (Free Discharge) 1=Culvert (Inlet Controls 14.78 cfs @ 4.70 fps) Summary for Pond 5.2P: CB-4 Inflow Area = 2.090 ac, 91.34% Impervious, Inflow Depth = 3.77" for 25-yr event Inflow = 11.88 cfs @ 11.96 hrs, Volume= 0.657 af Outflow = 11.88 cfs @ 11.96 hrs, Volume= 0.657 af, Atten= 0%, Lag= 0.0 min Primary = 11.88 cfs @ 11.96 hrs, Volume= 0.657 af Routed to Pond 5.1P : CB-5 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.02' @ 11.96 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 326.05'24.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 326.05' / 325.40' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=11.59 cfs @ 11.96 hrs HW=327.98' (Free Discharge) 1=Culvert (Inlet Controls 11.59 cfs @ 3.73 fps) Summary for Pond 5.3P: CB-3 Inflow Area = 0.613 ac, 70.50% Impervious, Inflow Depth = 2.56" for 25-yr event Inflow = 2.68 cfs @ 11.97 hrs, Volume= 0.131 af Outflow = 2.68 cfs @ 11.97 hrs, Volume= 0.131 af, Atten= 0%, Lag= 0.0 min Primary = 2.68 cfs @ 11.97 hrs, Volume= 0.131 af Routed to Pond 5.2P : CB-4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.23' @ 11.97 hrs Flood Elev= 330.77' Device Routing Invert Outlet Devices #1 Primary 327.25'15.0" Round Culvert L= 89.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.25' / 326.80' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.59 cfs @ 11.97 hrs HW=328.21' (Free Discharge) 1=Culvert (Barrel Controls 2.59 cfs @ 3.57 fps) Summary for Pond 5P: Infiltration Basin #1 Inflow Area = 6.983 ac, 57.03% Impervious, Inflow Depth = 2.19" for 25-yr event Inflow = 22.24 cfs @ 11.97 hrs, Volume= 1.273 af Outflow = 1.60 cfs @ 11.60 hrs, Volume= 1.273 af, Atten= 93%, Lag= 0.0 min Discarded = 1.60 cfs @ 11.60 hrs, Volume= 1.273 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 325.07' @ 12.66 hrs Surf.Area= 21,388 sf Storage= 20,182 cf Flood Elev= 327.00' Surf.Area= 23,603 sf Storage= 41,097 cf Plug-Flow detention time= 90.8 min calculated for 1.272 af (100% of inflow) Center-of-Mass det. time= 90.7 min ( 871.4 - 780.7 ) Volume Invert Avail.Storage Storage Description #1 324.00' 41,097 cf Infiltration (Irregular) Listed below (Recalc) P:\22-024\eng\calcs\ Type II 24-hr 25-yr Rainfall=4.51"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 38HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 13,700 482.3 0 0 13,700 324.50 20,025 794.1 8,381 8,381 45,372 325.00 21,226 806.1 10,311 18,693 46,952 326.00 23,603 664.7 22,404 41,097 63,518 Device Routing Invert Outlet Devices #1 Discarded 324.00'5.000 in/hr Exfiltration over Horizontal area from 323.99' - 324.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=1.60 cfs @ 11.60 hrs HW=324.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.60 cfs) P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 39HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=130,553 sf 69.47% Impervious Runoff Depth=3.90"Subcatchment 1S: DA-101 Tc=6.0 min CN=80 Runoff=19.71 cfs 0.974 af Runoff Area=305,789 sf 86.76% Impervious Runoff Depth=4.97"Subcatchment 2S: DA-201 Tc=6.0 min CN=90 Runoff=55.47 cfs 2.909 af Runoff Area=98,570 sf 84.12% Impervious Runoff Depth=4.86"Subcatchment 3S: DA-301 Tc=6.0 min CN=89 Runoff=17.63 cfs 0.917 af Runoff Area=23,833 sf 84.56% Impervious Runoff Depth=4.86"Subcatchment 4.1S: SC-401 Tc=6.0 min CN=89 Runoff=4.26 cfs 0.222 af Runoff Area=5,079 sf 100.00% Impervious Runoff Depth=5.89"Subcatchment 4.2S: SC-402 Tc=6.0 min CN=98 Runoff=0.99 cfs 0.057 af Runoff Area=22,680 sf 30.73% Impervious Runoff Depth=1.76"Subcatchment 4.3S: SC-403 Tc=6.0 min CN=57 Runoff=1.56 cfs 0.076 af Runoff Area=19,527 sf 63.49% Impervious Runoff Depth=3.49"Subcatchment 4.4S: SC-404 Tc=6.0 min CN=76 Runoff=2.67 cfs 0.130 af Runoff Area=6,232 sf 100.00% Impervious Runoff Depth=5.89"Subcatchment 4.5S: SC-405 Tc=6.0 min CN=98 Runoff=1.22 cfs 0.070 af Runoff Area=73,625 sf 26.25% Impervious Runoff Depth=1.51"Subcatchment 5.1S: SC-501 Tc=6.0 min CN=54 Runoff=4.27 cfs 0.213 af Runoff Area=22,904 sf 100.00% Impervious Runoff Depth=5.89"Subcatchment 5.2S: SC-502 Tc=6.0 min CN=98 Runoff=4.47 cfs 0.258 af Runoff Area=25,101 sf 100.00% Impervious Runoff Depth=5.89"Subcatchment 5.3S: SC-503 Tc=6.0 min CN=98 Runoff=4.90 cfs 0.283 af Runoff Area=26,719 sf 70.50% Impervious Runoff Depth=4.00"Subcatchment 5.4S: SC-504 Tc=6.0 min CN=81 Runoff=4.12 cfs 0.205 af Runoff Area=2,938 sf 80.87% Impervious Runoff Depth=4.64"Subcatchment 5.5S: SC-505 Tc=6.0 min CN=87 Runoff=0.51 cfs 0.026 af Runoff Area=88,648 sf 23.35% Impervious Runoff Depth=1.44"Subcatchment 5.6S: SC-506 Tc=6.0 min CN=53 Runoff=4.82 cfs 0.243 af Runoff Area=39,233 sf 100.00% Impervious Runoff Depth=5.89"Subcatchment 5.7S: SC-507 Tc=6.0 min CN=98 Runoff=7.66 cfs 0.442 af Runoff Area=25,000 sf 100.00% Impervious Runoff Depth=5.89"Subcatchment 5.8S: SC-508 Tc=6.0 min CN=98 Runoff=4.88 cfs 0.282 af Peak Elev=330.69' Storage=28,834 cf Inflow=19.71 cfs 0.974 afPond 1P: Infiltration Basin #1 Outflow=0.41 cfs 0.852 af Peak Elev=330.19' Storage=57,899 cf Inflow=55.47 cfs 2.909 afPond 2P: Infiltration Basin #2 Outflow=2.62 cfs 2.909 af Peak Elev=330.43' Storage=17,510 cf Inflow=17.63 cfs 0.917 afPond 3P: Infiltration Basin #3 Outflow=1.24 cfs 0.917 af Peak Elev=331.04' Inflow=6.47 cfs 0.349 afPond 4.1P: CB-2 15.0" Round Culvert n=0.012 L=47.1' S=0.0106 '/' Outflow=6.47 cfs 0.349 af Peak Elev=330.89' Inflow=0.99 cfs 0.057 afPond 4.2P: CB-1 12.0" Round Culvert n=0.012 L=129.0' S=0.0140 '/' Outflow=0.99 cfs 0.057 af P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 40HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Peak Elev=326.23' Storage=10,508 cf Inflow=10.65 cfs 0.556 afPond 4P: Infiltration Basin #4 Outflow=0.57 cfs 0.556 af Peak Elev=329.52' Inflow=21.14 cfs 1.188 afPond 5.1P: CB-5 24.0" Round Culvert n=0.012 L=126.0' S=0.0056 '/' Outflow=21.14 cfs 1.188 af Peak Elev=328.99' Inflow=16.67 cfs 0.930 afPond 5.2P: CB-4 24.0" Round Culvert n=0.012 L=127.0' S=0.0051 '/' Outflow=16.67 cfs 0.930 af Peak Elev=328.65' Inflow=4.12 cfs 0.205 afPond 5.3P: CB-3 15.0" Round Culvert n=0.012 L=89.0' S=0.0051 '/' Outflow=4.12 cfs 0.205 af Peak Elev=325.79' Storage=36,239 cf Inflow=35.20 cfs 1.952 afPond 5P: Infiltration Basin #1 Outflow=1.60 cfs 1.952 af Total Runoff Area = 21.038 ac Runoff Volume = 7.307 af Average Runoff Depth = 4.17" 27.63% Pervious = 5.813 ac 72.37% Impervious = 15.226 ac P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 41HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: DA-101 Runoff = 19.71 cfs @ 11.97 hrs, Volume= 0.974 af, Depth= 3.90" Routed to Pond 1P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 90,698 98 Paved parking, HSG A 39,855 39 >75% Grass cover, Good, HSG A 130,553 80 Weighted Average 39,855 30.53% Pervious Area 90,698 69.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2S: DA-201 Runoff = 55.47 cfs @ 11.96 hrs, Volume= 2.909 af, Depth= 4.97" Routed to Pond 2P : Infiltration Basin #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 265,315 98 Paved parking, HSG A 40,474 39 >75% Grass cover, Good, HSG A 305,789 90 Weighted Average 40,474 13.24% Pervious Area 265,315 86.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3S: DA-301 Runoff = 17.63 cfs @ 11.96 hrs, Volume= 0.917 af, Depth= 4.86" Routed to Pond 3P : Infiltration Basin #3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 82,921 98 Paved parking, HSG A 15,649 39 >75% Grass cover, Good, HSG A 98,570 89 Weighted Average 15,649 15.88% Pervious Area 82,921 84.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.1S: SC-401 Runoff = 4.26 cfs @ 11.96 hrs, Volume= 0.222 af, Depth= 4.86" Routed to Pond 4.1P : CB-2 P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 42HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 20,152 98 Paved parking, HSG A 3,681 39 >75% Grass cover, Good, HSG A 23,833 89 Weighted Average 3,681 15.44% Pervious Area 20,152 84.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.2S: SC-402 Runoff = 0.99 cfs @ 11.96 hrs, Volume= 0.057 af, Depth= 5.89" Routed to Pond 4.2P : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 5,079 98 Paved parking, HSG A 5,079 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.3S: SC-403 Runoff = 1.56 cfs @ 11.98 hrs, Volume= 0.076 af, Depth= 1.76" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 5,116 98 Paved parking, HSG A 1,853 98 Paved parking, HSG A 15,711 39 >75% Grass cover, Good, HSG A 22,680 57 Weighted Average 15,711 69.27% Pervious Area 6,969 30.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.4S: SC-404 Runoff = 2.67 cfs @ 11.97 hrs, Volume= 0.130 af, Depth= 3.49" Routed to Pond 4P : Infiltration Basin #4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 43HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 350 98 Paved parking, HSG A 12,048 98 Paved parking, HSG A 7,129 39 >75% Grass cover, Good, HSG A 19,527 76 Weighted Average 7,129 36.51% Pervious Area 12,398 63.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 4.5S: SC-405 Runoff = 1.22 cfs @ 11.96 hrs, Volume= 0.070 af, Depth= 5.89" Routed to Pond 4.1P : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 6,232 98 Roofs, HSG A 6,232 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.1S: SC-501 Runoff = 4.27 cfs @ 11.98 hrs, Volume= 0.213 af, Depth= 1.51" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 2,240 98 Paved parking, HSG A 17,084 98 Paved parking, HSG A 54,301 39 >75% Grass cover, Good, HSG A 73,625 54 Weighted Average 54,301 73.75% Pervious Area 19,324 26.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.2S: SC-502 Runoff = 4.47 cfs @ 11.96 hrs, Volume= 0.258 af, Depth= 5.89" Routed to Pond 5.1P : CB-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 22,904 98 Paved parking, HSG A 22,904 100.00% Impervious Area P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 44HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.3S: SC-503 Runoff = 4.90 cfs @ 11.96 hrs, Volume= 0.283 af, Depth= 5.89" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 200 98 Paved parking, HSG A 24,901 98 Paved parking, HSG A 25,101 98 Weighted Average 25,101 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.4S: SC-504 Runoff = 4.12 cfs @ 11.97 hrs, Volume= 0.205 af, Depth= 4.00" Routed to Pond 5.3P : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 7,883 39 >75% Grass cover, Good, HSG A 11,677 98 Paved parking, HSG A 7,159 98 Paved parking, HSG A 26,719 81 Weighted Average 7,883 29.50% Pervious Area 18,836 70.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.5S: SC-505 Runoff = 0.51 cfs @ 11.96 hrs, Volume= 0.026 af, Depth= 4.64" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 2,376 98 Paved parking, HSG A 562 39 >75% Grass cover, Good, HSG A 2,938 87 Weighted Average 562 19.13% Pervious Area 2,376 80.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 45HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5.6S: SC-506 Runoff = 4.82 cfs @ 11.99 hrs, Volume= 0.243 af, Depth= 1.44" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 382 98 Paved parking, HSG A 20,313 98 Paved parking, HSG A 67,953 39 >75% Grass cover, Good, HSG A 88,648 53 Weighted Average 67,953 76.65% Pervious Area 20,695 23.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.7S: SC-507 Runoff = 7.66 cfs @ 11.96 hrs, Volume= 0.442 af, Depth= 5.89" Routed to Pond 5.2P : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 39,233 98 Roofs, HSG A 39,233 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 5.8S: SC-508 Runoff = 4.88 cfs @ 11.96 hrs, Volume= 0.282 af, Depth= 5.89" Routed to Pond 5P : Infiltration Basin #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.13" Area (sf) CN Description 25,000 98 Roofs, HSG A 25,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 1P: Infiltration Basin #1 Inflow Area = 2.997 ac, 69.47% Impervious, Inflow Depth = 3.90" for 100-yr event Inflow = 19.71 cfs @ 11.97 hrs, Volume= 0.974 af Outflow = 0.41 cfs @ 15.80 hrs, Volume= 0.852 af, Atten= 98%, Lag= 229.9 min Discarded = 0.41 cfs @ 15.80 hrs, Volume= 0.852 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.69' @ 15.80 hrs Surf.Area= 8,750 sf Storage= 28,834 cf Flood Elev= 331.25' Surf.Area= 23,990 sf Storage= 40,912 cf P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 46HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Plug-Flow detention time= 815.0 min calculated for 0.851 af (87% of inflow) Center-of-Mass det. time= 755.7 min ( 1,565.9 - 810.2 ) Volume Invert Avail.Storage Storage Description #1 328.25' 12,328 cf Forebay (Irregular) Listed below (Recalc) -Impervious #2 328.25' 28,584 cf Infiltration (Irregular) Listed below (Recalc) 40,912 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,843 1,234.5 0 0 1,843 329.00 3,280 1,367.4 1,895 1,895 29,378 330.00 6,118 1,550.9 4,626 6,521 72,017 330.75 9,490 1,691.1 5,807 12,328 108,208 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 5,204 1,174.5 0 0 5,204 329.00 6,288 1,178.3 4,303 4,303 6,337 330.00 7,734 1,183.3 6,999 11,302 7,846 330.74 8,818 1,187.0 6,120 17,421 8,967 330.75 20,152 1,654.6 141 17,562 114,704 331.25 23,990 1,697.8 11,022 28,584 126,260 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area from 328.25' - 330.74' Excluded Horizontal area = 5,204 sf Discarded OutFlow Max=0.41 cfs @ 15.80 hrs HW=330.69' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.41 cfs) Summary for Pond 2P: Infiltration Basin #2 Inflow Area = 7.020 ac, 86.76% Impervious, Inflow Depth = 4.97" for 100-yr event Inflow = 55.47 cfs @ 11.96 hrs, Volume= 2.909 af Outflow = 2.62 cfs @ 11.25 hrs, Volume= 2.909 af, Atten= 95%, Lag= 0.0 min Discarded = 2.62 cfs @ 11.25 hrs, Volume= 2.909 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.19' @ 13.06 hrs Surf.Area= 22,610 sf Storage= 57,899 cf Flood Elev= 331.25' Surf.Area= 40,474 sf Storage= 96,661 cf Plug-Flow detention time= 181.9 min calculated for 2.909 af (100% of inflow) Center-of-Mass det. time= 181.9 min ( 962.6 - 780.7 ) Volume Invert Avail.Storage Storage Description #1 328.25' 20,246 cf Forebay (Prismatic) Listed below (Recalc) -Impervious #2 328.25' 76,415 cf Infiltration (Prismatic) Listed below (Recalc) 96,661 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 3,910 0 0 330.75 12,287 20,246 20,246 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.25 22,610 0 0 330.74 22,610 56,299 56,299 330.75 38,761 307 56,606 331.25 40,474 19,809 76,415 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 47HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=2.62 cfs @ 11.25 hrs HW=328.28' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.62 cfs) Summary for Pond 3P: Infiltration Basin #3 Inflow Area = 2.263 ac, 84.12% Impervious, Inflow Depth = 4.86" for 100-yr event Inflow = 17.63 cfs @ 11.96 hrs, Volume= 0.917 af Outflow = 1.24 cfs @ 12.57 hrs, Volume= 0.917 af, Atten= 93%, Lag= 36.6 min Discarded = 1.24 cfs @ 12.57 hrs, Volume= 0.917 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.43' @ 12.57 hrs Surf.Area= 10,707 sf Storage= 17,510 cf Flood Elev= 331.25' Surf.Area= 18,949 sf Storage= 27,888 cf Plug-Flow detention time= 127.0 min calculated for 0.917 af (100% of inflow) Center-of-Mass det. time= 127.0 min ( 911.2 - 784.2 ) Volume Invert Avail.Storage Storage Description #1 328.25' 7,676 cf Forebay (Irregular) Listed below (Recalc) #2 328.25' 20,212 cf Infiltration (Irregular) Listed below (Recalc) 27,888 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 1,480 970.3 0 0 1,480 329.25 2,750 996.0 2,082 2,082 5,620 330.25 4,072 1,021.7 3,389 5,472 9,868 330.75 4,753 1,034.6 2,204 7,676 12,040 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 328.25 3,984 903.4 0 0 3,984 329.25 5,091 908.4 4,526 4,526 5,142 330.25 6,198 913.5 5,635 10,162 6,315 330.74 6,752 916.0 3,172 13,333 6,892 330.75 12,942 998.3 97 13,430 19,430 331.25 14,196 1,008.7 6,782 20,212 21,165 Device Routing Invert Outlet Devices #1 Discarded 328.25'5.000 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=1.24 cfs @ 12.57 hrs HW=330.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.24 cfs) Summary for Pond 4.1P: CB-2 Inflow Area = 0.807 ac, 89.53% Impervious, Inflow Depth = 5.19" for 100-yr event Inflow = 6.47 cfs @ 11.96 hrs, Volume= 0.349 af Outflow = 6.47 cfs @ 11.96 hrs, Volume= 0.349 af, Atten= 0%, Lag= 0.0 min Primary = 6.47 cfs @ 11.96 hrs, Volume= 0.349 af Routed to Pond 4P : Infiltration Basin #4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 331.04' @ 11.96 hrs Flood Elev= 331.28' Device Routing Invert Outlet Devices #1 Primary 328.50'15.0" Round Culvert L= 47.1' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 328.50' / 328.00' S= 0.0106 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=6.31 cfs @ 11.96 hrs HW=330.95' (Free Discharge) 1=Culvert (Inlet Controls 6.31 cfs @ 5.14 fps) P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 48HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4.2P: CB-1 Inflow Area = 0.117 ac,100.00% Impervious, Inflow Depth = 5.89" for 100-yr event Inflow = 0.99 cfs @ 11.96 hrs, Volume= 0.057 af Outflow = 0.99 cfs @ 11.96 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary = 0.99 cfs @ 11.96 hrs, Volume= 0.057 af Routed to Pond 4.1P : CB-2 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 330.89' @ 11.96 hrs Flood Elev= 331.97' Device Routing Invert Outlet Devices #1 Primary 330.30'12.0" Round Culvert L= 129.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 330.30' / 328.50' S= 0.0140 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.97 cfs @ 11.96 hrs HW=330.88' (Free Discharge) 1=Culvert (Inlet Controls 0.97 cfs @ 2.05 fps) Summary for Pond 4P: Infiltration Basin #4 Inflow Area = 1.776 ac, 65.71% Impervious, Inflow Depth = 3.76" for 100-yr event Inflow = 10.65 cfs @ 11.97 hrs, Volume= 0.556 af Outflow = 0.57 cfs @ 11.55 hrs, Volume= 0.556 af, Atten= 95%, Lag= 0.0 min Discarded = 0.57 cfs @ 11.55 hrs, Volume= 0.556 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 326.23' @ 13.01 hrs Surf.Area= 10,482 sf Storage= 10,508 cf Flood Elev= 330.00' Surf.Area= 12,043 sf Storage= 19,195 cf Plug-Flow detention time= 153.9 min calculated for 0.556 af (100% of inflow) Center-of-Mass det. time= 153.8 min ( 947.7 - 793.9 ) Volume Invert Avail.Storage Storage Description #1 325.00' 19,195 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 325.00 4,825 287.6 0 0 4,825 325.50 9,014 678.4 3,406 3,406 34,867 326.00 10,042 692.6 4,762 8,167 36,454 327.00 12,043 483.3 11,027 19,195 56,048 Device Routing Invert Outlet Devices #1 Discarded 325.00'5.000 in/hr Exfiltration over Horizontal area from 324.99' - 325.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=0.57 cfs @ 11.55 hrs HW=325.05' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.57 cfs) Summary for Pond 5.1P: CB-5 Inflow Area = 2.616 ac, 93.08% Impervious, Inflow Depth = 5.45" for 100-yr event Inflow = 21.14 cfs @ 11.96 hrs, Volume= 1.188 af Outflow = 21.14 cfs @ 11.96 hrs, Volume= 1.188 af, Atten= 0%, Lag= 0.0 min Primary = 21.14 cfs @ 11.96 hrs, Volume= 1.188 af Routed to Pond 5P : Infiltration Basin #1 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 329.52' @ 11.96 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 325.40'24.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 49HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 325.40' / 324.70' S= 0.0056 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=20.62 cfs @ 11.96 hrs HW=329.38' (Free Discharge) 1=Culvert (Inlet Controls 20.62 cfs @ 6.56 fps) Summary for Pond 5.2P: CB-4 Inflow Area = 2.090 ac, 91.34% Impervious, Inflow Depth = 5.34" for 100-yr event Inflow = 16.67 cfs @ 11.96 hrs, Volume= 0.930 af Outflow = 16.67 cfs @ 11.96 hrs, Volume= 0.930 af, Atten= 0%, Lag= 0.0 min Primary = 16.67 cfs @ 11.96 hrs, Volume= 0.930 af Routed to Pond 5.1P : CB-5 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.99' @ 11.96 hrs Flood Elev= 330.51' Device Routing Invert Outlet Devices #1 Primary 326.05'24.0" Round Culvert L= 127.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 326.05' / 325.40' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=16.26 cfs @ 11.96 hrs HW=328.90' (Free Discharge) 1=Culvert (Inlet Controls 16.26 cfs @ 5.17 fps) Summary for Pond 5.3P: CB-3 Inflow Area = 0.613 ac, 70.50% Impervious, Inflow Depth = 4.00" for 100-yr event Inflow = 4.12 cfs @ 11.97 hrs, Volume= 0.205 af Outflow = 4.12 cfs @ 11.97 hrs, Volume= 0.205 af, Atten= 0%, Lag= 0.0 min Primary = 4.12 cfs @ 11.97 hrs, Volume= 0.205 af Routed to Pond 5.2P : CB-4 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 328.65' @ 11.97 hrs Flood Elev= 330.77' Device Routing Invert Outlet Devices #1 Primary 327.25'15.0" Round Culvert L= 89.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 327.25' / 326.80' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=4.00 cfs @ 11.97 hrs HW=328.61' (Free Discharge) 1=Culvert (Inlet Controls 4.00 cfs @ 3.26 fps) Summary for Pond 5P: Infiltration Basin #1 Inflow Area = 6.983 ac, 57.03% Impervious, Inflow Depth = 3.36" for 100-yr event Inflow = 35.20 cfs @ 11.97 hrs, Volume= 1.952 af Outflow = 1.60 cfs @ 11.35 hrs, Volume= 1.952 af, Atten= 95%, Lag= 0.0 min Discarded = 1.60 cfs @ 11.35 hrs, Volume= 1.952 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 325.79' @ 13.37 hrs Surf.Area= 23,098 sf Storage= 36,239 cf Flood Elev= 327.00' Surf.Area= 23,603 sf Storage= 41,097 cf Plug-Flow detention time= 189.3 min calculated for 1.952 af (100% of inflow) Center-of-Mass det. time= 189.3 min ( 969.6 - 780.3 ) Volume Invert Avail.Storage Storage Description #1 324.00' 41,097 cf Infiltration (Irregular) Listed below (Recalc) P:\22-024\eng\calcs\ Type II 24-hr 100-yr Rainfall=6.13"22-024 DR-PR Printed 12/16/2022Prepared by Verity Engineering, DPC Page 50HydroCAD® 10.20-2g s/n 09886 © 2022 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 324.00 13,700 482.3 0 0 13,700 324.50 20,025 794.1 8,381 8,381 45,372 325.00 21,226 806.1 10,311 18,693 46,952 326.00 23,603 664.7 22,404 41,097 63,518 Device Routing Invert Outlet Devices #1 Discarded 324.00'5.000 in/hr Exfiltration over Horizontal area from 323.99' - 324.01' Excluded Horizontal area = 0 sf Discarded OutFlow Max=1.60 cfs @ 11.35 hrs HW=324.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.60 cfs) Stormwater Pollution Prevention Plan (SWPPP) K 66 Duplainville Road December 2022 Appendix K Weekly Inspection Form Verity Engineering, D.P.C. P.O. Box 474 Troy, New York 12180 518.389.7200 | verityeng.com SWPPP INSPECTION REPORT SITE INFORMATION Report Submitted: DATE & TIME: PROJECT: LOCATION: CONTRACTOR: JOB NO.: OWNER: WEATHER: SOIL: CONSTRUCTION OBSERVATIONS: DISTRIBUTION: Owner Date: Contractor Date: Municipality Date: Site Supt. Date: Site Inspector/ Qualified Professional: sign print Site Inspector: sign print Page 1 of 7 SITE MAP: Page 2 of 7 SITE OBSERVATION REPORT Date: Initials: Project: Y/N Maintaining Water Quality Is there an increase in turbidity causing a substantial visible contrast to natural conditions? Is there residue from oil and floating substances, visible oil film, or globules or grease? All disturbances are within the limits of the approved plans. Have receiving lake/bay, stream, and/or wetland been impacted by silt from the project? Y/N General Site Conditions Is construction site litter and debris appropriately managed? Are facilities and equipment necessary for implementation of erosion and sediment control in working order? Is construction impacting the adjacent property? Is dust adequately controlled? Y/N Temporary Stream Crossing Maximum diameter pipes necessary to span creek without dredging are installed? Installed non-woven geotextile fabric beneath approaches. Is fill composed of aggregate (no earth or soil)? Rock on approaches is clean enough to remove mud from vehicles & prevent sediment from entering stream during high flow. Y/N Excavation Dewatering Upstream and downstream berms (sandbags, inflatable dams, etc.) are installed per plan. Clean water from upstream pool is being pumped to the downstream pool. Sediment laden water from work area is being discharged to a silt-trapping device. Constructed upstream berm with one-foot minimum freeboard. Y/N Level Spreader Installed per plan. Constructed on undisturbed soil, not on fill, receiving only clear, non-sediment laden flow. Flow sheets out of level spreader without erosion on downstream edge. Y/N Interceptor Dikes and Swales Installed per plan with minimum side slopes 2H:1V or flatter. Stabilized by geotextile fabric, seed, or mulch with no erosion occurring. Sediment-laden runoff directed to sediment trapping structure. Y/N Stone Check Dam Is channel stable? (flow is not eroding soil underneath or around the structure) Are check dams installed? Check is in good condition (rocks in place and no permanent pools behind the structure). Has accumulated sediment been removed? Y/N Rock Outlet Protection Installed per plan. Installed concurrently with pipe installation. Page 3 of 7 SITE OBSERVATION REPORT Date: Initials: Project: Y/N Topsoil and Spoil Stockpiles Stockpiles are stabilized with vegetation and/or mulch. Sediment control is installed at the toe of slope. Y/N Re-vegetation Temporary seeding and mulch have been applied to idle areas. 4-inches minimum of topsoil has been applied under permanent seeding. Y/N Stabilized Construction Entrance Is there a construction entrance? Installed per standards and specifications? Stone is clean enough to effectively remove mud from vehicles. Does all traffic use the stabilized entrance to enter and leave the site? Is adequate drainage provided to prevent ponding at entrance? Y/N Silt Fence Installed on contour, 10 feet from toe of slope (not across conveyance channels). Joints constructed by wrapping the two ends together for continuous support. Fabric is buried 6-inches minimum. Posts are stable, fabric is tight and without rips or frayed areas. Is silt fence installed in all areas required? Estimated Sediment accumulation is % of design capacity. Y/N Storm Drain Inlet Protection Is storm drain inlet protection provided where applicable? Installed per specifications and details? (see below) Excavated – (1’ – 2’ depth, weep holes, gravel filter, min. size: 900ft3/acre) Fabric – (Posts are stable, fabric is tight, 1’ embedment) Stone and Block – (1’ – 2’ height, blocks oriented for dewatering, stone) Curb – (wire mesh, fabric, and stone) Estimated Sediment accumulation is % of design capacity. Y/N Temporary Sediment Trap Outlet structure is constructed per the approved plan or drawing. Geotextile fabric has been placed beneath rock fill. Estimated Sediment accumulation is % of design capacity. Y/N Temporary Sediment Basin Basin and outlet structure constructed per the approved plan. Basin side slopes are stabilized with seed/mulch. Drainage structure flushed and basin surface restored upon removal of sediment basin facility. Estimated Sediment accumulation is % of design capacity. Page 4 of 7 SITE OBSERVATION REPORT Date: Initials: Project: Discharge Point Summary: Surface Water Body Condition: Post-Construction SMPs: Current Corrective Actions: Previous Corrective Actions: General Comments: Page 5 of 7 PHOTO LOG Date: Initials: Project: PHOTO #1: PHOTO #2 Page 6 of 7 PHOTO LOG Date: Initials: Project: PHOTO #3: PHOTO #4: Page 7 of 7 Stormwater Pollution Prevention Plan (SWPPP) L 66 Duplainville Road December 2022 Appendix L Post-Construction Operation and Maintenance Checklist Stormwater Maintenance Inspection Checklist Infiltration Basin (I-2) Project: Location: Site Status: Date: Time: Inspector: Satisfactory/ Maintenance Item Unsatisfactory Comments Infiltration Basin # 1) Embankment and emergency spillway (Biannual, After Major Storms): i) Vegetation and ground cover adequate ii) Embankment erosion iii) Unauthorized planting iv) Cracking, bulging, or sliding of fill/banks (a) Upstream face (b) Downstream face (c) At or beyond toe 1. Downstream 2. Upstream (d) Emergency spillway v) Seeps/leaks on downstream face vi) Slope protection or riprap failure vii) Spillway clear of obstructions and debris viii) Other (specify) 2) Pretreatment Area, if applicable (Biannual): i) Depth of Sediment ii) Accumulated debris iii) Side slope erosion iv) Inlet swale erosion v) Condition of grass outlet Satisfactory/ Maintenance Item Unsatisfactory Comments 3) Basin (Monthly, After Major Storms): i) Accumulated debris ii) Erosion, rills, etc. iii) Growth in basin floor iv) Condition of grass 4) Outlet Control Structure (Biannual): i) Inlet protection device ii) Low flow orifice iii) Excessive sediment accumulation iv) Concrete/masonry condition of structure (a) Cracks or displacement (b) Minor spalling (<1”) (c) Major spalling (rebars exposed) (d) Joint failures (e) Water tightness v) Outlet pipe condition vi) Underdrain valve functioning 5) Other (As Required): i) Complaints from residents ii) Aesthetics iii) Lawn restoration required iv) Odor v) Any public hazards (specify) vi) Other (specify) Comments: Actions to Take: Stormwater Maintenance Inspection Checklist Closed Drainage System Project: Location: Site Status: Date: Time: Inspector: Satisfactory/ Maintenance Item Unsatisfactory Comments Drainage Structures # Inlet & Outlet Pipes Material Type: HDPE PVC CMP 1. Drainage Structures Condition (Annual) a) Ground surface conditions around structure b) Frame & Grate condition c) Grade rings/bricks condition d) Spalling mortar/infiltration e) Steps condition f) Cracks or displacement g) Minor spalling (<1”) h) Major spalling (reinforcement exposed) i) Joint failures j) Water tightness k) Other 2. Sediment Accumulation (Spring & Fall) 3. Pipes obstructed (Annual, As Required) a) Debris removal necessary b) Other Satisfactory/ Maintenance Item Unsatisfactory Comments 4. Outlet/inlet pipe conditions (Annual) 5. Other (As Required) a) Complaints from residents b) Aesthetics c) Lawn restoration required d) Odor e) Any public hazards (specify) f) Other (specify) Comments: Actions to Take: ii c ... .!!! I ~ i ~ 8 ,. ~ ii! ;; a: ~ :c Drainage Issues: 1. Maintain conb'lbutlna dralnap area. -Remove trash and debris and dispose off-site, as required. -Stabilize and mow area as required. Remove clippings. -Ensure that activities in the drainage area minimize oil/grease and sediment entry to the system. 2. Inspect the Inlet structure (Location B) and pretreabnent devices, such as stlUllll basin (location C), concrete level spreader (location D), and 1rass channel (location E>. -Remove debris manually and dispose off-site, as required. -Note any channels, soil exposure, or other evidence of erosion and sblbilize fur further maintenance. -Note any cracks in pipe, headwa I Vconcrete pipe collar, and concrete level spreader. -Note any displaced field stone. Remove as required. 3. Inspect the outlet stnlcture (riser box at locadon H) and outfall (Location I). a. Riser Box -Remove debris manually and dispose off-site, as required. -Note any crackS.fdamage to riser/barrel {see critical maintenance issues box). b. Outfall -Remove accumulated debri!i/floatables near the outfa ll spillway approach and discharge channels manually or by other approved means; as required. Dispose of debris off-site. -Note any displaced field stone. Remove as required. 4. Inspect lnfllb'atlon basin (location F). 5. 6. -Remove debris manually and dispose off-site, as required. -Note dewatering time. Facility should drain completely within 24-48 hours of a storm event. If clcsging occurs, remove sediment and cleanout unden:lrain (refer to Item 2 of Long-Tenn Measures). Inspect the emerpncy spillway (Location J). -Vegetated emergency spillway channels should be mowed and shou ld not be cut to less than 6 to 8 inches in height . -The emergency spillway approach and discharge channels should be cleared of brush and other woody growth. -After any flow has passed through the emergency spillway, the spillway crest (contro l section) and exit channel should be inspected for erosion. Note location of any eroded areas. Stabilize for further maintenance. Inspect adjacent catch basin gratas and manhole covers. -Remove accumulated debris; dispose off-site. SIDEA PLAN ........... ..~/' --..... ___ -----·~ " ..._ .,./ ~------------MAJOR AREAS OF PRACTICE A. Maintenance ACJ;eSSway E. Grass Channel I. Outfall B. Inlet Structure F. Infiltration Basin Area J. Emergency Spillway C. Stilling Basin G. Underdrain D. Concrete Level Spreader H. Outlet Structure Landscapln1: 7. Inspect DY8rall condition Ill veptation onsite. -Remove vegetative invasives manual ly, ensuring root removal, to the extent possible. Refer to Appendix 1: New York State Invasive Plants for key species. Note any significant establishment for future removal/maintenance. -Relocate rodents and/or provide exclusion devices, as required. -Trim shrubs and cut grass along street frontages , as required. Dispose of clippings off-site. -Mow grassed areas as required. Mow only when surface is dry to avoid rutting. Dispose of clippings off-site. Perimeter Treatment (perimeter boundaries not shown on figures): 8. Inspect OV11rall condition Ill the perimeter treatment Items. -Remove accumulated litter/debris by hand, dispose off-site. -Secure gates, guiderails, signs, and boulders, as required. • MEDIUM-TERM MEASURES (FREQUENCY: ONCE EVERY SIX MONTHS) Drainage Issues: 1. Inspect the inlet structure (Location Bl, and pretreatment devices, such as stilling basin (Location Cl, concrete level spreader (location Dl, and 1rass channel (Locadon E>. -Repair/reinforce eroded areas, as required. -Repair cracks/damaged stones on headwa ll, as required. -Repair cracks in pipe, concrete pipe collar, or concrete level spreader, as required. -Replace displaced field stone, as required. Critical Maintenance Issues 1 J Risers and barrels -Presence of corrosion -Weld joint weakness -Valves operational -Security key in known location -Clogging of barrel outlets 2) Embankments -No rodents -No trees and shrubs -No seepage and settlement .. ..... , ........ . ... ; I I" , I . : I .. * Facility abbreviations refer to 2003 NYSDEC Stormwater Design Manual practice labels 2. Inspect the outlet structure {location H). -Repair cracks/damage to concrete riser box, as required. -Replace displaced field stone in outfall, as required. 3. Inspect the emergency spillway {Location J). -Repair and stabilize eroded areas in the exit channel as required. 4. Inspect for unstable embankments. -Repair/reinforce unstable embankments using field stone, plantings, etc. Landscaping: 5. Inspect for plant mortality. -Remove dead plants by hand; dispose off-site; replant as required. -Remove trees that start to grow in the vicinity of the basin {location F), and dispose off-site, as required. -Note any bare areas. Cultivate soil and revegetate as required. Introduce alternative plantings, as required. 6. Inspect for significant establishment of invasives and develop an area-wide plan for removal. 7 . Inspect for herbivore damage. -Repair burrows/damage created by rodents, as required. -Introduce alternative plantings, as required. Perimeter Treatment (perimeter boundaries not shown on ficures): 8. Lubricate locks and hinges on gates, as required . 9. Refurbish or mow accessway, as required. 10. Inspect and repair damaged sidewalks, fencing, guiderail, and signs, as required. • LONG-TERM MEASURES <FREQUENCY: ONCE EVERY YEARl Drainage Issues: 1. Remove sediment from stilling basin and adjacent catch basins; "vactoring'' recommended. 2. Inspect infiltration basin area (Location F) and underdrain (Location G). -If water remains 24-48 hours following a storm event, cleanout underdrain (Location Gl and cultivate soils, as required: • Close valve at end of underdrain pipe, near riser box. •Attach a standard compressor and fitting to first cleanout and run compressed air through pipe. Repeat for all remaining connections until grass turf above underdrain is sufficiently broken up. • Remove compressor hose and fitting. Restore valve to original setting. •Till and revegetate disturbed soil. -Note sediment accumulation. Remove sediment manually when sediment is dry (visible cracks) and readily separates from basin floor. Till and revegetate remaining soil. -Replace plantings or cultivate soils to ensure adequate filtration, as required. 3. If severe cloglng occurs and the above measures are not effective: -Remove and replace all media to original specifications or to approved, revised specifications. -Underdrain piping may be reused if in good condition. • DEWATERING PROCEDURE AT PRETREATMENT DEVICE The stilling basin or other pretreatment device must be dewatered before proceeding with ''vactoring'' operations. Methodology: 1. Park the "vactor" truck along the maintenance accessway near the inlet (Location Al. The boom should be extended in the direction of the stilling basin. 2. Ensure clear access for a two-person crew down the slope near the stilling basin (Location C}. 3. Pump out the water from the stilling basin to the grass channel (Location El downstream. 4. Proceed with "vactoring" operations. SIDE B PROFILE . I AIH~SEE P COLL'\R °'_I FI LTER Ol)l.P~R.t.G IA MAJOR AREAS OF PRACTICE B. Inlet Structure E. Grass Channel H. Outlet Structure C. Stilling Basin F. Infiltration Basin Area I. Outfall D. Concrete Level Spreader G. Underdrain • "VACTORING" PROCEDURE AT PRETREATMENT DEVICE Methodology: 1. Connect the ''vactor" truck to an approved nearby source of clean water for "vactoring" purposes. Unwind the water jet hose reel and place it down the slope of the stilling basin (Location C). Use hose to loosen the accumulated sediment. 2. 3. Place the flexible suction hose into the stilling basin (location Cl. 4. Perform "vactoring" operations by simultaneously using the suction arm and water jet hose to remove slurry until the rip-rap base is reached. 5. Continue slurry removal until capacity of ''vactor" truck is reached. 6. Stop ''vactoring'' work. Dispose of slurry off-site. 7. Repeat Steps 1-6 until all the sediment has been removed. 8. After ''vactoring" work is complete, carefully remove the flexible suction hose and the water jet hose from stilling basin, and transport them back to the truck. 9. Inspect the accessway and adjacent area for damage, such as dislodged field stone, wood chips, etc., and refurbish as required. Note: Secure locks on gates as necessary prior to exiting site. Paperwork and Reporting 1) Refer to site specific SWPPP and regulated MS4 for reporting requirements related to maintenance 2) Report practice failures to owner- operator and relevant regulated MS4 Maintenance Considerations During Design -Erosion and Sediment Control • lnleVOutlet Protection •Sediment Removal -Pretreatment Devices -Underdrains -Landscaping -Mechanical Issues • Riser/Barrel Outlet structure -Maintenance Access -Cold Climate Considerations Stormwater Pollution Prevention Plan (SWPPP) M 66 Duplainville Road December 2022 Appendix M Erosion and Sediment Control Plans XXDUPLAINVILLE ROAD GGGGGGGGGGGGGSSSSSSSSSSSSSSSSSSSSWWWWWWWWWWEEEEEEEEEEEEEEEEEESFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSF12" N12 HDPE53 LF @ 0.47%18" N12 HDPE118 LF @ 0.51%15" N12 HDPE 89 LF @ 0.51%INV:324.70INV:325.812 4 " N 1 2 H D P E 1 2 6 L F @ 0 . 5 5 % 24" N12 HDPE 127 LF @ 0.51% 10" N12 HDPE 293 LF @ 0.75% 1% 1%1% 1% 0% 0% 1%1% 1% 1% 1% 1% 0%1%1%1%1%5% 24% 15% 1%1%1%3%3%0 %2%3%3%3%2%2%2%2%33% 0% 33%33%33%33% 20%3%3%2% 13% 5% 16% 27% 1 1 %30%33 % 9% 21% 1%2%2%1%2%1%1%1%INV:326.90INSTALL AND MAINTAINCONSTRUCTION ENTRANCESTORMWATERMANAGEMENTSIGNAGEINSTALL ANDMAINTAINSILT FENCEHYDROSEEDING WILL INCLUDETACKIFIER IN ALL MIXES ONSTEEP SLOPES, SEE SHEET C-161FOR ADDITIONAL INFORMATIONINSERT INLETPROTECTIONSLOPESTABILIZATIONBLANKETSPILLWAYFOREBAY #1STORMWATERMANAGEMENT SIGNAGEFOREBAY #2 FOREBAY #1FOREBAY #2330330329329331331332330330329329331331332327 3 2 7 3 2 8 328 329329 325330323324326327328329330330335340345330335340345 325 330 325330324326327328329325 330 326327328329327 328 329 325 330330328329331332330330331331332332 330329331332330329331332333325330324326327328329331332332330326327328329INFILTRATIONBASIN #4STOCKPILEAREARIPRAP OUTLETPROTECTIONINSTALL AND MAINTAINCONCRETE WASHOUT06C-50202C-503INFILTRATIONBASIN #503C-50310C-50212C-50203C-50209C-502SFSFSFSFSF11C-50204C-503LIMITS OFDISTURBANCE(±20.99 ACRES)INFILTRATIONBASIN #101C-503INFILTRATIONBASIN #201C-503INFILTRATIONBASIN #301C-503SPILLWAYSPILLWAYSPILLWAYCB-1RIM:331.97'48" DIA. W/ 30" GRATEINV OUT (12"): 328.25'CB-2RIM: 331.28'INV IN: 328.00' (12")INV OUT: 327.50' (18")CB-3RIM: 330.77'INV OUT: 327.25' (15")CB-5RIM: 330.51'INV IN: 325.40' (24")INV OUT: 325.40' (24")SLOT DRAINRIM: 328.94'INV OUT: 328.00' (10")CB-4RIM: 330.51'INV IN: 326.80' (15")INV OUT: 326.05' (24")CHECK DAM07C-50204C-502STORMWATERMANAGEMENTSIGNAGESTORMWATERMANAGEMENTSIGNAGESTORMWATERMANAGEMENTSIGNAGE1%2%2 %4%2%32 8 . 8 3 TP#2IT#2TP#1IT#1TP#4IT#4TP#3IT#3TP#5IT#5345. 6 2 329. 1 3 3 3 1 . 5 0 332.06332.55 3 3 2 . 5 5332.95330.93329.48332.26333.1733 0 . 5 1 332.55332.25 328.25331. 0 0332.55331.253 3 2 . 3 6 3 3 1 . 7 5 333.50329.50328.25331.25332.55328.253 3 1 . 1 0 3 3 1 . 7 0332.703 3 2 . 7 0 3 3 2 . 7 8 3 3 1 . 8 8 3 3 2 . 7 0329.25332.503 3 2 . 5 0332.503 3 2 . 5 5328.253 3 1 . 5 0 3 3 2 . 4 5 3 3 1 . 7 5 3 3 2 . 5 0329.52325.0032 9 . 6 1328.86331.103 3 1 . 1 0 331.10331.10331.103 3 2 . 6 8 3 3 2 . 4 4 3 3 2 . 7 3 3 3 3 . 1 6 332.213 3 1 . 6 1 3 3 2 . 5 0 331.25328.25331.253 2 9 . 5 0 3 3 1 . 2 5 3 3 3 . 5 0333.503 3 1 . 1 0 331.10331.94332.223 3 1 . 7 1 3 3 1 . 7 5330.75333.40333.503 3 2 . 7 8332.583 3 2 . 6 4 3 3 2 . 4 6 3 3 2 . 1 6 3 3 2 . 7 8 3 3 2 . 3 1 3 3 1 . 8 7 3 3 2 . 5 3332.403 3 2 . 9 4 3 3 2 . 7 0331.70332.36333.223 3 2 . 5 4332.43332.733 3 1 . 1 5 325.50325.50322.00322.00324.503 2 4 . 0 0 3 3 1 . 9 4 3 2 8 . 5 1 325.62332.40332.253 3 1 . 4 9 331.25328.25331.25328.25328.25331.25328.25 331.25328.25331.25328.253 3 1 . 2 5 328.25328.25331.25331.25331.10331.403 3 1 . 2 8 3 3 3 . 3 5 3 3 3 . 5 0 3 3 2 . 6 1 P:\22-024\CAD\22-024 GRAD.DWG | 12/19/2022 01:14:11 PM TEST PIT LOGPERFORMED BY: AARON VERA, P.E.DATE: 09/20/2022TP#1 (329.34)0"-16"TOPSOIL16"-48"FINE BROWN SAND, LITTLE SILT48"-96"FINE SANDNO SIGN OF S.H.G.W.TP#2 (329.53)0"-14"TOPSOIL14"-30"FINE BROWN SAND, LITTLE SILT30"-96"GRAY FINE SANDNO SIGN OF S.H.G.W.TP#3 (329.99)0"-12"TOPSOIL12"-28"FINE BROWN SAND, LITTLE SILT28"-96"GRAY FINE SANDNO SIGN OF S.H.G.W.TP#4 (331.25)0"-14"TOPSOIL14"-24"FINE BROWN SAND, LITTLE SILT24"-96"GRAY FINE SANDNO SIGN OF S.H.G.W.TP#5 (331.57)0"-14"TOPSOIL14"-30"FINE BROWN SAND, LITTLE SILT30"-96"GRAY FINE SANDNO SIGN OF S.H.G.WEROSION & SEDIMENT CONTROL PLAN NOTES:1.ALL PROPOSED EROSION CONTROLS SHALL BE INSTALLED PRIOR TO BEGINNING OF CONSTRUCTION. FINAL LOCATION AND CONSTRUCTION SHALL BE REVIEWEDBY A QUALIFIED PROFESSIONAL.2.REMOVE EROSION CONTROLS ONLY UNDER THE AUTHORIZATION OF A QUALIFIED PROFESSIONAL.3.CONTRACTOR MUST PROTECT ALL SURFACE WATERS FROM SILTATION DURING CONSTRUCTION WITH APPROPRIATE MEASURES INCLUDING, BUT NOT LIMITED TO,PLACING STRAW BALES AND SILT FENCING AROUND WORK.4.EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIRED. ADDITIONAL MEASURES MAY BE REQUIRED, BASED ON FIELDCONDITIONS, DURING CONSTRUCTION AS DIRECTED BY A QUALIFIED PROFESSIONAL.5.EROSION AND SEDIMENT CONTROL METHODS SHALL COMPLY WITH THE NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL,LATEST EDITION.6.EROSION AND SEDIMENT CONTROL DEVICES SHALL BE INSPECTED PERIODICALLY AND AFTER EACH RAINFALL EVENT. THE CONTRACTOR SHALL REPAIR THEEROSION AND SEDIMENT CONTROL DEVICES AS NECESSARY AND AS DIRECTED BY A QUALIFIED PROFESSIONAL.7.ALL TEMPORARY EXPOSED FACES OF EARTH CUTS AND FILLS SHALL BE VEGETATED OR PROTECTED FROM EROSION IMMEDIATELY UPON COMPLETION OF EARTHWORKOR IF WORK IN THESE AREAS IS TO BE SUSPENDED FOR FOURTEEN (14) DAYS. PROVISIONS SHALL BE MADE IN ORDER TO MINIMIZE THE AREA TO BEDISTURBED AND TO PREVENT THE CONCENTRATION OF STORM WATER RUNOFF AND EROSION OF DISTURBED EARTH SLOPES.8.UPON COMPLETION OF GRADING OPERATIONS THE DISTURBED AREAS SHALL BE STABILIZED BY THE FOLLOWING METHODS, DEPENDING UPON THE CLASSIFICATIONOF THE AREA AS EITHER TO RECEIVE PERMANENT OR TEMPORARY SEEDING:SEED BED PREPARATIONIF AREAS ARE DEEMED AS REQUIRING TOPSOIL THEN APPLY TOPSOIL TO A UNIFORM MINIMUM DEPTH OF FOUR INCHES (4"). TOPSOIL SHALL BE FRIABLE ANDLOAMY, FREE OF DEBRIS, OBJECTIONABLE WEEDS, AND STONES, AND CONTAIN NO TOXIC MATERIALS. IF TOPSOIL IS DEEMED UNNECESSARY THEN PREPARE SEEDBED BY SCARIFYING COMPACTED AREAS AND REMOVING DEBRIS, ROCKS, AND STUMPS. SEEDBED SHALL RECEIVE THE FOLLOWING SOIL AMENDMENTS:8.1.LIME TO A Ph OF 6.08.2.FERTILIZE WITH 600 LBS OF 5-10-10 OR EQUIVALENT PER ACRE (14 LBS./1000 SQ. FT) THE SOIL AMENDMENTS SHALL BE WORKED INTO THE SEED BEDWITH A DISC, SPRINGTOOTH HARROW, OR OTHER SUITABLE EQUIPMENT.TEMPORARY SEEDINGSANNUAL RYEGRASS SEED SHALL BE APPLIED AT A RATE OF 0.9 LBS PER 1000 SQUARE FEET. USE WINTER RYE IF SEEDING DURING OCTOBER/NOVEMBER.PERMANENT SEEDINGSSEEDING SHALL CONSIST OF 1 LB PER 1000 SQUARE FEET OF SEED CONTAINING AT LEAST 50% FAST SPROUTING PERENNIAL RYE GRASS AND 10% PINK CLOVEROR ALFALFA. THE SEED MIX SHALL BE SPREAD BY UTILIZING A CYCLONE SEEDER, DRILL, OR CULTIPACK SEEDER. SEED DEPTH SHALL BE FROM 1/4 TO 1/2INCH DEEP. SEED MAY ALSO BE APPLIED BY APPROPRIATE HYDROSEEDING METHODS. ALL SEEDED AREAS SHALL BE MULCHED WITH STRAW MULCH APPLIED ATRATE OF 2 TON/ACRE (90 LBS PER 1000 SQUARE FEET) AND ANCHORED WITH "TERRA-TACK" OR EQUIVALENT.ROCKWHEN ENCOUNTERED, SHALL BE UNDERCUT A MINIMUM OF 12 INCHES BELOW FINISHED GRADE; BACKFILL OVER THE ROCK SHALL CONSIST OF 8 INCHES OFGRANULAR FILL AND 4 INCHES OF TOPSOIL.9.IF STABILIZATION BY SEEDING CANNOT OCCUR DURING THE RECOMMENDED SEEDING PERIODS, TOPSOIL, FILL, AND EXCAVATED MATERIALS AREAS SHALL BETEMPORARILY STABILIZED WITH ANCHORED MULCH UNTIL SUCH TIME AS EFFECTIVE SEEDING CAN OCCUR.10.STOCKPILE MATERIALS SHALL NOT BE LOCATED WITHIN TWENTY-FIVE FEET (25') OF ANY DITCH, STREAM, OR OTHER SURFACE WATER BODY.11.IF CONSTRUCTION IS SUSPENDED, OR SECTIONS COMPLETED, AREAS SHALL BE SEEDED AND/OR MULCHED IMMEDIATELY.12.COMPLY WITH THE APPLICABLE STIPULATIONS SET FORTH IN THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) PREPARED FOR THIS PROJECT.INFILTRATION PRACTICES:INFILTRATION PRACTICES SHALL NOT BE USED AS SEDIMENT TRAPS.ALL CONSTRUCTION RUNOFF SHALL BE DIRECTED TO AN APPROPRIATESEDIMENT CONTROL DEVICE. INFILTRATION BASINS MAY ONLY HAVEFLOWS DIRECTED TO THEM ONCE THE SITE HAS BEEN STABILIZED BYVEGETATION OR THE INSTALLATION OF SUBBASE. PROVIDE INLETPROTECTION AS IDENTIFIED.CARE SHALL BE TAKEN WHEN CONSTRUCTION ACTIVITY IS NEARINFILTRATION AREA. COMPACTION SHOULD BE AVOIDED.DE-COMPACTION PRIOR TO VEGETATINGDATE:APPROVED BY:CHECKED BY:SCALE:DESIGNED BY:DRAWN BY:REV.DATE BYDESCRIPTION Verity Engineering, D.P.C.P.O. Box 474Troy, New York 12181518.389.7200 | verityeng.comIT IS A VIOLATION OF NEW YORK STATE EDUCATION LAW ARTICLE 145 FOR ANYPERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSEDPROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT IN ANY WAY. IF ALTERED, THEALTERING ENGINEER SHALL AFFIX TO THE DOCUMENT THEIR SEAL, THE NOTATION"ALTERED BY" FOLLOWED BY THEIR SIGNATURE, THE DATE OF SUCH ALTERATION, ANDA SPECIFIC DESCRIPTION OF THE ALTERATION.COPYRIGHT © 2022 VERITY ENGINEERING, D.P.C. ALL RIGHTS RESERVED.881 Murray RoadMiddle Grove, NY 12850518.584.6174munterenterprises.com1 inch = ft.( IN FEET )GRAPHIC SCALE050255010020050PROPERTY LINELEGEND08/12/2022AJVAJVAS NOTEDEASEAS4 of 9C-121DUPLAINVILLE ROAD WAREHOUSE INDUSTRIAL DEVELOPMENT DUPLAINVILLE RD | CITY OF SARATOGA SPRINGS | SARATOGA COUNTY | NEW YORK STATEGRADING, EROSION ANDSEDIMENT CONTROLA 12/16/22 AJVINITIAL SUBMISSION ---- ---- ---- ---- ---- ---- ---- ---- ----NINFILTRATION TEST LOGPERFORMED BY: AARON VERA, P.E.DATE: 09/20/2022IT#1 24"/HR.IT#2 24"/HR.IT#3 24"/HR.IT#4 24"/HR.IT#5 12"/HR.*DESIGN RATE USED: 5"/HR.GENERAL CONSTRUCTION SEQUENCETOTAL DISTURBANCE = ±20.99 ACRESPRE-CONSTRUCTION1.OBTAIN PLAN APPROVAL, GRADING PERMIT, ANY EASEMENTS, AND ALL OTHER LEGAL CONTRACTS/PERMITS REQUIRED FOR CONSTRUCTION.2.FLAG THE WORK LIMITS AND MARK TREES AND AREAS FOR PROTECTION AS REQUIRED.3.HOLD PRE-CONSTRUCTION CONFERENCE AT LEAST ONE WEEK PRIOR TO STARTING CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE CITY OF ALBANY BUILDINGDEPARTMENT, DESIGN ENGINEER, INSPECTING ENGINEER, AND THE SWPPP MONITORING PROFESSIONAL.4.INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT, INLET PROTECTION, AND CONCRETE WASHOUT.5.STAKE OUT CLEARING LIMITS. AREAS OF DISTURBANCE SHALL NOT EXCEED FIVE (5) ACRES AT ANY TIME. OBTAIN APPROVAL FROM CITY OF SARATOGABUILDING DEPARTMENT TO PROCEED WITH GRADING PERMIT.6.COMPLETE REMOVAL OF EXISTING STRUCTURES, CLEARING AND GRUBBING.7.MASS GRADE TO CREATE LEVEL AREA FOR FUTURE VEHICLE PARKING AND BUILDING SLAB. STRIP AND STOCKPILE TOPSOIL, REMOVE LOOSE SOILS THAT ARE NOTSUITABLE FOR THE PROPOSED IMPROVEMENTS. STOCKPILE WITHIN APPROVED AREA WITH ADEQUATE PROTECTION.8.STABILIZE GRADING ON THE SOUTH END OF THE BUILDING SLAB AND IN FRONT OF THE BUILDING SLAB TO SKYWARD DRIVE. PROCEED WITH ROUGH GRADING ANDIMPORTING/EXPORTING OF FILL AS REQUIRED. CONSTRUCT SEDIMENT TRAP AT LOCATION OF FOREBAY AND CREATE SWALES TO FOREBAY.9.POUR FOUNDATION AND ALLOW 28 DAYS FOR CURING.10.TRENCH FOR UTILITIES11. CONTINUE REMOVAL OF EXISTING STRUCTURES, CLEARING AND GRUBBING12.CONTINUE MASS GRADING TO FINE GRADING SLOPES ALONG THE EASTERN PROPERTY LINE. STABILIZE IMMEDIATELY.13.PROCEED WITH THE CREATION OF THE INFILTRATION BASIN14.INSTALL CATCH BASINS, ROADWAY SUBBASE AND CURBING.15.INSTALL PAVEMENTS.POST-CONSTRUCTION16.ONCE CONSTRUCTION IS COMPLETED, CONTRACTOR TO PERMANENTLY STABILIZE ALL EXPOSED AREA, INCLUDING AREAS THAT HAVE BECOME BARE DUE TOTRAFFIC.17.ENSURE POSITIVE DRAINAGE FLOW AWAY FROM BUILDINGS AND ADJACENT PROPERTIES SO THAT FLOWS HAVE A POSITIVE DIRECTION TOWARDS STORMWATERCOLLECTION DEVICES.18.REMOVE ANY ACCUMULATED SEDIMENT AND ENSURE ALL STORMWATER MANAGEMENT PRACTICES ARE FUNCTIONING CORRECTLY, AND DISCHARGING CLEAN RUNOFF.19.PERFORM FINAL CLEANUP OF DEBRIS, AND REPAIR ANY AREAS THAT WERE AFFECTED FROM CONSTRUCTION.20.REMOVAL OF OVERALL EROSION CONTROL MEASURES MAY ONLY OCCUR WHEN THE PROJECT IS SUFFICIENTLY STABILIZED AND REQUIRES THE APPROVAL OF THECITY OF SARATOGA SPRINGS BUILDING DEPARTMENT AND THE SWPPP INSPECTOR. THE CITY ENGINEERS OFFICE MAY WISH TO INSPECT STORMWATER BASIN. Stormwater Pollution Prevention Plan (SWPPP) N 66 Duplainville Road December 2022 Appendix N Environmental Assessment Form Page 1 of 13 Full Environmental Assessment Form Part 1 - Project and Setting Instructions for Completing Part 1 Part 1 is to be completed by the applicant or project sponsor. Responses become part of the application for approval or funding, are subject to public review, and may be subject to further verification. Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item, please answer as thoroughly as possible based on current information; indicate whether missing information does not exist, or is not reasonably available to the sponsor; and, when possible, generally describe work or studies which would be necessary to update or fully develop that information. Applicants/sponsors must complete all items in Sections A & B. In Sections C, D & E, most items contain an initial question that must be answered either “Yes” or “No”. If the answer to the initial question is “Yes”, complete the sub-questions that follow. If the answer to the initial question is “No”, proceed to the next question. Section F allows the project sponsor to identify and attach any additional information. Section G requires the name and signature of the applicant or project sponsor to verify that the information contained in Part 1is accurate and complete. A.Project and Applicant/Sponsor Information. Name of Action or Project: Project Location (describe, and attach a general location map): Brief Description of Proposed Action (include purpose or need): Name of Applicant/Sponsor: Telephone: E-Mail: Address: City/PO: State: Zip Code: Project Contact (if not same as sponsor; give name and title/role): Telephone: E-Mail: Address: City/PO:State: Zip Code: Property Owner (if not same as sponsor): Telephone: E-Mail: Address: City/PO:State: Zip Code: Page 2 of 13 B. Government Approvals B.Government Approvals, Funding, or Sponsorship. (“Funding” includes grants, loans, tax relief, and any other forms of financial assistance.) Government Entity If Yes: Identify Agency and Approval(s) Required Application Date (Actual or projected) a.City Counsel, Town Board, 9 Yes 9 No or Village Board of Trustees b. City, Town or Village 9 Yes 9 No Planning Board or Commission c.City, Town or 9 Yes 9 No Village Zoning Board of Appeals d. Other local agencies 9 Yes 9 No e. County agencies 9 Yes 9 No f. Regional agencies 9 Yes 9 No g. State agencies 9 Yes 9 No h. Federal agencies 9 Yes 9 No i. Coastal Resources. i.Is the project site within a Coastal Area, or the waterfront area of a Designated Inland Waterway?9 Yes 9 No ii.Is the project site located in a community with an approved Local Waterfront Revitalization Program? 9 Yes 9 No iii. Is the project site within a Coastal Erosion Hazard Area?9 Yes 9 No C. Planning and Zoning C.1. Planning and zoning actions. Will administrative or legislative adoption, or amendment of a plan, local law, ordinance, rule or regulation be the 9 Yes 9 No only approval(s) which must be granted to enable the proposed action to proceed? •If Yes, complete sections C, F and G. •If No, proceed to question C.2 and complete all remaining sections and questions in Part 1 C.2. Adopted land use plans. a. Do any municipally- adopted (city, town, village or county) comprehensive land use plan(s) include the site 9 Yes 9 No where the proposed action would be located? If Yes, does the comprehensive plan include specific recommendations for the site where the proposed action 9 Yes 9 No would be located? b. Is the site of the proposed action within any local or regional special planning district (for example: Greenway; 9 Yes 9 No Brownfield Opportunity Area (BOA); designated State or Federal heritage area; watershed management plan; or other?) If Yes, identify the plan(s): _______________________________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ c. Is the proposed action located wholly or partially within an area listed in an adopted municipal open space plan, 9 Yes 9 No or an adopted municipal farmland protection plan? If Yes, identify the plan(s): ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ Page 3 of 13 C.3. Zoning a. Is the site of the proposed action located in a municipality with an adopted zoning law or ordinance.9 Yes 9 No If Yes, what is the zoning classification(s) including any applicable overlay district? _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ b. Is the use permitted or allowed by a special or conditional use permit?9 Yes 9 No c. Is a zoning change requested as part of the proposed action?9 Yes 9 No If Yes, i.What is the proposed new zoning for the site? ___________________________________________________________________ C.4. Existing community services. a. In what school district is the project site located? ________________________________________________________________ b. What police or other public protection forces serve the project site? _________________________________________________________________________________________________________ c. Which fire protection and emergency medical services serve the project site? __________________________________________________________________________________________________________ d. What parks serve the project site? __________________________________________________________________________________________________________ __________________________________________________________________________________________________________ D. Project Details D.1. Proposed and Potential Development a. What is the general nature of the proposed action (e.g., residential, industrial, commercial, recreational; if mixed, include all components)? _________________________________________________________________________________________________________ b. a. Total acreage of the site of the proposed action?_____________ acres b. Total acreage to be physically disturbed?_____________ acres c. Total acreage (project site and any contiguous properties) owned or controlled by the applicant or project sponsor?_____________ acres c. Is the proposed action an expansion of an existing project or use?9 Yes 9 No i.If Yes, what is the approximate percentage of the proposed expansion and identify the units (e.g., acres, miles, housing units, square feet)? % ____________________ Units: ____________________ d. Is the proposed action a subdivision, or does it include a subdivision? 9 Yes 9 No If Yes, i.Purpose or type of subdivision? (e.g., residential, industrial, commercial; if mixed, specify types) ________________________________________________________________________________________________________ ii. Is a cluster/conservation layout proposed? 9 Yes 9 No iii.Number of lots proposed? ________ iv.Minimum and maximum proposed lot sizes? Minimum __________ Maximum __________ 9 Yes 9 No _____ months _____ _____ month _____ year e.Will the proposed action be constructed in multiple phases? i.If No, anticipated period of construction: ii.If Yes: •Total number of phases anticipated •Anticipated commencement date of phase 1 (including demolition) •Anticipated completion date of final phase _____ month _____year •Generally describe connections or relationships among phases, including any contingencies where progress of one phase may determine timing or duration of future phases: _______________________________________________________________ ____________________________________________________________________________________________________ ____________________________________________________________________________________________________ Page 4 of 13 f. Does the project include new residential uses?9 Yes 9 No If Yes, show numbers of units proposed. One Family Two Family Three Family Multiple Family (four or more) Initial Phase ___________ ___________ ____________ ________________________ At completion of all phases ___________ ___________ ____________ ________________________ g. Does the proposed action include new non-residential construction (including expansions)? 9 Yes 9 No If Yes, i. Total number of structures ___________ ii.Dimensions (in feet) of largest proposed structure: ________height; ________width; and _______ length iii.Approximate extent of building space to be heated or cooled: ______________________ square feet h. Does the proposed action include construction or other activities that will result in the impoundment of any 9 Yes 9 No liquids, such as creation of a water supply, reservoir, pond, lake, waste lagoon or other storage? If Yes, i.Purpose of the impoundment: ________________________________________________________________________________ ii.If a water impoundment, the principal source of the water: 9 Ground water 9 Surface water streams 9 Other specify: _________________________________________________________________________________________________________ iii.If other than water, identify the type of impounded/contained liquids and their source. _________________________________________________________________________________________________________ iv.Approximate size of the proposed impoundment. Volume: ____________ million gallons; surface area: ____________ acres v.Dimensions of the proposed dam or impounding structure: ________ height; _______ length vi.Construction method/materials for the proposed dam or impounding structure (e.g., earth fill, rock, wood, concrete): ________________________________________________________________________________________________________ D.2. Project Operations a. Does the proposed action include any excavation, mining, or dredging, during construction, operations, or both? 9 Yes 9 No (Not including general site preparation, grading or installation of utilities or foundations where all excavated materials will remain onsite) If Yes: i .What is the purpose of the excavation or dredging? _______________________________________________________________ ii.How much material (including rock, earth, sediments, etc.) is proposed to be removed from the site? •Volume (specify tons or cubic yards): ____________________________________________ •Over what duration of time? ____________________________________________________ iii.Describe nature and characteristics of materials to be excavated or dredged, and plans to use, manage or dispose of them. ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ iv.Will there be onsite dewatering or processing of excavated materials? 9 Yes 9 No If yes, describe. ___________________________________________________________________________________________ ________________________________________________________________________________________________________ v.What is the total area to be dredged or excavated? _____________________________________acres vi.What is the maximum area to be worked at any one time? _______________________________ acres vii.What would be the maximum depth of excavation or dredging? __________________________ feet viii.Will the excavation require blasting?9 Yes 9 No ix.Summarize site reclamation goals and plan: _____________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ b. Would the proposed action cause or result in alteration of, increase or decrease in size of, or encroachment 9 Yes 9 No into any existing wetland, waterbody, shoreline, beach or adjacent area? If Yes: i.Identify the wetland or waterbody which would be affected (by name, water index number, wetland map number or geographic description): ______________________________________________________________________________________________ _________________________________________________________________________________________________________ Page 5 of 13 ii. iii. Describe how the proposed action would affect that waterbody or wetland, e.g. excavation, fill, placement of structures, or alteration of channels, banks and shorelines. Indicate extent of activities, alterations and additions in square feet or acres: _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ Will the proposed action cause or result in disturbance to bottom sediments? Yes 9 No If Yes, describe: __________________________________________________________________________________________ iv.Will the proposed action cause or result in the destruction or removal of aquatic vegetation?9 Yes 9 No If Yes: •acres of aquatic vegetation proposed to be removed: ___________________________________________________________ •expected acreage of aquatic vegetation remaining after project completion:________________________________________ •purpose of proposed removal (e.g. beach clearing, invasive species control, boat access): ____________________________ ____________________________________________________________________________________________________ •proposed method of plant removal: ________________________________________________________________________ •if chemical/herbicide treatment will be used, specify product(s): _________________________________________________ v.Describe any proposed reclamation/mitigation following disturbance: _________________________________________________ _________________________________________________________________________________________________________ c. Will the proposed action use, or create a new demand for water? 9 Yes 9 No If Yes: i.Total anticipated water usage/demand per day: __________________________ gallons/day ii.Will the proposed action obtain water from an existing public water supply? 9 Yes 9 No If Yes: •Name of district or service area: _________________________________________________________________________ •Does the existing public water supply have capacity to serve the proposal? 9 Yes 9 No •Is the project site in the existing district? 9 Yes 9 No •Is expansion of the district needed? 9 Yes 9 No •Do existing lines serve the project site? 9 Yes 9 No iii.Will line extension within an existing district be necessary to supply the project? 9 Yes 9 No If Yes: •Describe extensions or capacity expansions proposed to serve this project: ________________________________________ ____________________________________________________________________________________________________ •Source(s) of supply for the district: ________________________________________________________________________ iv.Is a new water supply district or service area proposed to be formed to serve the project site? 9 Yes 9 No If, Yes: •Applicant/sponsor for new district: ________________________________________________________________________ •Date application submitted or anticipated: __________________________________________________________________ •Proposed source(s) of supply for new district: _______________________________________________________________ v.If a public water supply will not be used, describe plans to provide water supply for the project: ___________________________ _________________________________________________________________________________________________________ vi.If water supply will be from wells (public or private), what is the maximum pumping capacity: _______ gallons/minute. d. Will the proposed action generate liquid wastes?9 Yes 9 No If Yes: i.Total anticipated liquid waste generation per day: _______________ gallons/day ii.Nature of liquid wastes to be generated (e.g., sanitary wastewater, industrial; if combination, describe all components and approximate volumes or proportions of each): __________________________________________________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ iii.Will the proposed action use any existing public wastewater treatment facilities?9 Yes 9 No If Yes: •Name of wastewater treatment plant to be used: _____________________________________________________________ •Name of district: ______________________________________________________________________________________ •Does the existing wastewater treatment plant have capacity to serve the project?9 Yes 9 No • Is the project site in the existing district?9 Yes 9 No • Is expansion of the district needed?9 Yes 9 No Page 6 of 13 9 Yes 9 No •Do existing sewer lines serve the project site? •Will a line extension within an existing district be necessary to serve the project?9 Yes 9 No If Yes: •Describe extensions or capacity expansions proposed to serve this project: ____________________________________ ____________________________________________________________________________________________________ ____________________________________________________________________________________________________ iv.Will a new wastewater (sewage) treatment district be formed to serve the project site?9 Yes 9 No If Yes: •Applicant/sponsor for new district: ____________________________________________________________________ •Date application submitted or anticipated: _______________________________________________________________ •What is the receiving water for the wastewater discharge? __________________________________________________ v.If public facilities will not be used, describe plans to provide wastewater treatment for the project, including specifying proposed receiving water (name and classification if surface discharge or describe subsurface disposal plans): ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ vi.Describe any plans or designs to capture, recycle or reuse liquid waste: _______________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ e. Will the proposed action disturb more than one acre and create stormwater runoff, either from new point 9 Yes 9 No sources (i.e. ditches, pipes, swales, curbs, gutters or other concentrated flows of stormwater) or non-point source (i.e. sheet flow) during construction or post construction? If Yes: i.How much impervious surface will the project create in relation to total size of project parcel? _____ Square feet or _____ acres (impervious surface) _____ Square feet or _____ acres (parcel size) ii.Describe types of new point sources. __________________________________________________________________________ _________________________________________________________________________________________________________ iii.Where will the stormwater runoff be directed (i.e. on-site stormwater management facility/structures, adjacent properties, groundwater, on-site surface water or off-site surface waters)? ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ •If to surface waters, identify receiving water bodies or wetlands: ________________________________________________ ____________________________________________________________________________________________________ ____________________________________________________________________________________________________ •Will stormwater runoff flow to adjacent properties?9 Yes 9 No iv.Does the proposed plan minimize impervious surfaces, use pervious materials or collect and re-use stormwater?9 Yes 9 No f. Does the proposed action include, or will it use on-site, one or more sources of air emissions, including fuel 9 Yes 9 No combustion, waste incineration, or other processes or operations? If Yes, identify: i. Mobile sources during project operations (e.g., heavy equipment, fleet or delivery vehicles) _________________________________________________________________________________________________________ ii.Stationary sources during construction (e.g., power generation, structural heating, batch plant, crushers) ________________________________________________________________________________________________________ iii.Stationary sources during operations (e.g., process emissions, large boilers, electric generation) ________________________________________________________________________________________________________ g. Will any air emission sources named in D.2.f (above), require a NY State Air Registration, Air Facility Permit,9 Yes 9 No or Federal Clean Air Act Title IV or Title V Permit? If Yes: i.Is the project site located in an Air quality non-attainment area? (Area routinely or periodically fails to meet 9 Yes 9 No ambient air quality standards for all or some parts of the year) ii.In addition to emissions as calculated in the application, the project will generate: •___________Tons/year (short tons) of Carbon Dioxide (CO2) •___________Tons/year (short tons) of Nitrous Oxide (N2O) •___________Tons/year (short tons) of Perfluorocarbons (PFCs) •___________Tons/year (short tons) of Sulfur Hexafluoride (SF6) •___________Tons/year (short tons) of Carbon Dioxide equivalent of Hydroflourocarbons (HFCs) •___________Tons/year (short tons) of Hazardous Air Pollutants (HAPs) Page 7 of 13 h. Will the proposed action generate or emit methane (including, but not limited to, sewage treatment plants,9 Yes 9 No landfills, composting facilities)? If Yes: i.Estimate methane generation in tons/year (metric): ________________________________________________________________ ii. Describe any methane capture, control or elimination measures included in project design (e.g., combustion to generate heat or electricity, flaring): ________________________________________________________________________________________ _________________________________________________________________________________________________________ i. Will the proposed action result in the release of air pollutants from open-air operations or processes, such as 9 Yes 9 No quarry or landfill operations? If Yes: Describe operations and nature of emissions (e.g., diesel exhaust, rock particulates/dust): _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ j. Will the proposed action result in a substantial increase in traffic above present levels or generate substantial 9 Yes 9 No new demand for transportation facilities or services? If Yes: i.When is the peak traffic expected (Check all that apply): † Morning † Evening †Weekend † Randomly between hours of __________ to ________. ii.For commercial activities only, projected number of truck trips/day and type (e.g., semi trailers and dump trucks): _____________ iii. iv. v. Parking spaces: Existing ___________________ Proposed ___________ Net increase/decrease _____________________ Does the proposed action include any shared use parking? Yes No 9 Yes 9 No vi.Are public/private transportation service(s) or facilities available within ½ mile of the proposed site? vii Will the proposed action include access to public transportation or accommodations for use of hybrid, electric 9 Yes 9 No or other alternative fueled vehicles? viii. Will the proposed action include plans for pedestrian or bicycle accommodations for connections to existing 9 Yes 9 No pedestrian or bicycle routes? k. Will the proposed action (for commercial or industrial projects only) generate new or additional demand 9 Yes 9 No for energy? If Yes: i.Estimate annual electricity demand during operation of the proposed action: ____________________________________________ _________________________________________________________________________________________________________ ii.Anticipated sources/suppliers of electricity for the project (e.g., on-site combustion, on-site renewable, via grid/local utility, or other): ________________________________________________________________________________________________________ iii.Will the proposed action require a new, or an upgrade, to an existing substation?9 Yes 9 No l. Hours of operation. Answer all items which apply. i. During Construction:ii.During Operations: •Monday - Friday: _________________________•Monday - Friday: ____________________________ •Saturday: ________________________________•Saturday: ___________________________________ •Sunday: _________________________________•Sunday: ____________________________________ •Holidays: ________________________________•Holidays: ___________________________________ If the proposed action includes any modification of existing roads, creation of new roads or change in existing access, describe: ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ Page 8 of 13 m. Will the proposed action produce noise that will exceed existing ambient noise levels during construction,9 Yes 9 No operation, or both? If yes: i.Provide details including sources, time of day and duration: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ ii. Will the proposed action remove existing natural barriers that could act as a noise barrier or screen?9 Yes 9 No Describe: _________________________________________________________________________________________________ _________________________________________________________________________________________________________ n. W th ill prop e os actio ed hav n e outd ligh oor ting? 9 Yes 9 No If yes: i.Describe source(s), location(s), height of fixture(s), direction/aim, and proximity to nearest occupied structures: _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ ii.Will proposed action remove existing natural barriers that could act as a light barrier or screen?9 Yes 9 No Describe: _________________________________________________________________________________________________ _________________________________________________________________________________________________________ o.Does the proposed action have the potential to produce odors for more than one hour per day?9 Yes 9 No If Yes, describe possible sources, potential frequency and duration of odor emissions, and proximity to nearest occupied structures: ______________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ p.9 Yes 9 No Will the proposed action include any bulk storage of petroleum (combined capacity of over 1,100 gallons) or chemical products 185 gallons in above ground storage or any amount in underground storage? If Yes: i.Product(s) to be stored ______________________________________________________________________________________ ii.Volume(s) ______ per unit time ___________ (e.g., month, year) iii.Generally, describe the proposed storage facilities:________________________________________________________________ ________________________________________________________________________________________________________ q. Will the proposed action (commercial, industrial and recreational projects only) use pesticides (i.e., herbicides,9 Yes 9 No insecticides) during construction or operation? If Yes: i.Describe proposed treatment(s): ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ii.Will the proposed action use Integrated Pest Management Practices?9 Yes 9 No r. Will the proposed action (commercial or industrial projects only) involve or require the management or disposal 9 Yes 9 No of solid waste (excluding hazardous materials)? If Yes: i.Describe any solid waste(s) to be generated during construction or operation of the facility: •Construction: ____________________ tons per ________________ (unit of time) •Operation : ____________________ tons per ________________ (unit of time) ii.Describe any proposals for on-site minimization, recycling or reuse of materials to avoid disposal as solid waste: •Construction: ________________________________________________________________________________________ ____________________________________________________________________________________________________ •Operation: __________________________________________________________________________________________ ____________________________________________________________________________________________________ iii.Proposed disposal methods/facilities for solid waste generated on-site: •Construction: ________________________________________________________________________________________ ____________________________________________________________________________________________________ •Operation: __________________________________________________________________________________________ ____________________________________________________________________________________________________ Page 9 of 13 s. Does the proposed action include construction or modification of a solid waste management facility?9 Yes 9 No If Yes: i.Type of management or handling of waste proposed for the site (e.g., recycling or transfer station, composting, landfill, or other disposal activities): ___________________________________________________________________________________ ii.Anticipated rate of disposal/processing: •________ Tons/month, if transfer or other non-combustion/thermal treatment, or •________ Tons/hour, if combustion or thermal treatment iii.If landfill, anticipated site life: ________________________________ years t. Will the proposed action at the site involve the commercial generation, treatment, storage, or disposal of hazardous 9 Yes 9 No waste? If Yes: i.Name(s) of all hazardous wastes or constituents to be generated, handled or managed at facility: ___________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ ii.Generally describe processes or activities involving hazardous wastes or constituents: ___________________________________ _________________________________________________________________________________________________________ ________________________________________________________________________________________________________ iii. Specify amount to be handled or generated _____ tons/month iv.Describe any proposals for on-site minimization, recycling or reuse of hazardous constituents: ____________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ v.Will any hazardous wastes be disposed at an existing offsite hazardous waste facility?9 Yes 9 No If Yes: provide name and location of facility: _______________________________________________________________________ ________________________________________________________________________________________________________ If No: describe proposed management of any hazardous wastes which will not be sent to a hazardous waste facility: ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ E. Site and Setting of Proposed Action E.1. Land uses on and surrounding the project site a. Existing land uses. i.Check all uses that occur on, adjoining and near the project site. 9 Urban 9 Industrial 9 Commercial 9 Residential (suburban) 9 Rural (non-farm) 9 Forest 9 Agriculture 9 Aquatic 9 Other (specify): ____________________________________ ii.If mix of uses, generally describe: __________________________________________________________________________________________________________ __________________________________________________________________________________________________________ b. Land uses and covertypes on the project site. Land use or Covertype Current Acreage Acreage After Project Completion Change (Acres +/-) •Roads, buildings, and other paved or impervious surfaces •Forested •Meadows, grasslands or brushlands (non- agricultural, including abandoned agricultural) •Agricultural (includes active orchards, field, greenhouse etc.) •Surface water features (lakes, ponds, streams, rivers, etc.) •Wetlands (freshwater or tidal) •Non-vegetated (bare rock, earth or fill) •Other Describe: _______________________________ ________________________________________ Page 10 of 13 c. Is the project site presently used by members of the community for public recreation?9 Yes 9 No i.If Yes: explain: __________________________________________________________________________________________ d. Are there any facilities serving children, the elderly, people with disabilities (e.g., schools, hospitals, licensed 9 Yes 9 No day care centers, or group homes) within 1500 feet of the project site? If Yes, i.Identify Facilities: ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ e. Does the project site contain an existing dam?9 Yes 9 No If Yes: i.Dimensions of the dam and impoundment: •Dam height: _________________________________ feet •Dam length: _________________________________ feet •Surface area: _________________________________ acres •Volume impounded: _______________________________ gallons OR acre-feet ii.Dam=s existing hazard classification: _________________________________________________________________________ iii.Provide date and summarize results of last inspection: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ f. Has the project site ever been used as a municipal, commercial or industrial solid waste management facility,9 Yes 9 No or does the project site adjoin property which is now, or was at one time, used as a solid waste management facility? If Yes: i. Has the facility been formally closed?9 Yes 9 No •If yes, cite sources/documentation: _______________________________________________________________________ ii.Describe the location of the project site relative to the boundaries of the solid waste management facility: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ iii.Describe any development constraints due to the prior solid waste activities: __________________________________________ _______________________________________________________________________________________________________ g. Have hazardous wastes been generated, treated and/or disposed of at the site, or does the project site adjoin 9 Yes 9 No property which is now or was at one time used to commercially treat, store and/or dispose of hazardous waste? If Yes: i.Describe waste(s) handled and waste management activities, including approximate time when activities occurred: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ h. Potential contamination history. Has there been a reported spill at the proposed project site, or have any 9 Yes 9 No remedial actions been conducted at or adjacent to the proposed site? If Yes: i.Is any portion of the site listed on the NYSDEC Spills Incidents database or Environmental Site 9 Yes 9 No Remediation database? Check all that apply: 9 Yes – Spills Incidents database Provide DEC ID number(s): ________________________________ 9 Yes – Environmental Site Remediation database Provide DEC ID number(s): ________________________________ 9 Neither database ii.If site has been subject of RCRA corrective activities, describe control measures:_______________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ iii.Is the project within 2000 feet of any site in the NYSDEC Environmental Site Remediation database?9 Yes 9 No If yes, provide DEC ID number(s): ______________________________________________________________________________ iv.If yes to (i), (ii) or (iii) above, describe current status of site(s): _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ Page 11 of 13 v.Is the project site subject to an institutional control limiting property uses?9 Yes 9 No •If yes, DEC site ID number: ____________________________________________________________________________ •Describe the type of institutional control (e.g., deed restriction or easement): ____________________________________ •Describe any use limitations: ___________________________________________________________________________ •Describe any engineering controls: _______________________________________________________________________ •Will the project affect the institutional or engineering controls in place?9 Yes 9 No •Explain: ____________________________________________________________________________________________ ___________________________________________________________________________________________________ ___________________________________________________________________________________________________ E.2. Natural Resources On or Near Project Site a. What is the average depth to bedrock on the project site? ________________ feet b. Are there bedrock outcroppings on the project site?9 Yes 9 No If Yes, what proportion of the site is comprised of bedrock outcroppings? __________________% c. Predominant soil type(s) present on project site: ___________________________ __________% ___________________________ __________% ____________________________ __________% d. What is the average depth to the water table on the project site? Average: _________ feet e. Drainage status of project site soils: 9 Well Drained:_____% of site 9 Moderately Well Drained: _____% of site 9 Poorly Drained _____% of site f. Approximate proportion of proposed action site with slopes: 9 0-10%:_____% of site 9 10-15%: _____% of site 9 15% or greater: _____% of site g. Are there any unique geologic features on the project site?9 Yes 9 No If Yes, describe: _____________________________________________________________________________________________ ________________________________________________________________________________________________________ h. Surface water features. i.Does any portion of the project site contain wetlands or other waterbodies (including streams, rivers,9 Yes 9 No ponds or lakes)? ii.Do any wetlands or other waterbodies adjoin the project site?9 Yes 9 No If Yes to either i or ii, continue. If No, skip to E.2.i. iii.Are any of the wetlands or waterbodies within or adjoining the project site regulated by any federal,9 Yes 9 No state or local agency? iv.For each identified regulated wetland and waterbody on the project site, provide the following information: •Streams: Name ____________________________________________ Classification _______________________ •Lakes or Ponds: Name ____________________________________________ Classification _______________________•Wetlands: Name ____________________________________________ Approximate Size ___________________ •Wetland No. (if regulated by DEC) _____________________________ v.Are any of the above water bodies listed in the most recent compilation of NYS water quality-impaired 9 Yes 9 No waterbodies? If yes, name of impaired water body/bodies and basis for listing as impaired: _____________________________________________ ___________________________________________________________________________________________________________ i.Is the project site in a designated Floo dway?9 Yes 9 No j.Is the project site in the 100-year Floodplain?9 Yes 9 No k.Is the project site in the 500-year Floodplain?9 Yes 9 No l. Is the project site located over, or immediately adjoining, a primary, principal or sole source aquifer?9 Yes 9 No If Yes: i.Name of aquifer: _________________________________________________________________________________________ Page 12 of 13 m. Identify the predominant wildlife species that occupy or use the project site: ______________________________ ______________________________ _______________________________ ______________________________ ______________________________ _______________________________ ______________________________ n. Does the project site contain a designated significant natural community?9 Yes 9 No If Yes: i.Describe the habitat/community (composition, function, and basis for designation): _____________________________________ ________________________________________________________________________________________________________ ii.Source(s) of description or evaluation: ________________________________________________________________________ iii.Extent of community/habitat: •Currently: ______________________ acres •Following completion of project as proposed: _____________________ acres •Gain or loss (indicate + or -): ______________________ acres o. Does project site contain any species of plant or animal that is listed by the federal government or NYS as 9 Yes 9 No endangered or threatened, or does it contain any areas identified as habitat for an endangered or threatened species? p. Does the project site contain any species of plant or animal that is listed by NYS as rare, or as a species of 9 Yes 9 No special concern? q. Is the project site or adjoining area currently used for hunting, trapping, fishing or shell fishing?9 Yes 9 No If yes, give a brief description of how the proposed action may affect that use: ___________________________________________ ________________________________________________________________________________________________________ E.3. Designated Public Resources On or Near Project Site a. Is the project site, or any portion of it, located in a designated agricultural district certified pursuant to 9 Yes 9 No Agriculture and Markets Law, Article 25-AA, Section 303 and 304? If Yes, provide county plus district name/number: _________________________________________________________________ b. Are agricultural lands consisting of highly productive soils present?9 Yes 9 No i.If Yes: acreage(s) on project site? ___________________________________________________________________________ ii.Source(s) of soil rating(s): _________________________________________________________________________________ c. Does the project site contain all or part of, or is it substantially contiguous to, a registered National 9 Yes 9 No Natural Landmark? If Yes: i.Nature of the natural landmark: 9 Biological Community 9 Geological Feature ii.Provide brief description of landmark, including values behind designation and approximate size/extent: ___________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ d. Is the project site located in or does it adjoin a state listed Critical Environmental Area?9 Yes 9 No If Yes: i.CEA name: _____________________________________________________________________________________________ ii.Basis for designation: _____________________________________________________________________________________ iii.Designating agency and date: ______________________________________________________________________________ If Yes: i.Species and listing (endangered or threatened):______________________________________________________________________________ ________________________________________________________________________________________________________________________ ________________________________________________________________________________________________________________________ If Yes: i.Species and listing:____________________________________________________________________________________________________ _______________________________________________________________________________________________________________________ Page 13 of 13 e. Does the project site contain, or is it substantially contiguous to, a building, archaeological site, or district 9 Yes 9 No which is listed on the National or State Register of Historic Places, or that has been determined by the Commissioner of the NYS Office of Parks, Recreation and Historic Preservation to be eligible for listing on the State Register of Historic Places? If Yes: i.Nature of historic/archaeological resource: 9 Archaeological Site 9 Historic Building or District ii.Name: _________________________________________________________________________________________________ iii.Brief description of attributes on which listing is based: _______________________________________________________________________________________________________ f. Is the project site, or any portion of it, located in or adjacent to an area designated as sensitive for 9 Yes 9 No archaeological sites on the NY State Historic Preservation Office (SHPO) archaeological site inventory? g. Have additional archaeological or historic site(s) or resources been identified on the project site?9 Yes 9 No If Yes: i. Describe possible resource(s): _______________________________________________________________________________ ii.Basis for identification: ___________________________________________________________________________________ h.9 Yes 9 No Is the project site within fives miles of any officially designated and publicly accessible federal, state, or local scenic or aesthetic resource? If Yes: i.Identify resource: _________________________________________________________________________________________ ii.Nature of, or basis for, designation (e.g., established highway overlook, state or local park, state historic trail or scenic byway, etc.): ___________________________________________________________________________________________________ iii.Distance between project and resource: _____________________ miles. i. Is the project site located within a designated river corridor under the Wild, Scenic and Recreational Rivers 9 Yes 9 No Program 6 NYCRR 666? If Yes: i.Identify the name of the river and its designation: ________________________________________________________________ ii.Is the activity consistent with development restrictions contained in 6NYCRR Part 666?9 Yes 9 No F. Additional Information Attach any additional information which may be needed to clarify your project. If you have identified any adverse impacts which could be associated with your proposal, please describe those impacts plus any measures which you propose to avoid or minimize them. G. Verification I certify that the information provided is true to the best of my knowledge. Applicant/Sponsor Name ___________________________________ Date_______________________________________ Signature________________________________________________ Title_______________________________________ EAF Mapper Summary Report Monday, December 19, 2022 9:55 AM Disclaimer: The EAF Mapper is a screening tool intended to assist project sponsors and reviewing agencies in preparing an environmental assessment form (EAF). Not all questions asked in the EAF are answered by the EAF Mapper. Additional information on any EAF question can be obtained by consulting the EAF Workbooks. Although the EAF Mapper provides the most up-to-date digital data available to DEC, you may also need to contact local or other data sources in order to obtain data not provided by the Mapper. Digital data is not a substitute for agency determinations. B.i.i [Coastal or Waterfront Area]No B.i.ii [Local Waterfront Revitalization Area]No C.2.b. [Special Planning District]Yes - Digital mapping data are not available for all Special Planning Districts. Refer to EAF Workbook. C.2.b. [Special Planning District - Name]NYS Heritage Areas:Mohawk Valley Heritage Corridor E.1.h [DEC Spills or Remediation Site - Potential Contamination History] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h.i [DEC Spills or Remediation Site - Listed] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h.i [DEC Spills or Remediation Site - Environmental Site Remediation Database] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h.iii [Within 2,000' of DEC Remediation Site] No E.2.g [Unique Geologic Features]No E.2.h.i [Surface Water Features]No E.2.h.ii [Surface Water Features]Yes E.2.h.iii [Surface Water Features]Yes - Digital mapping information on local and federal wetlands and waterbodies is known to be incomplete. Refer to EAF Workbook. E.2.h.v [Impaired Water Bodies]No E.2.i. [Floodway]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.2.j. [100 Year Floodplain]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.2.k. [500 Year Floodplain]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.2.l. [Aquifers]Yes E.2.l. [Aquifer Names]Principal Aquifer 1Full Environmental Assessment Form - EAF Mapper Summary Report E.2.n. [Natural Communities]No E.2.o. [Endangered or Threatened Species]Yes E.2.o. [Endangered or Threatened Species - Name] Frosted Elfin, Karner Blue E.2.p. [Rare Plants or Animals]No E.3.a. [Agricultural District]No E.3.c. [National Natural Landmark]No E.3.d [Critical Environmental Area]No E.3.e. [National or State Register of Historic Places or State Eligible Sites] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.3.f. [Archeological Sites]Yes E.3.i. [Designated River Corridor]No 2Full Environmental Assessment Form - EAF Mapper Summary Report